SW8080952_Historical File_20160505

PAT MCCRORY
Govemor
DONALD R. VAN DER VAART
Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
May 5, 2016
James H.P. Bailey, Jr.
Crystal Holdings, LLC
PO Box 7
Atlantic Beach, NC 28512
Subject: Permit Correction
Oceanside Yacht Club
State Stormwater Management Permit No. SW8 080952
Carteret County
Dear Mr. Bailey:
Secretary
TRACY DAVIS
Director
The Wilmington Regional Office issued the subject project a permit on April 27, 2016 and was recently
notified that it contained an omission. This permit correction is to add permit condition I.8 and update
section references in the permit. Please replace the previously issued permit with the enclosed corrected
permit.
This project is subject to the conditions and limitations as specified in the corrected permit and shall be
effective until April 27, 2024. Please pay special attention to the conditions listed in this permit regarding
the Operation and Maintenance of the BMP(s), recordation of deed restrictions, certification of the
BMP's, procedures for changing ownership, transferring the permit, and renewing the permit. Failure to
establish an adequate system for operation and maintenance of the stormwater management system, to
record deed restrictions, to certify the BMP's, to transfer the permit, or to renew the permit, will result in
future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes, 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 final and binding.
If you have any questions, or need additional information concerning this matter, please contact Christine
Hall in the Wilmington Regional Office at (910) 796-72.15,
Since ly,
TracyD�� 'Z-0
Davi P�tor
� ,
Division of Energy, Mineral and Land Resources
GDS/canh: \\\Stormwater\Permits & Projects\2008\080952 HD\2016 05 permit correction 080952
cc: Ginger Tumer, Stround Engineering, PA
Wilmington Regional Office Stormwater File
State of North Carolina I Enviromnental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 29405
910 796 7215 T 1 910 350 2004 F I htto:/bortal.ncdenr.org/web/Ir/

State Stormwater Management Systems
Permit No. SW8 080952
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Crystal Holdings, LLC
Oceanside Yacht Club
100 Old Towne Yacht Club Road, Morehead City, Carteret County
FOR THE
construction, operation and maintenance of four (4) areas of permeable pavement that are
designed to infiltrate runoff on a site that discharges to Class SA waters, in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as
the 'stormwater rules') and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of
Energy, Mineral and Land Resources (hereafter referred to as the Division or DEMLR) and
considered a part of this permit.
This permit shall be effective from the date of issuance until April 27, 2024, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.6 and Section 1.9 of this permit. The runoff from all built -upon
area within the permitted drainage areas of this project must be directed into the
permitted stormwater control measures. The stormwater controls labeled Drainage
Areas 1, 2, 3, and 4 have been designed to handle the runoff from 98,981, 15,597,
905, and 776 square feet of built -upon area, respectively, which includes the available
permeable pavement credits.
3. Per Session Law 2015-149: The project is proposing 8,200 square feet of #57 stone
laid at least four inches thick over a geotextile fabric as a pervious surface for
providing access to the storage units. The underlying soil must not be mechanically
compacted prior to installation. If, in the future, this pervious surface is found to no
longer meet SL 2015-149, a plan revision or modification will be required. Any future
areas of #57 stone proposed within this development will need prior approval from the
Division in order to demonstrate that the improvements are still considered pervious
under the latest definition of built -upon area.
4. The maximum built -upon area allowed for the entire project is 116,259 square feet.
Page 1 of 8

State Stormwater Management Systems
Permit No. SW8 080952
5. The drainage areas will be limited to the amounts of built -upon area indicated in
Sections 1.2 and 1.9 of this permit, and per approved plans. This permit does not
provide any allocation of built -upon area for future development.
6. Per Section .1008(h) of the stormwater rules, this alternative design provides equal or
better protection because the permeable pavement has been designed to handle and
infiltrate both the 1-year, 24-hour storm and 10-year, 24-hour storm event without
discharging using an infiltration rate of one-half of the expected infiltration rate
provided in the soils report.
7. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
8. Vegetated buffers are not required for the following activities:
a. urban waterfronts that meet the requirements of 15A NCAC 07H.0209(g)
b. new urban waterfronts that meet the requirements of Session Law 2004-117
C. activities listed in 15A NCAC 07H .0209(d)(10)(A) through 15A NCAC 07H
.0209(d)(10)(H)
d. upland marinas that have received or will be required to secure a CAMA Major
Development Permit.
9. The following design criteria have been permitted for the permeable pavement and it
mtast be provided and maintained at the design condition:
Area 1
Area 2
Area 3
Area 4
Type of Permeable Pavement (PP):
PICP
PICP
PTRG
PTRG
PP desi n t e:
Infiltration
[.Total
H drolo is soil rou of sub rade:
A
A
A
A
BUA Credit:
75%
75%
75%
75%Draina
a Area, ft2:
179,505
25,535
10,310
3,105
Impervious Area Before PP Credit, ft2:
Total PP Surface Area, ft2:
Treated as Pervious (75%), ft2:
Treated as Impervious (25916), ft2:
Adjacent Impervious Area directed to PP, ft2:
179,505
107,365
80,524
26,841
72,140
25,535
13,251
9,938
3,313
12,284
3,620
3,620
2,715
905
0
3,105
3,105
2,329
776
0
9.
Total Impervious Area After PP Credit, ft2:
98,981
15,597
905
776
h.
Design Storm, inches:
3.66
3.66
3.66
3.66
I.
Top of aggregate base layer elevation, FMSL:
7.55
8.00
7.33
7.08
L
Bypass / Overflow elevation, FMSL:
No desi nated overflow provided
k.
Bottom elevation at the Subgrade, FMSL:
6.55
7.00
6.83
6.58
I.
Provided aggregate depth, inches: _
SHWT elevation, FMSL: f
12.0
12.0
6.0
6.0
m.
4.0
4.0
4.0
4.0
n.
Underdrain Diameter, inches:
n/a
n/a
n/a
n/a
Expected Infiltration Rate, in/hr:
3.0
3.0
3.0
3.0
Time to Drawdown, days:
0.4
0.5
0.3
0.3
1.
Receiving Stream / River Basin:
UT to Newport River / White Oak
r.
Stream Index Number:
21- 17
Classification of Water Body:
SA, HQW
Page 2 of 8

State Stormwater Management Systems
Permit No. SW8 080952
II. SCHEDULE OF COMPLIANCE
No person or entity, including the permittee, shall alter any component of the approved
stormwater system shown on the approved plans unless and until the Division has
approved of the revised plan.
2. The permeable pavement must be installed by a qualified individual, certified in the
specific construction techniques required for permeable pavements.
3. During the installation of the permeable pavement, special care must be taken to avoid
compaction of the underlying subgrade soils. A direct measurement of the soil's
infiltration rate must be taken immediately after excavation and before the aggregate is
placed. Infiltration rate testing shall be conducted by an appropriately -qualified
professional. The results of the testing shall be given to the designer of record for
review. If the soil test shows that infiltration rate(s) that are lower than the rate(s) used
in the final design, then the designer shall check the calculations and may need to
adjust the design.
4. The permeable pavement must be protected during site construction such that no
sediment -laden runoff is directed across the permeable pavement surface. Areas
upslope of the permeable pavement must be stabilized with a substantial stand of
permanent grass cover prior to construction of the permeable pavement.
5. The proposed stormwater runoff conveyance and collection system and the built -upon
areas must be constructed and maintained at the dimensions, elevations and grades
as shown on the approