SW8140211_Historical File_20140306

WNW
North Carolina Department of Environment and Natural Resources
Division of Energy, Mineral, and Land Resources
Stormwater Section
Tracy E. Davis, PE, CPM Pat McCrory, Govemor
Director John E. % aria, III, Secretary
March 6, 2014
D. Logan, Member Manager
Sel Property Investors, LL,C
310 North Front Street, Suite 200
Wilmington, NC 28401
Subject: State Stormwater Management Permit No. SW8 140211
Helms Port
High Density Subdivision infiltration Basin Project
New Hanover County
Dear Mr. Logan:
The Wilmington Regional Office received a complete, Stormwater Management Permit
Application for Helms Port on February 28, 2014. Staff review of the plans and specifications
has determined that the project, as proposed, will comply with the Stormwater Regulations set
forth in Title 15A NCAC 2H.1000 and Session Law 2008-211: We are forwarding Permit No.
SW8 140211, dated March 6, 2014, for the construction, operation and maintenance of the
BMP's and built -upon. areas associated with the subject project.
This permit shall be effective from the date of issuance until March 6, 2022, and shall be subject
to the conditions and limitations as specified therein. Please pay special attention to the
conditions listed in this permit regarding the Operation and Maintenance of the BMP(s),
recordation of deed restrictions, procedures for changes of ownership, transferring the permit,
and renewing the permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system, to record deed restrictions, to transfer the
permit, or to renew the permit, will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing by filing a written petition with the Office of
Administrative Hearings (OAH). The written petition must conform to Chapter 150B of the North
Carolina General Statutes, 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 website at www.NCOAH.com.
Unless such demands are made this permit shall be firiai and binding.
If you have any questions, or need additional information concerning this matter, please contact
Chris Baker in the Wilmington Regional Office, at [phone].
Sin rely,
1. Z�61L(w
� Tracy Davis, P. Director
Division of Energy, Mineral and Land Resources
GDS/csb: G:1WQS\StormwaterlPermits & Projects120141140211 HD12014 02 permit 140211
cc: Timothy Clinkscales, P. E., Paramounte Engineering, Inc.
New Hanover County Inspections
New Hanover Count Engineering
Division of Coastal Management
Wilmington Regional Office Stormwater File
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 Phone: [phone] / Fax: [phone]

State Stormwater Management Systems
Permit No. SW8 140211
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION INFILTRATION BASIN 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
Sol Property Investors, LLC
Helms Port
100 Aqua Vista Drive, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of an infiltration basin, seven (7) infiltration
trenches and two (2) wet detention ponds in compliance with the provisions of Session
Law 2008-211 and 15A NCAC 2H .1000 (hereafter jointly and individually referred to as
the "stonnwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division and considered a part of this permit.
This permit shall be effective from the date of issuance until March 6, 2022 and shall be
subject to the following specified conditions and limitations:
1. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.8 of this permit. The subdivision is permitted for
159 lots, each allowed a maximum amount of built -upon area as listed in Section
11.10 of this permit.
3. The total maximum amount of built -upon allowed for this project is 1,247,556
square feet, as listed in the application documents.
4. The excess design storm overflow from the infiltration basin must be directed into
a 50' vegetated filter strip and level spreader, designed per Section .1008 (0 of
the stormwater rules.
5. All stormwater collection and treatment systems must be located in either public
rights -of -way or dedicated common areas or recorded drainage easements. The
final plats for the project will be recorded showing all such required rights -of -way,
common areas and easements, in accordance with the approved plans.
6. The project shall provide and maintain a 50-foot-wide buffer adjacent all surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers, and
the mean high water line of tidal waters.
Page 2 of 10

State Stormwater Management Systems
Permit No. SW8 140211
7. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
8. The following design elements have been approved for this stormwater facility
which includes two (2) wet detention ponds, one (1) infiltration basin and seven
(7) infiltration trenches, and must be provided in the system at all times.
Wet Detention Pond Table
DA-1
DA-2
a.
Drainage Area, acres:
32.2
22.0
Onsite, ft2:
1,402,632
958,320
Offsite, ft2
N/A
N/A
b.
Total Impervious Surfaces, ft2:
611,147
457,380
Onsite, ft2:
611,147
457,380
Offsite, ft2
N/A
N/A
c.
Design Storm, inches:
3.85
3.85
d.
Average Pond Design Depth, feet:
5.5
5
e.
TSS removal efficiency:
90
90
f.
Permanent Pool Elevation, FMSL:
20.0
19.0
g.
Permanent Pool Surface Area, ft2:
97,422
43,252
h.
Permitted Storage Volume, ft3:
157,795
80,532
L
Temporary Storage Elevation, FMSL:
21.5
20.65
j.
Controlling Orifice, in:
3.5
3.0
k.
Orifice flowrate, cfs:
0.23
0.20
i.
Permitted Forebay Volume, ft3:
97,554
36,949
m.
Fountain Horsepower
2
1/2
n.
Receiving Stream/River Basin:
Masonboro Sound / Cape Fear
o.
Stream Index Number:
18-87-25 . t
p.
Classification of Water Body:
SA;ORW
Infiltration Basin Table
DA-H
a.
Drainage Area, acres:
1.95
Onsite, ft2:
84,942
Offsite, ft2
N/A
b.
Total Impervious Surfaces, ft2:
53,579
Onsite, ft2:
53,579
Offsite, ft2
N/A
C.
Basin Depth, feet:
4.0
d.
Design Storm, inches:
3.85
e.
Bottom Elevation, FMSL:
5.0
f.
Permitted Surface Area @Bottom, ft2:
3,723
g.
Permitted Storage Volume, ft3:
12,312
h.
Storage/Bypass Elevation, FMSL:
7.5
L
Type of Soil:
Course Fine Sand
j.
Expected Infiltration Rate, in/hr:
10
k.
Time to Draw Down, hours:
3.6
I.
Seasonal High Water Table, FMSL:
1.4
m.
Receiving Stream/River Basin:
Masonboro Sound /
Cape Fear
n.
Stream Index Number:
18-87-25
o.
Classification of Water Body:
SA;ORW
Page 3 of 10

State Stormwater Management Systems
Permit No. SW8 140211
Infiltration Trenc
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2
b. Total Impervious Surfaces, ft2-.
Onsite, ft2::
Offsite, ft2
C. Design Storm, inches:
d. Trench Length, feet:
e. Trench Width, feet:
f. Trench Depth, feet:
g. Bottom Elevation, FMSL:
h. Bottom Surface Area, ft2:
i. Bypass Weir Elevation, FMSL:
j. Perforated Pipe Diameter, in.:
k. Perforated Pipe Length, ft:
I. Permitted Storage Volume, ft3:
M. Type of Soil:
n. Expected Infiltration Rate, in/hr:
o. Seasonal High Water Table, FMSL:
p. Time to Draw Down, hours:
q. Receiving Stream/River Basin:
r. Stream Index Number:
S. Classification of Water Body:
Infiltration Trend
a. Drainage Area, acres:
Onsite, ft2:
Offsite, ft2
b. Total Impervious Surfaces, ft2'
Onsite, ft2:
Offsite, ft2
c. Design Storm, inches:
d. Trench Length, feet:
e. Trench Width, feet:
f. Trench Depth, feet:
g. Bottom Elevation, FMSL:
h. Bottom Surface Area, ft2:
i. Bypass Weir Elevation, FMSL:
j. Perforated Pipe Diameter, in.:
k. Perforated Pipe Length, ft:
I. Permitted Storage Volume, ft3:
m. Type of Soil:
n. Expected Infiltration Rate, in/hr:
o. Seasonal High Water Table, FMSL:
p. Time to Draw Down, hours:
q. Receiving Stream/River Basin:
r. Stream Index Number:
s. Classification of Water Body:
h
Table #1
DA-A
DA-B
DA-C
DA-D
0.64
0.34
0.65
0.65
27,878
16,553
28,314
28,350
N/A
N/A
N/A
N/A
13,504
9,147
13,068
17,859
13,504
9,147
13,068
17,859
N/A
N/A
N/A
N/A
3.85
3.85
3.85
3.85
104
90
124
134
12
12
12
12
4.5
4.5
4.5
4.5
3.5
3.5
3.5
3.5
1,248
1,080
1,488
1,474
8.5
8.5
8.5
8.5
36
36
36
36
188
160
228
248
2,930
2,534
3,495
3,778
Fine
Sand
10
10
10
10
1.4
1.4
1.4
1.4
2.6
2.9
2.4
Masonboro Sound / Cape Fear
18-87-25 , S
SA;ORW
h Table #2
DA-E
DA-F
DA-G
0.45
0.58
1.79
19,600
25,265
77,972
N/A
N/A
N/A
12,196
16,552
43,124
12,196
16,552
43,124
N/A
N/A
N/A
3.85
3.85
3.85
175
128
132
6.5
12
27.5
4.5
4.5
4.5
3.5
3.5
3.5
1,137.5
1,536
3,630
8.5
8.5
8.5
36
36
36
172
236
610
2,695
3,608
8,877
Fine Sand
10
10
10
1.4
1.4
1.4
2.6
2.9
2.9
Masonboro
Sound / Cape Fear
18-87-25
SA;ORW
Page 4 of 10

State Stormwater Management Systems
Permit No. SW8 140211
II. SCHEDULE OF COMPLIANCE
1. The permittee shall not alter any aspect or any component of the approved
stormwater drainage and collection system, or pipe any ditches or swales shown
on the approved plans, except for a minimum driveway pipe, unless and until the
permittee shall have submitted a modification to the permit and received approval
from the Division. Additionally, the permittee shall not allow any homeowner, lot
owner, builder or developer to alter any aspect or any component of the
approved stormwater collection system or to pipe any ditches or swales shown
on the approved plans, except for minimum driveway crossings, unless and until
the permittee shall have submitted a revision to the permit and received approval
from the Division.
2. The permittee shall routinely monitor the project to ensure that the proposed
built -upon area for the entire project including lot BUA, streets, recreation
facilities and sidewalks, does not exceed the permitted maximum allowable built -
upon area. Where the permittee finds a noncompliance with the permit on an
individual lot, the permittee shall notify the lot owner in writing, requiring
remediation of the noncompliance within a reasonable time frame, and shall
follow-up to ensure that the noncompliance has been resolved.
3. The permittee is responsible for approving and monitoring all driveway pipe
installation on individual lots. The permittee shall assure that all piping shall be
that minimum amount and diameter necessary to adequately pass the drainage
underneath the driveway, while maintaining a 3:1 side slope.
4. The permittee shall not approve any lot plan where the permitted maximum BUA
limit is exceeded, or where piping of ditches or swales is proposed, or where
excessive driveway piping is proposed, without first submitting a permit
modification and receiving approval from the Division.
5. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
6. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited tc, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Redesign or addition to the approved amount of built -upon area.
C. Further subdivision, acquisition, or sale of all or part of the project area.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
7. The Director may determine that other revisions to the project should require a
modification to the permit.
8. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
Page 5 of 10

State Stormwater Management Systems
Permit No. SW8 140211
9. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately. Infiltration systems should not be used
as erosion control devices, due to the potential clogging. If the stormwater
system was used as an Erosion Control device, it must be restored to design
condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
10. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 140211, as issued
by the Division under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division.
f. For the maximum built -upon area per lot see table below:
Lot Numbers
Allowable Built -Upon -Area, square feet
PH-1 to PH-53
4,500
ES-1 to ES-74,
MV-1 to MV-10
6,500
WW-1 to WW-9,
M-1 to M-13
4,000
This allotted amount includes any built -upon area constructed within the
lot property boundaries, and that portion of the right-of-way between the
front lot line and the edge of the pavement. Built upon area includes, but is
not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
g. All affected lots shall provide a 50-foot-wide buffer adjacent surface
waters, measured horizontally from and perpendicular to the normal pool
of impounded structures, the top of bank of both sides of streams and
rivers, and the mean high water line of tidal waters.
h. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
i. All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
j. Built -upon area in excess of the permitted amount will require a permit
modification.
k. Any individual or entity found to be in noncompliance with the provisions of
a storrmwater management permit or the requirements of the Stormwater
rules is subject to enforcement procedures as set forth in G.S. 143 Article
21.
11. Records of maintenance activities must be kept and made available upon
-equest to authorized personnel cf DENHO. The recordsindict. a the date,
activity, name of person performing the work and what actions were taken.
Page 6 of 10

State Stormwater Management Systems
Permit No. SW8 140211
12. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, the permittee shall cause a
certification from an appropriate designer for the system installed, to be
submitted, certifying that the permitted facility has been installed in accordance
with this permit, the approved plans and specifications, and other supporting
documentation. Any deviations from the approved plans and specifications must
be noted on the Certification.
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function as designed. The approved Operation and Maintenance Agreement
must be followed in its entirety and maintenance must occur at the scheduled
intervals listed in the O&M Agreement.
14. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
15. Prior transfer of the permit, the stormwater facilities must be inspected by the
Division and must be in compliance with all permit conditions. Any items not in
compliance must be repaired or replaced to design condition prior to the transfer.
Records of maintenance activities performed to date will be required.
16. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
III. GENERAL CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation
as listed on the form, to the Division at least 60 days prior to any one or more of
the following events:
a. An ownership change including the sale or conveyance of the project area in
whole or in part, except in the case of an individual lot sale that is made
subject to the recorded deed restrictions;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Any individual or entity found to be in noncompliance with the provisions of this
storrmwater management permit or the requirements of the Stormwater Rules is
subject to enforcement procedures as set forth in G.S. 143 Article 21.
4. Permanent seeding requirements for the stormwater ^ontrcl must follow the
guidelines established in the North Carolina Erosion and Sediment Control
Planning and Design Manual.
Page 7 of 10

State Stormwater Management Systems
Permit No. SW8 140211
5. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
6. In the event that the facilities fail to perform satisfactorily the Permittee shall take
immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management
systems.
7. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
8. The Permittee grants permission to staff of the DENR to access the property for
the purposes of inspecting the stormwater facilities during normal business
hours.
9. Approved plans, supplement forms, O&M Agreements and specifications for this
project are incorporated by reference and are enforceable parts of the permit. A
copy of this permit, the supplement forms, the Operation and Maintenance
Agreements, and the approved plans and specifications shall be maintained on
file by the Permittee at all times.
10. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal application shall include the
required application, appropriate application fee and documentation.
Permit issued this the 6th day of March, 2014.
CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
racy DaNIS, N.E., Director
ivision of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 8 of 10

State Stormwater Management Systems
Permit No. SW8 140211
Helms Port
Stormwater Permit No. SW8 140211
New Hanover Countv
Designer's Certification
Page 1 of 2
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 are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 9 of 10

State Stormwater Management Systems
Permit No. SW8 140211
Certification Requirements:
Page 2 of 2
The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the level spreader / vegetated filter strip.
15. The required dimensions Of the system; are provided, per the approved
plan.
cc: NCDENR-DEMLR Wilmington Regional Office
New. Hanover County Building Inspections
Page 10 of 10

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
- s
so ydzll
Applicable Rules: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Helms Port
2. Location of Project (street address):
100 Aqua Vista Drive
City:Wilmington County:New Hanover Zip:28409
3. Directions to project (from nearest major intersection):
lust north of Masonboro Harbour subdivision at the intersection of Aqua Vista Drive and Masonboro Harbor
Road
4. Latitude:34° 08' 19" N Longitude:77' 52' 58" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SMI--102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) , and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* "provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
®LAMA Major ❑Sedimentation/Erosion Control: ac of Disturbed Are,
❑NPDES Industrial Stormwater E404/401 Permit: Proposed Impacts 1692 s .ft.
.
b.If any of these permits have already been acquired please provide the Project Name, P rs le"c�Perx�nilµdt er,
issue date and the type of each permit: , k __
5. Is the project located within 5 miles of a public airport? ®No ❑Yes
If yes, see S.L. 2012-200, Part VI: http://portal.ncdenr.org/web/wq/ws/su/stategsw/rules laws
Form SW,401 Version 06Aug2012 Page I of.6.

III. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/ Organization: Sel Property Investors. LLC
Signing Official & Title:D Logan, Member Manager
b. Contact information for person listed in item 1a above:
Street Address:310 North Front Street, Suite 200
City:Wilmington State:NC Zip:28401
Mailing Address (if applicable):
City:
Phone:
Email: [e-mail]
State: Zip:
Fax:
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City:
Mailing Address (if applicable):
City:
Phone: ( 1
Email:
State: Zip:
State: Zip:
Fax: ( 1
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State:
Phone: ) Fax:
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #:
Fonn SWU401 Version 06Aug2012 Page 2 of 6
Zip:

. IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
Stormwater runoff will be conveyed via a storm sewer system to wet detention ponds with secondary
treatments of infiltration basins for the upland portions The proper along the waterway will be conveyed
via a storm sewer system and treated in underground infiltration trenches
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ® Ph II - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area: 75.2 acres
5. Total Coastal Wetlands Area:1.2 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+:74.0 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHM line or Mean High Water
(MHM line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 46.7 %
9. How many drainage areas does the project have?9 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area _
Drainage Area _
Drainage Area
Drainage Area
Receiving Stream Name
See Chart
_
_
Stream Class *
Stream Index Number
Total Drainage Area (sf)
On -site Drainage Area (so
Off -site Drainage Area (so
Proposed Impervious Area** s
Impervious Area** total
Impervious" Surface Area
Drainage Area
Drainage Area
Drainage Area
Drainage Area
On -site Buildings/Lots (sf)
_
On -site Streets (so
On -site Parking (so
On -site Sidewalks (so
Other on -site (sf)
Future (so
Off -site (so
Existing BUA*** (sf)
Total (sf):
Stream Class and Index Number can be determined at: http.aortal.ncdenr.org/web/wq/ps/csu/classifications
Form SWU-101 Version 06Aug2012 Page,3 of 6'

Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing B i.IA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by new B LIA,
11. How was the off -site impervious area listed above determined? Provide documentation.
Proiects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 15A NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from ht!p://portal.n.cdenr.org/web/`wq/­­­ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete
application package should be submitted to the appropriate DWQ Office. (The appropriate office may be
found by locating project on the interactive online map at http://portal.ncdenr.org/web/wq/ws/su/maps.)
Please indicate that the following re uired information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants _I `
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $5 6 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/12ages/"onestopexl2ress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the 1/2
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
VG
-PG
—PG
7'0�G
-P6G
—g
gc
Form SWU-10.1 Version 06Aug2012 Page 4..of 6

m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required). G
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 57 Page No: a 7
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC G
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http://www.secretary.state.nc.us/Corporations/CSearch aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
htW://portal.ncdenr.org/web/wq/ws/su/statesw/forms dots. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:Tim Clinkscales
Consulting Firm: Parmounte Engineering, Inc.
Mailing Address:5911 Oleander Drive, Suite 201
City:Wilmington
Phone: (910 ) 791-6707
Email:[e-mail]
State:NC Zip:28403
Fax: (910 ) 791-6760
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 ' Version 06Aug2012 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessme%of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
County of
personally appeared
, and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) D Logan
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other app ' able estate stormwater requirements.
Signature: i`/e:
a Notary Public for the State of tsLo vt%,-, ['cr-c Ur,.a County of
-?n,rL4,nSlNl Lk do hereby certify that D - Luc, an personally appeared
before me this k-V day of rt.LzAu vut , J,ql4 , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires ►��,� p It 0
Form SWU-101 . Version 06Aug2012 Page 6 of 6

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 2H.1000 and S.L. 2006-246, the Stormwater Management Regulations,
deed restrictions and protective covenants are required for High Density Residential Subdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility. Deed
restrictions and protective covenants are necessary to ensure that the development maintains a "built -upon"
area consistent with the design criteria used to size the stormwater control facility.
I, D Logan , acknowledge, affirm and agree by my signature below, that I will cause the
following deed restrictions and covenants to be recorded prior to the sale of any lot:
The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number , as/ ssued by the Division of Water Quality under the
Stormwater Management Regulations.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and that portion of the
right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does
not include raised, open wood decking, or the water surface of swimming pools.
OR, if the proposed built -upon areas per lot will vary, please REPLACE #6 above with the following:
6. The maximum built -upon area per lot, in square feet, is as listed below:
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
PH-1— PH-53 4500
ES-1— ES-74 6500
WW-1— WW-9 4000
MV-1-MV-10 6500
M-1-114-13 4000
This allotted amount includes any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water surface of swimming
pools.
7. Each lot will maintain a 30** foot wide vegetated buffer between all impervious areas and surface
waters.
**50 foot for projects located in the 20 coastal counties.
8. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures. _
FFS I g 2014 e
Form DRPC-3 Rev.2 05Nov2009 Page 1 of 2 q U
BY:_

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
uc
Signature: at �/ 7
1, Y ckff -- a Notary Public in the
State of lu u�r 1-1 (Ay-L\, nr, County ofYun�(u
do hereby certify that L&-40 personally appeared
before me this the Ll- day of �eL�►-►�a,,�� 20\4- , and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
/�SEAL
A,� Lw_ ���'1��4�\9111j1,yiraYdg00
Signature +�`��G AS ,t � °.
f
My Commission expires MAI tip I-L)t �NOTARY �X
q3 PUBLIC �U
Form DRPC-3 Rev.2 05Nov2009 Page 2 of 2

Permit No._: 7
(to be provided by DWQ)
O<��F W ^ re9�G
y Y
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM p
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
Project name
Contact person
Phone number
Date
Drainage area number
Chris Millis, PE
910-791-6707
2/712014
G
II. DESIGN INFORMATION
Site Characteristics
Drainage area
77,972.00
ft2
Impervious area
43,124.00
ft2
Percent impervious
55.3%
%
Design rainfall depth
1.5" or 1 year
in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hrdischarge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Trench Design Parameters
Drawdown time
Perforated pipe diameter
Perforated pipe length
Number of laterals
Stone type (if used)
Stone void ratio
Stone is free of fines?
3.85 in
in/hr
ft3lsec
ft3/sec
ft3lsec
ft3
ft3
5339.00
ft3
4,180.00
ft3
12,969.00
ft3
8789.00
ft3
8,877.00
ft3 OK
Coarse Fine Sand
10.00 in/hr
1.40 fmsl
0.12
days OK
36.00
in
610.00
ft
5
No. 57
40
Y
(Y or N) OK
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Trench Elevations
Bottom elevation
3.50
fmsl
OK
Storage/overflow elevation
8.50
fmsl
Top elevation
7.50
fmsl
Trench Dimensions
Length (long dimension)
132.00
ft
Width (short dimension)
27.50
ft
Height (depth)
4.50
ft
OK
Additional Information
Maximum volume to each inlet into the trench?
2.42
ac-in
Maximum of 2 acre -inches allowed
Length of vegetative filter for overflow
102.00
ft
OK
Number of observation wells
10
OK
Distance to structure
n/a
ft
OK
Distance from surface waters
295.00
ft
OK
Distance from water supply well(s)
n/a
ft
OK
Separation from impervious soil layer
n/a
ft
OK
Depth of naturally occuring soil above SHWT
2.10
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
CB w/ Sump
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
�y OF W A rFA
_76/ u
NCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM p
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name S
Contact person Chris Millis, PE
Phone number 910-791-6707
Date 2I7I2014
Drainage area number F
II. DESIGN INFORMATION
Site Characteristics
Drainage area
25,264.00 ft2
Impervious area
16,552.00 ft2
Percent impervious
65.5% %
Design rainfall depth
1.5" or 1 year in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Trench Design Parameters
Drawdown time
Perforated pipe diameter
Perforated pipe length
Number of laterals
Stone type (if used)
Stone void ratio
Stone is free of fines?
3.85 in
in/hr
ft3/sec
ft3/sec
ft3/sec
2020.00
ft3
1,354.00
ft3
4,893.00
ft3
3539.00
ft3
3,608.00
ft3 OK
Clean Fine Sand
10.00
in/hr
1.40
fmsl
0.12
days OK
36.00
in
236.00
ft
No. 57
40
Y (Y or N)
OK
a..
FF 1 a 2014
BY:
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Trench Elevations
Bottom elevation
3.50
fmsl
OK
Storage/overflow elevation
8.50
fmsl
Top elevation
7.50
fmsl
Trench Dimensions
Length (long dimension)
128.00
ft
Width (short dimension)
12.00
ft
Height (depth)
4.50
ft
OK
Additional Information
Maximum volume to each inlet into the trench?
0.97
ac-in
OK
Length of vegetative filter for overflow
112.00
ft
OK
Number of observation wells
4
OK
Distance to structure
n/a
ft
OK
Distance from surface waters
118.00
ft
OK
Distance from water supply well(s)
n/a
ft
OK
Separation from impervious soil layer
n/a
ft
OK
Depth of naturally occuring soil above SHWT
2.10
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
CB w/ SumD
BY:
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
OF-C OF W A TF9
�r STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name tst-a� 4&4Qf aA
Contact person Chris Millis, PE
Phone number 910-791-6707
Date 217/2014
Drainage area number E
II. DESIGN INFORMATION
Site Characteristics
Drainage area
19,602.00 ft2
Impervious area
12,196.00 ft2
Percent impervious
62.2%
Design rainfall depth
1.5" or 1 year in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Trench Design Parameters
Drawdown time
Perforated pipe diameter
Perforated pipe length
Number of laterals
Stone type (if used)
Stone void ratio
Stone is free of fines?
3.85 in
in/hr
ft3/sec
ft3/sec
ft3/sec
ft3
ft3
1495.00
ft3
1,051.00
ft3
3,658.00
ft3
2607.00
ft3
2,659.00
ft3 OK
Clean Fine Sand
10.00
in/hr
1.40
fmsl
0.11
days OK
36.00
in
172.00
ft
0
No. 57
40
Y
(Y or N) OK
FED 18 2014
BY:
Form SW401-Infiltration Trench-Rev,4 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Trench Elevations
Bottom elevation
Storage/overflow elevation
Top elevation
Trench Dimensions
Length (long dimension)
Width (short dimension)
Height (depth)
Additional Information
Maximum volume to each inlet into the trench?
Length of vegetative filter for overflow
Number of observation wells
Distance to structure
Distance from surface waters
Distance from water supply well(s)
Separation from impervious soil layer
Depth of naturally occuring soil above SHWT
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Trench wrapped with geotextile fabric?
Pretreatment device provided
3.50 fmsl OK
8.50 fmsl
7.50 fmsl
175.00 ft
6.50 ft
4.50
ft
OK
0.72
ac-in
OK
96.00
ft
OK
2
OK
n/a
ft
OK
100.00
ft
OK
n/a
ft
OK
n/a
ft
OK
2.10
ft
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
CB w/ Sump
FEB 1 2314
BY:
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
f (to be provided by DWQ)
OF W A TF9
AX
A' STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name g S
Contact person Chris Millis, PE
Phone number 910-791-6707
Date 2l7/2014
Drainage area number D
II. DESIGN INFORMATION
Site Characteristics
Drainage area
28,314.00
ft2
Impervious area
17,859.00
ft2
Percent impervious
63.1%
%
Design rainfall depth
1.5" or 1 year
in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.85
in
1-yr, 24-hr intensity
in/hr
Pre -development 1-yr, 24-hr discharge
ft3/sec
Post -development 1-yr, 24-hr discharge
ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
ft3/sec
Storage Volume: Non -SA Waters
Minimum volume required
ft3
Volume provided
ft3
Storage Volume: SA Waters
1.5" runoff volume
2186.00
ft3
Pre -development 1-yr, 24-hr runoff volume
1,518.00
ft3
Post -development 1-yr, 24-hr runoff volume
5,284.00
ft3
Minimum volume required
3766.00
ft3
Volume provided
3,778.00
ft3 OK
Soils Report Summary
Soil type
Clean Fine Sand
Infiltration rate
10.00
in/hr
SHWT elevation
1.40
fmsl
Trench Design Parameters
Drawdown time
0.12
days OK
Perforated pipe diameter
36.00
in
Perforated pipe length
248.00
ft
Number of laterals
2
Stone type (if used)
No. 57
Stone void ratio
40
Stone is free of fines?
Y
(Y or N) OK
FEB 18 2014
ICY:_
Form SW401-Infiltration Trench-Rev.4 Parts 1. & II. Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
Trench Elevations
Bottom elevation
Storage/overflow elevation
Top elevation
Trench Dimensions
Length (long dimension)
Width (short dimension)
Height (depth)
Additional Information
Maximum volume to each inlet into the trench?
Length of vegetative filter for overflow
Number of observation wells
Distance to structure
Distance from surface waters
Distance from water supply well(s)
Separation from impervious soil layer
Depth of naturally occuring soil above SHWT
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Trench wrapped with geotextile fabric?
Pretreatment device provided
3.50 fmsl OK
8.50 fmsl
7.50 fmsl
134.00 ft
12.00 ft
4.50
ft
OK
1.03
ac-in
OK
95.00
ft
OK
4
OK
n/a
ft
OK
100.00
ft
OK
n/a
ft
OK
n/a
ft
OK
2.10
ft
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
CB w/ Sump
�.V, , .r
� 6t
FF3 1 INA c
BY:
Form SW401-Infiltration Trench-Rev.4 Parts L & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
OF WATF9
=MA STORMWATER MANAGEMENT PERMIT APPLICATION FORM
NCDENR401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Gffi farts Eanding gcgtmf ti
Contact person Chris Millis, PE
Phone number 910-791-6707
Date 2/7/2014
Drainage area number C
IL DESIGN INFORMATION
Site Characteristics
Drainage area
28,314.00 ft2
Impervious area
13,068.00 ft2
Percent impervious
46.2% %
Design rainfall depth
1.5" or 1 year in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Trench Design Parameters
Drawdown time
Perforated pipe diameter
Perforated pipe length
Number of laterals
Stone type (if used)
Stone void ratio
Stone is free of fines?
{ x"
in
in/hr
ft3/sec
ft3/sec
ft3/sec
ft3
ft3
1518.00
ft3
1,324.00
ft3
4,172.00
ft3
2848.00
ft3
3,495.00
ft3 OK
Clean Fine Sand
10.00 in/hr
1.40 fmsl
0.10
36.00
228.00
2
No. 57
40
Y
days OK
in
ft
(Y or N) OK
FEB 18 2014
BY:
Form SW401-Infiltration Trench-Rev.4 Parts I &'II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Trench Elevations
Bottom elevation
3.50
fmsl
OK
Storage/overflow elevation
8.50
fmsl
Top elevation
7.50
fmsl
Trench Dimensions
Length (long dimension)
124.00
ft
Width (short dimension)
12.00
ft
Height (depth)
4.50
ft
OK
Additional Information
Maximum volume to each inlet into the trench?
0.78
ac-in
OK
Length of vegetative filter for overflow
132.00
ft
OK
Number of observation wells
4
OK
Distance to structure
n/a
ft
OK
Distance from surface waters
136.00
ft
OK
Distance from water supply well(s)
n/a
ft
OK
Separation from impervious soil layer
n/a
ft
OK
Depth of naturally occuring soil above SHWT
2.10
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
CB w/ Sump
L`I
K
FED 1 g 2014
BY:
Form SW401-Infiltration Trench-Rev.4 Parts1 & ll. Design Summary, Page 2 of 2

Permit No. _5':1tJ S7/Z1_Z1__L__1j/
(to be provided by DWQ)
��� of wATFp
NC ENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name �gj 2
Contact person Chris Millis, PE
Phone number 910-791-6707
Date 2[712014
Drainage area number B
II. DESIGN INFORMATION
Site Characteristics
Drainage area
16,552.00 ft2
Impervious area
9,147.00 ft2
Percent impervious
55.3% %
Design rainfall depth
1.5" or 1 year in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Trench Design Parameters
Drawdown time
Perforated pipe diameter
Perforated pipe length
Number of laterals
Stone type (if used)
Stone void ratio
Stone is free of fines?
Form SW401-1 Infiltration Trench-Rev.A;
J.db in
in/hr
ft3/sec
ft3/sec
ft3/sec
ft3
ft3
1133.00 ft3
887.00 ft3
2,753.00 ft3
1866.00 ft3
2,534.00 ft3
Clean Fine Sand
10.00 in/hr
1.40 fms]
0.12 days
36.00 in
160.00 ft
2
Nn ,7
OK
Nil
4U
Y (Y or N) OK
r t.
FEB 18 2014
BY:
Parts I. & II. Design Summary, Page 1'of 2

Permit No
(to be provided by DWQ)
Trench Elevations
Bottom elevation
Storage/overflow elevation
Top elevation
Trench Dimensions
Length (long dimension)
Width (short dimension)
Height (depth)
Additional Information
Maximum volume to each inlet into the trench?
Length of vegetative filter for overflow
Number of observation wells
Distance to structure
Distance from surface waters
Distance from water supply well(s)
Separation from impervious soil layer
Depth of naturally occuring soil above SHWT
Bottom covered with 4-in of clean sand?
Proposed drainage easement provided?
Capures all runoff at ultimate build -out?
Bypass provided for larger storms?
Trench wrapped with geotextile fabric?
Pretreatment device provided
Form SW401-Infiltration Trench-Rev.4
3.50
fmsl
OK
8.50
fmsl
7.50
fmsl
90.00 ft
12.00 ft
4.50
ft
OK
0.51
ac-in
OK
76.00
ft
OK
4
OK
n/a
ft
OK
80.00
ft
OK
n/a
ft
OK
n/a
ft
OK
2.10
ft
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
CB w/ Sump
V
FEB IS 2014
BY:
Parts I. & II. Design Summary, 'Page2 of 2

Permit No.
r�tr(to be provided by DINS
EJJA
q
MCNR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
INFILTRATION TRENCH SUPPLEMENT
This fort must be filled out, printed and submitted.
The Required Items Checklist (Part W) must be printed, filled out and submitted along with all of the required infomtation.
Project name
Contact person
Phone number
Date
Drainage area number
Chris M!llis, PE
910-791.6707
2/7/2014
A
III. DESIGN INFORMkTG1�1 _
Site Characteristics
Drainage area
27,878,00
ft2
Impervious area
13,504.00
ftz
Percent impervious
48.4%
%
Design rainfall depth
1.5" or 1 year
in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
Soils Report Summary
Soil type
Infiltration rate
SHWT elevation
Trench Design Parameters
Drawdown time
Perforated pipe diameter
Perforated pipe length
Number of laterals
Stone type (it used)
Stone void ratio
Stone is free of fines?
3.85 in
in/hr
ft3/sec
ft3/sec
ft3/sec
ft3
ft3
1693,00
ft3
1,494.00
ft3
4,108.00
ft3
2614.00
ft3
2,930.00
ft3 OK
Clean Fine Sand
10,00
in/hr
1.40
fmsi
0.11 days OK
36.00 in
188.00 ft
No 57
40
Y (Y or N) OK
FEB 18 2014
BY:
Form SW401-Infiltration Trench-Rev.4 Parts I. & II. Design Summary Page 1 of•2

Permit No.
(to be provided by DWQ)
Trench Elevations
Bottom elevation
3.50
fmsl
OK
Storage/overflow elevation
8.50
fmsl
Top elevation
7.50
fmsl
Trench Dimensions
Length (long dimension)
104,00
ft
Width (short dimension)
12.00
ft
Height (depth)
450
ft
OK
Additional Information
Maximum volume to each inlet into the trench?
0.74
ac-in
OK
Length of vegetative filter for overflow
95.00
ft
OK
Number of observation wells
4
OK
Distance to structure
n/a
ft
OK
Distance from surface waters
98.00
ft
OK
Distance from water supply well(s)
n/a
ft
OK
Separation from impervious soil layer
n/a
ft
OK
Depth of naturally occuring soil above SHWT
2.10
ft
OK
Bottom covered with 4-in of clean sand?
Y
(Y or N)
OK
Proposed drainage easement provided?
Y
(Y or N)
OK
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Bypass provided for larger storms?
Y
(Y or N)
OK
Trench wrapped with geotextile fabric?
Y
(Y or N)
OK
Pretreatment device provided
CB w/ Sump
Oil
.
FEB 18 2014
BY:
Form SW401-Infiltration Trench-Rev.4
r •
Parts L &I1.:DesigmSummary; Paget of2

Pat McCrory
Governor
MEMORANDUM
A
� irn
14C EIN
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
TO: Jonathan Howell,
DCM Major ermit Assistant Coordinator, Morehead City
FROM: Robb Mairs
DCM Field presentative, Wilmington
THRU: Debra D. Wilsongo
DCM District Manager, Wilmington
DATE: August 26, 2014
SUBJECT: Modification request
Permit No 24-81
SEL Property Investors,
John E. Skvarla, III
Secretary
�v, 1
w�
fps F
Mr. Steve Morrison with Land Management Group, Inc. and acting agent for SEL perty Investors,
LLC has submitted a request to modify State Permit No. 24-81. Mr. Maurice Emmart, Jr. was originally issued
State Permit No. 24-81 on February 20, 1981 for maintenance excavation of an existing boat basin and access
channel to the AIWW/Masonboro Sound to a final project depth of -6' @ mean low water (MLW). State Permit
No. 24-81 also authorized the placement of the excavated material to be located on the Emmart property on
the northwestern side of the boat basin. State Permit No. 24-81 Fifth renewal was on December 5, 2008 and
was due to expire on December 31, 2013; however, was subject to extension by the Session Law 2009-406,
and as amended by Session Law 2010-177, the Permit Extension Act. State Permit No. 24-81 is due to expire
on December 31, 2017. State Permit No. 24-81 was transferred to SEL Property Investors, LLC on December
13, 2013. The applicant recently received a Major Modification to State Permit No. 24-81 to develop a new
residential subdivision and associated upland marina adjacent to Masonboro Sound.
LLC c/o Mr. D Logan
Mr. Morrison is also requesting a modification to State Permit No. 24-81, which includes an alternative
site for the hydraulic dredging portion of the project. The permit currently authorized the use of an existing
spoil site on the property, which the dike walls have recently been removed for the upland development
currently underway. Mr. Morrison states that the applicant proposes to hydraulically pump the excavated
material from the existing access channel and boat basin into the upland marina basin currently under
construction, which was authorized to a final project depth of -6.0' @ mean low water (MLW), with the corners
of the basin tapered to -5.0' @ MLW to facilitate flushing. Mr. Morrison states that the upland basin would be
mechanically over excavated, which the drawing indicates a final project depth of -13.9' @ MLW, to
accommodate the volume of 9,400 cubic yards (CY) of material. Mr. Morrison states that the final project
depth of the dredging area and new basin would remain at -6' @ MLW once the basin is de -watered. -Mr.
Morrison states that a 75' long section (earthen plug) between the existing Emmart basin and the new marina
channel would remain unexcavated during this period. Mr. Morrison also states per the dredging contractor,
that the pumped material -to -water ratio for this project would be 30/70 to 40160 based on previous
maintenanceevents at this location.
127 Cardinal Drive Ext., Wilmington, NC 28405
Phone: [phone] FAX: [phone] Internet: www.nccoastaimanagement.net
An Equal Opportunity t Aifimmadve Aotlon Employer

Minor Modification Request SEL Property Investors, LLC c/o Mr. D Logan
Page 2
Mr. Morrison states that the water level within the basin would be closely monitored during the dredging
process and that the water level would not be allowed to rise above an elevation of 2' below the lowest point of
the marina bulkhead; Further, if it does reach this level the operation would be suspended and that a minimum
24 hr. period would pass prior to drawing off the immediate (clarified) surface layer of water with available
portable pumps and directed to the existing constructed sediment pond adjacent to the basin. Mr. Morrison
also states that the groundwater level/table within the basin currently under constructed are being controlled by
the use of well points and that this method could be available during the dredging operation. Mr. Morrison has
also included a supplemental letter dated received on August 25, 2014, which pertains to proposed hydraulic
maintenance excavation method and its consistency with 16A NCAC 07H .0208(b)(2)(A through H)
SPECIFIC USE STANDARDS FOR HYDRAULIC DREDGING.
Mr. Morrison requests a modification to State Permit No. 24-81 to allow for the reallocation of the
available imperious areas within the created 75' AEC around the new upland marina basin. The total area of
impervious surfaces to equal 30% of this 75' AEC is 0.88 acres. Currently the authorized amenity area
impervious areas, roads and sidewalks consists of a 0.17 acre area, leaving an area of 0.71 acres of
impervious area within the 75' AEC to be allocated throughout the 13 planned lots around the marina basin.
The applicant is assigning a total area of impervious surface with the 75' AEC to each of the 13 lots, which
together would total 30,550 sq. ft. or 0.70 acres with the AEC. Further, Mr. Morrison states that as the lots are
recorded, they would have deed restrictions with these limitations (Please See Narrative, Sheets 1 and 2 of
2, Dredging Contractor Letter and Use Standards).
The agent has submitted a check (check No: 44356) in the amount of $100 for the modification request.
It is the staffs recommendation that the proposed upland development is CONSISTENT with the Rules of 15
NCAC 7H.0209; However, this office has concerns on the proposed hydraulic dredging methodology in this
modification request since this method of dewatering the dredged material is not traditionally requested. As
stated above, the agent has submitted a supplemental letter pertaining to this method to demonstrate that it
continues to meet the spirit and intent of 16A NCAC 07H .0208(b)(2)(A through H). If the project is
determined to be consistent with 15 NCAC 7H.0209 and 15A NCAC 07H .0208(b)(2)(A through H), provided
it is consistent with all other state and federal permitting requirements, this office recommends a post
construction survey of the marina boat basin to ensure that the project depths of -6' @ MLW with the corners
of the basin tapered to -5.0' @ MLW to facilitate flushing. have been obtained.
By copy of this memo, DCM is- requesting that the USACE, DWR and DCM/Fisheries Resource
Specialist, DMF/Shellfish Sanitation, provide any comment that your agency may have on the proposed
project to Jonathan Howell of DCM's Morehead City office within.10 days of receipt of this memo.
Enclosures
cc: Ronnie Smith, USACE
Jeremy Humphrey, Shellfish
Chad Coburn DWR
ssi Baker, DCM
Linda Lewis, DEMLR
Linda Painter, LPO

r
LMG
WLAND MANAGEMENT GROUP n�c.
21!U7 Environmental Consultants
8/25/14
Robb 1VMairs
Division of Coastal Management
127 North Cardinal Drive
Wilmington, N.C. 28405-3845
Re, Use standards compatibility, minor modification, CAMA Permit. Number 24-81, -SEL
Property Investors, LLC, New Hanover County
Dear Robb,
As discussed by phone recently, I am addressing the compatibility of the proposed use of the
permitted marina basin for the disposal of hydraulic dredge material (prior to its connection with
open waters) in relation to the Fstuarine System Use Standards. The methodology for this basin
usage is described in my 8/18/14 minor modification request letter.
General and Specific Use Standards for the Estuarine System are contained within the NC
Administrative Code (15A NCAC 07H .0208). The proposed usage of the basin for dredge
material disposal is consistent with all of the listed General Use Standards (a). Under the listed
Specific Use Standards (b)(2)(A-H) for Hydraulic Dredging, the proposed basin usage as
described in my request letter is indeed compatible and in keeping with the spirit and intent of
these rules.. The following addresses those standards:
(A) The terminal end of the dredge pipeline shall be positioned at a distance sufficient to
preclude erosion of the containment dike and a maximum distance from spillways to allow
settlement of suspended solids.
The bulkheaded marina basin provides a large, secure containment area for. dredge material
placement and settling. No earthen dike will be constructed and subject to possible erosion. The.
end of the dredge pipeline will be placed within the basin away from the bulkhead to allow for
suspended solids settlement within the central over -excavated portion of the basin.
(B) Dredged material shall be either confined on high ground by retaining structures or
deposited on beaches for the purpose of rewurishment, if'the material is suitable......
The dredged material will -be confined to within the bulkheaded marina basin constructed in high
ground. The bulkhead and surrounding high ground are the retaining structures.
www.lrngroup.net # [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 16, Wilmington, NC 28403 9 P.Q. Box 2522, Wilmington, FCC 28402

(C) Confinement of excavated materials shall be landward of all coastal wetlands and shall
employ soil stabilization measures to prevent entry of sediments into the adjacent water bodies
or coastal wetlands.
The usage of the marina basin moves the disposal site more than 500' inland and away from the
coastal wetland present along the Masonboro Sound shoreline. As described in the modification
request, "The dredging contractor has stated that the expected pumped material -to -water ratio for
this work is 30/70 to 40/60 (See attached letter). Regardless of the exact ratio, the water level
within the marina basin will be closely monitored and will not be allowed to rise above an
elevation 2' below the lowest point of the marina bulkhead. If the water level reaches that level,
the dredging will immediately be suspended. Following any such dredging suspension, a
minimum. of 24 hours will pass prior to drawing off the immediate (clarified) surface layer of
water with a portable pump. Providing an additional level of treatment, the pumped water will be
directed into the existing constructed sediment pond adjacent to the basin. Once the water level
in the marina basin subsides through this pumping and on -going lateral soil infiltration through
the bulkhead, dredging will resume. Well point pumping is currently being used to lower the
water table in the basin mechanical excavation and bulkhead. construction area. This same
capability will be available to help draw down groundwater levels just outside the basin during
the hydraulic dredging. This will enhance the lateral water infiltration rate through the bulkhead
and therefore help to keep water levels within the basin lowered during the dredging operation."
It should be noted that the existing sediment pond that would accept the clarified. water during
any basin pump -down event as described has a water control structure in place that again skims
off the surface water and directs that outflow to an additional sediment trap before flowing out a
pipe to the existing open water tidal ditch. This methodology provides for redundant sediment
settling stages prior to the water being returned to the sound.
(D) Effluent from diked areas receiving disposal from hydraulic dredging operations shall be
contained by pipe, trough, or similar device to a point waterward of emergent vegetation or,
where local conditions require, below normal low water or normal water level
Any effluent from a described basin pump -down event would be contained by the pump piping,
the existing sediment pond, sediment trap and underground piping to the open water of the
existingtidal ditch. There is no emergent vegetation below the existing outlet pipe.
(E) When possible, effluent from diked disposal areas shall be returned to the area being
dredged.
Any effluent will be returned to the area being dredged as described..
(F) A water control structure shall be installed at the intake end of the effluent pipe:
For any basin pump -down event necessary, the portable pumping system will deliver water. to the
existing sediment pond which has a constructed water control structure in place. _ .. ,�1 r?
m G
www.imgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3806 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2622, Wilmington, NC 28402

(G) Publicly funded projects shall be considered by review agencies on a case -by -case basis with
respect to dredging methods and dredged material disposal in accordance with Subparagraph
(a) (3) of this Rule, and
This is a privately funded project.
(ii9 Dredged material from closed shelljr'sn waters and effluent from diked disposal areas used
when dredging in closed shel ash waters shall be returned to the closed shellfish waters.
The dredged material is from open shellfish waters and the effluent will be returned to open
shellfish waters.
Please contact me with any questions regarding this assessment. Thank you for your assistance,
Sincerely,
Steve 1
Environmental Consultant
Cc SEL Property Investors, LLC
www3nigroup.net • [e-mail] • Phone: 910A52.0001 Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402.

± I
�LMG
.1111111111
LAND MANAGEMENT GROUP nqc.
W Environmental Consulta,hts
�e
8/18/14
Robb Mairs
Division of Coastal Management
127 North Cardinal Drive
Wilmington, N.C. 28405-3845
AUS
.0 11 2o14
Re: Minor Modification Request, CAMA Permit Number 24-81, SEL Property Investors,
LLC, New Hanover County
Dear Robb,
On behalf of SEL Property Investors, LLC, I am requesting the minor modification of their
CAMA Permit Number 24-81 to authorize an alternative site for their project's hydraulic dredge
material disposal and to designate impervious surface square footage totals for the 75' AEC
portions of the residential lots around the community marina basin.
Dredge Material Disposal Site
The currently authorized dredge disposal site is in the location of an old previously -utilized dike
adjacent to the coastal wetlands along the Masonboro Sound shoreline. This disposal site had
been used for the placement of material during dredging maintenance of the neighboring Emmart
basin and navigation channel to the AIWW channel as well as for the disposal of dredged
material from nearby dredging projects.
In order to take advantage of the community marina basin excavation activity along with the
benefits of moving the disposal site inland over 500' away from the coastal wetlands, the
applicant proposes to over -excavate the central portion of the then-bulkheaded marina basin,
creating the volume to accept the planned 9,400 cubic yards of dredge material from the
permitted dredging area. The finish depths of the dredging areas and the marina will remain
unchanged at -6' mean low water with the rear basin corners at -5' mean low water. The new
marina channel will not be connected to the open water of the Emmart basin until the disposal
activity is completed and sediment settling has taken place. In order to maintain basin water
isolation until this takes place, a minimum 75' long segment of the new channel will remain un-
excavated during this period.
DCM RECEIVED
ON, NO
www.lmgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]='�UG 201-
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

The dredging contractor has stated that the expected pumped material -to -water ratio for this
work is 30/70 to 40/60 (See attached letter). Regardless of the exact ratio, the water level within
the marina basin will be closely monitored and will not be allowed to rise above an elevation 2'
below the lowest point of the marina bulkhead. If the water level reaches that level, the dredging
will immediately be suspended. Following any such dredging suspension, a minimum of 24
hours will pass prior to drawing off the immediate (clarified) surface layer of water with a
portable pump. Providing an additional level of treatment, the pumped water will be directed into
the existing constructed sediment pond adjacent to the basin. Once the water level in the marina
basin subsides through this pumping and on -going lateral soil infiltration through the bulkhead,
dredging will resume. Well point pumping is currently being used to lower the water table in the
basin mechanical excavation and bulkhead construction area. This same capability will be
available to help draw down groundwater levels just outside the basin during the hydraulic
dredging. This will enhance the lateral water infiltration rate through the bulkhead and therefore
help to keep water levels within the basin lowered during the dredging operation.
Marina Basin AEC Impervious Surface Allocation
The total area of the 75' AEC around the marina basin out to the landward extent of the ORW
AEC is 2.92 acres. The total area of impervious surfaces to equal 30% of this 75' AEC is 0.88
acres. The amenity area impervious areas, roads and sidewalks consist of a 0.17 acre area,
leaving an area of 0.71 acres of impervious area within the 75' AEC to be allocated throughout
the 13 planned lots around the marina. basin. The applicant is assigning the square footage of
impervious surface within the 75' AEC as follows:
Lot
Square footage in 75' AEC
10
2925
11
2400
12
2400
13
2400
14
2400
15
2400
16
2400
17
2400
18
1225
19
2400
20
2400
21
2400
21
2400
Total
30,550 sf = .70 acres
As the lots are recorded, they will have deed restrictions placed on them limiting the total area of
impervious surface within the 75' AEC to the assigned square footage.
Please contact me if there are any questions regarding this modification request. Thank you for
your assistance.
RECEIVED
DC WILMINGTON, NO
[e-mail] Phone:910.. 4520001 Fax:910.. 4520 7f
. i� rah-f
3806 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

Sincerely,
--f
Steve Morrison
Environmental Consultant
Encl: Drawings
$100 minor modification fee check to NCDENR
Cc: Linda Painter, New Hanover County
RECEIVED
DCM WILMINGTON, NC
www.imgroup.net • [e-mail] • Phone: [phone] • Fax: [phone]
3805 Wrightsville Ave., Suite 15, Wilmington, NC 28403 • P.O. Box 2522, Wilmington, NC 28402

JUIN 2 I0rt
G. & G. Dredging, Inc.
Trucking - Dredging
952 Holden Beach Rd. S.W.
Shallotie, N.C. 29470
0°
Gene Evans, Owner F�nPhone: [phone]
June 23, 2014
Logan Homes
60 Gregory Rd. Ste 1
Belville, NC 28451
To Whom It May Concern:
RE: Channel at Helms Point
Having done maintenance dredging of the channel for Mr. Maurice
Emmert for the past 14 to 15 years, I found that during dredging,
the material was 30 to 40% and the water was 60 to 70%.
If I can be of further help or you have any questions, please,
give me a call at 910 754-4480 or 910 520-7774.
Sincerely,
Gene G. Evans
VED
DCM WI
ILM NGTON, NC.

✓S
4.3
— �� HICH : q,37 FEET
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MHHW - 1.77 FEET
1.5
_ MHW - 1.43 FEET
1
.3
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— NAVD88 OAO FEEF
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MrL —0.48 FEET
—.8
—� MSL —0.40 FEET
_2
MLW —2-38 FEET
_.— MLLW - —2.53 FEET
none cFlaar
-8.38' NAVD88 = -6' MLW
20
BOTTOM ELEVATION OF MARINA
DESIGNED BY OTHERS_
HORIZONTAL SCALE: 1"=100'
II
BULKHEAD (DESIGN BY OTHERS). I
LOWEST ELEVATION OF TOP = 6.0. I
REFER TO PLANS BY ANDREW {
CONSULTING ENGINEERS, P.C.
i
I
' SHEETPILE RETAINING WALL (DESIGN BY
OTHERS). REFER TO PLANS BY ANDREW
CONSULTING ENGINEERS, P.C. i
PROPOSED MARINA BOTTOM (ELEV.-8.38+/-)
bar : ' .4?�•i ' w,m} �1 k�"`'' ° `'
- i � j,.p.t �i1f� k i �W 4L "y� J'w+S•K •'•'•1sh� .• •��L y:• y�y1
,
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d ry51 RS at5.11 N $ arq �� {:
1 9-
10+00 11+00 12+00 13+00 14+00
A - A' MARINA CROSS SECTION HORIZONTAL SCALE: 1"=100' VERTICAL SCALE: 1"=10'
GRAPHIC SCALE
0 56 100 200 300
SCALE: 1 "=100'
SHEETPILE RETAINING WALL
(DESIGN BY OTHERS). REFERTO
PLANS BY ANDREW CONSULTING
ENGINEERS, P.C.
O
T
P
D
E
VIER EXCAVATE MARINA BOTTOM
O ELEVATION-12.9+1- AS SHOWN
IN THE PLAN VIEW ABOVE TO
ROVIDE FOR 9,400 CY OF
REDGED MATERIAL FROM THE
XISTING CHANNEL.
Pja%'L. . Helms Fort
Community Marina
e:Modification CAMA Permit # 24-81
Open Water Dredge Disposal Details
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LMG Q
u"u".weceaatrcwcr:�.
3805 Wrightsville Ave., Suite 15 `C
Mmington, North Carolina 28403
Telephone:[phone]
Date:
8/18/2014
Scale:
varies
Figure:
2 of 2

rr 9T?9
?� Q'Sp
o
'9C
0 so 100 200
All location of Impervious Cover in the 75' Coastal Shoreline AEC
(to extent of the ORW AEC)
Total 75' AEC Area, Marina Basin =
2.92 ac
30% of AEC Area =
0.88 ac
Amenity Area Impervious Cover =
0.17 ac
Lots 10-22 Impervious Cover =
0.70 ac
Lot 10 = 2925 sf
Lot 11 = 2400 sf
Lot 12 = 2400 sf
Lot 13 = 2400 sf
Lot 14 = 2400 sf
Lot 15 = 2400 sf
Lot 16 = 2400 sf
Lot 17 = 2400 sf
Lot 18 = 1225 sf
Lot 19 = 2400 sf
Lot 20 = 2400 sf
Lot 21 = 2400 sf
Lot 22 = 2400 sf
Total = 30,550 sf or 0.70 ac
Total Allocated Impervious Cover=
0.87 ac
Un-Allocated Impervious Cover=
0.01 ac
Site Plan and Base Survey Provided by:
Paramounte Engineering, Wilmington, NC
For Environmental Permitting Only
Not for Construction
RECEIVED
DCM WILMINGTON,
k„�i.�g "71MB1
i_ Nl . 9
LMG
uao MAwxsumar euoue .:
Fnvtrvnmemal Cnn,vrronn
3805 Wrightsville Ave., Suite 15
Wilmington, North Carolina 28403
Telephone: [phone]
Project Helms Port Uate: 8118/2014 revision uaw.
Community Marina Scale: Job Number:
Title: Modification CAMA Permit # 24-81 1 "=100' 02-13-096
Impervious Allocations in 75' AEC Figure: 1 of 2 Drawn By:

SOSID: 1368453
Date Filed: 3/20/2014 2:02:00 PM
Elaine F. Marshall
North Carolina Secretary of State
ARTICLES OF INCORPORATION C2014 079 01187
OF
HELMS PORT MASTER ASSOCIATION, INC.
A NON-PROFIT CORPORATION
In compliance with the requirements of Chapter 55A of the General Statutes of
North Carolina, the undersigned being of the age of eighteen years or more, does hereby make
and acknowledge these Articles of Incorporation for the purpose of forming a corporation not for
profit and does hereby certify:
ARTICLE I1
NAME
The name of the Corporation is Helms Port Master Association, Inc., hereinafter called
the Corporation or the Association.
ARTICLE 2
DURATION
The period of duration of the Corporation shall be perpetual.
ARTICLE 3
REGISTERED OFFICE AND AGENT, PRINCIPAL OFFICE
The initial registered office and the principal office of the Association is located at 60
Gregory Road, Suite 1, Belville, Brunswick County, North Carolina, 28451; the mailing address
of the registered office and of the principal office is 60 Gregory Road, Suite 1, Belville, North
Carolina 28451, and the name of the initial registered agent of the Corporation at such address is
D 1. Logan.
ARTICLE 4
DEFINITIONS
Except as otherwise provided herein, all capitalized words contained herein, shall be as
defined in that certain Master Declaration of Covenants, Conditions and Restrictions for Helms
Port, as amended, recorded or to be recorded in the Register. of Deeds of New Hanover County,
North Carolina (the "Declaration").
ARTICLE 5
PURPOSES AND POWERS
This Association does not contemplate pecuniary gain or profit to the Members thereof.
No part of the net income of the Association shall inure to the benefit of any officer, director or
Member of the Association. The Association is formed for the purpose of providing for the

maintenance, management, regulation architectural control and preservation of the Units, the
Common Area and any Area of Common Responsibility within that certain property known as
Helms Port as more particularly described in the Declaration, and any additions thereto that may
be brought within the Jurisdiction of the Association (hereafter the "Development"), and
promoting the health, safety and welfare of residents and Owners of property in the
Development. For said purposes and for any other purpose and objective as may be established
by or provided in the Declaration, the Association shall be authorized as follows:
(a) To exercise all of the powers and privileges and to perform all of the duties and
obligations of the Association as set forth in the Declaration as the same may be amended from
time to time as therein provided, said Declaration being incorporated herein as if set forth at
length;
(b) To fix, levy, collect and enforce payment by any lawful means, all charges or assessments
pursuant to the terms of the Declaration; to pay all expenses in connection therewith and all other
expenses incident to the conduct of the business of the Association, including all licenses, taxes
or governmental charges levied or imposed against the property of the Association;
(c) To acquire (by gift, purchase or otherwise), own hold, improve, build upon, operate,
maintain, convey, sell, lease, transfer, dedicate for public use or otherwise dispose of real or
personal property in connection with the affairs of the Association;
(d) To borrow money, and, with the asseni of eighty percent (80%) of each class of
Members, mortgage, pledge, deed in trust, or hypothecate any or all of its real or personal
property as security for money borrowed or debts incurred;
(e) To fix, levy, collect and enforce against members payment of assessments as provided by
the Declaration;
(f) To have and exercise any and all powers, right and privileges which a corporation
organized under the nonprofit corporation law of the State of North Carolina may now or
hereafter have or exercise.
(g) To have an exercise any and all powers, rights and privileges provided by the North
Carolina Planned Community Act. Adopt and amend bylaws and rules and regulations.
ARTICLE 6
MEMBERSHIP
Each Owner of a Unit which is subject to assessment by the Association, as provided in
the Declaration, including contract sellers, shall be a Member of the Association during the
period such Owner holds its fee simple interest. The foregoing is not intended to include Persons
who hold an interest merely as security for the performance of an obligation. Membership shall
be appurtenant to and may not be separated from ownership of any Unit. The rights and

obligations of the Members shall otherwise be as set out in the Declaration or the Bylaws of the
Association.
ARTICLE 7
VOTING RIGHTS OF MEMBERS
The voting rights of the members of the Association shall be as provided in the
Declaration and the Bylaws of the Association.
ARTICLE 8
BOARD OF DIRECTORS
Initially, the affairs of the Association shall be governed by a Board of Directors who
need not be Members of the Association. Until successors are otherwise selected and qualified
as provided in the Bylaws, there shall be one (1) Director whose name and address is as follows:
D I. Logan
60 Gregory Road, Suite 1
Belville, North Carolina 28451
The number, qualifications and method of election of the Board of Directors shall
otherwise be fixed by the Declarations and the Bylaws.
ARTICLE 9
DISSOLUTION
The Association may be dissolved with the assent given in writing and signed by not less
than eighty percent (801/6) of the Members of each class. Upon dissolution of the Association,
other than incident to a merger or consolidation, after all of this liabilities and obligations have
been discharged or adequate provision made therefore, the assets of the Association may be
dedicated to an appropriate public agency to be used for purposes similar to those for which this
Association was created, or such assets may be granted or conveyed and assigned to any
nonprofit corporation, association, trust or other organization to be used for purposes similar to
those for which this Association was created , or be distributed as provided by the North Carolina
Planned Community Act.
ARTICLE 10
AMENDMENT
These Articles of Incorporation may be amended as provided in Section 55A-10-01 of the
North Carolina General Statutes.

ARTICLE 11
TAX STATUS
Notwithstanding any other provision of these Articles, this Association hereby elects tax-
exempt status under Section 528 of the Internal Revenue Code of 1986 or any corresponding sections
or provisions of any future United States Internal Revenue Law (the "Code"). This Association shall
not carry on any activities prohibited by a corporation electing tax-exempt status under Section 528. It is
further provided that no distributions of income of the Association are to be made to members, directors
or officers of the Association, except that members of the Association may receive a rebate of any
excess dues and assessments previously paid to the extent permitted by the Code and applicable law.
ARTICLE 12
1NDEMNlF'ICATION
Subject to and consistent with the requirements and procedures for such indemnification
under the applicable provisions of the North Carolina Statutes, the Association shall defend,
indemnify and hold harmless any person who was or is a party or is threatened to be made a party to
any threatened, pending, or contemplated action, suit or proceeding (other than an action by or in the
right of the Association), whether civil, criminal, administrative or investigative, by reason of the
fact that he is or was a director, employee, officer, committee member, Member or agent of the
Association, from and against any and all liabilities, expenses (including attorneys' and paralegals'
fees and for all stages prior to and in connection with any such action, suit or proceeding,
including all appellate proceedings), judgments, fines and amounts paid in settlement as long as
actually and reasonably incurred by him in connection with such action, suit or proceeding,
including any appeal thereof, if he acted in good faith and in a manner he reasonably believed to be in,
or not opposed to, the best interest of the Association and, with respect to any criminal action or
proceeding, had no reasonable cause to believe the alleged conduct was unlawful, except that no
indemnification shall be made in respect of any claim, issue or matter as to which such person shall
have been adjudged to be liable for gross negligence or misfeasance or malfeasance in the
performance of his duty to the Association, unless and only to the extent that the court in which
such action or suit was brought shall determine upon application that despite the adjudication of
liability, but in view of all of the circumstances of the case, such person is fairly and
reasonably entitled to indemnity for such expenses which such court shall deem proper. The
termination of any. action, suit or proceedings by judgment, order, settlement, conviction or
upon a plea of nolo contendere or its equivalent shall not, of itself, create a presumption
that the person did not act in good faith and in a manner which he reasonably believed to
be in or not opposed to the best interest of the Association, and with respect to any criminal
action or proceeding, had reasonable cause to believe that his conduct was unlawful.
ARTICLE 13
INCORPORATOR
The name and address of the incorporator of this Association is:
Jeffrey P. Keeter
Block, Crouch, Keeter, Behm & Sayed, LLP
30 North Front Street, Suite 200
Wilmington, NC 28401

IN WITNESS WHEREOF, for the purpose of forming this Association under the laws of
the State of North Carolina, I, the undersigned, being the incorporator of this Corporation, have
executed these Articles of Incorporation this the jy Lday of �f6� , 2014.
Je a eeter
In o rator

MEMORY TRANSMISSION REPORT
TIME :03-10-2014 09:38
FAX NO 1
NAME
FILE NO. 953
DATE 03.10 09:35
TO : 97916760
DOCUMENT PAGES 11
START TIME 03.10 09:36
END TIME 03.10 09:38
PAGES SENT 11
STATUS OK
`SUCCESSFUL TX NOTICE'•'
Siam of North Carolina
I)epartmrlat of Environment and PYatural Rasourca
Wilsinston Re�lonal d![lce
pagt McGYoryy Ga.ernar FAX CQv�R �xTs'-FT JoIYs� E.4hvarla I!l Sarel-etary
No. Pages (exol. cover: �O
To: �/ I'm GAG: �/j�sc /sG�^.ems From: SoSeixeFmsi'
Co:/G l'hona: (41Qa 796-7336
Fax: —% ��/� — .00, %0�4-:9 Fax: C91O1 350-2004
127 Caadlnal Drive l4xtens[on, Wllmingbon. NC 294p3 . [919) 796-7213 .,An 8qual Opporiupity witirmwiive Aotioaa 8snploya

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Pat McCrory, Governor FAX COVER SHEET John E Avarla III, Secretary
Date:
To: / / rJ7 �Li iI/j 5c QL�S
Co:
No. Pages (excl. cover): /D
From: Jo Casmer
Phone: [phone]
Fax:
1/7l —or -i4-1
Fax: [phone]
Re:
f kIIN 5 /-
—n5 P140
1,11"9Q / ' C,
127 Cardinal Drive Extension, Wilmington, NC 28405 • [phone] • An Equal Opportunity Affirmative Action Employer

PARAMOUNTE
E N C3 1 N E E FR 1 N G. 1 N G
5 9 1 1 1 O L E A N D E R D R I V E, SUIT E 2 0 1
W I L M I N G T O N, N C 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 n F T R A N 9 M T T T A i
To:
NCDENR-Land Quality Section
Date
2/17/14
127 Cardinal Drive Extension
Wilmington, NC 28405
Re:
Helms Port
Express Review Submittal
Cameron Weaver/Chris Baker
Ptoleg No.
E 13 (1(6• 15
e are seams .
® Originals
® Prints
❑ Shop Drawings
❑ Calculations
❑ Correspondence
® Plans
❑ Specifications
® Other as listed below
lre itetu
Quantity
Date
Dwg. No.
Description
2
2/17/14
Plans (Final Design — Not Released For Construction)
1
Stormwater Narrative
1
Check (34000.00)
2
Stormwater Permit Application Form
1
Wet Detention Pond Supplement/Infiltration Trench/ Basin Supplement
1
Wet Detention O&M/Infiltration Trench/Basin Supplement
ssue statusl ® For Approval ❑ As Requested ❑ Construction ❑ Bid
❑ For Your Use ❑ For Review and Comment ❑ Approved as Noted ❑ See Remarks
Lion Take ❑ No Exceptions Taken ❑ Make Corrections Noted ❑ Amend & Resubmit
❑ Rejected - See Remarks ❑ Approved as Submitted ❑ Other
Re�arics:

Pat McCrory
Governor
February 24, 2014
MEMORANDUM:
+••
CDEIR
North Carolina Department of Environment and Natural Resources
Division of Coastal Management
Braxton C. Davis
TO: Georgette Scott
Stormwater Section
DEMLR - WiRO
Sj
John E. Skvada, III
Secretary
FROM: Jonathan Howell, NC DENR-DCM Assistant Major Permits Coordinator
400 Commerce Ave., Morehead City, NC 28557 (Courier 11-12-09)
SUBJECT: CAMA / D&F Major Permit Application Review
Applicant: SEL Property Investors, LLC c/o Mr. D.'Logan
Project Location: 100 Aqua Vista (Emmart's Landing S/D), adjacent to Mason boro Sound, in NH Co.
Proposed Project: to develop a new residers al subdivision -and associated community marina
Please indicate below your agency's position or viewpoint on the proposed project and return this
form to Jonathan Howell at the address above by March 17, 2014. If you have any questions
regarding the proposed project, contact Robb Mairs at [phone], when appropriate, in-depth
comments with supporting data is requested.
REPLY: This agency has no objection to the project as proposed.
This agency has no comment on the proposed project. 5 P�
This agency approves of the project only if the recommended changes are
Incorporated. See attached. �(/e,�S 2 .s i'✓ .�--mi
This agency objects to the project for reas s described in the attached comments.
SIGNED DATE 3— 5�J4
127 Cardinal Drive Fact., Wilmington, NC 28405
Phone: [phone] FAX: [phone] Internet: www.nccoastalmanagement.net
An Equal Opportunity 1 Affirmative Adon.Employer

DIVISION OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
APPLICANT'S NAME: SEL Property Investors, LLC c/o Mr. D. Logan
2. LOCATION OF PROJECT SITE: 100 Aqua Vista Drive (Aqua Vista Farms), adjacent to Masonboro
Sound, in New Hanover County.
Photo Index — 2006: 22-74181A 5-7 2000: 22-267: L-X, 5-9 1996: 22-249: J-X, 19-22
State Plane Coordinates - X: 2342948 Y: 142761 GPS - 0-090412A
Latitude: 34008'12.70435UN Longitude: 77052'00.35454"W
3. INVESTIGATION TYPE: CAMA/D&F
4. INVESTIGATIVE PROCEDURE: Dates of Site Visit — 09/04/2013 and 02/06/0214
Was Applicant Present — Yes, agent and owner
5. PROCESSING PROCEDURE: Application Received — 02/24/2014 (completed)
Office — Wilmington
6. SITE DESCRIPTION:
(A) Local Land Use Plan - Wilmington/New Hanover Co.
Land Classification From LUP - Resource Protection
(B) AEC(s) Involved: CW, ES, ORW, EW, PT
Water Dependent: Yes
(D) Intended Use: Community/Residential
(E) Wastewater Treatment: Existing - Septic
Planned - Municipal
(F) Type of Structures: Existing —Boat basin, access channel, upland spoil site, private docking
facility and boat -ramp.
Planned — Expansion of an upland boat basin, shoreline stabilization, 75-
slip community marina, new boat -ramp, break water, solid sheet pile jetties. with dolphins, and
associated infrastructure for a new 159-lot subdivision
(G) Estimated Annual Rate of Erosion: N/A
Source - N/A
7. HABITAT DESCRIPTION: [AREA]
DREDGED FILLED OTHER
(A) Vegetated Wetlands
1,800 sq. ft.
1,684 sq. ft.
(coastal and §404 wetlands)
Coastal
§404 wetlands
(B) Non -Vegetated Wetlands (Open water)
36,200 sq. ft.
600 sq. ft. sq. ft.
Existing and created open water
12,120 sq. ft.
(C) Other (Highground)
91,500 sq. ft..
87,120 sq. ft.
640,332 sq. ft.
Within AECs
Outside AECs
(D) Total Area Disturbed:—871,356 sq. ft. (-20 acres)
(E) Primary Nursery Area: Yes
(F) Water Classification: SA-ORW (Masonboro Sound) Open: Yes (Masonboro Sound)
(G) Estimated Annual Rate of Erosion: N/A
Source - N/A
8. PROJECT SUMMARY: The applicant proposes to develop a new residential subdivision and associated
marina adjacent to Masonboro Sound.

SEL Property Investors, LLC c/o Mr. D. Logan
Page 2
9. PROJECT DESCRIPTION:
The project site is located at 100 Aqua Vista Drive, off Masonboro Loop Road in New Hanover County. The
property is adjacent to the Atlantic Intracoastal Waterway (AIWW)/Masonboro Sound and is the location of
the Aqua Vista Farms previously owned and operated by the Emmart family. The project site is bordered to
the north by residential properties and UNCW's Center For Marine Science, and to the south by Masonboro
Harbour Subdivision. To locate the property traveling south on College Road, take a left onto Mohican Trail
and travel east approximately 1.3 miles. Turn right onto Masonboro Loop Road and travel south for
approximately 0.8 miles until you reach the entrance of the old Aqua Vista Christmas Tree Farm that will be
located on the left. Continue to travel east on Aqua Vista Drive for approximately 0.5 miles until it terminates
at the property of interest. The high ground property is approximately 75.17 acres and the elevation of the
property is approximately 25' above mean high water (MHW). Existing highground development on the
property includes storage buildings associated with the old Aqua Vista Farm. Along the eastern end of the
property are an existing boat basin and an access channel to the AIWW and a concrete boat ramp located
on the northwestern portion of the existing basin. There is also an existing docking facility on the southern
portion of the basin, which consists of an uncovered platform, access ramp, floating docks and boatlift,
which currently accommodates up to three (3) slips especially for the Emmart family.
Located at the northeastern end of the existing boat basin is the location where marine contractors have
accessed the high spoil site via the use of barges to unload excavated material. This is also the location of
an existing culvert under the earthen driveway which connects to a tidally influenced ditch approximately
600' in length located on the northern side of the basin. There appears to be an existing berm on the
eastern side of the ditch, which appears to be constructed from the spoil material when the ditch was
originally excavated. There is also a culvert within the western end of the basin underthe gravel driveway to
the Emmart residence, which connects to another tidally influenced drainage ditch towards the west.
Highground vegetation consists of hardwoods and other woody species including: Oak, Pines, Cedar and
Dogwood. Vegetation bordering the northern highground area of the property and the ditch consists
primarily of high marsh and low marsh species, which supports §404 and coastal wetlands vegetation
including: Wax Myrtle (Myrica cerifera L.), Marsh -elder (Iva frutescens), Grounsel-bush (Baccharis
halimifolia), Sea Oxeye (Borrichia frutescensl, Salt Meadow Grass (Spartina patens) and Smooth Cordgrass
(Spartina altemiflora). The vegetation within the existing boat basin and ditch on the western end of the
boat basin consists of a narrow fringe of coastal wetlands, which consists primarily of Salt Meadow Grass
(Spartina patens) and Smooth Cordgrass (Spartina altemiflora). The vegetation along the shoreline east of
the existing boat basin and the access channel to the AIM consists of highground vegetation, primarily
Oak trees, which transitions to coastal wetlands consisting primarily of Salt Meadow Grass (Spartina
patens) and Smooth Cordgrass (Spartina altemiflora). The U.S. Army Corps of Engineers (USAGE) has
issued a Jurisdictional Determination (JD) on December2, 2013 forthe existing §404 wetlands on -site. The
N.C. Division of Coastal Management (NCDCM) has verified the coastal wetlands boundary and the normal
high water (NHW) boundary on September 4, 2013 (See Sheets 1 and 2 of 26 and JD).
Permit History: Mr. Maurice Emmart, Jr. was issued State Permit No. 24-81 on February 20, 1981 for
maintenance excavation of an existing boat basin and access channel to the AIWW/Masonboro Sound to a
final project depth of -6' @ mean low water (MLW). State Permit No. 24-81 also authorized the placement
of the excavated material to be located on the Emmart property on the northwestern side of the boat basin.
State Permit No. 24-81 Fifth renewal was on December 5, 2008 and was due to expire on December 31,
2013; however, was subject to extension by the Session Law 2009-406, and as amended by Session Law
2010-177, the Permit Extension Act State Permit No. 24-81 was recently transferred to SEL Property
Investors, LLC on December 13, 2013 and is due to expire on December 31, 2017. The Emmart family still
maintains the southern portion of the boat basin and an existing private docking facility within it through an
easement agreement with the applicant. The applicant recently received a Special Use Permit (SUP) for the
proposed community marina on January 9, 2014 from the New Hanover County Board of Commissioners
(See Project Narrative).

SIEL Properly Investors, LLC c/o Mr. D. Logan
Page 3
The City of Wilmington and New Hanover County 2006 Land Use Plan Update classifies the adjacent
waters as Conservation, and the adjacent high ground portion of the project area as Resource Protection.
In the project area, the waters of Masonboro Sound are classified as SA-ORW by the NC Division of Water
Quality, and they are OPEN to the harvest of shellfish. These waters ARE designated as a Primary Nursery
Area (PNA), by the Division of Marine Fisheries.
PROPOSED PROJECT:
The applicant proposes to develop a new residential subdivision and associated marina adjacent to
Masonboro Sound. The applicant is requesting a major modification to their existing State Permit No.
24-81 to allow for the expansion of the existing marina basin into highground with associated bulkhead,
floating docks, boat ramp and clubhouse to accommodate a Plan Use Development (PUD) for a 159 single-
family residential subdivision (Emmart's Landing). An inter -agency scoping meeting with the applicant and
agents was held at the Wilmington Regional Office (WiRO) on November 14, 2013.
Excavation: The application states that for the construction of the new boat ramp and access channel to
the proposed marina, the existing highground area on the northwest corner of the existing marina basin
would be excavated in an area measuring approximately 160' in length by 120' in width to a final project
depth of -6' @ MLW. The application states the proposed excavation in this area would impact
approximately 1,788 sq. ft. (0.041 acres) of volunteer fringing coastal wetlands. The application states that
the expansion of the marina would incorporate the undeveloped western portion of the property adjacent to
the existing spoil site. A new access channel, measuring approximately 505' in length by 40' in width to a
final project depth of -6' @ MLW would be excavated towards the west into highground area from the north
end portion of the existing boat basin. The access channel would lead into a new marina boat basin,
measuring approximately 338' in length by 245' in width to a final project depth of -6' at MLW. The
application states that the dredging limits to the four comers of the new basin would taper to a -5' @ MLW
contour to help promote flushing of the basin and access channel. The final project depth would be —6'@
MLW, which would combine into the existing basin and access channel to the AIWW existing waterdepth of
-6' @ MLW. The application states that predicted dissolved oxygen (D.O.) for the new basin would meet the
5.0 mg/L standard based on the tidal amplitude in this area. The application states that a total of
approximately 88,314 cubic yards (cy) of material would be removed and placed within the existing spoil
location with an area of approximately 2 acres on the western end of the existing basin area (See Sheets 5
through 13 of 26 and Project Narrative).
Shoreline Stabilization: The shoreline of the proposed access channel and marina basin would be
stabilized with approximately 2,173 linear feet (LF) of new sheetpile bulkhead. The application also states
that the existing basin would be stabilized with approximately 432 LF of sheetpile bulkhead and
approximately 588 LF total of breakwater along the eastern and southern end of the basin. The proposed
breakwater along the eastern shoreline of the existing basin would be located approximately 5' waterward to
allow tidal flushing into the significant fringe of Smooth Cordgrass (Spartina alterniflora), aforementioned.
The breakwaters would then lead into two (2) freestanding jetties constructed of solid sheet piles would be
located on each end of the 50' in width entrance channel to boat basin, each measuring approximately 100
LF. Each jetty would have a cluster of dolphin pilings located at the terminal end of the structure towards
Masonboro Sound. A new boat -ramp, measuring approximately 60' in length by 20' in width would be
located on the western end of the proposed expanded basin to replace the existing boat -ramp. An
associated 20' in length by 6' in width launching pierwould be located on the northern side of the new boat -
ramp (See Sheets 8, 12, 13, 14, and 15 of 26 and Project Narrative).
Marina: An access ramp would lead onto a floating dock (A -Dock) measuring approximately 191' in length
by 6' in width would be located along the face of the new bulkhead on the most southern end of the new
basin. Three (3) finger piers, each measuring approximately 40' in length by 3.5' in width would extend from
A -Dock running perpendicular to the shoreline. A -Dock would then turn 90° and tie into anew floating dock
(B-Dock) located along the face of the new bulkhead along the most western end of the new basin,
measuring approximately 356' in length by 6' in width.

SEL Property Investors, LLC c/o Mr. D. Logan
Page 4
Ten (10) finger piers, each measuring from approximately 30' to 40' in length by 3.5' to 4.5' in width and
approximately 30' apart would extend perpendicular from the shoreline towards the basin. The area located
between A -Dock and B-Dock in the southwest corner of the new basin would be designated for a kayak
launch area, which would include a 40' in length floating slip divider and two (2) floating finger piers, each
measuring approximately 8' in length by 2' in width with aluminum grab bars (See Sheet 6 of 26).
An access ramp from the northern end of the basin would lead onto a new floating dock system (C-Dock),
measuring approximately 245' in length by 8' in width, which would terminate onto a floating dock,
measuring approximately 73' in length by 6' in width, creating a "T-head" configuration. Fifteen (15) finger
piers would extend from this floating dock, each measuring from approximately 30' to 40' in length by 3.5' in
width. These finger pier piers would be approximately 26'-30' apart.
Another access ramp from the northeast comer of the new marina basin would lead onto a floating dock
(D-Dock) located on the face of the new bulkhead along the most eastern end of the basin, measuring
approximately 288' in length by 6' in width. Ten (10) finger piers, each measuring from approximately 25' to
30' in length by 3.5' in width and approximately 28' apart would extend perpendicular from the shoreline
towards the basin. The application states that a pump -out facility would be located along Dock A. The
proposed floating dock system would accommodate up.to 75 formalized slips.
The applicant also proposes to install two (2) buoys and one (1) cluster of dolphin pilings within the central
portion of the existing boat basin to designate the location of the proposed entrance channel and boat -ramp,
aforementioned (See Sheets 5, 6 and 12 of 26 and Project Narrative).
Upland Development: The applicant proposes to develop a 159 lot subdivision and associated community
amenities adjacent to the western portion of the new marina facility. The application states that the
approximately 75 acre tract would be subdivided into 159 detached single-family lots with integrated mix of
active and passive open areas, approximately 2.12 units per acre. A network of infrastructure including
sewer and water supply, private roads with a dedicated pedestrian path along the main collector road,
boardwalk around the proposed marina and associated amenities and gazebo would be provided to the
residents of the subdivision. The easternmost portion of the site is located within the 575' ORW Area of
Environmental Concern (AEC), which the application states that approximately 1 % of the AEC would be
covered with impervious surfaces associated with the new infrastructure. No dwellings are proposed at this
time, only proposed footprints for each lot. The proposed access channel and marina basin would create a
future 75' Coastal Shoreline AEC and the associated 30' buffer. The application states that the proposed
impervious area within the future 75' Coastal Shoreline AEC would be approximately 4.5%, which consists
primarily of the amenity buildings along the western end of the proposed marina and infrastructure. The
property owners would be required to obtain individual permits from the local level for individual dwellings.
The application states that a State Stormwater Permit and a Sedimentation and Erosion Control Plan would
be submitted to the N.C. Division of Energy, Mineral and Land Resources (NCDEMLR). The application
states that sewer and water supply services would be provided by the Cape Fear Public Utility Authority
(CFPUA) (See Sheets 3, 4, and 18 through 26 of 26 and Project Narrative).
Mitigation: The application states that approximately 1,800 sq. ft. of coastal wetlands would be impacted for
the expansion of the existing basin, consisting primarily of Smooth Cordgrass (Spartina altemiflora) and Salt
Meadow Grass (Spartina patens). The application also states that the proposed road crossings would
impact approximately 1,684 sq, ft. of §404 wetlands (RPWs). The applicant proposes on -site mitigation for
the above impacts. The elevation of the existing berm adjacent to the tidally influenced ditch would be
lowered to the same elevation as the surrounding coastal wetlands. The application states that the use of
land excavators and timber matting would be utilized. The application states that Smooth Cordgrass
(Spartina altemiflora) would then be planted approximately 2' apart for restoration. The application states
that approximately 4,050 sq. ft. (0.09 acres) of coastal wetlands restoration area would be created, which
would provide a 2.27:1 restoration area. The application also states that an existing small freshwater pond
would be enlarged by approximately 1,684 sq. ft., which would match the adjacent depths to provide a 1:1
replacement of impacted RPWs, aforementioned (See Sheet 16 and 17 of 26 and Project Narrative).

SI:L Property Investors, LLC c% Mr. D. Logan
Page 5
10. ANTICIPATED IMPACTS:
The proposed maintenance excavation of the existing access channel from the existing boat basin would
impact approximately 36,200 sq. ft. of shallow bottom area, previously impacted under State Permit No.
24-81. The proposed new basin expansions and access channel with associated bulkhead, boardwalk and
boat ramp would disturb approximately 91,500 sq. ft. (2.1 acres) of an upland area. This would result in the
removal of approximately 5,466 cy of material from the existing access channel and approximately 88,314
cy of highground material, which would be placed within the existing spoil site area on the project site, in an
area of approximately 87,120 sq. ft. (2.0 acres). The proposed excavation within the existing basin area
would impact approximately 1,800 sq. ft. (0.041 acres) of coastal wetlands, which consists primarily of Salt
Meadow Grass (Spartina patens) and Smooth Cordgrass (Spartina altemiflora).
Approximately 4,000 sq. ft. (0.09 acres) of upland area would be converted to low marsh associated with
lowering the elevation to the surrounding coastal wetlands to provide a 2.27:1 restoration area.
Approximately 1,684 sq. ft. of §404 wetlands (RPWs) would be impacted associated with the construction of
the proposed access roads, which the application states that the existing small freshwater pond would be
enlarged by approximately 1,684 sq. ft., which would match the adjacent depths to provide a 1:1
replacement of impacted RPWs.
The proposed floating structures for the basin would incorporate approximately 12,120 sq. ft. of newly
created Estuarine Waters and Public Trust Area. As proposed, the proposed marina configuration would
accommodate up to 75 permanent vessels. The application indicates that the shellfish closure associated
with the new marina would extend approximately 325' into the proposed access channel.
The proposed breakwater along the eastern and southern end of the basin and the two (2) freestanding
jetties on each end of the 50' in width entrance channel with associated dolphins would incorporate
approximately 600 sq. ft. of Estuarine Waters and Public Trust Area.
The proposed upland development would disturb approximately 20 acres of highground, of which
approximately 4.55 acres are within the Estuarine Shoreline AEC. According to the site drawings, the nine
lots along the eastern portion of the new subdivision, portions of the 15' access easement, the cul-de-sac
and stormwater infiltration system would be partially located within the 575' AEC.. The application indicates
that approximately 1 % of the SA-ORW shoreline would be covered by built upon area and that the proposed
impervious area within the future 75' Coastal Shoreline AEC would be approximately 4.5%. The 75 acre
tract would be subdivided into 159 single-family lots, approximately 2.12 units per acre. No dwellings are
proposed at this time, only proposed footprints; however, the individual property owners would be required
to obtain individual permits from the local level. Minor turbidity increases may be expected during the
construction process.
Submitted by: Robb L. Mairs Date: 02/25/2014 Office: Wilmington

Project Narrative
Emmarts Landing Subdivision and Residential Marina
Aqua Vista Drive
New Hanover County, N.C.
SEL Property Investors, LLC, Applicant
SEL Property Investors, LLC (Applicant) is planning to develop a residential subdivision
and associated marina on their 75.17-acre tract located on Aqua Vista Drive in New
Hanover County. The Applicant recently purchased the property from the Emmart family
who have retained approximately 15 acres of their original ± 90 acre holdings for future
use. The Applicant's property extends to an existing man-made basin (Emmart basin)
which in turn connects to the AIWW channel to the southeast. Maurice Emmart has
transferred his existing CAMA Major Permit Number 24-81 to the Applicant. That
permit provides for maintenance dredging (to -6' mean low water) of the basin and its
connecting channel to the AIWW channel. The applicant is proposing a major
modification of this permit to construct an upland basin residential marina connecting to
the permitted dredged basin.
The proposed marina (also excavated to -6' mean low water) will have 75 permanent boat
slips and a kayak launch area for use by subdivision property owners. No commercial
services such as fueling, haul out or boat repair and maintenance will be offered. An
adjacent amenity area will feature a community clubhouse and pool and shared parking
for both marina and associated amenities will be dispersed around the marina. A 40'-wide
channel will extend from the marina to the Emmart basin. The marina and connecting
channel will feature vertical bulkheading with an appropriate tie -back system. The
Applicant, in cooperation (and under an executed easement) with the Emmart family, also
proposes to excavate the northwestern corner of the Emmart basin, construct a boat ramp
and a bulkhead on the western and southern sides of the basin, install vertical breakwater
structures and sheet pile jetties to help stabilize the remainder of the basin/outer channel
and limit the on -going shoreline erosion on the Emmart property. The existing outer
channel markers will also be replaced and fitted with reflectors.
The water quality classification for the open water between the barrier islands and the
mainland in this portion of Masonboro Sound is SA/ORW. Class SA waters best usages
are listed as "shellfishing for market purposes and any other usage specified by the SB
and SC classification". ORW are Outstanding Resource Waters "which are unique and
special waters of exceptional state or national recreational or ecological significance
which require special protection to maintain existing uses". RECEIVED
DCM WILMINOTON, NC
FEB 17 M4

The 404 wetlands have been delineated and approved on site with the Corps of Engineers
Regulatory staff. The Coastal Wetland line was delineated and then reviewed by DCM
staff. The Normal High Water line was delineated with DCM staff. The Mean High
Water line was determined by the surveyor. All of these lines have been located by
survey and have been platted.
For the marina entrance channel, basin corner excavation and boat ramp construction,
impacts to the volunteer fringing coastal wetlands within the man-made Emmart basin
will total 1,788 square feet (0.041 ac.). Impacts to relatively permanent waterbodies
(RPWs) within existing ditches on the property are associated with the construction of
roads/lot development and total 1,692 square feet (0.04 acres).
Mitigation for the above impacts is planned on -site. A 4,051 square foot upland berm that
extends through the coastal wetlands has been identified for removal to match adjacent
wetland substrate elevations. Excavation equipment will operate from timber matting
where necessary to protect existing coastal wetland. The leveled area will be planted with
Spartina alterniflora at a two foot spacing. This will provide for a 2.27:1 coastal wetland
restoration area. The existing small freshwater pond will be enlarged by 1,692 square
feet, matching adjacent depths to provide for a 1:1 replacement of impacted RPWs. In
addition, the existing culverted driveway ditch crossing will be removed, restoring a 171
square feet area of RPW.
This parcel, New Hanover County ID number: R07600-003-014-000, is zoned R-15 and
will be developed under the R-15 performance residential zoning with an allowable
density is 2.5 units/acre. Current plans for the community include 159 detached single
family units with an integrated mix of active and passive open space. A network of
private roads with a dedicated pedestrian path along the main collector and boardwalk
around the marina will provide access to the marina, parking areas, and associated
amenities. Stormwater for the project will be treated on site. All treatment systems will be
permitted and installed in compliance with all local, state, and federal rules and
regulations. The COD resource line on the site is the flagged and surveyed coastal
wetland line as reviewed and approved by DCM staff, All non -water dependent
components of the development will be built in compliance with the required 75' setback
from the COD resource line.
A Special Use Permit application to allow the community boating facility was submitted
to the New Hanover County Planning Department on October 10, 2013. On January .9,
2014, the County Planning Board voted to approve the Special Use Permit. The County
Commissioners voted to approve the Special Use Permit on February 3, 2014. By
granting the permit, the County is allowing the developer to construct the private
community boating facility for use by the residents of the proposed subdivision.
On November 14, 2013, an inter -agency scoping meeting was held at the NCDENR
Wilmington office. Following input and comments from the various agencies during the
meeting and further consultation with DCM, the Applicant made revisions to the pp1RECEIVED
DCK4 WILMINGTON, NC
FEB 7 2014

that are included with this submittal. The three areas of concern that were addressed are
summarized below:
Coastal Wetlands
The original area of coastal wetland impacts resulting from the new upland basin
entrance channel and shoreline stabilization was 3,151 s.f. (0.07 ac.). The final revised
plan has avoided impacts to coastal wetlands on two sides of the Emmart basin by
moving the planned southern bulkhead landward and by moving the planned eastern
breakwater waterward of the coastal wetland fringe. The resulting area of coastal wetland
impacts has been reduced to 1,788 s.f. (0.041 ac.), which is a 43% reduction. The coastal
wetlands which have volunteered around the inside of the existing man-made Emmart
basin are fringing and intermittent in nature. Two coastal wetland fringe segments of
limited functional value are to be impacted. The segment to be excavated for the marina
entrance channel and boat ramp area totals 1,284 s.f. and is composed primarily of a
narrow Spartina altern flora fringe on a steep bank. The 504 s:f segment to be excavated
in front of the proposed western bulkhead features a narrow fringe of Spartina
altern flora on a steep bank with a mixture of Spartina patens and Borrichia frutescens
primarily in the upper portions of the steep bank in the southern portion of the segment.
The substrate at the toe of the bank is largely covered with historic fill consisting of
bricks and other masonry materials.
Riprap Groin
The riprap groin along the northern side of the existing entrance channel was proposed in
order to minimize sediment accumulation within the channel and to reduce wave energy
across the channel. The footprint of the proposed groin was 3,768 s.f. (0.087 ac.). The
groin has been eliminated on the revised plan and replaced with a vertical sheet pile jetty
wall. As a result there will be no riprap coverage of the Primary Nursery Area (PNA)
bottom.
Basin Flushing
The southern coastline of North Carolina experiences much greater tidal amplitudes than
central or northern coastlines. The tidal range in the vicinity of the proposed marina is
approximately 4 feet. In accordance with DCM rules, the marina basin will be excavated
to depths no deeper than connecting waters. In order to maximize water exchange and
support dissolved oxygen levels within the proposed marina basin, the plans have been
revised to show water depths tapering from -6' mlw to -5' mlw in the corners of the
basin. The new entrance channel depths to the proposed marina basin and the authorized
dredging depths within the existing Emmart basin and channel to the AIWW are -6' mlw.
The depth of the connecting AIWW channel in this location is approximately -14' mlw.
In order to maintain basin flushing, the management entity (developer or .future marina
owner association) will require that maintenance dredging be performed when measured
water depths anywhere within the authorized dredging area reach 4' mlw or shallower.
RECEIVED
DCM WILMINGTON, NC
FEB '4"42014

DOM MP-1
APPLICATION for
Major Development
(last revised 12127/06)
North Carolina DIVISION OF COASTAL MANAGEMENT
9. Primary Applicant/ Landowner Information
Business Name
Sal Property Investors, Lic
Project Name (if applicable)
Emmart's Landing Community Marina
Applicant 1: First Name
Mr. D.
MI
Last Name
Logan
Applicant 2: First Name
MI
Last Name
If additional applicants, please attach an additional page(s) with names listed.
Mailing Address
60 Gregory Road, Suite 1
PO Box
City
Belville
State
NC
ZIP
28451
Country
USA
Phone No.
- - ext.
FAX No.
- -
Street Address (if different from above)
same as above
City
State
ZIP
_
Email
2. Agent/Contractor Information
Business Name
Land Management Group Inc.
Agent/ Contractor 1: First Name
MI
Last Name
Steve
Morrison
Agent/ Contractor 2: First Name
MI
Last Name
Mailing Address
PO Box
City
State
3805 Wrightsville Ave., Suite 15
Wilmington
NC
ZIP
Phone No. 1
Phone No. 2
28403
910 - 452 - 0001
ext.
- - ext.
FAX No.
Contractor #
910 452 0060
Street Address (if different from above)
City
State
ZIP
same as above
_
Email
[e-mail]
<Form continues on back>
REGEIVt_U
DOM WILMINGTON, NO
FEB I 'Y 2014
232-808-2806 :: 1-688.4113COAST :: www.nccoastaImanagemont.not

Form DCM MP-1 (Page 2 of 5)
APPLICATION for
Major Development Permit
3. Project Location
County (can be multiple)
Street Address
State Rd. #
New Hanover
Aqua Vista Drive
Subdivision Name
City
State
Zip
Emmart's Landing
Wilmington
NC
28409 -
Phone No.
Lot No.(s) (if many, attach additional page with list)
N/A - - ext.
159 lots proposed, ,
a. In which NC river basin is the project located?
b. Name of body of water nearest to proposed project
C -A (Y- 69A k
Masonboro Sound / AIWW
c. Is the water body identified in (b) above, natural or manmade?
d. Name the closest major water body to the proposed project site.
®Natural ®Manmade ❑Unknown
Masonboro Sound / AIWW
e. Is proposed work within city limits or planning jurisdiction?
f. If applicable, list the planning jurisdiction or city limit the proposed
[]Yes ®No
work falls within.
New Hanover County (outside City limits)
4. Site Description
a. Total length of shoreline on the tract (ft.)
b. Size of entire tract (scl t.)
2,188-Ift along MHW / approx. 2,314-Ift along NHW
75.17-acres
c. Size of individual lot(s)
d. Approximate elevation of tract above NHW (normal high water) or
median range 0.2-acre to 0.3-acre,
NWL (normal water level)
(if many lot sizes, please attach additional page with a list)
ranges from MHW to —25' MHW ❑NHW or ❑NWL
e. Vegetation on tract
Vegetation along the waterfront includes typical salt marsh vegetation. Inland portions of the property are wooded and
contain typical upland species. Portions of the tract are mowed or planted with crops, including a pecan grove.
f. Man-made features and uses now on tract
A diked spoil disposal area along the waterfront, dirt access roads, formerly occupied homes, barn and accessory buildings.
g. Identify and describe the existing land uses adiacent to the proposed project site.
Residential
h. How does local government zone the tract?
i. Is the proposed project consistent with the applicable zoning?
Residential
(Attach zoning compliance certificate, if applicable)
®Yes ❑No ❑NA
j. Is the proposed activity part of an urban waterfront redevelopment proposal? []Yes ®No
k. Hasa professional archaeological assessment been done for the tract? If yes, attach a copy. ❑Yes ®No ❑NA
If yes, by whom?
I. Is the proposed project located in a National Registered Historic District or does it involve a ❑Yes ®No ❑NA
National Register listed or eligible property?
<Form continues on next page>
Ktl:tlVLU
DCM WILMINGTON, NC
FEB '. "/ 2014
252-808-2808 :: 1-888-4RCOAST :: wrww.nccoastalmanagement.net

Form DCM MP-1 (Page 3 of 5)
APPLICATION for
Major Development Permit
m. (i) Are there wetlands on the site? ®Yes []No
(ii) Are there coastal wetlands on the site? ®Yes ❑No
(iii) If yes to either (i) or (ii) above, has a delineation been conducted? ®Yes []No
,Attach documentation, if available)
n. Describe existing wastewater treatment facilities.
Any former homesites on the property utilized on -site septic systems. Future wastewater treatment will be provided by Cape
Fear Water and Sewer Authority.
o. Describe existing drinking water supply source.
Community system, also Cape Fear Water and Sewer Authority.
p. Describe existing storm water management or treatment systems.
No existing stormwater management features or treatment. systems exist on site.
5. Activities and Impacts
a. Will the project be for commercial, public, or private use? ❑Commercial ❑Public/Government
EPdvate/Community
b. Give a brief description of purpose, use, and daily operations of the project when complete.
The proposed upland basin marina will serve residents of the Emmarts Landing community and their guests.
c. Describe the proposed construction methodology, types of construction equipment to be used during construction, the number of each type
of equipment and where it is to be stored.
Typical construction equipment including excavators, pile drivers, dump trucks. Equipment will be stored on upland portions
of property when not in use.
d. List all development activities you propose.
Excavation of an upland basin and entrance channel for a 75-slip community marina. Maintenance dredging within the an
existing basin to the south and its existing open water channel, through which access will be provided to Masonboro Sound
and the AIWW. Installation of new bulkhead, breakwaters, jettys and boat ramp within the adjacent, existing basin to the
south. Work within the AEC will also include future lots and house pads, installation of subdivision roads, a clubhouse pool,
poolhouse, and accessory buildings (canoe storage and a gazebo) and stormwater management features on proposed
waterfront lots.
e. Are the proposed activities maintenance of an existing project, new work, or both? New
f. What is the approximate total disturbed land area resulting from the proposed project? —20 to be finalized by engineer and
SEC Plan ❑Sq.Ft or E
Acres
g. Will the proposed project encroach on any public easement, public accessway or other area ❑Yes ENo ❑NA
that the public has established use of?
h. Describe location and type of existing and proposed discharges to waters of the state.
No direct discharges to waters of the state exist, and none are proposed.
I. Will wastewater or stormwater be discharged into a wetland? ❑Yes ENo ❑NA
If yes, will this discharged water be of the same salinity as the receiving water? ❑Yes ❑No ENA
J. Is there any mitigation proposed? ®Yes []No ❑NbCM WILMING U
If yes, attach a mitigation proposal.
NC
252-508.2800.:: 1.888.4RCOAST :: www.nccoastalmanagernent.net

Form DCM MP-1 (Page 4 of 5)
APPLICATION for
Major Development Permit
<Form continues on back>
6. Additional Information
In addition to this completed application form, (MP-1) the following items below, if applicable, must be submitted in order for the applicauon
package to be complete. Items (a) — (f) are always applicable to any major development application. Please consult the application
instruction booklet on how to properly prepare the required items below.
a. A project narrative.
b. An accurate, dated work plat (including plan view and cross -sectional drawings) drawn to scale. Please give the present status of the
proposed project. Is any portion already complete? If previously authorized work, clearly indicate on maps, plats, drawings to distinguish
between work completed and proposed.
c. A site or location map that is sufficiently detailed to guide agency personnel unfamiliar with the area to the site.
d. A copy of the deed (with state application only) or other instrument under which the applicant claims title to the affected properties.
e. The appropriate application fee. Check or money order made payable to DENR.
f. A list of the names and complete addresses of the adjacent waterfront (riparian) landowners and signed return receipts as proof that such
owners have received a copy of the application and plats by certified mail. Such landowners must be advised that they have 30 days in
which to submit comments on the proposed project to the Division of Coastal Management.
Name Adjacent to South (beyond Emmarts property): Masonboro Harbour HOA Phone No.
Address 5248 Masonboro Harbour Drive, Wilmington, NC 28409
Name Adjacent to North: UNCW Center for Marine Science Phone No.
Address 5600 Marvin K Moss Lane, Wilmington, NC 28409-3621
Name Adjacent to North: Mathias Hunoval Phone No.
Address 5330 Holt Road, Wilmington; NC 28409
g. A list of previous state or federal permits issued for work on the project tract. Include permit numbers, permittee, and issuing dates.
CAMA Permit # 24-81, SEL Property Investors, LLC. 12/13/2013
h. Signed consultant or agent authorization form, if applicable.
i. Wetland delineation, if necessary.
j. A signed AEC hazard notice for projects in oceanfront and inlet areas. (Must be signed by property owner)
k. A statement of compliance with the N.C. Environmental Policy Act (N.C.G.S. 113A 1-10), if necessary. If the project involves expenditure
of public funds or use of public lands, attach a statement documenting compliance with the North Carolina Environmental Policy Act.
1 7. Certification and Permission to Enter on Land
I understand that any permit issued in response to this application will allow only the development described in the application.
The project will be subject to the conditions and restrictions contained in the permit.
I certify that I am authorized to grant, and do in fact grant permission to representatives of state and federal review agencies to
enter on the aforementioned lands in connection with evaluating information related to this permit application and follow-up
monitoring of the project.
I further certify that the innffojrmation provided in this application is truthful to the best of my knowledge.
Date �v Print Name �tI
Signature
Please indicate application attachments pertaining to your proposed project.
VED
®DCM MP-2 Excavation and Fill Information ®DCM MP-5 Bridges and Culverts DCM WI M N'GTON, NC
®DCM MP-3 Upland Development
®DCM MP-4 Structures Information FED ` 7014,
252-808-2808 .. 1.888-4RCOAST :: www.nccoastallmanagement.net

Form DCM MP-2
EXCAVATION and FILL
(Except for bridges and culverts)
Attach this form to Joint Application for LAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
Describe below the purpose of proposed excavation and/or fill activities. All values should be given in feet.
Access
Other
Channel
(NLW or
Canal
Boat Basin
Boat Ramp
Rock Groin
Rock
Breakwater
(excluding
shoreline
NWL)
stabilization)
Ex Channel:
Upland
Jetties (2)
sound to
Entrance
Upland
100'
Length
mouth of ex
Channel to
Marina Basin
60
Coastal
basin
upland basin
338
Marsh
724
505
Mitigation
area 348'
Jetties (2) 2'
Coastal
Width
50
40
245
20
Marsh
Mitigation
area 12'
Avg. Existing
Depth
-4 MLW
+8 MLW
+16.5 MLW
+6.5 MLW
NA
NA
-4 MLW
Final Project
Depth
-6 MLW
-6 MLW
.-6 MLW
-6 MLW
NA
NA
-6 M LW
1. EXCAVATION ❑This section not applicable
a. Amount of material to be excavated from below NHW or NWL in b. Type of material to be excavated.
cubic yards. From maintenance dredging- mixed sand and finer silts.
- 5,466 cy
c. (i) Does the area to be excavated include coastal wetlandsimarsh
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
®CW 1,788 soft ❑SAV ❑SB
EIWL ❑None
(ii) Describe the purpose of the excavation in these areas:
A sparse and narrow rmastal marsh fringe along the existing
basin will be partially impacted from excavation of adjacent
upland to install new bulkheading and a new boat ramp.
d. High -ground excavation in cubic yards.
-82,826 cy for new upland basin and upland entrance
channel
-6,098 cy upland excavation on property to south
- 300 cy for excavation of coastal marsh mitigation area
91,314 cy total
F. DISPOSAL OF EXCAVATED MATERIAL ❑ This section not applicable
a. Location of disposal area. b. Dimensions of disposal area.
Wet material will be placed in existing, diked spoil disposal
on site. Dry material will be stored on site, and suitable
material will be used for grading and subdivision
development.
Existing on -site spoil disposal area is approx. 2acres.
c. (i) Do you claim title to disposal area? d. (i) Will a disposal area be available for future maintenance?
®Yes []No ❑NA ❑Yes ' ®No ❑NA RECEIVED
(ii) If no, attach a letter granting permission from the owner. (ii) If yes, where? DCM WILMINGTON, NC
252-808-2808 :: 1-888.4RCOAST :: www.ncconstsin:anaoen:ent.net revised: 12/26/06

Form ®CM MP-2 (Excavation and Fill, Page 2 of 3)
e. (i) Does the disposal area Include any coastal wetlands/marsh
(CW), submerged aquatic vegetation (SAV), shell bottom (SB),
or other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL ®None
(ii) Describe the purpose of disposal in these areas:
f. (i) Does the disposal include any area in the water?
❑Yes ®No ❑NA
(ii) If yes, how much water area is affected?
3. SHORELINE STABILIZATION ❑This section not applicable
(if development is a wood groin, use MP-4 — Structures)
a. Type of shoreline stabilization:
®Bulkhead ❑Riprap ®Breakwater/Sill ❑Other:
Breakwaters serving as shoreline stabilization with flow -through
design.
c. Average distance waterward of NHW or NWL: All new bulkhead
for upland basin and existing basin will be installed above NHW.
New bulkhead in existing basin will vary from 2' around existing
open water basin to 113' landward of NHW at area of upland
excavation for new basin at boat ramp. Average distance landward
—10'.
e. Type of stabilization material:
Steel, concrete, wood or vinyl bulkhead and breakwaters.
g. Number of square feet of fill to be placed below water level.
Bulkhead ball None Riprap
Breakwater/Sill No backfill. Other_
i. Source of fill material.
Per contractor.
b. Lengin: New DUIKneaa in existng Dasin = vac in. rvew
breakwater in existing basin = 588 Ift. Bulkhead for new
upland basin and upland entrance channel = 2,173 Ift.
Width: 2'
d. Maximum distance waterward of NHW or NWL: Breakwaters will
average about 5' waterward of NHW, with a maximum distance of
approximately 28' waterward of NHW at the mouth of the existing
basin.
f. (i) Has there been shoreline erosion during preceding 12
months?
®Yes ❑No ❑NA
(ii) If yes, state amount of erosion and source of erosion amount
information.
unknown amount
h. Type of fill material.
Clean fill sand for new bulkhead.
4. OTHER FILL ACTIVITIES ❑This section not applicable
(Excluding Shoreline Stabilization)
a. M Will fill material be brought to the site? ❑Yes ®No ❑NA b. (i) Will fill material be placed in coastal wetlands/marsh (CW),
If yes,
(ii) Amount of material to be placed in the water None
(iii) Dimensions of fill area N/A
(iv) Purpose of fill
N/A
submerged aquatic vegetation (SAV), shell bottom (St3), or
other wetlands (WL)? If any boxes are checked, provide the
number of square feet affected.
❑CW ❑SAV ❑SB
OWL 1,692 s ❑None
(ii) Describe the purpose of the fill in these areas:
Waters of the US will be filled for road development and
installation of stormwater management features. Waters of US
to be filled are ditch -like features that are jurisdictional RPWs.
252-808-2808 :: 1-888.4RCOAST :: www.nccoastaimanpgoment.net revised: 12/26/06

Form DCM MP-2 (Excavation and Fill, Page 3 of 3)
5. GENERAL
a. How will excavated or fill material be kept on site and erosion b. What type of construction equipment will be used (e.g., dragline,
controlled? backhoe, or hydraulic dredge)?
Measures per a state -approved Sedimentation and Erosion Control
Plan to be developed by project engineers.
Excavators, backhoe, dumptruck, barge mounted excavator for
maintenance dredging. Timber matting and bobcats for
coastal marsh restoration/mitigation area.
c. (i) Will navigational aids be required as a result of the project? d. (i) Will wetlands be crossed in transporting equipment to project
®Yes []No ❑NA site? ❑Yes ®No ❑NA
(ii) If yes, explain what type and how they will be implemented_ (ii) If yes, explain steps that will be taken to avoid or minimize
Reflectors will be placed on the proposed jetties and channel environmental impacts.
markers for navigation safety.
z/,- "
Date
Emmarts Landing Community Marina
Project Name
SEL Property Investors, LLC
Applicant Name
Applicant Signature
RECEIVED
DCM WILMINGTON, NC
2014
252.808.2808 c 1.888.4RCOAST :: www.nccoastelmananement.net revised: 12/26/06

Form DCM MP-3
UPLAND DEVELPIEN
(Construction and/or land disturbing activities)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
GENERAL UPLAND DEVELOPMENT
a.. Type and number of buildings, facilities, units or structures
proposed.
1 clubhouse building, pool with decking, 1
poolhouse/restroom building, 1 accessory building or
covered gazebo, 1 building for pump station.
c. Density (give the number of residential units and the units per
acre).
159 lots/75 acres = 2.12 units/acre
e. If the proposed project will disturb more than one acre of land, the
Division of Land Resources must receive an erosion and
sedimentation control plan at least 30 days before land -disturbing
activity begins.
(1) If applicable, has a sedimentation and erosion control plan been
submitted to the Division of Land Resources?
[]Yes ®No ❑NA
If yes, list the date submitted: will be submitted by
Paramounte Engineering, project engineers
g. Give the percentage of the tract within the coastal shoreline AEC to
be covered by impervious and/or built -upon surfaces, such as
pavement, building, rooftops, or to be used for vehicular driveways
or parking.
Less than 1 % in the 575' AEC;.4.5% in the future 75' AEC
6. `Give the percentage of the entire tract.to be covered by impervious
and/or built -upon surfaces, such as pavement, building, rooftops,
or to be used for vehicular driveways or parking.
—15 % for subdivision infrastructure.
Describe proposed method of sewage disposal.
Disposal will be provided by the Cape Fear Water and
Sewer Authority. A pump station will be constructed to
pump wastewater from the subdivision to the existing
sewer mains.
Describe location and type of proposed discharges to waters of the
state (e.g., surface runoff, sanitary wastewater, industrial/
commercial effluent, "wash down" and residential discharges).
No direct discharges to waters of the state are proposed.
b. Number of lots or parcels.
159 single-family lots
d.. Size of area to be graded, filled, or disturbed including roads,
ditches, etc.
- 20 acres, to be determined by project engineers and
sedimentation and erosion control plan.
E List the materials (such as marl, paver stone, asphalt, or concrete)
to be used for impervious surfaces..
Subdivision roads will be asphalt.
k.. Projects that require a CAMA Major Development Permit may also
require a Stormwater Certification,.
(i) Has a site development plan been submitted to the Division of
Water Quality for review?
®Yes []No ❑NA
(h) If yes, list the date submitted: Submitted by Paramounte
Engineering, project engineers
k. Have the facilities described in Item (1) received state or local
approval?
®Yes MNo ❑NA
If yes, attach appropriate documentation.
R CEIV2 ,
,"'114 "IfI I ING TON,
rn. Does the proposed project include an innovative�ston latpr q
design?
[]Yes ®No ❑PIA
If yes, attach appropriate documentation.
252-808-28082 ,: 1-888-4RCOAST n www:nccoastalmenagernent.net revised, 12/26/06

Form QCM MP-3 (upland Development, Page 2 of 2)
Starmwater runoff will be managed through measures
described in state -approved stormwa ter management
plan.
m. Oesedbee-proposed drinidng water supply source (e.g., well,
community, Oublic system, etc.)
Public system -Cape Fear Water and Sewer Authority
n, (1) Will water be, impounded? OYes ®No ❑ NA
(IQ If yes, how many acres?
., When was the lot(s).plafted and recorded? p. If propo%W deVelopment.is :a subdivision,.wil additional uNkies be
NIA - not an oceanfront parcel. installed for this upland development?
®Yes pNo ❑NA
252-806-2808 :: 4-088.4RCO.AST n v_wvw neccsataimana0e0t t:rlet revised: 1"2/26/06

Form DCM MP-4
STRUCTURES
(Construction within Public Trust Areas)
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1" DOCKING FACILITY/MARINA CHARACTERISTICS
a. (i) Is the docking facility/marina:
❑Commercial ❑Public/Government ®Private/Community
c. (i) Dock(s) and/or piers)
(ii) Number 4 (Dock A. Dock B. Dock C. Dock D)
(iii) Length Please see MP-4 supplement
(iv) Width Please see MP-4 supplement
(v) Floating ®Yes []No
e. (i) Are Platforms included? []Yes ®No
If yes:
(ii) Number
(iii) Length
(iv) Width
(v) Floating ❑Yes []NO
Note: Roofed areas are calculated from dripline dimensions.
g. (i) Number of slips proposed
75
(ii) Number of slips existing
0
i. Check the proposed type of siting:
N Land cut and access channel
❑Open water; dredging for basin and/or channel
❑Open water; no dredging required
❑Other, please describe:
k• Typical boat length: 30'
m. (i) Will the facility have tie pilings?
®Yes ❑No
(ii) If yes number of tie pilings?
76
[I This section not applicable
b. (i) Will the facility be open to the general public?
❑Yes ®No
d. (i) Are Finger Piers included? ®Yes []No
If yes:
(ii) Number Please see MP-4 supplement
(iii) Length Please see MP-4 supplement
(iv) Width Please see MP-4 supplement
(v) Floating ®Yes []No
f. (i) Are Boatlifts included? []Yes ®No
If yes:
(ii) Number
(iii) Length
(iv) Width
h. Check all the types of services to be provided.
❑ Full service, including travel lift and/or rail, repair or
maintenance service
❑ Dockage, fuel, and marine supplies
® Dockage ("wet slips") only, number of slips: 75
❑ Dry storage; number of boats:
® Boat ramp(s); number of boat ramps: 1
❑ Other, please describe:
j. Describe the typical boats to be served (e.g., open runabout,
charter boats, sail boats, mixed types).
mixed types
I. (i) Will the facility be open to the general public?
[]Yes ®No
DCM WILM NGTON, NC
:a. 1 2014
252-608-2808 :: 1-888-4RC®AST :: www.nccoastaimanagament.net revised: 12/27/06

F®rm DCM IliliPA (Structures, Page 2 of 4)
2. DOCKING FACIUMMARINA OPERATIONS 0This section not applicable
a. Check each of the following sanitary facilities that will be included in the proposed project
❑ Office Toilets
® Toilets for patrons; Number: 2, Location: Clubhouse
® Showers
® Boatholding tank pumpout; Give type and location: Dock A, eastern end. Fixed station.
b. Describe treatment type and disposal location for all sanitary wastewater.
Public sewer- Cape Fear Water and Sewer Authority for associated bathrooms. Stationary pump out on Dock A. No overboard
discharge policy enforced by dockowners association.
c. Describe the disposal of solid waste, fish offal and trash.
Trash bins and dumpsters at various locations
d. How will overboard discharge of sewage from boats be controlled?
No overboard discharge policy
e. (i) Give the location and number of "No Sewage Discharge" signs proposed.
One sign located adjacent to marina pumpout (Dock A)
(ii) Give the location and number of "Pumpout Available' signs proposed.
One sign located adjacent to marina pumpout (Dock A)
f. Describe the special design, if applicable, for containing industrial type pollutants, such as paint, sandblasting waste and petroleum products.
No maintenance activities
g. Where will residue from vessel maintenance be disposed of?
No maintenance activities
h• Give the number of channel markers and "No Wake" signs proposed. None
I. Give the location of fuel -handling facilities, and describe the safety measures planned to protect area water quality.
No fuel service will be provided
j. What will be the marina policy on overnight and live -aboard dockage?
No live -aboard policy
k. Describe design measures that promote boat basin. flushing?
The corners of the proposed basin will be excavated to a -5' MLW depth. The center of the basin and the connecting entrance
channel will excavated to a -6' MLW depth to promote flushing.
I_ If this project is an expansion of an existing marina, what types of services are currently provided? RECEIVED
NIA- Existing Everett family basin is adjacent but off -property to the south. DCM WILMINGTON, NC
21114
252-808-2808 a 1-888-4RCOAST :: www.nccoastalmanegernent.net revised: 12/27/06

Form DCM NIP-4 (Structures, Page 3 of 4)
m. Is the marina/docking facility proposed within a primary or secondary nursery area?
❑Yes ®No
n. Is the marina/docking facility proposed within or adjacent to any shellfish harvesting area?
®Yes ❑No
o. Is the marina/docking facility proposed within or adjacent to coastal wetlands/marsh (CW), submerged aquatic vegetation (SAV), shell bottom
(SB), or other wetlands (WL)? If any boxes are checked, provide the number of square feet affected.
®CW Within existing basin to south-1,788 soft. ❑SAV ❑SB
❑WL []None
p. Is the proposed marina/docking facility located within or within close proximity to any shellfish leases? ❑Yes ®No
If yes, give the name and address of the leaseholder(s), and give the proximity to the lease.
I BOATHOUSE (including covered lifts) ®This section not applicable
a. (i) Is the boathouse structure(s):
❑Commercial ❑Public/Government ❑Private/Community
(ii) Number
(iii) Length
(iv) Width
Note: Roofed areas are calculated from dripline dimensions.
4. GROIN (e.g., wood, sheetpde, etc. !f a rock groin, use MP-2, Excavabon and Fill) [I This section not applicable
a. (i) Number 2- sheetpile ietties
(ii) Length 100,
(iii) Width 2'
5. BREAKWATER (e.g., wood, sheetpile, etc.) ❑This section not applicable
a. Length 588-Ift (new breakwater in existing basin to south) b. Average distance from NHW, NWL, or wetlands
Average 5' waterward of NHW.
c. Maximum distance beyond NHW, NWL or wetlands
^-28' at mouth of existing basin at intersection with
proposed jetties.
6. MOORING PILINGS and BUOYS ❑This section not applicable
a. Is the structure(s):
❑Commercial ❑PubliclGovernment ❑Private/Community
C. Distance to be placed beyond shoreline
Note: This should be measured from marsh edge, if present
b. Number
d. Description of buoy (color, inscription, size, anchor, etc.)
A dolphin and two buoys are proposed in the exisitng
Emmart's basin adjacent the south. These structures
are intended for navigation/ purposes only and will not
be used for mooring.
e. Arc of the swing ). 7 2014
252-808-2808 :: 1-888-4RCOAST :: www.nccoasta1mena9ement.net revised: 12/27/06

Form DCM MP-4 (Structures, (Page 4 of 4)
7. GENERAL
a. Proximity of structure(s) to adjacent riparian property lines
Jettys approximately 1,000 ft to adjacent property to north
and 150 ft to south.
Note: For buoy or mooring piling, use arc of swing including length
of vessel.
c. Width of water body
> 1000'
e. (i) Will navigational aids be required as a result of the project?
®Yes []No ❑NA
(ii) If yes, explain what type and how they will be implemented.
Reflectors will be located on the proposed jetties along the
100' sections and on channel markers.
b. Proximity of structure(s) to adjacent docking facilities.
More than 1,000 ft to north and 150 ft to south.
d. Water depth at waterward end of structure at NLW or NWL
-3' MLW
8. OTHER ❑This section not applicable
a. Give complete description:
1�'tZAK
Date
Emmarfs Landing Community Marina
Project Name
SEL Property Investors, LLC
Applicant Name
T
Applicant Signature
DCM WILM NIGTON, NC
7-014
252.808.2808 :: 1-888-41MCOAST - www.nccoastalmanagenrent-net revised- 12/27/06

Emmarts Landing
DCM-MP4 Supplement 12/13/2013
1. Docking Facility/Marina Characteristics
c. Dock(s) and/or Pier(s)
Structure
Length ft
Width (ft
Dock A
185'
6'
Dock B
355' 9"
6'
Dock C
237'
8'
Ton Dock C
73'
6'
Dock D
287' 6"
6'
See Figure 6 for labeling.
d. Are Finger Piers included?
Quantity
Len th (ft)l
Width(ft)
Dock A
3
40'
47
2
8'
2'
also 40' long
oating slipdivider w anchors ud
Dock B
2
30'
31611
6
34'
3' 6"
1
34'
4'6"
1
40'
4'6"
Dock C
.2
30'
31611
5
34'
306"
2
25'
3' 6"
6
29'
3' 6"
Dock D
2
201611
21611
8
25'
2' 6"
See Figure 6 for labeling.
kayak launch docks (between Docks A and B'
RECEIVED
DCM WILMINGTON, NC
-j: ' nq

fwmIglFb
BRIDGES and CULVERTS
Attach this form to Joint Application for CAMA Major Permit, Form DCM MP-1. Be sure to complete all other sections of the Joint
Application that relate to this proposed project. Please include all supplemental information.
1. BRIDGES This section not applicable
a. Is the proposed bridge:
❑Commercial ❑Public(Government ❑Private/Community
C. Type of bridge (construction material):
e. (i) Will proposed bridge replace an existing bridge? []Yes []No
If yes,
(ii) Length of existing bridge:
(ii) Width of existing bridge:
(iv) Navigation clearance underneath existing bridge:
(v) Will all, or a part of, the existing bridge be removed?
(Explain)
9• Length of proposed bridge:
b. Water body to be crossed by bridge:
d. Water depth at the proposed crossing at NLW or NWL:
f. (i) Will proposed bridge replace an existing culvert? []Yes []No
If yes,
(ii) Length of existing culvert:
(Ili) Width of existing culvert:
(iv) Height of the top of the existing culvert above the NHW or
NWL:
(v) Will all, or a part of, the existing culvert be removed?
(Explain)
h- Width of proposed bridge:
1. Will the proposed bridge affect existing water flow? []Yes ❑No J. Will the proposed bridge affect navigation by reducing or
If yes, explain: increasing the existing navigable opening? []Yes []No
If yes, explain:
k. Navigation clearance underneath proposed bridge:
I. Have you contacted the U.S. Coast Guam concerning their
approval? ❑Yes []No
If yes, explain:
m. Will the proposed bridge cross wetlands containing no navigable n. Height of proposed bridge above wetlands:
waters? ❑Yes ❑No
If yes, explain:
2. CULVERTS ❑This section not applicable
a. Number of culverts proposed: 3 Total - 2 replacement culverts b.
at existing basin to south and 1 new culvert for RPW
crossing
Water body in which the culvert is to be placed:
New culvert will be installed in an un-named relatively
permanent water (RPW). Replacement culverts will be
along existing basin to the south which connects to
Masonboro Sound. RECEIVED
252-8084808 n 1-888.4RCOAST :: www.ncconstalmanagement.net
revised: 10/26/06

For(tBti DCM MP-5 (Sridaes and Culverts, Page 2 of 4)
< Form continues on backs
c. Type of culvert (construction material):
All three pipes will be reinforced concrete.
d. (i) Will proposed culvert replace an existing bridge?
❑Yes ®No
If yes,
(ii) Length of existing bridge:
(iii) Width of existing bridge:
(iv) Navigation clearance underneath existing bridge: _
(v) Will all, or a part of, the existing bridge be removed?
(Explain)
f• Length of proposed culvert: New culvert proposed.in RPW =
70' long
h. Height of the top of the proposed culvert above the NHW or NWL.
New culvert proposed in RPW, at an elevation
approximately 15' above NHW.
j. Will the proposed culvert affect navigation by reducing or
increasing the existing navigable opening? ❑Yes ®No
If yes, explain:
e. (i) Will proposed culvert replace an existing culvert?
®Yes []No
If yes,
(ii) Length of existing culvert(s): Existing culvert at north
end of existing basin is approx. 36'
Existing culvert at western side of basin is approx. 30'.
(iii) Width of existing culvert(s): Existing culvert at north end
of existing basin is approx. 15".
Existing culvert at western side of basin is approx. 15".
(iv) Height of the top of the existing culvert above the NHW or
NWL: Replacement culvert at north end of existing
basin will be at 1.42 MHW.
Replacement culvert at western end of existing basin
will be at 1.42 MHW.
(v) Will all, or a part of, the existing culvert be removed?
(Explain) Both existing culverts will be removed.
9• Width of proposed culvert: New culvert proposed in RPW =
18" wide
Depth of culvert to be buried below existing bottom contour.
New culvert proposed in RPW. minimum l' below road
r9 ode.
k. Will the proposed culvert affect existing water flow?
If yes, explain:
❑Yes ®No
3. EXCAVATION and FILL [I This section not applicable
a. (1) Will the placement of the proposed bridge or culvert require any
excavation below the NHW or NWL? [--]Yes ®No
If yes,
(ii) Avg. length of area to be excavated: Both replacement
culverts at the existing basin will be placed above MHW
with center of culvert at elevation 1.42 MHW.
(iii) Avg. width of area to be excavated: N/A
(iv) Avg. depth of area to be excavated: N/A
(v) Amount of material to be excavated in cubic yards: N/A
b. (i) Will the placement of the proposed bridge or culvert require any
excavation within coastal wetlands/marsh (CW), submerged
aquatic vegetation (SA1n, shell bottom (SB), or other wetlands
(WL)? If any boxes are checked, provide the number of square
feet affected.
❑CW ❑sAV ❑SB
OWL 253 []None
(ii) Describe the purpose of the excavation in these areas:
The proposed (new) culvert to be placed in an RPW will
impact 253 sq.ft. of the RPW to provide a road crossing
for new roads within the subdivision. RECEIVED
DGM WII h4lbJ TnN, NC
252-808-2808 :: 9-688-4RCo&ST :: wwrw.nccoastalrnanagement.net revised: 10/26/06

Form DCM MP-5 (Bridges and Cuivertts, Page S of 4)
c. (1) Will the placement of the proposed bridge or culvert require any
high -ground excavation? []Yes ®No
If yes,
(ii) Avg. length of area to be excavated: N/A
(iii) Avg. width of area to be excavated: N/A
(iv) Avg. depth of area to be excavated: N/A
(v) Amount of material to be excavated in cubic yards: N/A
d. If the placement of the bridge or culvert involves any excavation, please complete the following:
(1) Location of the spoil disposal area: WA
e.
9-
(ii) Dimensions of the spoil disposal area:
(iii) Do you claim title to the disposal area? []Yes []No (/f no, attach a letter granting permission from the owner.)
(iv) Will the disposal area be available for future maintenance? ❑Yes ❑No
(v) Does the disposal area include any coastal wetlandshnarsh (CW), submerged aquatic vegetation (SAVs), other wetlands (WL), or shell
bottom (SB)?
❑CW ❑SAV OWL ❑SB ❑None
If any boxes are checked, give dimensions if different from (ii) above.
(vi) Does the disposal area include any area below the NHW or NWL? ? []Yes
If yes, give dimensions if different from (ii) above.
(i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed below NHW or NWL? ❑Yes ®No
If yes,
(ii) Avg. length of area to be filled: WA
(iii) Avg. width of area to be filled: WA
(iv) Purpose of fill: WA
(i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed on high -ground? ❑Yes ❑No
If yes,
(ii) Avg. length of area to be filled:
(iii) Avg. width of area to be filled:
(iv) Purpose of fill:
4. GENERAL
a. Will the proposed project require the relocation of any existing
utility lines? ❑Yes ®No
If yes, explain:
❑ No
f. (i) Will the placement of the proposed bridge or culvert result in any
fill (other than excavated material described in Item d above) to
be placed within coastal wetlands/marsh (CM, submerged
aquatic vegetation (SAV), shell bottom (SB), or other wetlands
(WL)? If any boxes are checked, provide the number of square
feet affected.
❑CW ❑SAV ❑SB
❑WL ®None
(ii) Describe the purpose of the excavation in these areas:
Excavation within RPW described in 3.b.(i).
b. Will the proposed project require the construction of any temporary
detour structures? ❑Yes ®No
If yes, explain: RECEIVED
DCM WILMINGTON, NC
252-805.2808 :: 1-888.4RCOAST :: www.nccoastalmanagennant.net revlssd: 10/26/06

FOFM DCM MP-5 (Bridges and Culverts, Page 4 of 4)
If this portion of the proposed project has already received
approval from local authorities, please attach a copy of the
approval or certification_
< Form continues on back>
c. Will the proposed project require any work channels? d. How will excavated or fill material be kept on site and erosion
[]Yes ®No controlled?
If yes, complete Form DCM-MP-2. Installation of the replacement and new culverts will follow
all applicable measures outlined within the state
approved in the sedimentation and erosion control plan.
e. What type of construction equipment will be used (for example,
dragline, backhoe, or hydraulic dredge)?
Backhoe for installation of culverts.
g. Will the placement of the proposed bridge or culvert require any
shoreline stabilization? []Yes ®No
If yes, complete form MP-2, Section 3 for Shoreline
Stabilization onty.
/?/a '�v/�
Date
Emmart's Landing Community Marina
Project Name
SEL Property Investors, LLC
Applicant me
Of
App. cant Signature f V .
f. Will wetlands be crossed in transporting equipment to project site?
j]Yes ®No
If yes, explain steps that will be taken to avoid or minimize
environmental impacts.
DCM WECEIVED
ILMINGTON, NC
262-808-2608 :: 1-888.4RCO ABT :: wwwr.nccoestalmanagernent.n revised: 10126/06

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RECEIVED
DCM WILMINGTON, NC
FFEB ?.IT20A
*Boundaries are approximate and are
not meant to be absolute.
Map Source: USGS VViImington/Wrightsville Beach quads
U
air
� Ir .may � •�-- _
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SCALE 1" = 600'
(printed at 11X17")
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LMG
LAKD MAKAGEMM GROUP ati
Fnrlranmentat Cnnwhant,
" wNw.LMGroup.net
Phone: [phone] •1.865.1-MG.1078
Fax [phone]
3805 Wrightsville Avenue
Wilmington, NC 28403
CAMA Major Permit Application
Emmart's Landing Community Marina
New Hanover County, NC
Figure 2 of 26
Vicinity Map
Date: 12/13/2013

a
a► pp � p
d
MIN 3
Proposed Impact
"Waters of US" / RPW
Legend
oS
Property Line
"Waters of the US"- 404 Wetlands
"Waters of the US" - Coastal Marsh
WET WET
Ex. Coastal Shoreline AEC Limit
— — —
Normal High Water
"W—
Upland Excavation (on -site)
Upland Excavation (adj property to S)
Maintenance Excavation
-�-
For Environmental Permitting Only.
Site Plan and Base Survey Provided by:
Not for construction.
Paramounte Engineering, Wilmington, NC
Proposed Poolhottse
%��
V
Proposed 75-sip
I
Upland Marirlia Basin
(2-ac)
Proposed Impact
Proposed Upland Coastal Marsh
/
'k9sp
Entrance Channel t W" . Ex. Basin andEnwmd
(40' wide x 505') otea �;
M„,� Entrance Channel
Adjacent to Souf
.-
Aqua Vista Farms LLC and Propos
/
h,
•
"
Maudce S. Emmert Jr. Trustee
�
Ad'acentto �*. Mainte ante Dredging
�
Masonboro wET
HarbourHOA
RECEIVED
DCM WILMINGTON, NC
FEE
Project: Date:
Revision Date:
LMG CAMA Major Permit Application 12/13/2013
2/11/2014
LA"MAtUOMIMCAOUP- Emmart's Landing Community Marina Scale:
�
Job Number:
0 150 300 600
� nr
Elro—ta/Consultant. Title: 1"=300'
Ave., 8ufte 15 Overview Proposed
02-13-096
3805 Wrightsville Drawn By:
Wilmington, North Carolina 284M
Telephone:[phone] Subdivision and Docking Facility
Figure:
3of26

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� M.g
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101 w�
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41W SidewalklPatio
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_ 1
Legend - • -
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"Waters of the US"- 404 Wetlands
"Waters of the US" - Coastal Marsh" " "' ° oaxamt, ` ` a
w Hanover Co. Conservation Proposed. ,~ Q - ,»""— . "if�r
New coo Upland Basin X v / 6, �
Resource Setback (Marsh)
(2,173-I1t) / � MLw
Ex. Coastal Shoreline 575' AEC Limit — — — Shellfish Closure Limit ��,`"�`�,t�
(325) �
Future Coastal Shoreline 75' AEC Limit —•••—•••— �W,, /1, i -
Normal High Water KW— Site Plan and Base Survey Provided by: /
Paramounts Engineering, Wilmington, NC Project: Emmart'S LandingDate
Ex. 30' Coastal Shoreline Buffer For Environmental Permitting Only. LL4NDMG GROW - Community Marina scai
Future 30' Coastal Shoreline Buffer - - - Not for construction.
Title:
0 50 100 200 3805Wrightsville Ave.,6uge15 Proposed Upland Drav
L Wilmington, North Carolina 284M
Telephone:[phone] Marina Basin and Channel
L:\CAMA\2013 CAMA FILES102-13-096 — Emmarts Landing, D LoganWCAD1CAMA Master_2_2014_Resubmittal.dwg
NHW
at Existing Basin
RECEIVED
DCM WIL M NG ON, NC
12/13/2013 2/11/2014
Job Number:
1 "=100' 02-13-096
By: Figure:
5 of 26

N
Future 30'toastal
if
Shoreline Buffer
~ — — Wooden -
- — Boardwalk

S'Ite Plan and Base Survey Provided by: DCM WILIvn1I" I UN,
Upland Excavation (on -site) 2.48-ac
.„� Paramounts Engineering, Wilmington, NC
"��"�' •�_�•
For Environmental Permitting Only. FEB J
0 sn 120 240
Upland Excavation (adj property to S) 0.3-ac Not for construction. _ ---
ON BELOW NHW
Proposed Maintenance
Excavation 1.69-ac
Final Depth of -6' MLW
Note: Elevations below NHW
relative to MLLW. Final dredge
depth will be -6' MLW. MLW is 0.15'
Project: Emmart's Landing Date: 12/13/2013 Revision Date:
2/11 /2014
=yLMG GROUP Community Marina
�: Envlronmentaf consultantr Scale: Job Number:
ri41v 1" = 120' 02-13-096
Wilmington,
PropWrightsville Posed Excavation Drawn By: Figure:
Wilmington, North Carolina 28403 p 7 of 26
Telephone: [phone]

---------------
—El
-
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1 11 1 1
12
10
6
6
J 4
J 2
0
_2
Future
30' Coastal
Shoreline Buffer
Proposed Bulkhead
(Height and depth to be
determined by contractor)
Cross'section B - B'
Upland Excavation Existing Basin
and Maintenance Dredging
NHW Coastal
(Ex. Basin) r Marsh
Excavation
Proposed Bottom J Upland Excavation
- 6' MLW Hatched Area
RECEIVED
DCM WILMINGTON, NC
FTB T-. 7 40.E?1
1+50
For Environmental Permitting Only. • 0 1.5 50
Not an engineered or surveyed drawing. Not for construction.
L:ICAMA12013 CAMA FILES102-13-096 -- Emmarts Landing, D L
Maintenance Dredging
Cross Hatched Area
!�LMGem Z LA►+.weNr AGeNOgoue,a<
Envlronmmtol Consultants
3805 Wrightsville Ave., Suite 15
Wilmington, North Carolina 28403
Telephone:[phone]
Proposed
Breakwater
(Height and depth to be
determined by contractor)
Wooden
Boardwalk
(elevation and depth
to be determined by contractor)
30' Coastal
Shoreline Buffer
1
20
16
16
14 N
12 r_
10
e Z
6
4 p
2
0 00
4
-6
L Final Grade
Beyond Bulkhead
per Proposed Bottom and Erosion
and Erosion Control Plan
- 6' MLW
Tie -back system not shown.
Coastal
Marsh (to remain)
NHW
(Ex. Basin)
or
Proposed Bottom
-6'MLW
Emmart's Landing
Community Marina
Title: Excavation
Cross Sections
Tie -back system not shown.
12/13/2013 2/11 /2014
Scale: Job Number:
1 "=25' 02-13-096
Drawn By: Figure:
8 of 26

S
ri Costar Services, Inc.
P.O. Saar 1110M
Mfihzfk % NUMM
Y19.S1AAM
Ernmart's Landing
Disposal Area Reconstruction
New Hanover County, North Carolina
Disposal Area Capacity Calculation and Design
February 4, 2014
%asonrbvr
Disposal Area
Atlantic Intercoastal Waterway
This cross section was provided by TI Coastal Services Inc. for the.
purposes of CAMA permitting only and is not for construction.
RECEIVED
DCM WILMINGTON, NC
F L- ' LJ!7
CMS

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nw,
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„ Disposal Area Capaci#y ti
r:
Elevation Cubic Yards s, F
01-7
y700
Eieva dons are mfefflen ed �, Dike rest _
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bate.Symto 1 Date:
it
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- - - - - - - E%�l/ifc'7//'t Landing N1 H
1. Hori2onlal 6uWm: NC SWLe Plare-Zurre3200,NA090, Feat
RECEC/�CR/� 2. Var llcal Oetmn: NAVM
`D 3. Da lapmvided WTICoasWlin Fobruary20/4ard LoadbdxlermimcaMilyultra
n a s a l XM WILMINGTON NC
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vaaa p 4. Suundinga are nxRrnsead In bulard 6arfVrs.
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VIASIZmm SCALE: ? a5D Slown2OFs

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15 15
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10 1Q
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7.5 7.5
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—175 —150 —125 —100 —75 — 0 — 5 0 2P 50 75 1 0 1 150 175
Scala: 1' - 50' Hartz_ 1' - 5' Vert. Datum: NAVDBS
7,5 STA 2+50.00 17.
15 15
2.5 12.
1.
Max Disposal Fill: l2' NAVD88
10 10
Excavaticnfix
Dike Construction
7.5 7.5
—175 —150 -1 —100 — 5 — 0 — 5 5 50 75 1 0 5 1 0 175
Seals: 1' = W-- Hariz_ 1' = 5' Vert. Datum: NAVD88
7.5 STA 1+50.00 17.
15 15
2.5 12.
Max Disposal FlII: It NAVD88
10 10
7.5 7.5
—175 —150 —125 —100 —75 —5 —25 5 50 75 100 12 1 0 175
SaalW 1' = 50' Nariz 1' = 5' Vert_ Datum: NAVDISV
TI ,�e�oastal
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Scala 1' = 50' Horiz. 1' - 5' Vsrt.
New Hanover CoantK NC
C+'t �"JrJ N SURVEY - February 2Of4
Dike Design'ane Layout
Project: -
CAMA Major Permit Application
Emmart's Landing Community Marina
Date:..
2/11/2014
Revision Date:
Scale:
Job Number:
02-13-096
Title
On -Site Spoil Disposal Area
Cross Sections
Drawn By:
I TI Coastal
Figure: 1110.
11 of26"1
Datum: NAVD88
ampida SCab
Naha:
/�
RECEIVED
RECEIVED
1. Hurl null Datum: NC Slate Plsm-2bMaMD,NAMFwt
marizasm
2.V."WO NiurmNAWN
DCM WILMINGTON, NC
3. Data Provided WTI Coastal In February 211114ruiduadlodalarmirouapa*orew
a. Ar mr ao,
Dism"l Area and design a suribiaridbasyslem for dredge disposal.
Seams'-sJW
4. Soundings are.xpn@%%Wln6Wadknf .
2010 Aartel or Now Hanover County dowalosid Earn 0n New HralowrCaunV 313
wabPaW.
FEB5.
B 1 2014
d
Vertiol
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DWG N.aIME Dirt a Lryrrwd &w
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SWG DATE Febmary 4 Z[H4
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SCALE, AF Shown
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CONCRETE BOAT RAMP w/ FIBRE GRIP
EPDXY COATING (INSTALLED TO MLLW ELEVATION).
CONTRACTOR TO PROVIDE COLOR SAMPLES
FOR OWNER APPROVAL.
MHVi = 1.433' NAVD88
NAVD88 = 0.0'
—\,MSL = —0.49' NAVD88 —
1
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MLW = —2.38' NAVD88
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RAMP
SECTION
w/ 8'-0" EMBEDMENT
1/4" = 1'-0"
BDS-01
This cross section was provided by Andrew Consulting Engineers for the
purposes of CAMA permitting only and is not for construction.
DCM WILM NGTON
MOJ@Ct. vaw. r%enswn uaua.
LMG CAMA Major Permit Application 2/11/2014
�g 2014 LM MAKAGERM GROUP w Emmart's Landing Community Marina Scale: Job Number:
,. [nrlronmental Consultants
Title: 02-13-096
3805 WAghtsvilleAve., Suite 15 Proposed Boat Ramp Drawn By: Figure:
Wilmington, North Carolina 28403 Telephone:[phone] Cross Section Andrew Consulting PE 13 Of 26
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Wilmington, North Carolina 2W3
Telephone: [phone]
SOUTH JETTY WALL SECTION rp"N
1jr - 1•-0• S4
Emmart's Landing
Community Marina
Typical Jetty
Details
12/13/2013 2/11/2014
Scale: Job Number:
scale reduced 1:3 02-13-096
Drawn By: Figure:
Andrew Consulting PE 14 of 26

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02-13-096
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Emma Lauding Community Marina.
scale:
Job Number.
02-13-096
Title:
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16 of 26
GRAPHIC SCALE
0 50 100 200
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Project:
CAMA Major Permit Application
Emmart's Landing Community Marina
Date:
2111/2014
Revision Date:
Scale:
Job Number:
02-13-096
It e:
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Paramounts PE
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19 of 26
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LEGEND:
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Project:
CAMA Major Permit Application
Date:
2/11/2014
Revision Date:
Emmart's Landing Community Marina
Scale:
Job Number:
02-13-096
Title:
Fill in Waters of US - RPW
Cross Section
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20 of 26
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LEGEND:
PROPOSED RCP PIPE
BULK HEAD
EXISTING -GRAVEL DRIVE
15"RCP PIPE���l�J'_-_'
(30-LENGTH)
Project:
CAMA Major Permit Application
Emmart's Landing Community Marina
Date: 2/21/2014
Revision ate:
Scale:
Job Number:
02-13-096
Title:
Utility Cross Section
Drawn By.
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21 of 26
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Project: Date: 2l11/2014 Revision Date:
CAMA Major Permit Application
Emmart's Landing Community Marina scale: o um er:
Title: 02-13-096
Utility Cross Section Drawn By: Figure:
Paramounte PE 22 of 26
1" = 20' 0 10 20 40 80
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EXISTING GROUND
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MEAN LOWER LOW WATER MEAN LOWER LOW WATER
ELEV. (-2.50') CROSS SECTION WITH CULVERT (A - A') ELEV. (-2.50')
NOT TO SCALE
LEGEND: RECEIVED
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FLOOR PLAN
PC O T H R A N H A R R I S EMMAIiT°B LAN111i CLUGHOUSE
7 A R C H I T E C T U R E
5725 OLMAND9R DRIVE✓, SUrJ E-i SCALS: t"=10'
X. WILMINGTON, NC 28403 JAMUARY 15, 2014
c
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8
This cross section was provided by Cothran Harris Architecture for the
purposes of CAMA permitting only and is not for construction.
LMG
—11ANA11—T 0-- sc
= Environmental Consultants
3805 Wrightsville Ave., Suite 15
Wilmington, North Carolina 28403
Telephone: [phone]
RECEIVED
DCM WILMINGTON, NC
I B ,..• ` f,l7 �EI
CAMA Major Permit Application 1 2/11/2014
Emmart's Landing Community Marina scale:
02-13-096
Proposed Clubhouse Drawn By: Figure:
Floor Plan I Cothran Harris Arch. 23 of 26

This cross section was provided by Cothran Harris Architecture for the
purposes of CAMA permitting only and is not for construction.
�iZLMG
LAND MANA(1UONT OAOUP me
'� Environmental Consuhants
3W5 Wrightsville Ave., Suite 15
Wilmington, North Carolina 28403
Telephone: [phone]
Project
CAMA Major Permit Application
Emmart's Landing Community Marina
Title: Proposed Clubhouse
Elevations
RECEIVED
DCM WILMINGTON, NC
F EP, .. s 7-0,14
2/11/2014
02-13-096
Cothran Harris Arch. V 24 of 26

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I% COTHRAN HARRIS
A R C H I T S C T U R E
5725 OLt ANDrR D.RIve, Surm E-1
�j WILMINGTON, NC 28403
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33'-4 34'
28'-0" 16-4 3/4"
II �--4,
\
Women's l
II III III
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Equip.
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3.3'-4 3X'
F?,OnR PLAN
This cross section was provided by Cothran Hams Architecture for the
purposes of CAMA permitting only and is not for construction.
i�
LMG
LAND IdANAGSMHN'C GROUP o,c
---� Environmental Con ww",
3805 Wrightsville Ave., Suite 15
Wilmington, North Carolina 28403
Telephone: [phone]
EMMAirrs LANDING- POOL HOUSE
s CALE: 1 R=10'
JANUARY 15, 2013
CAMA Major Permit Application
Emmart's Landing Community Marina
itle: Proposed Poolhouse
Floor Plan
RECEIVED
DCM WILMINGTON, NC
2/11 /2014
02-13-096
awn By: Figure:
Cothran Harris Arch. 1 25 of 26

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ARCHITECTURE RECEIVED
�
5725 OLSANDBR DRIPS, SUITS E-i scALB: 1 rr= o' DCM WILMINGTON, NC
EQ WILMINGTON, NC 28403 JANUARY i5, 20i�
ER : ` Z014
., Project Date: 2/11/2014 Revision Date:
�I~
This cross section was provided by Cothran Harris Architecture for the L M G CAMA Major Permit Application ;- LAND MANAGEMENT GROUP— Emmart's Landing Community Marina Scale: Job Number:
purposes of CAMA permitting only and is not for construction. EnrlronmrritalConsultants Tile. 02-13-096
3805 Wrightsville Ave.. Sufte 15 Proposed Poolhouse Drawn By: Figure:
Wilmington, North Carolina 28403 Elevations Cothran Harris Arch. 26 of 26
Telephone: 910-452.OD01

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UNCW PROPERTY
GRAPHIC SCALE
- SCALE: .1 "=300'
SURVEYORS CERTIFICATION- pygr
I, DAVID M. EDWARDS, PLS HEREBY CERTIFY THAT THE WETLAND AREAS SHOWN ON THIS '�A 1
MAP WERE SURVEYED AND PLOTTED FROM WETLAND LOCATIONS MARKED IN THE FIELD
BY OTHER PARTIES. THIS CERTIFICATION. EXTENDS ONLY TO THE LOCATION OF "
USACOE CERTIFICATION .
'THIS CERTIFIES THAT THIS COPY OF THIS PLAT ACCURATELY DEPICTS THE BOUNDARY
OF THE JURISDICTION OF SECTION 404 OF THE CLEAN WATER ACT AS DETERMINED BY
THE UNDERSIGNED ON THIS DATE. UNLESS, THERE IS A CHANGE IN THE LAW OR OUR
PUBLISHED REGULATIONS. THIS DETERMINATION OF SECTION 404 JURISDICTION MAY BE
RELIED UPON FOR A PERIOD MOTTO EXCEED FIVF�.Yj .$ FROM THIS DATE. THIS
DETERMINATION WAS MADE-UTILIIlNG THE REGIONAL SUPPLEMENT TO.
THE 1987 CORPS OF EN Gli W i �-1�A MANUAL"
REGULATORY OFFICIAL '
TITTLE
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LINE
133IyCz__
DISTANCE
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DIS.TANCE
L265 `:
4.46' 8"
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RECEIVED
DCM WILMINGTON, NC
DEC 17 2013

LINE TABLE.....
LINE.:
BEARING
pISTANC.E...
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31- -p21..
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4of4

Helms Port
Masonboro Loop Road
NEW HANOVER COUNTY, NC
STORMWATER NARRATIVE61 .. �
Prepared for:
SEL Property Ines#ors, L,L,C
310 North Front Street
Wilmington NC 28401
Prepared by:
PA�-�►l�IOLJNTE
B N 10 1 N E E F2 t
5911 Oleander Drive, Suite 201
Wilmington, NC 28403
NC License #: C-2846
Project #13146.PE
February 2014
NC
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Helms Port
Masonboro Loop Road
NEW HANOVER, NORTH CAROLINA
Project #13146.PE
Table of Contents
Design Narrative
Proposed Improvements
Maintenance
Erosion and Sedimentation Control Specification
New Hanover County Soils Map
USGS Map
Secretary of State Documents
Deed
Stormwater Calculations-1-YR 24 HR Results
Stormwater Calculations - BMP Results
Wetland Approval Letter
Soils Report
Page i

DESIGN NARRATIVE
SEL property Investors, LLC proposes to construct a 159 lot residential neighborhood with
amenity area and community boating facility off of Masonboro T op Road just north of
Masonboro Harbor Drive in New Hanover County, NC. As a result, please find this design
narrative, plans, and supporting calculations. The address of the property is 100 Aqua Vista
Drive, Wilmington, NC with a latitude and longitude of 34°08'24"N, 77°52'33"W (Deed Book
5768, page 2974). Soils consist mainly of Leon sand, Lynn Haven fine sand, Seagate.fine sand,
Tidal marsh, Torhunta loamy fine sand, and Wakulla sand, with small amounts of various
other soil types as shown on the enclosed soils map. In the calculations, the total stormwater
boundary is 75.2 acres with 1.2 acres of coastal wetlands. The amount of area that drains to the
BMP's based on location of impervious area is 61.2 acres, this is reflected in the calculations, the
RA-1-3 drainage areas represent the area that does not drain to the BMP because of absence of
impervious area. The portion of the project within the 575' ORW line set by CAMA is 3.06
acres, with an impervious coverage in this area of 0.54 acres which equates to 17.6% below the
25% threshold.
All stormwater runoff will be directed by way of a storm sewer system to an adequately
designed stormwater BMP. The stormwater BMPs across the site include wet detention ponds,
infiltration trench systems, and an infiltration basin. All BMPs have been designed to meet the
State's stormwater quality requirements, as well as, New Hanover County quantity (pre/post)
demands. Since the project discharges to SA waters, please find that the wet detention pond
draw -down orifices are routed to secondary treatment infiltration basins that will discharge the
water quality design storm into the subsoil. In regard to the infiltration trenches, please find
that each trench has been individual sized to store the design storm and then discharge
additional flow through a bypass structure. Please find all supported calculations within the
following pages of the report.
MAINTENANCE
Contractors shall be responsible for periodic inspection and maintenance of all indicated
erosion control devices in accordance with the plans and specifications. In addition, inspection
and any necessary maintenance will be required immediately following any significant storm
event. Sediment will need to be removed from behind silt fencing as described on the Erosion
Control Plan. Vegetative cover will be fertilized and reapplied as necessary to promote a
vigorous stand.
Page 1

EROSION AND SEDIMENTATION CONTROL SPECIFICATION
PART 1-GENERAL
1.1 RELATED DOCUMENT
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2 WORK INCLUDED
A. Contractor shall take every reasonable precaution throughout construction to prevent the
erosion of soil and the sedimentation of streams, lakes, reservoirs, other water impoundments,
ground surfaces, or other property as required by State and Local regulations.
B. Contractor shall, upon suspension or completion of land -disturbing activities, provide
protection covering for disturbed areas. Permanent vegetation shall be established at the earliest
practicable time. Temporary and permanent erosion control measures shall be coordinated to
assure economical, effective, and continuous erosion and sediment control throughout the
construction and post construction period.
1.3 RELATED SECTIONS
A. Related Sections — The following Sections contain requirements that relate to this Section:
1. 01011— Existing Underground Utilities
2. 01015 — Special Conditions for this Contract
3. 01070 — Shop Drawings, Project Data & Samples
4. 02200 — Earthwork, Excavation Trenching, and Backfilling
5. 02230 — Site Clearing
6. 02240 — Dewatering
7. 02485 — Seeding General Areas
1.4 REGULATORY REQUIREMENTS
A. Contractor shall be responsible for prevention of damage to properties outside the construction
limits from siltation due to construction of the project. The Contractor will assume all
responsibilities to the affected property owners for correction of damages that may occur.
Erosion control measures shall be performed by the Contractor, conforming to the requirements
of, and in accordance with plans approved by applicable state and local agencies and as per the
erosion control portion of the construction drawings and these specifications. The Contractor
shall not allow mud and debris to accumulate in the streets. Should the Contractor pump water
from trenches during construction; appropriate siltation preventative measures shall be taken
prior to discharge of pumped water into any storm drain or stream.
Page 1

PART 2 - PRODUCTS
2.1 Open mesh biodegradable mulching cloth.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground 1 limestone containing not less than 10 percent
magnesium oxide.
2.4 Phosphate shall be 20 percent super phosphate or equivalent.
2.5 Provide grass seed mixture as shown on the plans.
2.6 Silt fence shall consist of non -biodegradable filter fabric (Trevira, Mirafi, etc.) wired to
galvanized wire mesh fencing and supported by wood or metal posts.
2.7 NCDOT Class B stone for erosion control.
PART 3 - EXECUTION
3.1 CLEARING
A. Clearing and grubbing shall be scheduled and performed in such a manner that subsequent
grading operation and erosion control practices can follow immediately thereafter. Excavation,
borrow, and embankment operations will be conducted such that continuous operation. All
construction areas not otherwise protected shall be planted with permanent vegetative cover
within 15 working days after completion of active construction. All slopes shall be planted
within 21 calendar days after completion of such activity.
3.2 STABILIZING
A. The angle for graded slopes and fills shall be no greater than the angle that can be retained by
vegetative cover or other adequate erosion control devices or structures. All disturbed areas not
to be paved and left exposed will, within 21 calendar days of completion of any phase of
grading, be planted or otherwise provided with either temporary or permanent ground cover,
devices, or structures sufficient to restrain erosion. All slopes steeper than 3:1 shall be planted
or otherwise provided with either temporary or permanent ground cover, devices, or structures
sufficient to restrain erosion within 21 calendar days.
3.3 REGULATORY REQUIREMENTS
A. Whenever land disturbing activity is undertaken on a tract, a ground cover sufficient to restrain
erosion must be planted or otherwise provided within 15 calendar days on that portion of the
tract upon which further active construction is to being undertaken.
B. If any earthwork is to be suspended for any reason whatsoever for longer than 15 calendar
days, the areas involved shall be seeded with vegetative cover or otherwise protected against
excessive erosion during the suspension period. Suspension of work in any area of operation
does not relieve the Contractor of the responsibility for the control of erosion in that area.
Page 2

PART 4 - CONSTRUCTION PHASE
4.1 PRACTICES
A. Avoid dumping soil or sediment into any streambed or watercourse. Backfill for stream
crossings shall be placed dry and compacted to minimize siltation of the watercourse, where
applicable.
B. Maintain an undisturbed vegetative buffer where possible between a natural watercourse and
trenching and grading operations.
C. Avoid equipment crossings of streams, creeks, and ditches where practicable.
PART 5 - SEDIMENT CONTROL FEATURES
5.1 GENERAL
A. All devices (silt fences, retention areas, etc.), for sediment control shall be constructed at the
locations indicated prior to beginning excavation on the site. All devices shall be properly
maintained in place until a structure or paving makes the device unnecessary or until directed
to permanently remove the device.
5.2 DESIGN APPLICATIONS
A. Mulch shall be used for temporary stabilization of areas subject to excessive erosion, and for
protection of seed beds after planting where required.
1. Jute, mesh, etc. should be installed as per manufacturer's instructions.
B. Silt fences shall be used at the base of slopes and in drainage swales to restrict movement of
sediment from the site. Straw bales may be required for reinforcement.
C. Riprap shall be used at the proposed outfall pipes as indicated on plans.
D. Establish vegetative cover on all unpaved areas disturbed by the work.
1. Preparation of Seedbed. Areas to be seeded shall be scarified a depth of 6 inches until a
firm, well -pulverized, uniform seedbed is prepared. Lime, phosphorous, and fertilizer
shall be applied during the scarification process in accordance with the following rates.
a. Lime — 2 ton per acre
b. Nitrogen —100 pounds per acre
C. P2O5 — 200 pounds per acre
2. Seeding. Disturbed areas along roads and ditches shall be permanently seeded with 10-20
pounds per acre of centipede during the period from March through September. Seeding
performed during the period from April to August shall be temporarily seeded with 40
pounds per acre of German Millet. The permanent vegetative cover will be over seeded at
the earliest possible time as specified above.
3. Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore.
Page 3

5.3 MAINTENANCE
A. The Contractor shall be responsible for maintaining all temporary and permanent erosion
control measures in functioning order. Temporary structures shall be maintained until such
time as vegetation is firmly established and grassed areas shall be maintained until completion
of the project. Areas which fail to show a suitable stand of grass or which are damaged by
erosion shall be immediately repaired.
5.4 REMOVAL OF SEDIMENT CONTROL DEVICES
A. Near completion of the project, when directed by the Owner's agent, the Contractor shall
dismantle and remove the temporary devices used for sediment control during construction.
All erosion control devices in seeded areas shall be left in place until the grass is established.
Seed areas around devices and mulch after removing or filling temporary control devices.
END OF SECTION 02410
Page 4

NEW HANOVER COUNTY SOILS MAP

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.91?BLS .LL
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Soil Ma"ew Hanover County, North Carolina
Map Unit Legend
New Hanover County, Worth Carolina (NC129)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
JO
Johnston soils
2.3
2.4%
Le
Leon sand
20.0
21.4%
LY
Lynn Haven fine sand
19.5
20.8%
Nh
Newhan fine sand
1.1
1.1%
Rm
Rimini sand, 1 to 6 percent slopes
0.3
0.4%
Se
Seagate fine sand
5.7
6.1 %
TM
Tidal marsh
7.9
8.4%
To
Torhunta loamy fine sand
20.6
21.9%
W
Water
1.0
1.0%
we
Wakulla sand, 1 to 8 percent slopes
15.5
16.5%
Totals for Area of Interest
93.8
100.0%
Natural Resources Web Soil Survey 4/23/2013
— Conservation Service National Cooperative Soil Surrey Page 3 of 3

USGS MAP

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SECRETARY OF STATE

North Carolina Secretary of State
https://www. secretary. state.nc.us/corporations/C,orp.4spk?PitemId=10266114
Account
North Carolina
Elaine F elar', h It � =, : `i�i�i� t �I ! 01
I- t 1,
PO Rox 2%22 Rah.-. 1, NC 271626.0622 19*1<i)Ril7.2'�?i1
Date: 12/11 /2013
here to:
Document Filings I File an Annual Report
Print a Pre -populated Annual Report Fillable PDF Form I Amend A Previous Annual Report
Corporation Names
Name Name Type
NIC SEL PROPERTY INVESTORS, LLC LEGAL
Limited Liability Company Information
SOSID:
1320996
Status:
Current -Active
Effective Date:
6/3/2013
Citizenship:
DOMESTIC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name: KEETER, JEFFREY P.
Office Address: 310 NORTH FRONT STREET SUITE 200
WILMINGTON NC 28401
Mailing Address: PO BOX 4
WILMINGTON NC 28402
ncipal Office
Office Address: 310 NORTH FRONT STREET SUITE 200
WILMINGTON NC 28401
Mailing Address: PO BOX 4
WILMINGTON NC 28402
Officers
i nis werisne is proviaea io the puouc as a pan of the Secretary of State Knowledge Base (SOSKB) system. Version:
2068
1 of 1 . . 12/11/2013 2:53 PM

DEED

NORTH
Excise Tax: , 00e j , /9 e) A
1191033179�M�IIIE9
FOR REGISTRATION REGISTER OF DEEDS
TAMMY THEUSCH BEASLEY
NEW HANOVER COUNTY, NC
2013 SEP 12 12:27:36 PM
BK:5768 PG:2974-2978 FEE:$26.06
NC REV STAFF: $20, 000.00
INRIF # MU79
OLINA GENERAL WARRANTY DEED
Parcel Identifier No. R07600-003-014-00i@rified by County on the day of , 20_
By:
Mail/Box to:
This instrument was prepared by: Saffo Law Firm, PC 5900-B Oleander Dr., Wilmington, NC 28403
Brief description for the Index: 75.17 acres on Masonboro Loop Road
THIS DEED made this 30
GRANTOR
M13M CAPITAL, LLC, a North Carolina
limited liability company
day of August , 2013 , by and between
Enter in appropriate block for each party: name, address, and, if a.
GRANTEE
SEL PROPERTY INVESTORS, LLC, a
North Carolina limited liability
cckm�d P6�7/6
01y Aa! Salle
&/Uil /ve .:) N51
apropriate, character 6f entity, e.g. corporation or partnership.
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine or neuter as required by context.
WITNESSE M, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is hereby acknowledged, has
and by these presents does grant, bargain, sell and convey unto the Grantee in fee simple, all that certain lot or parcel of land situated in
the City of Township, New Hanover County,
North Carolina and more particularly described as follows:
ALL OF THAT CERTAIN tract or parcel of land which is shown and described
in Exhibit A attached hereto and incorporated herein by reference.
The property hereinabove described was acquired by Grantor by instrument recorded in Book page
A map showing the above described property is recorded in Plat Book
page
NC Bar Association Form No. 3 ® 1976, Revised ® 1977, 2002 Returned TO dVilliams & Co., Inc.
Printed by Agreement with the NC Bar Association - 1981 flloc�k;CrOu ,h,Keeter,Behm M lamesWilliams.com

TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and appurtenances thereto 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:
1. 2013 ad valorem taxes, and applicable land use ordinances.
2. Easement for ingress and egress described in Book 1090, page 273: of the New
Hanover County Registry, and other rights of way of record.
3. Road Maintenance Agreement -recorded in Book 4783, Page 432, New Hanover Registry.
IN WITNESS WHEREOF, the Grantor has duly executed the foregoing as of the day and year first above written.
MR CAPITAL, LLC (SEAL)
(Entity Name))
By: y !.3 Z (SEAL)
Title: Manager 0
By: (SEAL)
Title:
pa
By: (SEAL)
Title:
-- " "A iNl '' >_-i State of North Carolina - County of
0 I, the undersigned Notary Public of the County and State aforesaid, certify that
personally appeared before me this day and
acknowledged the due execution of the foregoing instrument for the purposes tlimin expressed. Witness my
hand and Notarial stamp or seal this day of , 20 .
My CommissionExpires:
� Notary Public
` "• �.• -'`'' Atxz i s State of North Carolina -County of ��
I, the -undersigned Notary Public ofthe County and State aforesaid, certify that
personally came before me this day and
Q� fin^ O acknowledged that he is the of LL G
a North Carolina or corporntion/limited liability con y/
TAW partnership (strike through the inapplicable), and that by authority duly given and as the act of each entity,
he signed the forgoing instrument in its name on its behalf as its and eed. Witness my hand an
.4 Notarial stamp or seal this day of P. A20
My ConmmissionExpires: rp
""• I '� Noi4Pfiblic 1
S A L1 TAM ;0_4 State of North Carolina - County of �
I, the undersigned NotaryPublic of the County and State aforesaid, certify that
Witness my hand and Notarial stamp or seal this day of , 20 .
wMy Commission Expires:
p Notary Public
The foregoing Certificate(s) of is/are certified to be correct.
This instrument and this certificate are duly registered at the date and time and in the Book and Page shown on the first page hereof.
Register of Deeds for County
By: Deputy/Assistant - Register of Deeds
NC Bar Association Form No. 3 Q 1976, Revised ® 1977, 2002 James Williams & Co., Inc.
Printed by Agreement with the NC Bar Association - 1981 www.lamesVtilliams.com

EXHIBIT A
Being part of that parcel or tract of land conveyed to Aqua Vista Farms, LLC in Deed Book 5746 at
Pkee 2812 and located at 100 Aqua Vista Drive, City of Wilmington, New Hanover County, North
Carolina; said parcel being more particularly described as follows:
Beginning at an iron pipe in the northwestern comer of the property, said pipe having a northing and
easting of 144557.99 and 2340505.79 (Point of Beginning);
Thence along the southeastern right of way of Masonboro Loop Road, a 60' public right of way, South
22027'23" West for a distance of 1058.51 feet to an iron rod located at the northeastern corner of the
intersection of Masonboro Loop Road and Masonboro Harbour Drive, a 60' private right of way,
Thence along the northern right of way of Masonboro Harbour Drive, South 65031'41" East for a
distance of 1728.44 feet to an iron pipe located between Lots 35 and 36 of the Masonboro Harbour
Subdivision;
Thence along a line North 24028' 19" East for a distance of 353.26 feet to an iron pipe;
Thence along the following seven (7), courses and distances m a generally southeaster ly direction:
(1)
South 65°38'09"
East for a distance of 640.91 feet;
(2)
South 41°50'14"
East for a distance of 76.04 feet;
(3)
South 78156'22"
East for a distance of 350.69 feet;
(4)
North 62°57'24"
East for a distance of 158.14 feet;
(5)
South 68-50.09"
East for a distance of 210.46 feet;
(6)
North 79°05'39"
East for a distance of 75.49 feet;
(7)
South 71°08'28"
East for a distance of 100.91 feet;
Thence following the wetland line for the following sixteen (16) courses and distances:
(1)
North 18°06'08"
East a distance of 291.31 feet;
(2)
North 22°46'25"
East a distance of 59.07 feet;
(3)
North 03°00'39"
West a distance of 52.34 feet;
(4)
South 75°48'58"
West a distance of 18.17 feet;
(5)
South 16*51'06"
West a distance of 44.75 feet,
(6)
South 02°42'55"
West a distance of 57.27 feet;
(7)
South 31°47'27"
West a distance of 57.89 feet;
(8)
South.69°24'06"
West a distance of 123.32 feet;
(9)
North 14°34'07"
East a distance of 302.75 feet;
(10)
North 72°36'36"
West a distance of 20.20 feet;
(11)
South16016'14" West a distance of 183.52 feet;
(12)
South 24°57'54"
West a distance of 150.65 feet;
(13)
North 11004'101'
West a distance of 162.28 feet;
(14)
North 16°38'46"
East a distance of 172.52 feet;
(15)
North 35001'30"
West a distance of 170.08 feet;
(16)
North 34°46'58"
East a distance of 213.70 feet to an iron rod;

inemce along a line between the subject proper and *.he property conveyed to the State of North
Carolina, North 691117'15" West a distance of 355.07 feet to an iron pipe;
Thence along a line between the subject property and the property conveyed to the Endowment of
UNCW, North 70°27'43" West a distance of 702.62 feet to an iron pipe;
Thence North 20033'40" East a distance of 239.22 feet to an iron pipe,
Thence North 69°57' 15" West a distance of 733.39 feet;
Thence along a line between the subject property and the property conveyed to Joseph C. Gainey for
the following three (3) courses and distances:
(1) South 03°45'01" East a distance of 123.38 feet;
(2) South 07°43'59" West a distance of 121.45 feet;
(3) South 26°01'59" West a distance of 12.42 feet to an iron rod.;
Thence North 70'32'11" West a distance of 1170.27 feet to the Point of Beginning, said parcel
containing 3,274,450 square feet or 75.17 acres, more or less.
The parties agree that the Grantee hereof, and its successors and assigns,
shall have the right to relocate the easement described in Deed Book 1090,
Page 213, of the New Hanover County Registry, in connection with the development
of the above described tract;_provided, however, that in no event shall the
Grantor, its successors and assigns, or Maurice S. Emmart,' Jr. and wife,
Patricia G. Emmart, or their heirs, successors and assigns, be denied access
to any property retained by -them.

STORMWATER CALCULATIONS-I-YR 24-HR PRE POST RESULTS

Project Name: Emmarts Landing
Client:
D. Logan
Project Number:
13146.PE
Prepared By:
CWM
Date:
2/14/14
Basin: DA #1 [PRE]
pARA MOUNT'E
E " O 1 N e E R 1 NC.. 1 W C
Drainage area= 52.20 acres = 0.082 mil
Curve Number
HSG:
A
B
C
D
Sum
of Basin
50.0
8.0
0.0
42.0
100.0
Land Use % of Basin
CN A
CN B
CN C
CN D
Weighted CN
Woods - Fair 78
36
60
73
79
4 3.6
Pasture - Fair 22
49
69
79
84
14.37
Sum: 100.0
Sum: 58.03
Curve numbers taken from:
TR-55
Use:
= values input by user
= values calculated by spreadsheet
Basin: DA #2 [PRE] Drainage area= 21.90 acres = 0.034 mil
Curve Number
HSG:
A
B
C
D
Sum
% of Basin
50.0
0.0
0.0
5010
106.0
Land Use % of Basin
CN A
CN B
CN C
CN D
Weighted CN
Woods - Fair 65
36
60
73
79
37.38
Pasture - Fair 35
49
69
79
84
23.28
Sum: 100.0
Sum: 60.65
Curve numbers taken from:
TR-55
Use: Gi

Project Name: Emmarts Landing
Client:
D. Logan
Project Number:
13146.PE
Prepared By:
CWM
Date:
2/14/14
Basin: DA #1 [PRE]
on
D A RAMOUNTE
Drainage area= 52.20 acres = 0.082 mil
Hydraulic Lengtn =
155 tt.
Slope =
1.3 %
Ground Cover =
Woodland
n-value =
0.4
T (TR-55 Calc.) =
30.6 min.
nyarauiic Lengtn =
1,9bu rt.
Slope =
0.5 %
Channel C.S. Area =
22 sf
Channel Wetted Perm. =
16 ft
n-value =
0.025
T (TR-55 Calc.) =
6.3 min.
T = 36.8 min
Basin: DA #2 [PRE] Drainage area= 21.90 acres = 0.034 mil
Time of Concentration
Shallow Concentrated Flow
Hydraulic Length = 1,200 ft.
Slope = 2 %
Ground Cover = Unpaved
T (TR-55 Calc.) = 8.8 min.
ITC = 8.8 min.
Basin: SIM DA #2 [PRE] Drainage area= 22.00 acres 0.034 mil
Time of Concentration
Shallow Concentrated Flow
Hydraulic Length = 675 ft.
Slope = 0.5
Ground Cover = Unpaved
T (TR-55 Calc.) = 9.9 min.
Channel Flow
Hydraulic Length =
1,250 ft.
Slope =
0.5 %
Channel C.S. Area =
22 sf
Channel Wetted Perm. =
16 ft
n-value =
0.025
T (TR-55 Calc.) =
4.0 min.
T, _ __ 13.9 min.

Project Name: Emmarts Landing
Client:
D. Logan
Project Number:
13146.PE
Prepared By:
CWM
Date:
2/14/14
Basin: DA #1 [POST]
PARAMOUNTE
E N E3 1 N
Drainage area= 32.20 acres = 0.050 mil
Land Use
Area (Ac.)
% of Basin
Patio Lots [53] (4,500 sf/lot)
5.48
Estate Lots [30] (6,500 sf/lot)
4.48
Roadway/Sidewalks
3.69
Future Misc.
0.39
Impervious (Total) =
14.03
43.6%
Pond Area =
2.24
7.0%
Open Space - Good
15.93
49.5%
Sum: 32.20
100.0%
Basin: DA #2 [POST] Drainage area= 22.00 acres = 0.034 mil
Land Use
Area (Ac.)
% of Basin
Estate Lots [44] (6,500 sf/lot)
6.57
Marina View Lots [6] (6,500 sf/lot)
0.90
Marina Lots [2] (4,000 sf/lot)
0.18
Roadway/Sidewalks
2.70
Future Misc.
0.15
Impervious (Total) =
10.50
47.7%
Pond Area =
0.99
4.5%
Open Space - Good
10.51
47.8%
Sum:
22.00
100.0%
Basin: DA-A [POST] Drainage area= 0.64 acres = 0.001 mil
Area Calculations
Land Use Area (Ac.) % of Basin
Lots [1.5] (4,000 sf/lot) 0.14
Roadway 0.11
Pump Station 0.06
Impervious (Total) = 0.31 47.9%
Open Space - Good 0.33 52.1%
Sum: 0.64 100.0%

Basin: DA-B [POST]
Area Calcul;
Land Use
Lots [1.5] (4,000 s plot)
Roadway
Impervious (Total) _
Open Space - Good
Drainage area= 0.38 acres = 0.001 mil
Area (Ac.) % of Basin
0.14
0.07
0.21 55.0%
0.17 45.0%
Sum: 0.38 100.0%
Basin: DA-C [POST] Drainage area= 0.65 acres = 0.001 miz
Area Calcul
Land Use
Lots [1.5] (4,000 sf/lot)
Roadway
Impervious (Total) _
Open Space - Good
Basin: DA-D [POST]
Area Calcul;
Land Use
Lots [3.5] (4,000 sf/lot)
Roadway
Impervious (Total) _
Open Space - Good
Area (Ac.) % of Basin
0.14
0.17
0.30 46.7%
0.35 53.3%
Sum: 0.65 100.0%
Drainage area= 0.65 acres = 0.001 mil
Area (Ac.) % of Basin
0.32
0.08
0.41 62.3%
0.24 37.7%
Sum: 0.65 100.0%
Basin: DA-E [POST] Drainage area= 0.45 acres = 0.001 mil
Area Calcul;
Land Use
Lots [2.5] (4,000 sf/lot)
Roadway
Impervious (Total) _
Open Space - Good
Area (Ac.) "/o of Basin
0.23
0.06
0.28 63.3%
0.17 36.7%
Sum: 0.45 100.0%

Basin: DA-F [POST]
Area Calcul;
Land Use
Lots [2.5] (Y,000 sf/lot)
Roadway & Misc.
Impervious (Total) _
Open Space - Good
Drainage area= 0.58 acres = 0.001 mi`
Area (Ac.) % of Basin
0.23
0.15
0.38 65.3%
0.20 34.7%
Sum: 0.58 100.0%
Basin: DA-G [POST] Drainage area= 1.79 acres = 0.003 mil
Area Calci
Land Use
Lots [8] (4,000 sf/lot)
Roadway
Impervious (Total) _
Open Space - Good
Basin: DA-H [POST]
Area Calo
Land Use
Lots [3] (4,000 sf/lot)
Roadway & Misc.
Impervious (Total) _
Open Space - Good
ns
Area (Ac.) % of Basin
0.73
0.25
0.99 55.1%
0.80 44.9%
Sum: 1.79 100.0%
Drainage area= 1.95 acres = 0.003 mil
Area (Ac.) % of Basin
0.28
0.96
1.23 63.3%
0.72 36.7%
Sum: 1.95 100.0%

Project Name: Emmarts Landing
Client:
D. Logan
Project Number:
13146.PE
Prepared By:
CWM
Date:
2114114
Basin: DA #1 [POST]
DARAMOUNTE
E N G 1 N E e
Drainage area= 32.20 acres = 0.050 mil
Land Use % of Basin
CN A CN B
CN C
CN D
Impervious 50.5
98 98
98
98
Open Space - Good 49.5
39 61
74
80
Sum: 100.0
Curve numbers taken from:
TR-55
Weighted CN
49.49
29.47
Sum: 78.96
Use:
Basin: DA #2 [POST] Drainage area= 22.00 acres = 0.034 mil
Land Use % of Basin CN A CN B CN C CN D
Impervious 52.2 98 98 98 98
Open Space - Good 47.8 39 61 74 80
Sum: 100.0
Curve numbers taken from: TR-55
Sum
Weighted CN
51,.16
24.85
Sum: 76-00
Use:
Basin: DA-A [POST] Drainage area= 0.64 acres = 0.001 miz
Curve Number
HSG:
A
B
C
D
% of Basin
5010
0.0
0.
50.
Land Use
% of Basin
CN A
CN B
CN C
CN D
Impervious
47.9
98
98
98
98
Open Space - Good
5Z 1
39
61
74
80
Sum:
100.0
Curve numbers taken from:
TR-55
Sum
100.0
Weighted CN
46.93
31.01
Sum: 77.94
Use: 7$

Basin: DA-B [POST] Drainage area= 0.38 acres = 0.001 miZ
Curve Number
HSG•
A
B
C
D
°h of Bass^
50.0
00
0.0
50.0
Land Use
% of Basin
CN A
CN B
CN C
CN D
Impervious
55.0
98
98
98
98
Open Space - Good
45.0
39
61
74
80
Sum: 100.0
Curve numbers taken from: TR-55
Sum
100.0
Weighted CN
53.88
26.79
Sum: 80.67
Use• 81
Basin: DA-C [POST] Drainage area= 0.65 acres = 0.001 miZ
Land Use % of Basin CN A CN B CN C
Impervious 46,7 98 98 98
Open Space - Good 53.3 39 61 74
Sum: 100.0
Curve numbers taken from: TR-55
D Sum
N D Weighted CN
98 45.74
80 31.73
Sum: 77.47
Use:
Basin: DA-D [POST] Drainage area= 0.65 acres = 0.001 miZ
Curve Number
HSG:
A
B
C
D
% of Basin
50.0
0.0
0.0
5 .0
Land Use % of Basin
CN A
CN B
CN C
CN D
Impervious 62.3
98
98
98
98
Open Space - Good 37.7
39
61
74
80
Sum: 100.0
Curve numbers taken from:
TR-55
Weighted CN
61.09
22.41
Sum: 83.50
Use• �4

Basin: DA-E [POST] Drainage area= 0.45 acres = 0.001 miz
Curve Number
HSG:
A
B
C
D
Sum
% of Basin
50,
0.0
0.0
50.0
160.0
Land Use % of Basin
CN A
CN B
CN C
CN D
Weighted CN
Impervious 63.3
98
98
98
98
61.99
Open Space - Good 36.7
39
61
74
80
21.86
Sum: 100.0
Sum: 83.85
Curve numbers taken from:
TR-55
Use:
Basin: DA-F [POST] Drainage area= 0.58 acres = 0.001 miz
Curve Number
HSG: A B C D Sum
% of Basin 50. 0.0 0.0 50.0 100.0
Land Use
% of Basin
CN A
CN B
CN C
CN D
Impervious
65.3
98
98
98
98
Open Space - Good
34.71
39
61
74
80
Sum: 100.0
Curve numbers taken from: TR-55
CN
20.64
Sum: 84.64
Use:
Basin: DA-G [POST] Drainage area= 1.79 acres = 0.003 miz
Curve Number
HSG:
A
B
C
D
% of Basin
50.0
0.0
0.6
50.0
Land Use % of Basin
CN A
CN B
CN C
CN D
Impervious 55.1
98
98
98
98
Open Space - Good 44.9
39
61
74
80
Sum: 100.0
Curve numbers taken from:
TR-55
Weighted CN
54.04
26.69
Sum: 80.73
Use:

Basin: DA-H [POST] Drainage area= 1.95 acres 0.003 miz
Curve Number
HSG:
A
B
C
D
of Basin
50.0
0.0
0.0
50:
Land Use
% of Basin
CN A
CN B
CN C
CN D
Impervious
63.3
98
98
98
98
Open Space
- Good 36.7
39
61
74
80
Sum: 100.0
Curve numbers taken from:
TR-55
Weighted CN
62.00
21.85
Sum: 83.86
Use:
Basin: RA-1 [POST] Drainage area= 1.60 acres = 0.003 miz
Curve Number
HSG:
A
B
C
D
of Basin
0.0
100.0
0.0
0.0
Use % of Basin
CN A
CN B
CN C
CN D
-Fair 100,0
36
60
73
79
Sum: 100.0
Curve numbers taken from:
TR-55
Weighted CN
6000
Sum: 60.00
Use: 66... _
Basin: RA-2 [POST] Drainage area= 2.17 acres = 0.003 miz
Curve Number
HSG:
A
B
C
D
% of Basin
50.0
0.0
0. 0
5 .0
Land Use % of Basin
CN A
CN B
CN C
CN D
Woods -Fair 1 0
36
60
73
79
Sum: 100.0
Curve numbers taken from:
TR-55
Sum
i VV.V
Weighted CN
5750
Sum: 57.50
Use:
Basin: RA-3 [POST] Drainage area= 9.04 acres = 0.014 miz
Curve Number
HSG:
A
B
C
D
% of Basin
45.0
10.0
0.0
45.
Land Use % of Basin
CN A
CN B
CN C
CN D
Woods -Fair 100. U
36
60
73
79
Sum: 100.fl
Curve numbers taken from:
TR-55
Sum
100.0
Weighted CN
57.75
Sum: 57.75
Use: 5S

Project Name: Emmarts Landing
Client:
D. Logan
Project Number.
13146.PE
Prepared By:
CWM
Date:
2/14/14
Basin: DA #1 [POST]
PARA MO TE
E N O 1 N I—E E R i N c3, I N C
Drainage area= 32.20 acres = 0.050 mil
Time of Concentration
Sheet Flow
Hydraulic Length =
150 ft.
Slope =
2 %
Ground Cover =
Grass
n-value =
0.24
T (TR-55 Calc.) =
16.7 min.
Pipe Flow
Hydraulic Length =
1,500 ft.
Slope =
0.5 %
Pipe C.S. Area =
3 sf
Pipe Wetted Perm. =
6.28 ft
n-value =
0.013
T (TR-55 Calc.)
5.1 min.
ITC _ 21.7 min.
Basin: DA #2 [POST] Drainage area= 22.00 acres = 0.034 mil
Time of Concentration
Sheet Flow
Hydraulic Length =
150 ft.
Slope =
2 %
Ground Cover =
Grass
n-value =
0.24
T (TR-55 Calc.)=
16.6 min.
Pipe Flow
Hydraulic Length =
1,600 ft.
Slope =
0.5 %
Pipe C.S. Area =
3 sf
Pipe Wetted Perm. =
6.28 ft
n-value =
0.013
IT (TR-55 Calc.) =
5.4 min.
T, = 22.0 mtn.

MASONBORO-PRE-SIM Type/1/ 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 21S: (SIM) DA#1
Runoff = 9.45 cfs @ 12.63 hrs, Volume= 75,186 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
32.200 59
32.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
36.8 Direct Entry,
10
Subcatchment 21S: (SIM) DA#1
Hydrographi
9.45 cfs
1411 Type III 24-hr
NHC-1 YR Rainfall=3.85"
8 Runoff Area=32.200 ac
7"- Runoff Volume=75,186 cf
t' 6-" ,; Runoff Depth=0.64"
3 5 Tc=36.8 min
M A] CN=59
3=
8 10 12 14 16 .18 20 22 24 26 28
Time (hours)
Runoff

MASONBORO-PRE-SIM Type 11124-hr NHC-9 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCADO 10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 24S: (SIM) DA#2
Runoff = 9.28 cfs @ 12.25 hrs, Volume= 51,369 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
22.000 59
22.000 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
9.9 675
0.0050
1.14
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.0 1,250
0.0050
5.20
114.34 Channel Flow,
Area= 22.0 sf Perim= 16.0' r= 1.38' n= 0.025
13.9 1,925 Total
RG
Subcatchment 24S: (SIM) DA#2
Hydrograph
1 9.28 cfs I
•Type
III -
.
Runoff •• cf
•
, . .
.• i 00
3-1
Tc=13.9 min
10 12 14 16 18 20
10 Runoff

MASONBORO-PRE-SIM Type /// 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 31S: (SIM) DA-A
Runoff = 0.37 cfs @ 12.09 hrs, Volume= 1,494 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
0.640 59
0.640 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
0.4-
0.35-;
0.3
,0.25-
4
v
3 0.2=
_o
" 0.15'
0.1-.
0.05'.
Subcatchment 31S: (SIM) DA-A
Hyd-cgraph
0.37 cfs
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=0.640 ac
Runoff Volume=1,494 cf
Runoff Depth=0.64"
Tc=5.0 min
CN=59
• 1 i 2 0 22 2 4 2 • 2 i
0 Runoff

MASONBORO-PRE-SIM Type Ill 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Paae 4
Summary for Subcatchment 32S: (SIM) DA-B
Runoff = 0.22 cfs @ 12.09 hrs, Volume= 887 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
0.380 59
0.380 100.00% Pervious Area
Tc Length Slo
min) (feet) (ft
5.0
0.24-
0.22-
0.2
0.18=
0.16-
0.14=
3 0.12-
u.
0.08'
0.06-
0.04�
0.02 :
Velocity Capacity Description
Direct Entry,
Subcatchment 32S: (SIM) DA-B
HVd..roc rapdh
1 0.22 cfs I
Type III 24-h r
NHC-1 YR Rainfall=3.85"
Runoff Area=0.380 ac
Runoff Volume=887 cf
Runoff Depth=0.64"
Tc=5.0 min
CN=59
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
Runoff

MASONBORO-PRE-SIM Type /// 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 02013 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 33S: (SIM) DA-C
Runoff = 0.37 cfs @ 12.09 hrs, Volume= 1,518 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
" 0.650 59
0.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) UUM (ft/sec) (cfs)
5.0 Direct Entry,
0.4--
0.35-
0.3 -
0.25-
v
3 0.2
0
`L 0.15.
0.1
0.05
0,
4
Subcatchment 33S: (SIM) DA-C
Hydrograph
0.37 cfs
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=0.650 ac
Runoff Volume=1,518 cf
Runoff Depth=0.64"
Tc=5.0 min
CN=59
6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
� Runoff

MASONBORO-PRE-SIM Type 111 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 ©2013 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 34S: (SIMI DA-D
Runoff = 0.37 cfs @ 12.09 hrs, Volume= 1,518 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
0.650 59
0.650 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
5.0 Direct Entry,
Subcatchment 34S: (SIM) DA-D
Hydregraph
0.4= O.37 cfs
® 35 Type III 24-hr
NHC-1 YR Rainfall=3.85"
0.3 Runoff Area=0.650 ac
Runoff Volume=1,518 cf
0.25- Runoff Depth=0.64"
3 0.2 Tc=5.0 m i n
" 0.15 CN=59
0.1-
Q
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
RunofF

MASONBORO-PRE-SIM Type /// 24-hr NHC-9 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HvdroCAD Software Solutions LLC Page 7
Summary for Subcatchment 35S: (SIM) DA-E
Runoff = 0.26 cfs @ 12.09 hrs, Volume= 1,051 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
0.450 59
0.450 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 35S: (SIM) DA-E
Hydrograph
0.26 cfs
0.25- Type III 24-hr
NHC-1 YR Rainfall=3.85"
0 2 Runoff Area=0.450 ac
Runoff Volume=1,051 cf
" 0.15�
Runoff Depth=0.64"
3 Tc=5.0 min
M 0.1-
CN=59
A
1 12 14 16 18 20
Runoff

MASONBORO-PRE-SIM Type 111 24-hr NHC-9 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 36S: (SIM) DA-F
Runoff = 0.33 cfs @ 12.09 hrs, Volume= 1,354 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
0.580 59
0.580 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
in) (feet) (ft/ft) (ft/sec) (cfs)
5.0
0.35
0.3.
0.25
0.2if �
3
0.15
0.1.
0.05
0=
4
Direct Entry,
Subcatchment 36S: (SIM) DA-F
Hydrograpn
0.33 cfs
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=0.580 ac
Runoff Volume=1,354 cf
Runoff Depth=0.64"
Tc=5.0 min
CN=59
6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
❑ Runoff

MASONBORO-PRE-SIM Type /// 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 37S: (SIM) DA-G
Runoff = 1.02 cfs @ 12.09 hrs, Volume= 4,180 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
1.790 59
1.790 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 37S: (SIM) DA-G
F±ydrograph
1.02 cfs Runoff
1 Type III 24-hr
NHC-1 YR Rainfall=3.85"
k Runoff Area=1.790 ac
Runoff Volume=4,180 cf
Runoff Depth=0.64"
3 Tc=5.0 min
CN=59
1 12 14 16 18 20

MASONBORO-PRE-SIM Type l// 24-hr NHC-9 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD010.00 s/n M18437 ©2013 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 38S: (SIM) DA-H
Runoff = 1.11 cfs @ 12.09 hrs, Volume= 4,553 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
1.950 59
1.950 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 38S: (SIM) DA-H
Hydrorgraph
1.11 cfs 0 Runoff
Type III 24-hr
1-f NHC-1 YR Rainfall=3.85"
I
I 11 Runoff Area=1.950 ac
I
Runoff Volume=4,553 cf
Jw-
Runoff Depth=0.64"
3 Tc=5.0 min
CN=59
Time (hours)

MASONBORO-PRE-POST-OUT A Type 111 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 17S: PRE-DA#1 (OUTFALL A)
Runoff = 15.32 cfs @ 12.63 hrs, Volume= 121,885 cf, Depth= 0.64"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type Ili 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
52.200 59
52.200 100.00% Pervious Area
Tc Length Slope
min) (feet) (ft/ft)
36.8
1
14..
iV
10-
v
0 8-
H
Capacity Description
(cfs)
Direct Entry,
Subcatchment 17S: PRE-DA#1 (OUTFALL A)
Hydrorraph
1 15.32 cfs I
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=52.200 ac
Runoff Volume=121,885 cf
Runoff Depth=0.64"
Tc=36.8 min
CN=59
Time (hours)
p Runoff

MASONBORO-PRE-POST-OUT A Type/1/ 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 sh M18437 © 2013 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 18S: PRE-DA#2 (OUTFALL B)
Runoff = 13.46 cfs @ 12.15 hrs, Volume= 58,630 cf, Depth= 0.74"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
21.900 61
21.900 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.8 Direct Entry,
Subcatchment 18S: PRE-DA#2 (OUTFALL B)
Fludrogr aph
14- 13.46 cfs
- Type III 24-hr
12 - NHC-1 YR Rainfall=3.85"
Runoff Area=21.900 ac
10 _ Runoff Volume=58,630 cf
8 ' Runoff Depth=0.74"
3 Tc=8.8 min
1z 61 CN=61
2
2-:
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
0 Runoff

MASONBORO-PRE-POST-OUT A Type 111 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 19S: POST-DA#1
Runoff = 45.01 cfs @ 12.32 hrs, Volume= 215,355 cf, Depth= 1.84"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
" 32.200 79
32.200 100.00% Pervious Area
Tc
min
21.7
Length Slope Velocity Capacity Description
—(feet) (ft/ft) (ft/sec) (cfs)
50-:
45-:
35'
30
3 25:.
ai 20-
15-
10.
Direct Entry,
Subcatchment 19S: POST-DA#1
Hydrocgrapt
1 45.01 cfs I
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=32.200 ac
Runoff Volume=215,355 cf
Runoff Depth=1.84"
Tc=21.7 m i n
CN=79
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
Runoff

MASONBORO-PRE-POST-OUT A Type 11124-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 20S: POST-DA#2
Runoff = 26.64 cfs @ 12.32 hrs, Volume= 129,731 cf, Depth= 1.62"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
22.000 76
22.000 100.00% Pervious Area
Tc Length Slope
min) (feet) (ft/ft)
22.0
25-
3 15-
0
10
Capacity Description
(cfs)
Direct Entry,
Subcatchment 20S: POST-DA#2
Hydrog, aph
26.64 cfs
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=22.000 ac
Runoff Volume=129,731 cf
Runoff Depth=1.62"
Tc=22.0 m i n
CN=76
• 8 1
1 12 14 16 18 20 22 24 26 28
0 Runoff

MASONBORO-PRE-POST-OUT A Type Ill 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 26S: RA-1
Runoff = 0.82 cfs @ 12.19 hrs, Volume= 4,006 cf, Depth= 0.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
1.600 60
1.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 950 0.0080 1.44 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
Subcatchment 26S: RA-1
Hvdrocraph
0.9 0.82 CfS
0.8- Type ill 24-hr
JLN YR Rainfall=3.85"
0.7 � noff Area=1.600 ac
0.6- ff Volume=4,006 cf
0.5 unoff Depth=0.69"
c 0 4= Flow Length=950'
LL Slope=0.0080 '/'
0.3- Tc=11.0 min
0 2- CN=60
0=1 ..
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
0 runoff

MASONBORO-PRE-POST-OUT A Type 11124-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 29S: RA-2
Runoff = 0.87 cfs @ 12.21 hrs, Volume= 4,712 cf, Depth= 0.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Type III 24-hr NHC-1 YR Rainfall=3.85"
Area (ac) CN Description
2.170 58
2.170 100.00% Pervious Area
Tc Length
Slope
Velocity
Capacity Description
(min) (feet)
(ft/ft)
(ft/sec)
(cfs)
8.1 550
0.0050
1.14
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 950
0.0050
5.09
16.00 Pipe Channel, RCP Round 24"
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.013
11.2 1,500 Total
0.9'
0.8-.
0.7-:
0.6-:
3 0.5-.
0 0.47
0.3f
0.2-
0.1.
4 6
Subcatchment 29S: RA-2
Hyclrocgralsh
0.87 cfs
Type III 24-hr
NHC-1 YR Rainfall=3.85"
Runoff Area=2.170 ac
Runoff Volume=4,712 cf
Runoff Depth=0.60"
Flow Length=1,500'
Slope=0.0050 'J'
T c=1 1.2 min
CN=58
..- .. .. .. , --�
8 10 12 14 16 18 20 22 24 26 28
Time (hours)
❑ Runoff

MASONBORO-PRE-POST-OUT A Type Ill 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCADO 10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 7
Summary for Pond 22P: P0ND#1
Inflow Area = 32.200 ac, 0.00% impervious, Inflow Depth = 1.84" for NHC-1 YR event
Inflow = 45.01 cfs @ 12.32 hrs, Volume= 215,355 cf
Outflow = 1.85 cfs @ 17.74 hrs, Volume= 54,182 cf, Atten= 96%, Lag= 325.3 min
Primary = 1.85 cfs @ 17.74 hrs, Volume= 54,182 cf
Routing by Stor-Ind method, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Peak Elev= 21.64' @ 17.74 hrs Surf.Area= 111,018 sf Storage= 173,148 cf
Plug -Flow detention time= 511.8 min calculated for 54.180 cf (25% of inflow)
Center -of -Mass det. time= 373.5 min ( 1,224.6 - 851.1 )
Volume Invert Avail.Storage Storage Description
#1 20.00' 448,430 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
20.00 97,422 0 0
21.00 107,857 102,640 102,640
22.00 112.763 110,310 212.950
23.00 117,726 115,245 328,194
24.00 122,745 120,236 448,430
Device Routing Invert Outlet Devices
#1 Primary 16.00' 48.0" Round RCP -Round 48"
L= 355.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 16.00' / 15.00' S= 0.0028/' Cc= 0.900
n= 0.013, Flow Area= 12.57 sf
#2 Device 1 21.50' 12.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Device 1 22.80' 24.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Device 1 23.00' 24.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
rimary OutFiow Max=1.84 cfs @ 17.74 hrs HW=21.64' (Free Discharge)
E2=13-road-Crested
CPRound 48" (Passes 1.84 cfs of 90.88 cfs potential flow)
Rectangular Weir(Weir Controls 1.84 cfs @ 1.06 fps)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

MASONBORO-PRE-POST-OUT A Type 11124-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCADO 10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 8
50-
45-
40-;
35-:
30-:
3 25-.
rL 20--
15-
10--
5 .:. '.
Pond 22P: POND#1
Hydrograph
45.01 cfs
1<;
err
Inflow Area=32.200 ac
Peak Elev=21.64'
Storage=173,148 cf
1.85 cfs
- - - - ' - - - - . - - . 1 - - . .
10 12 14 16 18 20 22 24 26 28
Time (hours)
❑ Inflow
❑ Primary

MASONBORO-PRE-POST-OUT A Type /// 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCADO 10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Paoe 9
Summary for Pond 23P: POND#2
Inflow Area = 22.000 ac, 0.00% Impervious, Inflow Depth = 1.62" for NHC-1 YR event
Inflow = 26.64 cfs @ 12.32 hrs, Volume= 129,731 cf
Outflow = 1.82 cfs @ 16.00 hrs, Volume= 47,566 cf, Atten= 93%, Lag= 221.0 min
Primary = 1.82 cfs @ 16.00 hrs, Volume= 47,566 cf
Secondary = 0.00 cfs @ 4.00 hrs, Volume= 0 cf
Routing by Stor-Ind method, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
Peak Elev= 20.88' @ 16.00 hrs Surf.Area= 53,202 sf Storage= 92,106 cf
Plug -Flow detention time= 418.0 min calculated for 47,566 cf (37% of inflow)
Center -of -Mass det. time= 286.1 min ( 1,146.3 - 860.1 )
Volume Invert Avail.Storage Storage Description
#1 19.00, 212,748 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
19.00 43,252 0 0
20.00 50,280 46,766 46,766
21.00 53,614 51,947 98,713
22.00 57,003 55,309 154,022
23.00 60,450 58,727 212,748
Device Routing Invert Outlet Devices
#1 Primary 17.50' 36.0" Round RCP -Round 36"
L= 60.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 17.50' / 17.00' S= 0.0083 7' Cc= 0.900
n= 0.013, Flow Area= 7.07 sf
#2 Device 1 20.65' 6.0' long x 0.5' breadth Broad -Crested Rectanaular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Device 1 22.30' 16.0' long x 0.5' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#4 Secondary 22.50' 15.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
rimary OutFlow Max=1.82 cfs @ 16.00 hrs HW=20.88' (Free Discharge)
=RCP_Round 36" (Passes 1.82 cfs of 43.70 cfs potential flow)
2=Broad-Crested Rectangular Weir (Weir Controls 1.82 cfs @ 1.34 fps)
3=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 4.00 hrs HW=19.00' (Free Discharge)
=Broad -Crested Rectangular Weir( Controls 0.00 cfs)

MASONBORO-PRE-POST-OUT A Type 111 24-hr NHC-9 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Pace 10
Pond 23P: POND#2
Hydrograph
26.64 cfs
Inflow Area=22.000 ac
Peak Elev=20.88'
25- Storage=92,106 cf
20
3 15
0
LL 10:,
t . �I_82 cfs
0.00 cfs
,,.0 r-
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
Inflow
Outflow
❑ Primary
Secondary

MASONBORO-PRE-POST-OUT A Type /I/ 24-hr NHC-1 YR Rainfall=3.85"
Prepared by Paramounte Engineering, Inc. Printed 2/14/2014
HydroCAD®10.00 s/n M18437 © 2013 HydroCAD Software Solutions LLC Page 11
Summary for Link 25L: OUTFALL A
Inflow Area = 57.970 ac, 0.00% Impervious, Inflow Depth > 0.52" for NHC-1 YR event
Inflow = 3.55 cfs @ 17.10 hrs, Volume= 110,465 cf
Primary = 3.55 cfs @ 17.10 hrs, Volume= 110,465 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 4.00-28.00 hrs, dt= 0.0005 hrs
3
0
E
Link 25L: OUTFALL A
Hydrograph
4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hours)
❑ Inflow
❑ Primary

STORMWATER CALCULATIONS-BMP RESULTS

Pond #1 - Helms Port
NC DENR Retention Requirements
Post -Development Conditions
Total Drainage Area 32.20 ACRE Value from CAD
Impervious Drainage Area 14.03 ACRE Value from CAD
Impervious Cover 43.6% Impervious Cover -(Impervious Drainage
Area)/(Total Drainage Area)*100%
Elevation of Permanent Pool Surface
20.0
FT
Value selected by designer
Depth of Permanent Pool
8.0
FT
Value selected by designer
Avg. Depth of Permanent Pool
5.5
FT
See attached calculation
Elevation of Wet Detention Pond Bottom
12.0
FT
(Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length
570
FT
Value from CAD
Approximate Pond Width
125
FT
Value from CAD
Len th:Width Ratio
5:1
Ratio= Len th / MMdth :1
Required SAIDA Ratio for 90% TSS Removal 2.72 Value from chart. Reference: 90% TSS Removal
Required Permanent Pool Surface Area 38,095 SF Required Surface Area=(Required SAIDA
Ratio) *(Total Drainage Area)
Provided Permanent Pool Surface Area 97,422 SF Interpolated value from stage -storage calculations
Runoff Coefficient, Rv
Required 1.5" Runoff Volume (Volume of
Temporary Pool)
Required 1 yr. 24 Hour Pre/Post Vol. Difference
0.442 IN/IN Rv=0.05+0.009*(% Impervious)
77,520 CIF 1.5" Runoff Volume=1.5 inch*Rv*1 fooY12
inch*(Total Drainage Area)
140,169 CIF See attached-NRCS (SCS) Method Calculations
Volume Below Permanent Pool 499,701 CF Value from stage -storage calculations (cumulative
pond volume at permanent pool elevation)
Total Volume to be Controlled 639,870 CIF Total Volume to be Controlled=(Volume Below
Permanent Pool)+(Re . Storage Volume)
Storage Elevation at Required Volume 21.37 FT Value is interpolation based upon stage -storage
values. See stage-storaqe calculations
Total Pond Volume 499,701 CIF Value from stage -storage calculations
Required Total Forebay Volume 99,940 CIF Forebay Volume= otal Pond Volume *20%
Provided Total Forebay Volume 97,554 CIF Value from stage -storage calculations
Provided Forebay Volume:Total Pond Volume 20% (Provided Forebay Volume)I(Total Pond
Volume) *100%

Diameter of Proposed Low -flow Orifice
3.50
IN
Value chosen by designer
Elevation of Outlet Structure
21.50
FT
Value chosen by designer
Total Elevation Head Above Orifice
1.50
FT
(Total Elevation Head Above Orifice)=(Weir
Elevation) -(Elevation of Permanent Pool Surface)
(Average Elevation Head Above Orfice)=((Storage
Average Elevation Head Above Orifice
0.50
FT
Elevation at Required Volume)+(Elevation of
Permanent Pool Surface)" -(Storage Elevation at
Required Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.23
CFS
Q=Cd ;(Pi){((Diameter of Orifice)*(1 ft/12
Drawdown Time for 1.5-inch Runoff 3.94 DAYS (Drawdown Time)=(1.5" Runoff Volume)/Q*(1
day/86400 seconds)
Secondary Treatment Calculations: Infiltration Basin
Rate of Infiltration 5.1 IN/HR
Treatment Basin Bottom Area 2,238 SF
Basin Depth 3 FT
Unit Flow Rate 0.26 CFS
Flow Rate through Low -flow Orifice less than flow rate into soil of infiltration basin (no stage -storage analysis req.)

Pond #1 - Helms Port
Stage -Storage Calculations for Proposed Wet Detention Pond
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
20.0
97,422
0
0 Permanent Pool
21.0
107,857
102,640
102,640
22.0
112,763
110,310
212,950
23.0
117,726
115,245
328,194
24.0
122,745
120,236
448,430
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
12.0
48,669
-
--Sediment Storage
13.0
53,335
0
0 +-Bottom Elev.
14.0
58,113
55,724
55,724
15.0
63,006
60,560
116,284
16.0
68,011
65,509
181,792
17.0
73,128
70,570
252,362
18.0
78,360
75,744
328,106
19.0
83,704
81,032
409,138
20.0
97,422
90,563
499,701 Permanent Pool
21.0
107,857
102,640
602,340
22.0
112,763
110,310
712,650
23.0
117,726
115,245
827,895
24.0
122,745
120,236
948,130
Forebay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
12.0
7,693
-
- -Sediment Storage
13.0
8,933
0
0 +Bottom Elev.
14.0
10,230
9,582
9,582
15.0
11,584
10,907
20,489
16.0
12,994
12,289
32,778
17.0
14,460
13,727
46,505
18.0
15,984
15,222
61,727
19.0
17,563
16,774
78,500
20.0
20,545
19,054
97,554 Forebay Volume

Pond #2 - Helms Port
NC DENR Retention Requirements
Post -Development Conditions
Total Drainage Area 22.00 ACRE
Impervious Drainage Area 10.50 ACRE
Impervious Cover 47.7%
Elevation of Permanent Pool Surface 19.0 FT
Depth of Permanent Pool 7.0 FT
Avg. Depth of Permanent Pool 5.0 FT
Value from CAD
Value from CAD
Impervious Cover --(Impervious Drainage
Area)/(Total Drainage Area)*100%
Value selected by designer
Value selected by designer
See attached calculation
Elevation of Wet Detention Pond Bottom 12.0 FT (Bottom Elevation)=(Permanent Pool Surface
Elevation) -(Depth of Permanent Pool)
Approximate Pond Length 500 FT Value from CAD
Approximate Pond Width 85 FT Value from CAD
Len th:Width Ratio 6:1 Ratio= Len th / 1dth :1
Required SAIDA Ratio for 90% TSS Removal 3.34 Value from chart. Reference: "90% TSS Removal
Required Permanent Pool Surface Area 32,008 SF Required Surface Area=(Required SAIDA
Ratio)*(Total Drainage Area)
Provided Permanent Pool Surface Area 43,252 SF Interpolated value from stage -storage calculations
Runoff Coefficient, Rv 0.480 IN/IN Rv=0.05+0.009*(% Impervious)
Required 1.5" Runoff Volume (Volume of 57,445 CF 1.5" Runoff Vo1ume=1.5 inch*Rv*1 fooY12
Temporary Pool) inch*(Total Drainage Area)
Required 1 yr. 24 Hour Pre/Post Vol. Difference 78,362 CF See attached-NRCS (SCS) Method Calculations
Volume Below Permanent Pool 171,814 CF Value from stage -storage calculations (cumulative
pond volume at permanent pool elevation)
Total Volume to be Controlled 250,176 CF Total Volume to be Controlled=(Volume Below
Permanent Pool +(1.5" Runoff Volume)
Storage Elevation at Required Volume 20.63 FT Value is interpolation based upon stage -storage
values. See stage-storacie calculations
Total Pond Volume 171,814 CF Value from stage -storage calculations
Required Total Forebay Volume 34,363 CF Forebay Volume= otal Pond Volume *20%
Provided Total Forebay Volume 36,949 CF Value from stage -storage calculations
(Provided Forebay Volume)/(Total Pond
Provided Forebay Volume:Total Pond Volume 22% Volume)*100%

Diameter of Proposed Low -flow Orifice
3.00
IN
Value chosen by designer
Elevation of Outlet Structure
20.65
FT
Value chosen by designer
Total Elevation Head Above Orifice
1.65
FT
(Total Elevation Head Above Orifice)=(Weir
Elevation) -(Elevation of Permanent Pool Surface)
(Average Elevation Head Above Oriffra)=f(Storage
Average Elevation Head Above Orifice
0.55
FT
Elevation at Required Volume)+(Elevation of
Permanent Pool Surface)]/3-(Storage Elevation at
Required Volume)
Cd, Coefficient of Discharge
0.60
Value chosen by designer
Q, Flowrate Through Low -flow Orifice
0.18
CFS
Q=Cd*(Pi)*((Diameter of Orifice) *(I W12
in)]12/4*j2*32 2*(Average Head)]M/2
Drawdown Time
3.79
DAYS
Drawdown Time " = 1.5Runoff Volume Q* 1
) ( �
Infiltration Basin Sizing to Handle 1.5-inch runoff volume
Rate of Infiltration
5.1 IN/HR
Treatment Basin Bottom Area
1,790 SF
Basin Depth
2 FT
Unit Flow Rate
0.21 CFS
Flow Rate through Low -flow Orifice less than flow rate into soil of infiltration basin (no stage -storage analysis req.)

Pond #2 - Helms Port
Stage -Storage Calculations for Proposed Wet Detention Pond
Stage/Storage Above Permanent Pool (Including Forebay)
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
19.0
43,252
0
0 +•Permanent Pool
20.0
50,280
46,766
46,766
21.0
53,614
51,947
98,713
22.0
57,003
55,309
154,022
23.0
60,450
58,727
212,748
Stage/Storage Total Pond (Including Forebay)
Cumulative
Contour Incremental Volume, S
Contour Area (SF) Volume (CF) (CF)
12.0
16,250
-
- -Sediment Storage
13.0
19,024
0
0 •Bottom Elev.
14.0
21,910
20,467
20,467
15.0
24,909
23,410
43,877
16.0
28,023
26,466
70,343
17.0
31,248
29,636
99,978
18.0
34,586
32,917
132,895
19.0
43,252
38,919
171,814 Permanent Pool
20.0
50,280
46,766
218,580
21.0
53,614
51,947
270,527
22.0
bt,003
55,309
325,836
23.0
60,450
58,727
384,562
Forebay
Cumulative
Contour
Incremental
Volume, S
Contour
Area (SF)
Volume (CF)
(CF)
12.0
2,894
-
- --sediment Storage
13.0
3,582
0
0 ••Bottom Elev.
14.0
4,325
3,954
3,954
15.0
5,125
4,725
8,679
16.0
5,983
5,554
14,233
17.0
6,896
6,440
20,672
18.0
7,866
7,381
28,053
19.0
9,926
8,896
36,949 Forebay Volume

Project Name: Helms Port
Client:
D. Logan
Project Number:
13146.13E
Prepared By:
CWM
Date:
2/17/14
Average Depth Calculation: (Option 2 per Errata)
Pond #1
Asottom shelf =
90,563 Sf
Asottom Pond =
44,402 Sf
APerm Pool =
97,422 Sf
Depth =
6.5 ft
davg =
5.3 ft
Pond #2
ABottom Shelf =
38,919
Sf
Asottorn Pond =
15,442
Sf
APerm Pool =
43,252
Sf
Depth =
6.5
ft
davg =
5.0
ft
PARAMOUNT
E
E N G 1 N E E R 1 N G, 1 N fC

Project Name: Emmarts Landing
Client:
D. Logan
Project Number:
13146.PE
Prepared By:
CWM
Date:
2/14/14
Infiltration System Design A
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines)
SHWL =
1.4 EL.
Infiltration Rate =
10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
0.64 Ac.
Impervious Area =
0.31 Ac.
% Impervious
48.44 %
Runoff Coefficent (Rv) =
0.486 in/in
Req. 1.5" Runoff Volume =
1,693 cf
SCS Method 1 yr-24 Hr. Pre =
1,494 cf
SCS Method 1 yr-24 Hr. Post =
4,108 cf
1 yr-24 Hr. Pre -Post Storage =
2,614 cf
Weir Elevation =
8.50 EL.
Storage Volume Provided =
2,930 cf
Draw Down Analysis:
Bottom Area of Trench 1,222 sf
Bottom Elevation of Trench 3.5 ft
Soil Column Depth 2.1 ft
Draw Down Time = 0.11 days
Infiltration System Design B
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines
SHWL =
1.4 EL.
Infiltration Rate =
10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
0.38 Ac.
Impervious Area =
0.21 Ac.
% Impervious
55.26 %
Runoff Coefficent (Rv) =
0.547 in/in
Req. 1.5" Runoff Volume =
1,133 cf
SCS Method 1. yr-24 Hr. Pre =
887 cf
SCS Method 1 yr-24 Hr. Post =
2,753 cf
1 yr-24 Hr. Pre -Post Storage =
1,866 cf
Weir Elevation =
8.50 EL.
Storage Volume Provided =
2,534 cf
Draw Down Analysis:
p.:�RAMOU1` TE
a. N C3 I N E E R 1 N Q, 1 N C
(from Darcy's Equation)
Bottom Area of Trench 1,057 sf
Bottom Elevation of Trench 3.5 ft
Soil Column Depth 2.1 ft
Draw Down Time = 0.12 days (from Darcy's Equation)

Infiltration System Design C
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines)
SHWL =
1.4 EL.
Infiltration Rate =
10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
0.65 Ac.
Impervious Area =
0.30 Ac.
% Impervious
46.15 %
Runoff Coefficent (Rv) =
0.465 in/in
Req. 1.5" Runoff Volume =
1,518 cf
SCS Method 1 yr-24 Hr. Pre =
1,324 cf
SCS Method 1 yr-24 Hr. Post =
4,172 cf
1 yr-24 Hr. Pre -Post Storage =
2,848 cf
Weir Elevation =
8.50 EL.
Storage Volume Provided =
3,495 cf
Draw Down Analysis:
Bottom Area of Trench 1,457 sf
Bottom Elevation of Trench 3.5 ft
Soil Column Depth 2.1 ft
Draw Down Time = 0.10 days
Infiltration System Design D
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines
SFIWL =
1.4 EL.
Infiltration Rate =
10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
0.65 Ac.
Impervious Area =
0.41 Ac.
% Impervious
63.08 %
Runoff Coefficent (Rv) =
0.618 in/in
Req. 1.5" Runoff Volume =
2,186 cf
SCS Method 1 yr-24 Hr. Pre =
1,518 cf
SCS Method 1 yr-24 Hr. Post =
5,284 cf
1 yr-24 Hr. Pre -Post Storage =
3,766 cf
Weir Elevation =
8.50 EL.
Storage Volume Provided =
3,778 cf
Draw Down Analysis:
(from Darcy's Equation)
Bottom Area of Trench 1,574 sf
Bottom Elevation of Trench 3.5 ft
Soil Column Depth 2.1 ft
Draw Down Time = 0.12 days (from Darcy's Equation)

Infiltration System Design E
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines
SHWL =
1.4 EL.
Infiltration Rate =
10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
0.45 Ac.
Impervious Area =.
0.28 Ac.
% Impervious
62.22 %
Runoff Coefficent (Rv) =
0.610 in/in
Req. 1.5" Runoff Volume =
1,495 cf
SCS Method 1 yr-24 Hr. Pre =
1.051 cf
SCS Method 1 yr-24 Hr. Post =
3,658 cf
1 yr-24 Hr. Pre -Post Storage =
2,607 cf
Weir Elevation =
8.50 EL.
Storage Volume Provided =
2,659 cf
Draw Down Analysis:
Bottom Area of Trench
1,137 sf
Bottom Elevation of Trench
3.5 ft
Soil Column Depth
2.1 ft
Draw Down Time =
0.11 days
Infiltration System Design F
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines
SHWL =
1.4 EL.
Infiltration Rate =
10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
0.58 Ac.
Impervious Area =
0.38 Ac.
% Impervious
65.52 %
Runoff Coefficent (Rv) =
0.640 in/in
Req. 1.5" Runoff Volume =
2,020 cf
SCS Method 1 yr-24 Hr. Pre =
1,354 cf
SCS Method 1 yr-24 Hr. Post =
4.893 cf
1 yr-24 Hr. Pre -Post Storage =
3,539 cf
Weir Elevation =
8.50 EL.
Storage Volume Provided =
3,608 cf
Draw Down Analysis:
(from Darcy's Equation)
Bottom Area of Trench 1,504 sf
Bottom Elevation of Trench 3.5 ft
Soil Column Depth 2.1 ft
Draw Down Time = 0.12 days (from Darcy's Equation)

Infiltration System Design G
Impervious Area:
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines)
SHWL = 1.4 EL.
Infiltration Rate = 10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
Impervious Area =
% Impervious
Runoff Coefficent (Rv) _
Req. 1.5" Runoff Volume =
SCS Method 1 yr-24 Hr. Pre =
SCS Method 1 yr-24 Hr. Post =
1 yr-24 Hr. Pre -Post Storage =
Weir Elevation =
Storage Volume Provided =
Draw Down Analysis:
Bottom Area of Trench
Bottom Elevation of Trench
Soil Column Depth
Draw Down Time =
1.79 Ac.
0.99 Ac.
55.31 %
0.548 in/in
5,339 cf
4,180 cf
12,969 cf
8,789 cf
8.50 EL.
8,877 cf
3,630 sf
3.5 ft
2.1 ft
0.12 days (from Darcy's Equation)

Project Name: Emmarts Landing
Client:
D. Logan
Project Number:
13146.PE
Prepared By:
CWM
Date:
2/14/14
Infiltration System Design H
Soils Information:
Soil Type = Clean Sand Fill (< 5% Fines)
SHWL = 1.4 EL.
Infiltration Rate = 10 in/hr
Stormwater Quality Requirement:
Drainage Area to System =
1.95 Ac.
Impervious Area =
1.23 Ac.
% Impervious
63.08 %
Runoff Coefficent (Rv) =
0.618 in/in
Req. 1.5" Runoff Volume =
6,559 cf
SCS Method 1 yr-24 Hr. Pre =
4,553 cf
SCS Method 1 yr-24 Hr. Post =
15,852 cf
1 yr-24 Hr. Pre -Post Storage Req. =
11,299 cf
Volume Provided =
12,312 cf
Elevation @ Volume Provided =
7.50 EL.
Surface Area @ Volume Provided=
6,077 sf
Draw Down Analysis:
L j--x 'ICIt.JNTE
'E N' G 1 N E E R 1 N G. i N C
Bottom Area of Basin
3,723
sf
Bottom Elevation of Basin
5.0
ft
Soil Column Depth
3.6
ft
Draw Down Time =
0.15
days (from Darcy's Equation)
CONTOUR CONTOUR AREA
INCR.
ACCUM
VOLUME
[sq ft]
[cu ft]
[cu ft]
5.0
3,723
0
0
6.0
4,622
4,173
4,173
7.0
5,576
5,099
9,272
8.0
6,587
6,082
15,353
9.0
7,655
7,121
22,474

WETLAND APPROVAL LETTER

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2013-01819 County: New Hanover U.S.G.S. Quad: Wilmington
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Aaua Vista Farms, LLC. Agent: Land Management Group, Inc.
Attn: Corey Novak
Address: 100 Aaua Vista Drive 3805 Wriehtsyille Ave. Suite 15
Wilmington, NC 28409 Wilmington, NC 28403
Phone No. (9101452-0001
Property description:
Size (acres) 95 Nearest Town Wilmington
Nearest Waterway AIW W River Basin Cage Fear River Basin
USGS HUC 03030001 Coordinates N 34,1387 W -77.8661
Location description: The Property is located at 100 Aqua Vista Drive In Wilmington, New Hanover County. North
Carolina. Parcel ID It is R07600-003-014-000 and R07700-001-017-000,
Indicate Which of the Following Apply:
A. Preliminary (Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331). if you wish, you may
request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also, you may
provide new information for further consideration by the Corps to reevaluate the JD.
B. Approved Determination
X There are Navigable Waters of the United States within the above described property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is
a change in the law or our published regulations, this determination may be relied upon for a period not to exceed
five years from the date of this notification.
X There are waters of the U.S. including wetlands on the above described property subject to the permit
requirements of Section 404 of the Clean Water Act (CWAX33 USC g 1344). Unless there is a change in the law or
our published regulations, this determination may be relied upon for a Period not to exceed rive years from the date
of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
X The waters of the U.S including wetlands on Your property have been delineated and the delineation has been
verified by the Corns We strongly sgg est you have this delineation surveyed. Upon completion, this survey
should be reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all
areas subject to CWA jurisdiction on your property which, Provided there is no change in the law or our published
re
ulations, may be relied upon for a period not to exceed five years.
The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat signed
by the Corps Regulatory Official identified below on. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Page 1 of 2

X The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal. Area
Management Act(CAMA). You should contact the Division of Coastal Management in
Morehead City. NC, at [phone] to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Christy Wicker at_(910) 251-4637.
C. Basis For Determination
The site exhibits mean high water and wetland criteria as defined in the 1987 Wetland Delineation Manual and it's a
appropriate supplement, and is adjacent to the Atlantic Intracoastal Waterway. This determination is based on
information provided by Land Management Group, Inc. and a site visit conducted by Christy Wicker on 10=013.
D. Remarks
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by January 30, 2013.
"It is not necessary to submit an RFA form to the Division Office if you do not obiect to the determination in this
correspondence."
Corps Regulatory Official:
Date: 12/2/2013
Expiration Date: 12/2/2018
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the attached customer Satisfaction Survey or visit http://per2.nwp.usace.army.mil/survey.html to
complete the survey online.

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW-2013-01819 County: New Hanover U.S.G.S. Quad: Wilmington
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: Aaua Vista Farms, LLC. Agent: land Management Group, Inc.
Attn: Corey Novak
Address: 100 Auua Vista Drive 3805 Wrightsville Ave. Suite 15
Wilmington, NC 28409 Wilmington. NC 28403
Phone No. [phone]
Property description:
Size (acres) 95 Nearest Town Wilmington
Nearest Waterway AIWW River Basin Cape Fear River Basin
USGS HUC 300 30001 Coordinates N 34.1 W-77.8661
Location description: The property is located at 100 Aaua Vista Drive in Wilmington, New Hanover County, North
Carolina. Parcel ID # is R07600-003-014-000 and R07700-001-017-000.
Indicate Which of the Followins Apply:
A. Preliminary Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331). If you wish, you may
request an approved JD (which may be appealed), by contacting the Corps district for further instruction. Also, you may
provide new information for further consideration by the Corps to reevaluate the JD.
H. Approved Determination
X There are Navigable Waters of the United States within the above described property subject to the permit
requirements of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is
g change in the law or our published regulations, this determination may be relied upon for a Oeriod not to exceed
rive years from the date of this notification.
X There are waters of the U.S. including wetlands on the above described property subfect to the permit
requirements of Section 404 of the Clean Water Act MWAX33 USC 8 1344). Unless there is a change In the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date
of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
X The waters of the U.S. including wetlands on your Property have been delineated and the delineation has been
verified by the Corns. We strongly suggest you have this delineation surveyed. Upon completion, this survey
should be reviewed and verified by the Corps. Once verified, this survey will provide an accurate .depiction of all
areas subject to CWA jurisdiction on your property which, provided there is no change in the law or our published
regulations. may be relied upon for a period not to exceed five years.
The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat signed
by the Corps Regulatory Official identified below on. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
Page 1 of 2

X The Property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area
Management Act (CAMA). You should contact the Division of Coastal. Management in
Morehead City. NC, at [phone] to determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Christy Wicker at [phone].
C. Basis For Determination
The site exhibits mean high water and wetland criteria as defined in the 1987 Wetland Delineation Manual and it's a
appropriate supplement, and is adiacent to the Atlantic Intracoastal Waterway. This determination is based on
Information provided by Land Management Group. Inc. and a site visit conducted by Christy Wicker on 10/2/2013.
D. Remarks
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved ,jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 1OM15
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by January 30, 2013.
**It is not necessary to submit an RFA form to the Division Office if you do not object to the determination"in this
correspondence.** /
Corps Regulatory Official: ( >/Z
Date: 12/2/2013 Expiration Date: 12/2/2018
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to
do so, please complete the attached customer Satisfaction Survey or visit htip://pert.nwp.usace.army.mil/surySy.html to
complete the survey online.

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SOILS REPORT

SOILS ASSESSMENT REPORT
of the
EI1 MARTS LANDING
Masonboro Loop Road,
Wilmington, NC
Prepared for
Paramounte Engineering
January 27, 2014
Number 57
G. Craig Turner
Land Management Group, Inc.
3805 Wrightsville Ave., Suite 15
Wilmington, NC 28403
910-452-0001
r-urrereci ftgroua.net

Objective:
Land Management Group, Inc. contracted with Paramounte Engineering to provide
environmental services for the development of the proposed Emmart's Landing S/D,
'located near Myrtle Grove, North Carolina. One primary objective was to assess the site
for possible use for allowable stormwater plans.
Project Background:
The site consists of approximately 75 acres of abandoned farmland that is proposed for a
residential/marina project situated between Masonboro Loop Road and the Atlantic
Intracoastal Waterway (AIWW). Approximately 60% of the site is in woodlands, 25 %
in fields or orchards and the balance in shrub/scrub woodlands next to the marsh and a
dredge spoil disposal area.
Site Drainage Conditions:
The site ranges from sea level on the eastern end to approximately 26 feet above mean
sea level on the western end of the tract. One major drainage ditch runs north -to -south
across the tract about 1200 feet from the AIWW. One, last ridge is located eastward of
this ditch and then the land slopes gradually to the sound. The tract profile is shown in
Figure One.
Previous Work:
Initially, the soils work on this site evaluated the existing soils on the site to determine
what areas met the minimum requirement for infiltration stormwater systems. The initial
soil boring report for the stormwater infiltration BMP was completed June, 2013 with
additional areas evaluated in July, 2013. Subsequent evaluations occurred November,
2013.
PJ

Proposed Site Development Plans:
The development plans call for the excavation and construction of a 75-slip marina for
the residents of the project. The proposed layout is shown in Figure 2.
FIGURE TWO:
The plan calls for the construction of an inland basin containing a 75-slip marina facility.
Dredge -spoil taken from the facility will be used to build-up existing grades for
residential construction.
The stormwater plans for this site require that infiltration systems be utilized within the
575-foot setback from the ORW located on this site. The plans for this are shown in
Figure Two and the cross-section for this systems are shown in Figure Three.
FIGURE THREE:
3

Based upon evaluation of original soils, Appendix A, additional modifications to the site
are proposed. The plan shown includes the placement of dredge spoil over the existing
soils, generally from eight to ten feet of fill. Clean, medium, sand fill (< 5 % fines),will
be placed in trenches along lot lines to a depth equivalent to mean high water, 1.4 feet
msl, for the length of the systems, to a depth adequate to six inches above the plastic
pipe, see detailed plan prepared by Paramounte Engineering. This material will have a
permeability of 10 inches per hour.
Site Drainage:
This drainage analysis of this site uses the Dupuit equation. This equation allows you to
determine what drain spacings are necessary in order to achieve a desired water table
drawdown with varying amounts of hydrologic inputs. For this site I have applied the
equation in a manner that allows me to determine the effective drawdown of the proposed
infiltration systems with outfall drainage occurring through lateral flow out of the ends of
each system to prevent the rise of any potential water table mound below the existing
infiltration trenches.
Excavation of the marina will bring the tidal margin approximately eight hundred feet in
the site. This will result in a considerable drainage effect for the area as the marina itself
will maintain an effective drainage outlet with a maximum elevation of 1.4 feet, msl.
4

Transmissivity data for the project conducted across the site resulted in transmissivity
values of 8.4 feet per day as shown in Table Four:
FIGURE FOUR
Site Testing
for Emmerts
Landing
Piezometer
Number
Run
Water Column
Depth
(inches)
Infiltration
Rate
Ksat
([nihr)
Infiltration
Rate
Ksat
((ft/day)
1
1
37.10 - 70.80
4.81
9.63
1
2
37.10 - 70.80
5.08
10.16
3
3
37.10 - 70.80
4.99
9.98
3
1
39.96 - 65.04
4.57
9.15
6
2
39.96 - 65.04
9.09
18.18
6
3
39.96 - 65.04
8.44
16.88
7
3
39.96 - 65.05
1.79
3.58
7
3
39.96 - 65.06
1.46
2.92
-
.45
10
3
39.96 - 65.08
6.22
12.44
12
3
39.96 - 65.09
2.09
4.18
12
3
39.96 - 65.10
1.96
3.92
16
3
39.96 - 65.11
7.70
15.39
Geometric Mean:
4.20
8.40
This will result in extensive de -watering the soils around the marina for a distance of
approximately 128 feet, see Table Five. This is based on in -situ soil permeability data
taken on -site for the sides and upper slope areas of the marina basin.
TABLE FIVE
DUPUIT - FORCHHEIMER DRAINAGE EQUATION [lateral distance to zero drainage drawdown]
d= [square root ((4xK)/r)]xh.]/2
d = lateral distance to zero drainage drawdown (ft)
K = conductivity (ft/day) x/y direction, no z direction 8.40
r = daily effective rainfall (ft/day) [rainfall (input) - ET (loss) / 12] / time (days) 0.03600
hm = total drainage depth R -.zero drawdown depth A; or dewatered aquifer thickness (ft) 8.40
d = 128.3 ft lateral distance to zero drainage drawdown
933.33333
30.55050
256.62424
128.31212
Avg NC annual r = 0.0050 May (58 "lyr - 36" ET = 22"/yr / 365 = .0603 "May / 12 = .00502 ft/day)
Avg NC coast annual r = 0.0032 ft/day (58 "/yr - 44" ET = 1411/yr 1365 = 0.0384 "May / 12 = .0032 May)
404 wet month r = 0.0161 ft/day (7' - 1" ET = 6" / 31 days = 0.197day / 12 = .0161 ft/day)
Table six shows the drainage response for the fill areas around the lower sides of the
marina basin and the resulting draw -down distance of 151 feet. The ex ep cted
infiltration rate of a clean, medium, sand can easily exceed ten inches per hour (loin/
ham.
5

ABLE SIX:
IUPUIT - FORCHHEIMER DRAINAGE EQUATION [lateral distance to zero drainage drawdown]
[square root ((4 x K) / r}] x hm ] 12
= lateral distance to zero drainage drawdown (ft)
= conductivity (ftdday) x/y direction, no z direction 10.00
= daily effective rainfall (ft/day) [rainfall (input) - ET (loss)112] / time (days) 0.03600
= total drainage depth B - zero drawdown depth A; or dewatered aquifer thickness (ft) 9.10
d = 161.7 ft lateral distance to zero drainage drawdown
1111.11111
33.33333
303.33333
151.66667
NC annual r = 0.0050 May (58 "/yr - 36" ET = 22"/yr / 365 = .0603 "May / 12 = .00502 ft/day)
NC coast annual r = 0.0032 ft/day (58 "/yr - 44" ET = 147yr 1365 = 0.0384 "May / 12 = .0032 ft/day)
wet month r = 0.0161 May (7" - 1" ET = 6" / 31 days = 0.19"/day / 12 = .0161 May)
All of the infiltration systems proposed within as effective drawdown radius. Based u on
this drainage effect the mean high water elevation is used as the SHWT. All systems
must maintain a minimum two foot separation between the bottom of the system and this
1.4 feet, msl.
Based upon this drainage scenario discussed above, using a rough design length of 250
linear feet of infiltration line on a given lot line, the discharge volume
TABLE SEVEN:
DUPUIT EQUATION [original equation solving for q' between any 2 water table points]
_ -K x [(h,2 - h22) / 2L]
' = fe / day discharge per 1 unit width (1 foot)
plume = q' x L
= conductivity (ft/day) xty direction, no z direction 10.00000
= linear length between hi and h2 (ft) 150.00
= unconfined aquifer total thickness at higher drain (ft) 8.40
= unconfined aquifer total thickness at lower drain (ft) 1.40
q' = 2.29 ft31 dRy discharge per 1 unit width
'ol = 571.67 ft31 day
Using the total length of the infiltration system times the discharge equals a potential
discharge of :
Eq. (1) 250 ft X 2.29 ft3/day X 7.48 gal/ft3 = 4,282.3 gal/day per system.
Accordingly, the sand filled trenches will be constructed with clean sand placed in six-
inch lifts, for a total depth of thirty-six inches with the storage pipe in the center. The
sand -filled trenches will provide ample lateral discharge to either the down -slope areas or
0

the sand -filled areas behind the marina headwalls. The result is highly permeable soils
receiving stormwater that is dispersed out the later ends of the trenches.
Conclusions:
The construction of the marina will de -water approximately 151 feet out from the marina
headwall. Infiltration systems within that distance will dissipate collected stormwater
within 2-5 days of the storm event. Trenches placed within dredge -spoil will discharge in
the drawdown radius or laterally to the opposite end onto down -slope areas.
7

For DENR Use ONLY
Reviewer.
A& North Carolina Department of Environment and Submit + /
Natural Resources %
NCDENR Request for Express Permit Review Tirhe:NF� `
Confirm:
FILL-IN all the information below and CHECK the Permits) you are requesting for express review. Call and Email the completed form to the
Permit Coordinator along with a completed DETAILED narrative site plan (PDF file) and vicinity map (same items expected in the application
acka a of the project location. Please include this form in the application package.
• Asheville Region Alison Davidson 828-2964698;4 , (�
• Fayetteville or Raleigh Region -David Lee 919-7914203, david leeclncdenr.aov
Mooresville & Winston Salem Region - Patrick Grogan 704-235 2107 or patrick.groganc?ncdenrgov
Washington Region -Lyn Hardison 252-948-3842 or 1yn.hardison(ancdenr.00v
• Wilmington Region Janet Russell910-796-7302 orianet [e-mail]
• Wilmington Region -Cameron Weaver 910-796-7303 or cameron. weaverOwncdenr uov
NOTE. Project application received after 12 noon will be stamped in the following work day.
Project Name: EMMARTS LANDING County: NEW HANOV
Applicant: D LOGAN Company: SEL PROPERTY INVESTORS, LLC
Address: 60 GREGORY ROAD, SUITE 1 City: BELVILLE , State: NC Zip: 28451-_
Phone• 910-367-1348 Fax: [phone] Email: [e-mail]
Provided Existing Permits
related to this Proiect
SW
SW _
sv! _
NPDES
NPDES
WQ _
WQ E&S_
_
E&S _
Other
Physical Location: 100 AQUA VISTA ROAD WILMINGTON NC, OFF OF MASONBORO HARBOR ROAD
Project Drains into WATERWAY waters - Water classification SA, HQW. ORW (for classification see-
hftp:/lPortal.ncdenr.org/weblwq/ps/csu/classifications)
Project Located in CAPE FEAR River Basin. Is project draining to class ORW waters? Y, within ''Y2 mile and draining to class SA waters Y or within 1 mile
and draining to class HQW waters? Y
Engineer/Consultant: TIM CLINKSCALES, PE, PLS Company: PARAMOUNTE ENGINEERING, INC
Address: 5911 OLEANDER DRIVE, STE 201 City: WILMINGTON, State: NC Zip: 28403-_
Phone: [phone], Fax: [phone], Email: [e-mail]
PLEASE PROVIDE ESTIMATED INVESTMENT AND EXPECTED EMPLOYMENT, IF AVAILABLE
$ # JOBS
SECTION ONE: REQUESTING A SCOPING MEETING ONLY
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER:
SECTION TWO: CHECK ONLY THE PROGRAM (S) YOU ARE REQUESTING FOR EXPRESS PERMITTING
❑ 401 Unit ❑ Stream Origin Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ Intermittent/Perennial Determination: _ # of stream calls - Please attach TOPO map marking the areas in questions
❑ 401 Water Quality Certification ❑ Isolated Wetland (_linear ft or _acres)
❑ Riparian Buffer Authorization ❑ Minor Variance ❑ Major General Variance
® State Stormwater ❑ General ❑ SFR, ❑ SFR < 1 ac. ❑ Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility ❑ Other
❑ Low Density ❑ Low Density -Curb & Gutter 12 # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
❑ High Density -Detention Pond _ # Treatment Systems ® High Density -Infiltration 8#TreatmentSystems
ElHigh Density -Bio-Retention _ # Treatment Systems El High Density -SW Wetlands It Treatment Systems
El High Density -Other _ 0 Treatment Systems /❑ MOD:❑ `.VJ3r ❑ Pl-n Revision [I Redev. Exdlisic-1 `V: (, icr: • F.:;r #)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with 25 acres to be disturbed.(CK # (for DENR use))
SECTION THREE -.PLEASE CHECK ALL THAT IS APPLICABLE TO YOUR PROJECT (for both Scoping and express meeting request)
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
Received from US ACOE ® Yes ❑ No
Buffer Impacts: ❑ No ® YES: _acre(s)
Isolated wetland on Property ❑ Yes ® No
404 Application in Process w/ US ACOE: ❑ Yes ® No Permit
Di�l' R we oniti
Fee Split for multi le ermits: (Check if Total Fee
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance (❑ Maj; ❑ Min)
$
SW ( HD, LD, ❑ Gen)
$
401:
$
LQS
$
Stream Deter—
$
NCDENR EXPRESS October 2013

Emmarts Landing
Express Storwiwater- Narrative
January 2014
Project Narrative:
Sel Property Investors, LLC is proposing the construction of a 159 lot neighborhood on a 75 acre
piece of property at 100 Aqua Vista Road off of Masonboro Loop Road in New Hanover
Counyt. In addition to stormwater management.
The project is within a drainage basin that drains to Waterway (SA, ORW). The stormwater will
be conveyed via curb and gutter and stormwater collection system to infiltration devices in
various locations. In conjunction with this, they will be designed to meet the New Hanover
County Storm Water Ordinance. Sel Property Investors and Paramounte Engineering have met
with Chris Baker with DENR on 2 occasions to expedite the review of the project upon
submittal.
This project has an approved wetland permit and all permit applications including CAMA for
the whole development have been submitted to the necessary agency for review and approval.

vI�sl
oil,,
e
DESIGN -
lad
9ai Hill
i
_ 1
n _ D>MnRRT'S L&ND vc ON THE SOUbM PAR OC1N I E
N PERFORMANCE RESIDENTIAL. SUBDIVMON 5911 OImdcDrngsmrc 261 SEL PROPERTY R4VESMP—%INC.
S MASONBORO TOWNSHIP W NmtL Cmoaoa R/03 60 GREGORY ROAD, SUM
NEW HANOVER COUNTY, NC (➢1� 191-6107 (� ry1y 791-6766 (l� SELMLE NC 2&451

Book 5926 Page 1122
Book 5908, Page 671 in the office of the Register of Deeds for New Hanover County; and,
WHEREAS, under Article 15, Section 15.2 of the Declaration. the Declarant may, in its
discretion, amend the Declaration at any time prior to January 1, 2046 or until all Lots (as that
term is defined in the Declaration) are sold, without the consent or approval of any Class A
memberships; and,
WHEREAS, the Declarant now desires to further amend the Declaration for the purpose
set forth below;
NOW, THEREFORE, the Declarant pursuant to the authority and powers granted under
Article 15 of the Declaration does hereby further amend the Master Declaration of Protective
Covenants For Helms Port, as previously amended, by deleting Paragraph 4. 10 in its entirety and
replacing it with the following:
4.10 Assignment to Association, Declarant has obtained certain permits and
installed various permitted systems within the Residential Community during the course of
developing the Property including. but not limited to (i) Permit No. - WQ0037170 issued by
NCDENR to the Association for construction, maintenance and operation of a Private Pump
Station and Sewer Wastewater Collection System System, (ii) Stormwater Management Permit
Number SW8 140211 issued by the North Carolina Division of Water Quality (' NCDWQ")
under NCAC2H.1000, (iii) NCDOT Permit D-065-14-010, (iv) CAMA Minor Development
Permit No. 14-15, and modifications or amendments thereto. Declarant shall assign, and the
Association shall assume all of such permits and systems including but not limited to water,
sewer (including private lift station), land use, stormwater permits and systems and utility
permits, agreements and easements between Declarant and any governmental agency or
department or public or private utility company, whether or not specifically listed hereinabove.
The Association shall, within ten days of a request by Declarant, accept the assignment and
assume such permits and systems. Such obligation to accept assignment of such Permits and
systems shall not be subject to the results of any inspections, analyses or reports. After such an
assignment, the Association shall be responsible for and assume all duties, obligations, and
rights and privileges of the Declarant under such permits, agreements and easements, including
all maintenance responsibility, even if part of the water, sewer, land use, stormwater system or
utility areas covered by the permits, agreements and easements are not located within the
Properties.
Further, the Association, and all Members, shall at all times perform under, comply
with, observe all of the terms, covenants, obligations, responsibilities and provisions of that
certain Operational Agreement between the Association and the North Carolina Environmental
Management Commission dated July 2, 2014, and the Private Pump Station & Sewer permit
#WQ0037170. A copy of the Operational Agreement and Approval Letter with System
Description from the North Carolina Department of Environment and Natural Resources are
attached hereto as "Schedule 4.10" and incorporated herein by reference.
Each Lot Owner, by his, her or its acceptance of his, her or its Deed to a Lot
acknowledges this disclosures and agrees to accept his, her or its Lot subject thereto, and further
to fully comply with each of the terms of all applicable Permits. The Permits shall be available
2

FEBRUARY 2014
PREPARED FOR:
SEL PROPERTY INVESTORS
310 NORTH FRONT STREET
ALL EXISTING UNDERGROUND UTIU11ES SHALL BE PHYSICALLY LOCATED PRIOR TO THE BEGINNING OF ANY ~
CONSTRUCTION IN THE VICINITY OF SAID UTILITIES,_. o, ~
CONTRACTORS SHALL NOTIFY OPERATORS WHO MAINTAIN UNDERGROUND UTILITY LINES IN THE AREA OF m ;
PROPOSED EXCAVATION AT LEAST TWO WORKING DAYS, BUT NOT > MORE THAN TEN WORKING DAYS PRIOR TO COMMENCEMENT OF EXCAVATION OR DEMOLITION. -
CONTACT "CAROLINA ONE CALL" AT VICINITY MAP
1-800-6324949
(NOT TO SCALE)
CONTACT THESE UTILITIES
_- SHEET INDEX
SHEET NUMBER
SHEET TITLE
C-0.0
COVER SHEET
C-1.0
NOTES
C-2.0-2.1.
SITE PLAN
C-3.0-3.4
GRADING AND DRAINAGE PLAN
C-3.5-3.7
DRAINAGE AREA MAPS
C-4.1-4.3
DETAILS
NEW HANOVER COUNTY PLANNING DEPARTMENT CAPE FEAR PUBLIC UTILITY AUTHORITY (WATER & SEWER)
ATTN: LINDA PAINTER ATTN: FRANK STYERS
PH:910-798-7068 PH:910432-WO
.Y
PROGRESS ENERGY E, 1 r '1)I
PIEDMONT NATURAL GAS PREP D B g .
ATTN: CARL PAQUET ATTN: KEVIN LEATHERWOaD
pH:910-350-2242PA 'Cl O ;
PH:9i0-602.4304 �� C.A �� i
............
A 0
BELL SOUTH �- _
EMERGENCY DIAL 911 r':7
POLICE - FIRE - RESCUE ATTN: STEVE DAYVAULT r= r.r r N E a R r r.r , ry c.
PH: 910-392-8712
WILD NGTON, NC FAYETTEVILLE, NC ..
- 5911' Oleander Drive Suite 201
TIME WARNER CABLE �^�c�
PH: 9iQ-763-46385
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
PROJECT # 13146.PE
1�

COORDINATION NOTES
EROSION CONTROL AND SEQUENCE OF CONSTRUCTIONNOTES:
PERMANENT SEEDING SCHEDULE - MIXTURE 5CP
1.
THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR
NOTE: THESE EROSION CONTROL AND SEQUENCE OF CONSTRUCTION NOTES ARE INTENDED FOR
CONSTRUCTION OF THESE PLANS.
EACH "PHASE" OF CONSTRUCTION. THE ORDER AND STEPS TAKEN MUST BE IMPLEMENTED AS EACH
Seeding Mixture
LEGEND
PART OF THE PROJECT IS DEVELOPED; WHETHER AS A WHOLE OR IN PHASES. ANY EROSION
SPECIES RATE (LB/ACRE)
2.
ALL WORK IS TO BE IN ACCORDANCE WITH NEW HANOVER COUNTY, AND THE STATE
CONTROL DEVICES/MEASURES MUST REMAIN IN PLACE UNTIL THE ENTIRE BASIN DESIGNED TO
CENTIPEDE GRASS 10-20
OF NORTH CAROLINA.
HANDLE SEDIMENTATION AND EROSION IS STABILIZED AND ALL IMPROVEMENTS WITHIN THE BASIN
ARE COMPLETE.
3.
THE CONTRACTOR IS TO ESTABLISH AND CHECK ALL HORIZONTAL AND VERTICAL
Seeding Dates
= EXISTING PROPERTY LINE
-- 29
EXISTING CONTOUR
CONTROLS TO BE USED WITH THE PROJECT. iN ADDITION, THE CONTRACTOR 1S TO
1. CONSTRUCT TEMPORARY GRAVEL CONSTRUCTION ENTRANCE($). ESTABLISH THE LIMITS OF
MARCH- JUNE
= EXISTING EASEMENT
COMPUTE THE LAYOUT OF THE ENTIRE SITE PLAN IN ADVANCE OF BEGINNING ANY
DISTURBANCE, AND TEMPORARY SILT FENCE.
----- 29
PROPOSED CONTOUR
WORK ASSOCIATED WITH THE SUBJECT PLANS. CONTRACTOR SHALL EMPLOY A
PROFESSIONAL SURVEYOR TO PERFORM SITE IMPROVEMENT STAKEOUT(S).
2, CLEAR AND REMOVE FROM SITE ALL TREES (ONLY ONES TO BE REMOVED), ROOTS, ROOT MAT,
Soil Amendments
••.-•... ' ..�, ��..;.. '.
'" " : ,:.. ;.•.; . ,,, ;
= PROPOSED CONCRETE SIDEWALK
ETC. FROM THE AREA WITHIN THE DESIGNATED CLEARING LIMITS.
APPLY LIME AND FERTILIZER ACCORDING TO SOiL TESTS, OR APPLY
EG=25.05 -
EXISTING SPOT ELEVATION
4.
ANYTIME WORK IS PERFORMED OFF -SITE OR WITHIN AN EXISTING EASEMENT, THE
CONTRACTOR 1S TO NOTIFY THE HOLDER OF SAID EASEMENT A5 TO THE NATURE
3. INSTAL. REMAINING EROSION CONTROL MEASURES AS SHOWN ON THE PLANS WITHIN THE
300 LB/ACRE 10-10-10 FERTILIZER.
= PROPOSED BUILDING FOOTPRINT
OF PROPOSED WORK, AND TO FOLLOW ANY GUIDELINES OR STANDARDS WHICH
AREA DISTURBED. ALL EROSION CONTROL MEASURES MUST BE INSTALLED BEFORE'
Mulch
-- -- - -- --- - -- ----� -
- -
PG=25.05-
^�
PROPOSED EDGE OF PAVEMENT
REASSOCIATED WITH OR REFERENCED iN THE RECORDED EASEMENT.
COMMENCING CONSTRUCTION.
DO NOT MULCH.
_ - -
= PROPOSED BUFFER AREAS
4. IMMEDIATELY UPON THE INSTALLATION OF ANY STORM DRAINAGE CATCH DROP
TW=25.05-�
PROPOSED SIDEWALK ELEVATION
BASIN, INLET,
GENERAL NOTES
ETC., THE CONTRACTOR SHALL INSTALL INLET PROTECTION TO STOP ANY SEDIMENT FROM
Maintenance
FERTILIZE VERY SPARINGLY--20 WITH
=.PROPOSED. LANDSCAPE ISLANDS
TC=25.05 �"`�
PROPOSED TOP OF CURB ELEVATION
ENTERING THE DRAINAGE SYSTEM.
LB/ACRE NITROGEN IN SPRING NO PHOSPHORUS.
CENTIPEDE GRASS CANNOT TOLERATE HIGH PH OR EXCESS FERTILIZER.=EXISTING
1.
EXISTING CONDITIONS WERE TAKEN FROM A SURVEY COMPLETED BY PARAMOUNTE
5, IMMEDIATELY UPON THE INSTALLATION OF ANY STORM DRAINAGE SYSTEM, THE CONTRACTOR
TREE TO BE REMOVED
INLET PROTECTION
ENGINEERING, INC. THE SURVEY SHALL BE FIELD VERIFIED BY CONTRACTOR AND ANY
DISCREPANCIES REPORTED TOTHE OWNER, OWNERS REPRESENTATIVE, AND/OR ENGINEER
SHALL INSTALL OUTLET PROTECTION AS SHOWN ON THE PLANS AND DETAILS.
+� _� _
WET-- -- -
=WETLAND LINE
IMMEDIATELY.
6. THE CONTRACTOR SHALL CONVERT THE SEDIMENT BASIN TO THE WET DETENTION POND ONCEMOVE
TEMPORARY SEEDING -LATE WINTER/EARLY SPRING
1PF
O
-.IRON PIPE FOUND
-- LOD
LIMITS OF DISTURBANCE
2.
REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON
THE ENTIRE DRAINAGE BASIN IS FULLY STABILIZED. THE CONTRACTOR SE
ANY E R HALL
SEDIMENT FROM THE POND AND ESTABLISH THE FINAL POND BOTTOM SHALL RONCE ALL
OiRF
= IRON ROD FOUND ----
SF
SILT FENCE
THE PLANS. THE EXACT LOCATION OF ALL EXISTING UTILITIES IS NOT KNOWN IN ALL CASES. THE
CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF DITCHING OPERATIONS BY OBSERVATION,
CONSTRUCTION IS FINISHED WITHIN THE POND DRAINAGE AREA THE CONTRACTOR SHALL
REMOVE THE SKIMMER TO COMPLETE THE WET POND CONSTRUCTION.
Seeding Mixture
UMF
= CONCRETE MONUMENT
ELECTRONIC DEVICES, HAND DIGGING, AND BY PERSONAL CONTACT WITH THE UTILITY
0
-J`-�--
DRAINAGE FLOW PATH
COMPANIES. IN ORDER TO LOCATE EXISTING UTILITIES IN ADVANCE OF TRENCHING OPERATIONS
SO AS TO ELIMINATE OR MINIMIZE DAMAGE TO EXISTING UTILITIES. THE CONTRACTOR SHALL BE
7, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CLEANING AND RESTORING TO
WINTER AND EARLY SPRING
= TELEPHONE PEDESTAL
RESPONSIBLE FOR ALL COSTS RESULTING FROM ANY DAMAGE TO THE EXISTING UTILITY LINES
PRE-CONSTRUTION CONDITIONS ANY AREAS OUTSIDE THE PROJECT LIMITS THAT MAY
INADVERTENTLY BE DAMAGED DUE TO THE FAILURE OF THE EROSION CONTROL MEASURES
nTR
C1-1
�
DRAINAGE INLET LAB EL
INCLUDING Loss OF UTILITY REVENUES. CONTRACTOR SHALLARRANGE FOR TEMPORARY
.
=TRANSFORMER PEDESTAL (PAD)
SUPPORT OF EXISTING UTILITIES, SUCH AS POLES, CONDUITS, FIBER OPTIC CABLES, TELEPHONE
CABLES, WATER LINES, ETC...
8. DURING GRADING AND AFTER GRADING HAS BEEN COMPLETED, THE
SPECIES RATE (LB/ACRE)
RYE (GRAIN) 12a
-w---•+v-w-w-rr--
= EXISTING WATER MAIN
DROP INLET
CONTINUE TO MAINTAIN PERMANENT AND TEMPORARY EROSION CONTROL MEASURES UNTIL
ANNUAL LESPEDE:ZA (KOBEIN PIEDMONT AND
3.
CONTRACTOR SHALL COMPLY WITH THE LATEST REVISIONS AND INTERPRETATIONS OF THE
FINAL INSPECTION AND APPROVAL BY NEW HANOVER COUNTY.
COASTAL PLAIN, KOREAN IN MOUNTAINS) `�
=EXISTING SANITARY SEWER MAIN
DEPARTMENT OF LABOR SAFETY AND HEALTH REGULATIONS FOR CONSTRUCTION PROMULGATED
UNDER THE OCCUPATIONAL SAFETY AND HEALTH ACT.
9. UPON. RECEIVING. FINAL INSPECTION AND NEW HANOVER COUNTY, THE
OMIT ANNUAL LESPED FJA WHEN DURATION OF TEMPORARY COVER IS NOT
°"E °'� �
=EXISTING OVERHEAD ELECTRIC
CONTRACTOR CAN REMOVE TEMPORARY EROSION CONTROL MEASURES.'
TO EXTEND BEYOND JUNE.
J
4.
CONTRACTOR SHALL PLAN AND CONSTRUCT WORK SO AS TO CAUSE MINIMUM INCONVENIENCE
10. THE CONTRACTOR SHALL CONTINUE TO WATER, FERTILIZE, MOW AND MAINTAIN
SUMMER
TO THE OWNER AND THE PUBLIC. THE CONTRACTOR SHALL PROVIDE, ERECT, AND MAINTAIN AT
SPRIGGED, SODDED, AND PLANTED AREAS UNTIL ALL CONSTRUCTION IS COMPLETE.
ALL TIMES DURING THE PROGRESS OR TEMPORARY SUSPENSION OF WORK, SUITABLE BARRIERS,
FENCES, SIGNS OR OTHER ADEQUATE PROTECTION, INCLUDING FLAGMEN AND WATCHMEN AS
SPECIES RATE (LB/ACRE)
NECESSARY TO INSURE THE SAFETY OF THE PUBLIC AS WELL AS THOSE ENGAGED IN THE
GERMAN MILLET 40
CONSTRUCTION WORK. CONSTRUCTION SIGNING SHALL BE IN ACCORDANCE WITH THE LATEST
EDITION OF "CONSTRUCTION AND MAINTENANCE OPERATIONS SUPPLEMENT TO THE MANUAL ON
FALL
"
BY M
NPDES WATER QUALITY STABILIZA 1: ION TIME FRAMES
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND SLOPES
7 DAYS
NONE
HIGH QUALITY WATER (HOW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
1F SLOPES ARE 10' OR LESS IN LENGTH AND ARE
NOT STEEPER THAN 2:1,14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN ST IN LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1
14 DAYS
NONE, EXCEPT FOR PERIMETERS AND HQW ZONES
WETLAND NOTE
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO FINAL INSPECTION.
AGRICULTURAL LIMESTONE AND 750 LS/ACRE 10-10-10 FERTILIZER.
1. WETLANDS EXIST AS SHOWN ON THE SITE PLAN. WETLANDS WERE DELINEATED BY LAND
4. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO CLEARING
Mulch
MANAGEMENT GROUP AND APPROVED ON DECEMBER 2, 2013.
ANDIOR LAND DISTURBANCE. THE TEMPORARY CONSTRUCTION ENTRANCE SHOULD BE THE
FIRST MEASURE INSTALLED.
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING OR A
NC ACCESSIBILITY NOTES (CONT. }
NC ACCESSIBILITY NOTES (CONT.):
MULCH ANCHORING TOOL. A DISK WITH3l.ADES SET NEARLY STRAIGHT CAN BE USED AS A
RAMP NOTES:
EXISTING UTILITY NOTES
5. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN AND PERMIT SHALL BE
MULCH ANCHORING TOOL.
PARKING SPACE NOTES:
MAINTAINED ON THE SITE AT ALL TIMES.
1. ANY PART OF AN ACCESSIBLE ROUTE WITH A RUNNING SLOPE GREATER THAN 5% -
1. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO VERIFY THE ACTUAL LOCATION AND AVAILABILITY
Maintenance
SHALL BE CONSIDERED A RAMP.
1. ACCESSIBLE PARKING t iPACES SHALL BE LOCATED ON THE SHORTEST ACCESSIBLE
OF ALL EXISTING AND PROPOSED UTILITIES iN THE FIELD PRIOR TO GROUND BREAKING.
6. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE
ROUTES OF TRAVEL FROI4 ADJACENT PARKING TO AN ACCESSIBLE BUILDING
THESE PLANS (INCLUDING, BUT NOT LIMITED TO OFF -SITE BORROW OR WASTE AREAS,
STAGING OR STORAGE AREAS), THE CONTRACTOR SHALL PREPARE AND SUBMIT A
AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
2, THE MAXIMUM RUNNING SLOPE FOR A RAMP SHALL BE 8.33%'AND THE MAXIMUM
CROSS SLOPE SHALL BE 2.0%.
ENTRANCE.
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND TO
2. ACCESSIBLE PARKING :SPACES SHALL BE AT LEAST NINETY -Six 96 INCHES WiDE.
SITE NOTES:
NEW HANOVER COUNTY FOR APPROVAL. CONTRACTOR SHALL PAY ALL FEES REQUIRED AND
3. THE CLEAR WIDTH OF AN EXTERIOR RAMP RUN SHALL BE FORTY EIGHT INCHES (NC _
ACCESS AISLES SHALL BE 60 INCHES WIDE. ONE OF SIX ACCESSIBLE SPACES SHOULD
SHALL INSTALL NECESSARY MEASURES AT NO SEPARATE PAYMENT. THE CONTRACTOR SHALL
BUILDING CODE 1104.1). WHERE HANDRAILS ARE PROVIDED ON THE RAMP RUN, THE
PROVIDE A VAN ACCESSIBLE AISLE. THE AISLE SHOULD BE 96 INCHES WIDE OR
PROVIDE THE OWNER AND THE ENGINEER A COPY OF THE AMENDED PERMIT.
CLEAR WIDTH SHALL BE MEASURED BETWEEN THE HANDRAILS.
ACCESSIBLE SPACE IS 11 FEET AND ACCESS AISLE IS FIVE FEET). WHERE PARKING
1. ANY DISCREPANCY IN THIS PLAN AND ACTUAL FIELD CONDITIONS SHALL BE REPORTED TO THE
SPACES AND ACCESS A!S LES ARE. MARKED WITH LINES, THE WIDTH MEASUREMENTS
OWNER PRIOR TO START OF CONSTRUCTION. GENERAL CONTRACTOR SHALL BE RESPONSIBLE
7. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION
NC ACCESSIBILITY NOTES.
4. THE RISE FOR ANY RAMP RUN SHALL BE THIRTY (30) INCHES MAXIMUM.
SHALL BE MADE FROM CENTERLINE OF THE MARKINGS. WHERE PARKING SPACES OR
FOR VERIFICATION OF ALL SETBACKS, EASEMENTS AND DIMENSIONS SHOWN HEREON BEFORE
CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
ACCESS AISLES ARE NOT ADJACENT TO ANOTHER PARKING SPACE OR ACCESS AISLES
BEGINNING CONSTRUCTION.
DETERMINED BY EITHER THE REVIEWING AGENCY OR THE ENGINEER. (NO SEPARATE
GENERAL NOTES:
5. LANDINGS SHALL BE PROVIDED AT THE TOP AND BOTTOM OF RAMPS, LANDINGS
MEASUREMENTS SHALL BE PERMITTED TO INCLUDE THE FULL WIDTH OF THE LINE
PAYMENT).
1. SPECIAL ATTENTION SHALL BE GIVEN TO COMPLIANCE WITH AMERICANS WITH
SHALL HAVE A SLOPE NOT STEEPER THAN 2.0% IN ANY DIRECTION. THE LANDING
DEFINING THE PARKING SPACE OR ACCESS AISLE.
2. THE GENERAL CONTRACTOR SHALL CONTACT ALL OWNERS OF EASEMENTS, UTILITIES AND
DISABILITIES ACT ADO STANDARDS), THE NORTH CAROLINA BUILDING CODFJANSI
CLEAR WIDTH SHALL BE AT LEAST AS WIDE AS THE WIDEST RAMP RUN LEADING TO THE
R.O.W.'S PUBLIC OR PRIVATE, PRIOR TO WORKING IN THESE AREAS.
8. ALL DISTURBED AREAS ARE 7'O DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL
Al17.1. CA L
A117.1, AND APPLICABLE LOCAL LAWS & REGULATIONS.
LANDING. THE LANDING CLEAR LENGTH SHALL BE SIXTY (60) INCHES LONG MINIMUM.
3. PARKING ACCESS AISLES SHALL BE PART OF AN ACCESSIBLE ROUTE TO'T� THE
TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL
EE
RAMPS THAT CHANGE DIRECTION BETWEEN RUNS AT LANDINGS SHALL HAVE A CLEAR
BUILDING OR FAGiIt ''
FACILITY ENTRANCE SHALL COMPLY WITH PROVISIONS
3. CONTRACTOR SHALL MAINTAIN THE SITE IN A MANNER SO THAT WORKMEN AND PUBLIC SHALL BE
STABILIZATION IS ACHIEVED.
2. IT IS ESSENTIAL THAT CONTRACTORS ARE AWARE OF THE SITE ACCESSIBILITY
LANDING OF SIXTY (60) INCHES BY SIXTY (60) INCHES MINIMUM.
FORACCESSiBLE ROUTES. MARKED CROSSINGS SHALL BE PROVIDED WHERE THE
PROTECTED FROM INJURY, AND ADJOINING PROPERTY PROTECTED FROM DAMAGE.
REQUIREMENTS.
ACCESSIBLE ROUTE MUS r CROSS VEHICULAR TRAFFIC LANES. WHERE POSSIBLE, IT IS
9. ALL AREAS DISTURBED UNLESS CONSTRUCTION Y CO OTHERWISE IMPROVED SHALL BE
B NBOTH
PARAMOUNTE ENGINEERING, INC. (PEI) H S DEVELOPED THESE NOTES AND DETAILS
6. RAMP RUNS WITH A RISE GREATER THAN SIX (6) INCHES SHALL HAVE HANDRAILS ON
PREFERABLE THAT THE Af CESS;IBLE ROUTE NOT PASS BEHIND PARKED VEHICLES.
4. ACCESS TO UTILITIES, FIRE HYDRANTS, STREET LIGHTING, ETC., SHALL REMAIN UNDISTURBED,
UNLESS COORDINATED WITH THE RESPECTIVE UTILITY.
SODDED OR SEEDED AS INDICATED AND STABILIZED.
TO ASSURE THAT CONTRACTORS ARE AE OF THE REQUIREMENTS AT THE POINT IN
SIDES COMPLYING WITH THE AMERICANS WITH DISABILITIES ACT (2010 ADA
STANDARDS), THE NC BUILDING CODEJANSI Al17.1, AND APPLICABLE LOCAL LAWS &
4. TWO (2) ACCESSIBLE P/ vRK1NG SPACES MAY SHARE A COMMON ACCESS AISLE.
DURING
TIME WHEN THEYARE BIDDING THE PROJECT. IN ADDITION, PEI HAS MADE A POINT IN
REGULATIONS.
5. DO NOT SCALE THIS DRAWING AS IT IS A REPRODUCTION AND SUBJECT TO DISTORTION.
10. DEWATERING OPERATIONS, WATER SHALL BE PUMPED INTO AN APPROVED
FILTERING DEVICE PRIOR TO DISCHARGE TO RECEIVING OUTLET
THESE NOTES AND DETAILS, AS WELL ASIN OUR DRAWINGS TO PROVIDE SLOPES /
GRADES AND DIMENSIONS THAT COMPLY WITH THE AMERICANS WITH DISABILITIES ACT
-
S. ACCESS AISLES SHALL IEXTEND THE FULL LENGTH OF THE PARKING SPACETHEY
(2010 RDA STANDARDS), THE NORTH CAROLINA BUILDING CODEJANStA117.1 AND
7 .FLOOR SURFACES OF RAMPS AND LANDINGS SHALL BE STABLE, FIRM AND SLIP
SERVE.
PO COMPLETION OF
6. THE GENERAL CONTRACTOR SHALL REMOVE ALL DEBRIS FROM THE SITE UPON COM
11. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
APPLICABLE LOCAL LAWS & REGULATIONS. IF THESE SLOPES / GRADES AND
RESISTANT.
6. ACCESS AISLES SHALL'ISE MARKED SO AS TO DISCOURAGE PARKING IN THEM.
THE PROJECT AND AT LEAST ONCE A WEEK DURING CONSTRUCTION.
AFTER EACH RUNOFF -PRODUCING. EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO
THE
DIMENSIONS ARE NOT ACHIEVABLE,. THE CONTRACTOR IS REQUIRED TO CONTACT THE
8. EDGE PROTECTION COMPLYING WITH AMERICANS WITH DISABILITIES ACT (2010 ADA
7. THE GENERAL CONTRACTOR SHALL KEEP THE AREA OUTSIDETHE "CONSTRUCTION LIMITS"
MAINTAIN EFFECTIVENESS OF THE EROSION CONTROL
O DEVICES SHALL BE MADE
IMMEDIATELY.
OWNER IMMEDIATELY AND BEFORE MOVING FORWARD WITH THE WORK
O
STANDARDS), THE NC BUILDING CODEIANSi Al17.1. AND APPLICABLE LOCAL LAWS &
7. ACCESS AISLES SHALL I40T OVERLAP THE VEHICULAR WAY. ACCESS AISLES
S S SHALL
�
BROOM CLEAN AT ALL TIMES.
3. THE CONTRACTOR SHALL NOTIFY PEI IMMEDIATELY OF ANY CONFLICT BETWEEN
REGULATIONS SHALL BE PROVIDED ON EACH SIDE OF RAMP RUNS AND ON EACH SiDE
OF RAMP LANDINGS.
B E PERMITTED TO BE PLA .ED ON EITHER SIDE OF THE PARKING SPACE EXCEPTFOR
ANGLED VAN PARKING SPACES WHICH SHALL HAVE ACCESS AISLES LOCATED ON THE
12. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED BY CONTRACTOR ONCE
THESE NOTES AND DETAILS AND OTHER PROJECT DRAWINGS, WHETHER BY PEI OR
PASSENGER SIDE OF THE PARKING SPACES.
ALL STREET SURFACES DRIVEWAYS CULVERTS, CURB AND GUTTERS, ROADSIDE DRAINAGE
8. ,
STABILIZATION OR A SUFFICIENT
FFiGIENT GROUND COVER HAS BEEN ESTABLISHED OR AS DIRECTED BY
OTHERS. THE CONTRACTOR SHALL NOT PROCEED WITH THE WORK FOR WHICH THE
9. WHERE DOORWAYS ARE LOCATED ADJACENT TO A RAMP LANDING, MANEUVERING
DITCHES AND OTHER STRUCTURES THAT ARE DISTURBED OR DAMAGED IN ANY MANNER AS A
THE ENGINEER. (NO SEPARATE PAYMENT). NEW HANOVER COUNTY'S FINAL APPROVAL IS
ALLEGED CONFLICT HAS BEEN DISCOVERED UNTIL SUCH ALLEGED CONFLICT HAS BEEN
CLEARANCES REQUIRED BY THE AMERICANS WITH D18ABILiTtES ACT (2010 ADA
8. FLOOR SURFACES OF P aRKING SPACES AND ACCESS AISLES SERVING THEM. SHALL
RESULT OF CONSTRUCTION SHALL BE REPLACED OR REPAIRED IN ACCORDANCE WITH THE
REQUIRED.
RESOLVED. NO CLAIM SHALL BE MADE BY THE CONTRACTOR FOR DELAY OR DAMAGES
AS ARESULT OF RESOLUTION OF ANY SUCH CONFLICT(S).
STANDARDS), THE NC BUILDING CODEIANSI A117.1 SHALL BE PERMITTED TO OVERLAP
,
BE STABLE, FIRM AND SLIF RESISTANT. ACCESS AISLES SHALL BE AT THE SAME LEVEL
SPECIFICATIONS.
13. TEMPORARY GRAVEL CONSTRUCTION ENTRANCE SHALL BE REQUIRED AT ALL CONSTRUCTION
THE REQUIRED LANDING AREA. WHERE DOORS THAT ARE SUBJECT TO LOCKING ARE
ADJACENT TO A RAMP LANDING LANDINGS SHALL BE SIZED TO PROVIDE A COMPLIANT
AS THE PARKING SPACES THEY SERVE, CHANGES IN LEVEL ARE NOT PERMITTED.
VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES. THE
9. CONTRACTOR SHALL VE
STAGING AREA ENTRANCES AND ALL CONSTRUCTION ACCESS LOCATIONS INTO NON -PAVED
4. THESE ACCESSIBILITY NOTES AND DETAILS ARE INTENDED TO DEPICT SLOPE AND
TURNING SPACE. '
9. PARKING SPACES AND ,c.CCESS AISLE SHALL
S,BE LEVEL WITH SURFACE SLOPES NOT
LOCATION OF ALL EXISTING UTILITIES ARE NOT NECESSARILY SHOWN ON PLANS AND WHERE
LOC
N E
AREA (O SEPARATE PAYMENT).
DIMENSIONAL REQUIREMENTS ONLY. REFER TO SIDEWALK, CURBING, AND PAVEMENT
c
EXCEEDING 2.0% IN ALL Dl12ECTIONS.
SHOWN ARE ONLY APPROXIMATE. THE CONTRACTOR SHALL ON HIS INiTIATIVEAND AT NO EXTRA
DETAILS FOR ADDITIONAL INFORMATION.
CURB RAMP NOTES:
COST HAVE LOCATED ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. NO CLAIMS
14. WHEN CROSSING CREEK OR DRAINAGE -WAY, THE DIVISION OF WATER QUALITY SHALL BE
10. PARKED VEHICLE OVERHANGSHALL NOT REDUCE THE REQUIRED CLEAR WIDTH
FOR DAMAGES OR EXTRA COMPENSATION SHALL ACCRUE TO THE CONTRACTOR FROM THE
CONTACTED PRIOR TO DISTURBING A CREEK. THE CONTRACTOR SHALL INSTAL. RIP -RAP WITH
ACCESSIBLE ROUTE NOTES.
1. THE MAXIMUM RUNNING SLOPE OF A CURB RAMP SHALL BE 8.33% AND THE MAXIMUM
OF AN ACCESSIBLE ROUTE.
PRESENCE OF SUCH PIPE OTHER OBSTRUCTIONS OR FROM DELAY DUE TO REMOVAL OR
FABRIC ALONG DfSTUF2BED BANKS AND GHANNELAND RESTORE SLOPESTO ORIGINAL
CROSS SLOPE SHALL $E2.0%.
REARRANGEMENT OF THE SAME. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGE
CONTOURS, BUT NOT STEEPER THAN 2:1 MAXIMUM. DISTURBED CREEK AREA SHALL BE
I I - PARKING SPACES FOR VANS AND ACCESS AISLES AND VEHICULAR ROUTES
TO UNDERGROUND STRUCTURES. CONTACT NORTH CAROLINA ONE CALL" TOLL FREE
CONTRACTOR IS
STABILIZED IMMEDIATELY.
ACCESSIBLE PARKING SPACES AND PASSENGER LOADING ZONES, PUBLIC
2. COUNTER SLOPES OF ADJOINING GUTTERS AND ROAD SURFACES IMMEDIATELY
°
SERVING THEM SHALL PROVIDE A VERTICAL CLEARANCE OF NINETY-EIGHT
E GHT INCHES
1-800-632-4949 AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. THE
STREETS OR SIDEWALKS, AND PUBLIC TRANSPORTATION STOPS TO THE ACCESSIBLE
ADJACENT TO THE CURB RAMP SHALL NOT BE STEEPER THAN 5 /o. THE ADJACENT...
MINIMUM. SIGNS SHALL BE: PROVIDED AT ENTRANCES TO PARKING FACILITIES
ES
RESPONSIBLE FOR CONTACTING ALL NONSUBSCRI$tNG UTILITIES.
BUILDING OR FACILITY ENTRANCE THEY SERVE.
SURFACES AT TRANSITIONS AT CURB RAMPS WALKS, GUTTERS AND STREETS
INFORMING DRIVERS OF G-EARANCES AND THE LOCATION OF VAN ACCESSIBLE
MAINTENANCE PLAN
SHALL BE AT THE SAME LEVEL.
PARKING SPACES.
10. ALL PERMITS RELATIVE TO PROJECT MUST BE OBTAINED, PRIOR TO CONSTRUCTION.
2. AT LEAST ONE ACCESSIBLE ROUTE SHALL CONNECTACCESSIBLE BUILDINGS,
3. THE CLEAR WIDTH OF A CURB RAMP SHALL BE 36 INCHES 3 M
(6) MINIMUM, EXCLUSIVE
12. EACH ACCESSIBLE PARKING SPACE S HALL BE PROVIDED WITH SiGNAGE DISPLAYING
11. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH PERMITS ISSUED AND APPLICABLE FEDERAL,
1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN ONCE
ACCESSIBLE FACILITIES, ACCESSIBLE ELEMENTS AND ACCESSIBLE SPACES THAT ARE
ON THE SAME SITE.
OF FLARED SIDES, IF PROVIDED. *NOTE NC BUILDING CODE REQUIRES EXTERIOR
THE INTERNATIONAL SYME OL OF ACCESSIBILITY. SIGNS SHALL BE INSTALLED ATA
STATE, COUNTY, AND LOCAL CODES
EVERY WEEK. ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS
ACCESSIBLE ROUTES TO BE 48 INCHES MINIMUM WIDE (1104.1 & 1104.2).*
MINIMUM CLEAR HEIGHT 0 = SIXTY (60) INCHES ABOVE GRADE AND SHALL NOT
INTERFERE WITH AN ACCESSIBLE ROUTE FROM AN ACCESSAISLE.
12. THE CONTRACTOR SMALL OBTAIN AND PAY FOR ALL INSPECTIONS, CERTIFICATIONS, EQUIPMENT,
DESIGNED.
WALKING SURFACES THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL HAVE A 3.
MAXIMUM RUNNING' SLOPE OF 5.0% AND A MAXIMUM CROSS SLOPE OF 2.0%.
4. LANDINGS SHALL BE PROVIDED AT THE TOP OF CURB RAMPS. THE CLEAR LENGTH
SIGNS LOCATED
WHERE THEY MAYBE HIT BY VEHICLES BEING PARKED SHALL BE INSTALLED WITH
ETC., THAT MAY BE REQUIRED.
2. ALL CONSTRUCTION ENTRANCES WILL BE PERIODICALLY TOP DRESSED WITH AN ADDITIONAL 2
OF SHALL BE THIRTY-SIX INCHES MINIMUM. THE CLEAR WIDTH OF
BOLLARD PROTECTION.
13, THE ENGINEER ANDIOR OWNER DISCLAIM ANY ROLE IN THE CONSTRUCTION MEANS AND
INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH. ANY SE T
SEDIMENT THAT IS TRACKED INTO THE
STREET WILL BE IMMEDIATELY REMOVED.
4. ANY WALKING SURFACE THAT IS PARTOF AN ACCESSIBLE ROUTE WITH A RUNNING
o
SLOPE GREATER THAN 5.0 /o IS A RAMP AND SHALL COMPLY WITH THE GUIDELINES FOR
LANDING SHALL WIDE
THE LANDING SHALL BE AT LEAST AS WIDE AS THE CURB RAMP, EXCLUDING FLARED
SIDES, LEADING TO THE LANDING. LANDINGS SHALL HAVE A SLOPE NOT STEEPER THAN
13. SIGNAGE AT ACCESSIBLE PARKING SPACES REQUIRED BY THE NC BUILDING CODE
T
METHODS ASSOCIATED THE. PROJECT AS SET FORTH IN THESE PLANS,
RAMPS OR CURB: RAMPS.
2% IN ANY DIRECTION.
SECTION 1106ASHALL CON IPLY WITH THE REQUIREMENTS OF NORTH CAROLINA
3. SEDIMENT FENCE - SEDIMENT WILL BE REMOVED BEHIND THE SEDIMENT FENCE WHEN IT
5. IF A CURB RAMP IS LOCATED WHERE PEDESTRIANS MUST WALK ACROSS THE RAMP,
GENERAL STATUTE 20-37.6 AND 136-30 AND THE.
NCDOT UNIFORM MANUAL ON TRAFFIC,
CONTROL DEVICES. A SEP) �RATE!SIGN IS REQUIRED FOR EACH SPACE. SIGNS TO
I
BECOMES 0.5 FEET DEEP AT THE FENCE. THE SEDIMENT FENCE WILL BE BE REPAIRED AS
5. TRANSITIONS BETWEEN RAMPS, WALKS, LANDINGS, GUTTERS OR STREETS SHALL BE
OR WHERE IT IS NOT PROTECTED BY HANDRAILS OR GUARDRAILS, IT SHALL HAVE
INDICATE THE MAXIMUM PENALTY MUST BE PROVIDED AT EACH ACCESSIBLE SPACE.
NECESSARY TO'MA NTAIN A BARRIER. SILT FENCE STAKES WILL BE SPACED 6 FEET APART UNLESS
FLUSHAND FREE OF ABRUPT VERTICAL CHANGES (1/4 INCH MAXIMUM VERTICAL
FLARED SIDES.
A WIRE BACKING IS USED WITH 8 FOOT STAKE SPACING.
CHANGE IN LEVEL PERMITTED).
14. ACCESSIBLE PARKING ;;PACE,` ACCESS AISLE STRIPING, AND INTERNATIONAL
4. ALL SEEDED AREAS WELL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING
6. FLOOR SURFACES SHALL BE STABLE, FIRM AND SLIP RESISTANT.
6. CURB RAMP FLARES SHALL NOT EXCEED 10% WHERE PROVIDED, .
SYMBOL OF ACCESSIBILITN' SHALL BE PAINTED BLUE (OR ANOTHER COLOR THAT CAN
BE DISTINGUISHED FROM F AVEMEN
TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS, DENSE VEGETATIVE
7. CUR FLARED ES F S SHALL BE LOCATED
B RAMPS AND THE tAR SIDES O CURB RAMP 7ED SO THAT
COVER
7. THE MINIMUM CLEAR WIDTH OF EXTERIOR ACCESSIBLE ROUTES SHALL BE
FOURTY-EIGHT (48) INCHES MINIMUM MEASURED BETWEEN HANDRAILS WHERE
THEY DO NOT PROJECT INTO VEHICULAR TRAFFIC LANES, PARKING SPACES OR
PASSENGER LOADING ZONE NOTES:
0
5. INLET PROTECTION -INSPECT ROCK PIPE INLET PROTECTION AT LEAST ONCE A WEEK AND AFTER
HANDRAILS ARE PROVIDED (NC BUILDING CODE 1104.1 & 1104.2).
PARKING ACCESS AISLES. CURBS AT MARKED CROSSINGS SHALL BE WHOLLYCONTAINED WITHIN THE MARKINGS, EXCLUDING ANY FLARED SIDES.
1. PASSENGER LOADING ZONES SHALL PROVIDE VEHICULAR PULL-UP S PACE
-
-
F
EACH SIGNIFICANT 4 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE
NINETY-SiX (96) INCHES WIDE MINIMUM AND TWENTY (20) FEET LONG MINIMUM.
1
�
SEDIMENT AND RESTORE THE SEDIMENT STORAGE AREA TO ITS ORIGINAL DIMENSIONS WHEN
THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN THE THE
DEPTH OF TRAP PLACE E
8. WHERE AN ACCESSIBLE ROUTE MAKES A 180 DEGREE TURN AROUND AN OBJECT
THAT IS LESS THAN FORTY-EIGHT (48) INCHES IN WIDTH, CLEAR WIDTH SHALL BE
8. CURB E LOCATED PREVENT THEIR
RAMPS SHALL B TED OR PROTECTED TO N OBSTRUCTION
BY PARKED VEHICLES.
2. PASSENGER LOADING ZONES SHALL PROVIDE A CLEARLY MARKED ACCESS AISLE
F
U
SEDIMENT THAT REMOVED {N THE DESIGNATED DISPOSAL AREA AND REPLACE THETHAT
FORTY TWO (42) INCHES MINIMUM APPROACHING THE TURN, FORTY-EIGHT (48) INCHES
IS SIXTY (60) INCHES WIDE MINIMUM AND EXTENDS THE FULL LENGTH OF THE
F
{
CONTAMINATED PART OF THE GRAVEL FACING.
MINIMUM DURING THE TURN, AND FORTY-TWO (42) INCHES MINIMUM LEAVING THE
TURN. THE CLEAR WIDTH APPROACHING AND LEAVING THE TURN MAY BE THIRTY -SEX
9. IT IS RECOMMENDED TO PROVIDE CURB RAMPS WITH A TWENTY-FOUR (24) INCH
VEHICLE PULL-UP SPACE T-IEY SERVE.
6.
L
6. SEDIMENT BASIN/SEDIMENT TRAPS - REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
(36) INCHES MINIMUM WHEN THE CLEARWIDTH AT THE TURN IS SIXTY (60) INCHES
DEEP DETECTABLE WARNING COMPLYING WITH 406.12 Al17.1, EXTENDING THE FULL
WIDTH OF THE RAMP. REFERTO DETECTABLE WARNING DETAILS AND NOTES FOR
3. ACCESS AISLE SHALL AD JOIN AN ACCESSIBLE ROUTE AND NOT OVERLAPC
THE
ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO WITHIN ONE HALF OF THE DESIGN DEPTH.
MINIMUM. * SEE NOTE 7 ABOVE FOR NC CLEAR WIDTH OF EXTERIOR ACCESSIBLE
ROUTES"
PLACEMENT, ORIENTATION AND NOTES. THE NC BUILDING CODE DOES NOT
VEHICULAR WAY.
�
13
PLACE SEDIMENT IN AN AREA WITH SEDIMENT CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS,
CURRENTLY REQUIRE DETECTABLE WARNINGS AT CURB RAMPS, NOR DO THE 2010 ADA
AND OUTLET FOR EROSION DAMAGE, PIPING, AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
9. AN ACCESSIBLE ROUTE WITH A CLEAR WIDTH LESS THAN SIXTY (60) INCHES
STANDARDS -HOWEVER US DOT ADA REGULATIONS DO REQUIRE THESE.
4, VEHICLE PULL-UP SPACES AND; ACCESS AISLES SERVING THEM SHALL BE LEVEL
IMMEDIATELY. - REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
SHALLPROVIDE PASSING SPACES AT INTERVALS OF TWO HUNDRED (200) FEET
10. FLOOR SURFACES OF CURB RAMPS SHALL BE DEEP GROOVED, % INCH WIDE BY %
WITH SURFACE SLOPES NC EXCEEDING 2.0% IN ALL DIRECTIONS. ACCESS AISLES
SHALL BE AT THE SAME LEA tEL AS THE VEHICLE PULL-UP SPACE THEY SERVE,
7. SKIMMER - INSPECT SKIMMER AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL TO MAKE SURE
MAXIMUM, PASSING SPACES SHALL BE EITHER A SIXTY (60) INCH MINIMUM BY SIXTY
(60) INCH MINIMUM SPACE, OR AN INTERSECTION OF TWO (2) WALKING SURFACES THAT
INCH DEEP, ONE (1)INCH CENTERS TRANSVERSE TO THE RAMP.
CHANGES IN LEVEL ARE NC PERMITTED.
�-{
THAT THE INTAKE MECHANISM, ORIFICE, OR DISCHARGE PIPE IS NOT CLOGGED WITH TRASH OR
SEDIMENT. iF THE BASIN IS DRY, MAKE SURE THAT ANY VEGETATION GROWING ON THE BOTTOM
PROVIDE A COMPLIANT TSHAPED TURNING SPACE, PROVIDED THE BASE AND ARMS OF
11. WHERE PROVIDED, STOP LINES SHALL BE LOCATED IN ADVANCE OF CURB RAMP.
5. FLOOR SURFACES OF VE HICLE ;PULL-UP SPACES AND ACCESS AISLES SERVING THEM
IS NOT HOLDING THE SKIMMER GOWN. TAKE SPECIAL PRECAUTION IN WINTER TO PREVENT THE
SKIMMER FROM PLUGGING WITH ICE.
THE T SHAPED SPACE EXTEND FORTY F.1GHT (48) INCHES MINIMUM BEYOND THE
INTERSECTION.
12. WHERE PROVIDED, PEDESTRIAN ACTIVATED SIGNALS SHALL BE LOCATED
SHALL BE STABLE, FIRM AND SLIPRESiSTANT.
�y
8. OUTLET PROTECTION - INSPECT RIP RAP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT
10. DOORS, DOORWAYS AND GATES THAT ARE PART OF AN ACCESSIBLE ROUTE SHALL '
ADJACENT TO THE SIDEWALK AND NOT ON THE SIDEWALK
6.VEHiCLE PULL-UP SPACE), ACCESS AISLES SERVING THEM AND A VEHICULAR ROUTE
FROM AN ENTRANCE TO TF E PASSENGER LOADING ZONE, AND FROM THE PASSENGER
a INCH OR GREATER) RAINFALL EVENTS TO SEE IF ANY EROSION AROUND OR BELOW THE RIP RAP
TAKEN
COMPLY WITH THE AMERICANS WITH DISABILITIES ACT (2010 ADA STANDARDS) THE
NORTH CAROLINA BUILDING CODE/ ANSI A117.1, AND APPLICABLE LOCAL LAWS &
13. WHERE PROVIDED, DRAINAGE INLETS SHALL BE LOCATED UPSTREAM OF CURB
RAMPS AND NOT IN THE RAMP AREA
LOADING ZONE TO A VEHICULAR EXIT SERVING THEM, SHALL PROVIDE A VERTICAL
CLEARANCE OF ONE HUNDRED FOURTEEN INCHES MINIMUM.
�
HAS PLACE, OR IF STONES HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED
REGULATIONS.
(114)
REPAIRS TO PREVENT FURTHER DAMAGE.
11. DIRECTIONAL SIGNAGE INDICATING THE ROUTE TO THE NEAREST ACCESSIBLE
14. CURB RAMP TYPE AND LOCATION ARE PER PLAN.
ACCESSIBLE ENTRANCE NOTES:
d ~-
9. EMERGENCY SPILLWAY / FORESAY PROTECTION - AFTER EVERY HIGH-WATER EVENT INSPECT
THE lNTEGRLTY OF THE LINED SPILLWAY AND THE ADJACENT EARTHEN BANKS. IMMEDIATELY
BUILDING ENTRANCE SHALL BE PROVIDED AT INACCESSIBLE BUILDING ENTRANCES.
I, r�
1. ACCESSIBLE ENTRANCE.> SHALL BE PROVIDED AS REQUIRED BY THE AM IC
MAKE ALL NEEDED REPAIRS TO PREVENT FURTHER DAMAGE, REPAIR ANY VOIDS IN THE RIP RAP
12. WHERE POSSIBLE, DRAINAGE INLETS SMALL NOT BE LOCATED ON AN ACCESSIBLE
WITH DISABILITIES ACT (2010 ADA STANDARDS) AND THE NORTH CAROLtNA iL}D�6 `
CODE, AND APPLICABLE. LC CAL LAWS & REGULATIONS.
LINED APRONS, RE-ESTABLISH ANY LOOSE STONES, AND FIX GAPS IN THE ADJACENT VEGETATIVE
ROUTE. IN THE EVENT THAT A DRAINAGE INLET MUST BE LOCATED ON AN ACCESSIBLE
COVER
ROUTE, THE GRATE SHALL COMPLY WITH THE AMERICANS WITH DISABILITIES ACT (2010
2. ENTRANCE DOORS, DOO RWAYS AND GATES SHALL COMPLY WITH THEAMRI CMS
ADA STANDARDS), Al17.1, THE NC BUILDING CODE, AND APPLICABLE LOCAL LAWS &
WITH DISABILITIES ACT (20.10 ADA STANDARDS) THE NC BUILDING CODEIANSI Al17.1
REGULATIONS
AND SHALL BE ON AN ACCESSiBLf ROUTE.

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PARCEL DATA
SITE NAME*
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CURRENTZONIN8
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DENSITY CALCULATIONS
STORMWATER BOUNDARY
IMPERVIOUS AREA BOUNDARY FOR PERMIT
TOTAL NUMBER PROPOSED:
PATIO HOMES (PH):
ESTATE LOTS (ES):
WATERWAY LOTS (WW):
MARINA VIEW LOTS (MV):
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`
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BPE=26,4
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HWT DEPTH 45"
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8%0ATMENT f, �, ; ; ` BOTTOM OF BASIN 2Q.0 \ BPE=25.3_
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BP =25.0\ / _' ' ' '�-� '
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A N ��\ FILT. BASIN l �r f / `�"----- - \ 1 l 1 - , -' -_--- -' l--t
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$PE=25.6 t { }: OUTLET STRUCTURE PROPOSED '� \
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••-� ! �.. t t�.• STORMWATER ••'
:\ MANAGEMENT POND #2 \
p
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SPILLWAY (SEE DETAIL) '\
SOIL BORES
ELEVATION 20.25 FES
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SHWT DEPTH 35" RIP RAP APRON #1 " ---- - __-
HWT ATION 17.33 {SEE DETAIL} RIP RAP APRON #2` � ....
BOTTOM OF BAS -- (SEE DETAIL) ------....
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Js` J f!� '• \ / •-----....— `"--'---^—•-- —.
J ! 1 INFILT. TRENCH "A"JI'lf'''II{f-----
r (2) 94 LF [188 LF TOTAL] �J frf�ilzf�I% ->jJ /f:,'r, /
Y (SEE TYP. DETAIL J%J'ff f 'fs" !'''!'rJ!`
ST TION
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BPE=11.5f'J%f:
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C
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INFILT. TRENCH "B'�
MV-3* ► MV o 1L.=9/999 WW 2 {2} 80 LF j160 TOTAL]
t f 1 BPE 2.5 MH P cL s7 BPE=11 5 (SEE TYP, DETAIL)
MV 2* BPE=1 .1 / / • o !fEii/J,r'
` fI;P=9.88 (HP)
f
tj BPE 21.5
----
STORM DRAIN MANHOLES loe M G5 (SEE DETAIL) MHjGa o CB- �----- - —
PROVIDED FOR ROOF t ---f - co INFILT. TRENC "G"
f �.r � H-S3 BYPASS STRUCTURE
DRAINAGE TIE-INS s --'" af
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TRENCH "G" oF7
m a r-- (5)122 LF. [610 TOTAL]
{SEE TYP. DETAIL) INFILT.1 RENCH "C"
W W-4 i (2)114 LF [228 TOTAL]
4 M-5 M_g 1 G ` '��.I �t SEE TYP. DETAIL ---
4t` f� BPE 1. 1_( )
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M-4 B E=15.5/ 1 BPE=13.6)
— PE=1 Q.2
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P.CL.=10._ \f / /%r'' i • I jam`
MH-D9 INFILT. TRENCH "D"
W (2)124 LF [248 TOTAL]
i ! LP.CL=9. (SEE TYP. DETAIL �-�`1' ii
Lu .5 MH-air
BPE r-
CID BPE=11-5
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COM TY ` �--\ �f I ff
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BOATING FACILITYLP
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{2} 118 LF [236 TOTAL] 1� -
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INFILT. BASIN"H°\ J 43
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a d d
MODIFIED VALLEY CURB 1.5" SFs.SA SURFACE 74' STONE „
CONTR
EXPANSION JOINT ACTION JOINT -
8"25.OB BASE UNDER CURBING ® 18
ROADCROSS SECTION (TO BE USED WHEN PAVEMENT IS SLOPED AWAY FROM ISLAND 4' 300O PSI
OR AS SPECIFIED BY THE APPROPRIATE CITYICOUNTY ENGINEERING ROAD -A CONCRETE DEPARTMENT OR THE DESIGN ENGINEER.} HANDICAP RAMP
NOT TO SCALE -- 1/4" PER FT. -
18" CURB AND GUTTER 18 CURB AND GUTTER a NOT ToSCALE
a
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45 FT RMt NOT TO SCALE 1
SECTION VIEW SIDEWALK z
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22' 2' ss' GENERAL NOTES: Sn ASPHALT � :. • - . • � ,�\\\ Y �
d PAVEMENT ���\ ' t - '-\��W
CONTRACTION JOINTS SHALL BE SPACED AT MAX. IV INTERVALS, EXCEPT THAT A 15 FOOT " ° 4 0 ' ° . f/ CURB 12:1 MAX. tY
SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT 1/4" PER FT 1/4" PER FT 1)'1 /2" PER
SLOPES= 3:1 SLOPES= 3:1 FOR THE FACE FORM CAN BE OBTAINED WITHOUT THE USE OF TEMPLATESPAVEMENT
AT 10 FOOT d a'
INTERVALS. JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO PREVENT a SECTION A -A
UNCONTROLLED CRACKING. CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF 9n
MODIFIED VALLEY CURB 1.5"-SF9.5A SURFACE "ONE TEMPLATES OR FORMED BY OTHER APPROVED METHODS. WHERE SUCH JOINTS ARE NOT 45° ° A
81-825.01]1 BASE UNDER CURBING FORMED BY TEMPLATES, A MINIMUM DEPTH OF 1-1/2" SHALL BE OBTAINED. ALL 10.1
CONTRACTION JOINTS EXCEPT IN 8" X 6" MEDIAN CURB SHALL BE FILLED WITH JOINT 3"
ROAD CROSS SECTION SEALER. EXPANSION JOINTS SHALL BE SPACED AT 9V INTERVALS AND ADJACENT TO ALL
TYPICAL ROAD RIGID OBJECTS. 6 5,
NOT TO SCALE
' 112° EXPANSION JOINT- MAX. 54' O.C, �
& BETWEEN STRUCTURES i
T
2 -0
1-O 1-O
0 - -
a
WHEELCHAIR RAMP -(DROP CU 6„RSE
GROOVED CONTRACTION
NOT TO SCALE 0
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.,•„ . ;2: 4.:.•..,•' �`�, { }r C �• .; . %tom ; : 6" AGGREGATE BASE
PLAN LU
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,�. ' t ;�:.-., . �" •. ; • T P
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CURBINLET 3a'R WR ON -SITE SIDEWALK DETAIL
VALLEY CURB (STD. 840.03) FORM GUTTER TO SIGHT SIGHT
MODIFIED MATCH HOOD TRIANGLE TRIANGLE NOT TO SCALE
MOD. VALLEY �, 5,
NOT TO SCALE CURB & GUTTER X. �e �p �C
Typ 1 i IVAI_ S 1 E IEET �pitl i GRSECTION _ U c
2-6 0 NOT TO SCALE Z r., c
TRANSITION FROM MOD.
CONTRACTOR SHALL VALLEY CURB & GUTTER TO ti
MAINTAIN EOP & TRANSITION MATCH CURB INLET
THE GUTTER LINE FOR CURB INSTALLATION Z
v
INLET INSTALLATION t
CURB TRANSITION DETAIL
NOT TO SCALE Wzcu I
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ALL ELECTRICAL EQUIPMENT AND ASSEMBLIES SHALL CONFORM TO THE LATEST CODES.
Ln
MAIN DISCONNECT
2'x6" TREATED BOARDS (tYP) W
DUPLEX CONTROL PANEL
NOTE: PANEL SHALL INCLUDE MANUALTRANSFER
NOTES AND SPECI
FICATIONS SWITCH AND GENERATOR RECEPTACLE.
1. FENCING
SPECIFICATIONS FOR WOOD FENCES THE FOLLOWING SPECIFICATIONS, DERIVED FROM ASTM F 637 AND
STANDARD PRACTICE IN THE FENCE INDUSTRY, SHALL APPLY TO THE MATERIALS AND CONSTRUCTION OF
I WOOD FENCES: 48" X36" ALUMINU M
(A) POSTS AND FRAMING - POST SPACING SHALL NOT EXCEED EIGHT FEET (8'} !ADDER
BASIN ALL POST HOLES SHOULD BE A MINIMUM OF THIRTY INCHES (30") DEEP FOR FOUR FEET (4') HIGH ACCE SA
DOOR w/HINGED
FENCES AND THIRTY-SIX INCHES (36') DEEP FOR FENCES HIGHER THAN FOUR FEET (41 UP TO SIX
ELECTRICAL" {NON. TRAFFIC RATED}
FEET (6'). ALL TERMINAL, CORNER AND GATEPOSTS SHOULD BESET TO THIRTY-SIX INCHES (36') ._.{
DEEP. CONDUCT (MIN 3-2") 4"SCREENED +,
B POST HOLES SHOULD BE AT LEAST FOUR INCHES (4") LARGER IN DIAMETER THAN THE LARGEST VENT PIPE RAiLMOUHA C PLACE BOLTS U
() _� � TO HAfiCHFE lA(NE
DIMENSION OF THE POST. ALL TERMINAL, CORNER AND GATE POSTS SHOULD BE SET IN
TREATED 4"x4" POST (17YP)
CONCRETE:
(C) FENCES UP TO FIVE FEET (5) SHALL HAVE A MINIMUM OF TWO RAILS (STRINGERS) TOP AND
BOTTOM. FENCES OVER FIVE FEET 5' SHALL HAVE A THIRD RAIL AT CENTER HEIGHT. STRINGERS TOP ELEV i4 00
O 6" IN. FIN. GRADE ELEV 13.50 }
SHALL BE 2X6 MINIMUM (NOMINAL).
D MATERIALS -ALL MATERIALS USED IN WOOD FENCING SHOULD BE EITHER (1) NATURALLY SLOPE TO DRAIN AWAY SS CABLE I
ROT -RESISTANT WOOD (SUCH AS CEDAR), (2) A WOOD PRESSURE TREATED FOR ROT -RESISTANCE, FROM WETWELL HOLDER
OR (3) BE COATED THOROUGHLY WITH A PAINT OR PROTECTIVE COATING IMMEDIATELY ON
FLOAT AND
ERECTION. AOWER CABLicS
i
(E) FASTENERS - FASTENERS SHALL BE MADE OF A NON -RUSTING, NON -CORROSIVE MATERIAL, HALLIDAY S1 R3648 -
OR COATED TO RESIST RUSTING. NAILS SHALL BE LONG ENOUGH TO PENETRATE THE RECEIVING 48" X 36"ALUMINUM
MEMBER TWICE THE THICKNESS OF OF THE THINNER MEMBER BUT NOT LESS THAN ONE AND BASIN HATCH w/
ONE-HALF INCHES (1 1W). HINGED ACCESS
�r„j ►
( COVER BOARDS SHALL BE 1/2" MINIMUM THICKNESS. 6' D!A CONCRETE WETERI L LADDER t-1/2' CHECK VALVE(G) SOLID WOOD FENCES SHOULD ALLOW FOR EXPANSION TO AVOID BUCKLING AS FOLLOWS: FOR DOOR W/ EPDXY COATED INTERIOR 1-1/2" GATE VALVE
7
r !
WIDTHS 2 TO 4 INCHES, A ONE SIXTEENTH INCH (1/16") SPACE SHOULD BE PROVIDED: FOR WIDTHS
6 TO 8 INCHES, A MINIMUM SPACE OF ONE EIGHTH INCH (1/8")SHOULD BE PROVIDED. VALVE BOX REQUIRED (SEE DETAIL) �""'�
H THE TOPS OF THE COVER BOARDS SHALL BE CUT AS DOG EAR (CORNERS CUT OFF AT 4$ +; `,�",f
1 112` X2"REDUCER
UE?GREE ANGLES}: 3"SCH 40 PVC — 2" SCH 40 PVC
SCREENED
VENT PIPE ;".: &' DIA. .:
--1-10 SCH. 40 PVC TEE
un
I�
LIFT -OUT CHAIN, '' 7' YP.
,.1/4" S.S. W/ is 1
LIFTING BAIL
TOP VIEW
RAIL SUPPORT,
STRUCT. PLASTIC :: ; ,,•, �^i >,
PRE -CAST CONC. SECTIONS
RAIL MOUNTING FLANGE, SEAL w/ RAM -NECK AND _ :. 2` GUIDE RAILS, : TAINLESS STEEL
..• HYDRAULIC GROUT
:...... . " STEEL '• � ..
10' SKIP LINES
:' -• .. •; NEOPRENE BOOT (TYP) • � �• c
i- INTERMEDIATE R All. SUPPORT z o
cv YELLOW OR WHITE a , 1 1/2^ CHECK VALVE ; (AS REO D.) �{ Q
GORE LINE 10' < 0 1 1/2' GATE VALVE" :` 4
�+----) 1 1/2" 900 SCH 40 PVC BEND 8" DR 35 PVC GRAVITY SEWER
t., 'O✓✓✓CD
® ® p LINE wl RUBBER BOOT
• j , INV - 2.06 " ►�
.: < .. .. 1 112 DISCHARGI i PIPE, SGH 80 PVC. F- � � cn Q
WHITE 30 4 14— o 0 o Z
DIAGONAL LINE aAv 1 1/2'X2" REDUCER HIGH WATER ALARM LEVEL=2A0 h DUPLEX V Q vs n z
LAG PUMP ON LEVEL=1.50 MYERS U EX WGL20 GRINDER PUMPS W �- z W
EDGE LINE w o rsntl aevc LEAD PUMP "ON" LEVEL=1.00 (2HP, 230V,1 F H), (2 REQUIRED} O u a a q[
2 MINI -SKIP LINES o 1/2 SCH 40 PVC TEE PUMPS "OFF" LEVEL = 0.50 ^ a Q: O i z w Q: F
THRUST BLOCK i 1/4 x i 1/2 ADAPTOR 0- U a w W' Gl o
YELLOW OR WHITE YELLOW OR WHITE
1 10 GATE VALVE BASE A VD WALL SECTION TO BE
r is GROUT RING
YELLOW OR WHITE N 2' v ' :`'.. < : • `. 1 1/2" CHECK VALVE 12" :: MONOL ITHIC POUR. NO JOINTS WILL SEAL
CROSSWALK LINE : • ' : _ BOTTOM ELEV=-0.50 ° :.: BE ACCEPTED AT BASE
;. �, 4< CONTROL MOUNTING
® ® Y BRACKET, SST. 11' 2 'fi' C,�
' �- '._._,�.�.—.._.' M1N.12"NC.aZSTONE
,_ '�_ 13'- 1 1/2" BALL VALVE, PVC - c�` Q . ` c
TURN LANE LINE o Q QQ o (Q o0 {� o0 0
WHITE TRUE UNION, BLOCKED TYPE O` LJC1 00 �OC� V V S OU
15 GROUTED FILLET
RING BY CONTRACTOR CONTRACTOR SHALL WELLPOINT SITE IF NECESSARY S
WHITE STOP OR TRANSVERSE BAR TO INSURE PLACEMENT OF TANK AND STONE - •le
PLAN VIEW
• THE FlRST IN DRY EXCAVATION r �- t � � ,�. ,� •�{ O
MOTE. WHERE TWO WIDTHS ARE INDICATED,
W D11i APPLIES FOR A 'NORMAL' WDTH LINE THE SECOND
NOTE: All bobs, washers, and miscellaneous hardware shall be �� �;. Ins g � `, °,, '%. • ...
CENTER LINE
W107H APPLIES FOR A 'WIDE:' UNE 'WIDE:' LINES ARE stainless steel. : �- :i
REQUIRED WHEN DESIGNATED IN THE PLANS, OR WHEN I � I� � 1-"-i G �
h
DIRECTED BY THE ENGINEER. SECTION VIEW BY:: H
WHITE
YELLOW
1.4
PAVEMENT MARKINGS LINE TYPES 6' CONCRETE LIFT STATION DETAIL C-44
NOT TO SCALE NOT TO SCALE P�

I
EMERGENCY SPILLWAY
TOP OF RISER = 23.00
(6'X6' GRATE OPENING)
SECONDARYSPILLWAY
TOP OF RISER = 22.80 SEED/ SOD ALL SLOPES ABOVE PERMANENT POOL EL.
(6'X6` GRATE OPENING) GALVANIZED BAR GRATING 1" x 1/8" BEARING BARS.
FASTEN WITH J-CLIPS, ATTACK TO A 1 1/4" x 1 1!4" x 1/4" 10:1 SHELF 6" ABOVE & 6" BELOW PERMANENT
POOL PLANTED WITH SUITABLE WETLAND
PRIMARY SPILLWAY [RECT. WEIR] GALVANIZED ANGLE FRAME. MORTOR FRAME TO TOP OF _ 3 SPECIES OR VEGETATION.
(COVER WITH HARDWARE CLOTH) OUTLET STRUCTURE
LENGTH = 4' X 3 SIDES (12' TOTAL)
EL. 21.50
-- -V PERMANENT POOL EL 20.00
3-1/2" SCH. 40 PVC 6"
DRAWDOWN ORIFICE ��� I j j-� 3,.� 1
(ROUTE TO INFILT. BASIN)
NORMAL POOL EL. = 20.00
cc-TF POND #1 SECTION
NOT TO SCALE
I OUTLET PIPE SUITABLE PLANTS
# (� (1) 48" CULVERT' 48" RCP (CL.III) PICKERELWEED (PONTEDERIA CORDATA)
I INV. UP = 16.0 DUCK POTATO (SAGGITARIA LATIFOLIA AND SAGGITARIA CARDINAUS)
SWAMP ROSE (HIBISCUS MOSHEUTOS)
INV. DOWN =15.0 BLUE FLAG (IRIS VIRGINICA)
/ SLOPE = 0.3% CARDINAL FLOWER (LOBELIA CARDINALIS)
REINFORCED CONCRETE BOX
J (CONTRACTOR SHALL SIZE FOR WET DETENTION POND PLANTING
t..R-6" 6 x6TOP GRATE OPENING) CONTRACTOR TO INSTALL ON THE 10:1 SLOPED
SHELF, EQUAL NUMBERS OF EACH
OF THE LISTED SUITABLE PLANTS. DURING
� / 6" EXTENDED BASE INSTALLATION, GROUP SIMILAR SPECIES OF
(AS READ.) PLANTS TOGETHER. INSTALL PLANTS 24" O.C.IN
3• ` A CHECKERBOARD PATTERN.,
10'
EL. 20.00
EL. 19.50 (TOP OF RIP -RAP)
-mli6
FILTER FABRIC 6" THICK CLASS W RIP -RAP
FOREBAY F1130TECTION DETAIL. POND #1
NOT TO SCALE
OVERFLOWSTRUCTURE
;STRUCTURE
(SEE DETAIL,)
TOP OF DAM EL. = 24.00
TOP EL. FOREBAY 20.00
1 YR 24-HOUR RUNOFF STORAGE EL. = 21.37
PERMANENT POOL EL. (NORMAL WATER SURFACE) 20.00
ao
CL w
MAIN POND
a.
w
1
.o
w FOREBAY
Q
a
*0
10,_
BOTTOM EL. FOREBAY =12.00
POND BOTTOM EL. =12.00
VEG SHELF
10:1 SLOPE 1.
• V OF POND DEPTH IS FOR
FOREBAY IS DIVIDED FROM THE
SEDIMENT STORAGE EL. =13.00
SEDIMENT ACCUMILATION
AROUND POt�ICt
PONE
MAIN POND BY EARTHEN BERM
PER DWQ POLICY
POND #1
- FOREBAY AND STORAGE POND SECTION
NOT TO SCALE
SECONDARY SPILLWAY
TOP OF RISER = 22.30 SEED/ SOD ALL SLOPES ABOVE PERMANENT POOL EL. 10'
(4'X4' GRATE OPENING)
GALVANIZED BAR GRATING 1" x 1 /8" BEARING BARS. 10:1 SHELF W ABOVE & 6" BELOW PERMANENT EL.19.00
PRIMARY SPILLWAY [RECT. WEIR] POOL PLANTED WITH SUITABLE WETLAND
(COVER WITH HARDWARE CLOTH}
FASTEN WITH J-CLIPS, ATTACH TO A 1 1/4" x 1 1/4" x 114" _ 3 SPECIES OR VEGETATION.
LENGTH = X X 3 SIDES (V TOTAL) GALVANIZED ANGLE FRAME. MORTOR FRAME TO TOP OF 10, EL. 18.50 (TOP OF RIP -RAP)
EL. 20.65 OUTLET STRUCTURE
_ PERMANENT POOL EL 19.00
3" SCH. 40 PVC F�ti -_ _ _ 6,. }'.
DRAWDOWN ORIFICE �� I I i-- 3 FILTER FABRIC
-���=
(ROUTE TO INFILT. BASIN)
/ I l� _, )1 6f,:TH€CK CLASS'B' OF
NORMAL POOL EL. =19.00 OUTLET PIPE
"-- _. = = .._ - - _ _ -- _ 36" RCP (CL.111) '� _-�rT FOREBAY PROTECTION DETAIL: POND #2
POND #2 SECTION
is (1) 24" CULVERT INV. UP =17.50 I I i _ NOT To SCALE
C INV. DOWN 17.00 NOT TO SCALE
SLOPE = 0.83°l0 15�
SUITABLE PLANTS
PICKERELWEED (PONTEDERIA CORDATA) EL. 23.00
I DUCK POTATO (SAGGITARIA LATIFOLIA AND SAGGITARIA CARDINALIS)
SWAMP ROSE (HIBISCUS MOSHEUTOS)
REINFORCED CONCRETE BOX BLUE FLAG (IRIS VIRGINICA)
I I CARDINAL FLOWER (LOBELIA CARDINALIS) x EL. 22.50 (TOP OF RIP -RAP)
/ (CONTRACTOR SHALL SIZE FOR
6" I 4'x4' TOP GRATE OPENING)
WET DETENTION POND PLANTING
- - - - -� CONTRACTOR TO INSTALL ON THE 10:1 SLOPED FILTER FABRIC
6",THICK CLASS'B` RIP -RAF
.SHELF, EQUAL NUMBERS OF EACH
6" EXTENDED BASE OF THE LISTED SUITABLE PLANTS. DURING
�5� (AS REQ'D.} INSTALLATION, GROUP SIMILAR SPECIES OF
5k0 PLANTS TOGETHER. INSTALL PLANTS 24" O.C. IN
A CHECKERBOARD PATTERN. EMERGENCY SPILLWAY D ETA I L . POND '1 2
POND #2 OUTLET STRUCTURE SECTION NOT ToSCALE
NOT TO SCALE
OVERFLOW STRUCTURE
(SEE DETA L)
TOP OF DAM EL. = 23.00
TOP EL. FOREBAY 19.00
1 YR 24-HOUR RUNOFF STORAGE EL. = 20.63
PERMANENT POOL EL. (NORMAL WATER SURFACE)19.00
w FOREBAY MAIN POND o 1am
10�
VEG SHELF
BOTTOM EL. FORESAY =12.00 POND BOTTOM EL. =12.00 ` 1' OF POND DEPTH IS FOR 10:1 SLOPE -n P
FOREBAY IS DIVIDED FROM THE SEDIMENT STORAGE EL. =13.00 SEDIMENT ACCUMILATION AROUND POMD
MAIN POND BY EARTHEN BERM PER DWQ POLICY
POND #2 - FOREBAY AND STORAGE POND SECTION
NOT TO SCALE
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PEI JOB* 13146.PE

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< r,Y RIM EL. VARIES (SEE PLAN)
+ i ,+
:• i 3 WEIR
i WEIR EL. 8.50
:: i " : • BOTTOM OF TRENCH EL. 3.50
a I :•:
1.7
CROSS SECTION B
CONCRETE BOX: PROPOSED ACCESS MANHOLE
SIZE FOR NEEDED FRAME AND LID. (SEE DETAIL)
CLEAR SPACE TO CONTRACTOR SHALL USE BRICK
ACCOMMODATE BLOCK TO RAISE FRAME AND
INFILTRATION PIPE GRATE TO FINISHED GRADES
CONNECTION &
BYPASS WEIR 3
BYPASS WEIR EL. 8.60 (V LENG
TRENCH TOP EL. 8.00
INFILTRATION TRENCH
j36" ADS N-12 PERFORATED PIPE] I °'
I I BYPASS TIE-IN SLOPE &
i..,. RIP -RAP LENGTH VARIES
PIPE INV. EL. 4.25 i f' (SEE PLANS)
TRENCH BOTTOM EL. 3.50 12" SUMP j E
CROSS SECTION A
UNDERGROUND INFILTRATION BYPASS SYSTEM DETAIL
NOT TO SCALE
MIN. 18" OF COVER AT LOWEST POINT
.// -
TRENCH TOP EL.8.00 / / / MIRAFI 140N OR APPROVED
EQUIVALENT, OVERLAP AT
THE TOP 12"
CLEAN WASHED No.57 STONE (G
COMPACTED TO 90%AASHTO T99
TRENCH BOTTOM EL. 3.60 36" ADS N-12 PERFORATED PIPE
z INSTALL WITH FILTER FABRIC
SHWL (MEAN HIGH WATER) =1,40 C4�
TRENCH BOTTOM SHALL BE
78" LINED WITH CLEAN FINE SAND TO
SHWL AS SPECIFIED BY THE
GEOTECH. ENGINEER
NOTE:
SEE PLAN FOR LOCATION ANDLENGTHS
OF INFILTRATION PIPE.
S YTE DETAIL
U DE GROUND INFILTRATION (TY
GRADUATED BENCHMARK POSi'-
DRIVE POST 12" DEEP AND MARK IN
TENTHS OF A FOOT STARTING WITH
BASIN EL 9.00 DESIGN ELEVATION AT BOTTOM OF BASIN
3 -
LINED WITH CLEAN FINE SAND
NOT TO SCALE
EL. .50
DE
SIGN STORAGE 7
BYPASS STRUCTURE
(SEE DETAIL)
WETLAND NOTE
1. WETLANDS EXIST AS SHOWN ON THE SITE PLAN. WETLANDS WERE DELINEATED BY LAND ALL OUTLET LENGTH
MANAGEMENT GROUP AND APPROVED BY THE CORPS OF ENGINEERS ON DECEMBER 2, 2013 PIPES SHALL HAVE
FLARED END SECTIONS
2. ALL PROPOSED RESIDENCES SHALL DIVERT ROOF DRAINAGE TO STREET VIA
GUTTERS, LEADERS AND UNDERGROUND SCHEDULE 40 PVC CONDUIT, IF
NECESSARY. - RIP -RAP
STORM DRAIN PIPE APRON
PLAN
SLOPE - 0°lo TAILWATER
FLOW
66
STORM DRAIN PIPE ' - - - _ -_ - -
0_
i
LNu
FILTER FABRIC N.C.D.O.T. CLASS 8
SECTION RIPRAR MINIMUM
18» THICK, TYPICAL
RIP -RAP SCHEDULE
UPSTREAM
DOWNSTREAM
PIPE DIA. (IN.)
LENGTH (FT.)
WIDTH (FT.)
WIDTH (FT.)
1-
48
16
12
15
2
24
26
13
18
RIP —RAP APRON
TH) NOT TO SCALE
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GALVANIZED BAR GRATING 1" x 1/8" BEARING BARS.
PRIMARY SPILLWAY FASTEN WITH J-CLIPS, ATTACH TO A 1 1/4"x 1 1/4" x 1/4"
TOP OF RISER = 7.60 GALVANIZED ANGLE FRAME. MORTOR FRAME TO TOP OF
(3'X3' GRATE OPENING) OUTLET STRUCTURE
p
DESIGN VOL. EL. = 7.54to
�,. / 4
EMERGENCY I t,�c� 0
SPILLWAY �, 00 0 i-
(SEE DETAIL) I I 10 - c g s � Z
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REINFORCED CONCRETE BOX u a N
{ : �--{ i {•__.j , .__{ i {---{ � {-.—{ CONTRACTOR SHALL SIZE FOR� z
; r ;—° ,- I I 3'x3' T �EL.8.25�(rOP�(OF ERIP-RAP) Lt 0 a. Z
I s I { {' {�; � OP GRATE OPENING} C
SEAL
c
TO SHWL AS SPECIFIED BY THE
ENGINEER i {'
- ._'* -
_
FILTER THI S B
6",
CK CLAS IF' -RAP
Q
GEOTECH.
mo
SHWT tuiFAN HIGH WATER} EL. i.40 _ .--.!,-—
— — w — — — — — — — — — - — _
— — —
i I
(1)18"CULVERT OUTLET PIPE
_—----- —_ —_ — _ _ --
DESIGN NOTE:
MAINTENANCE NOTE:
6"
I
lV' RCP (CLJ11)
INV. UP =1.40
EMERGENCY SPILLWAY' DETAIL: INFILT. BASIN "Hs,
--�
THIS DETAIL DEPICTS THE DESIGN TO BE IMPLEMENTED FOR THE
BASIN. PLEASE REFER TO PLAN SHEETS C-3 SPECIFIC
WHEN SEDIMENT ACCUMULATES TO A DEPTH (ASSHOWN BY THE BENCHMARK)
THAT REDUCES BASIN VOLUME TO 75% OF ITS DESIGN VOLUME, THE SEDIMENT
_
{- — — — -' J
" INV. DOWN = 1.00
h"�-'6
NOT TO SCALE � �
-
O `• F/v
i N.
INFILTRATION .QFOR
BASIN DEPTH, ELEVATIONS, AND OUTLET STRUCTURE SIZE/ LOCATION.
MUST BE REMOVED TO RESTORE THE INFILTRATION BASIN TO ITS ORIGINAL
6" EXTENDED BASE SLOPE = 0.30%
DESIGN STORAGE DEPTH.
E
III �a INFILT. BASIN " H" OUTLET STRUCTURE SECTION
INFILTRATION BASIN H DETAIL
NOT To SCALE
BY:
NOT TO SCALE
PEI JOB#: 131,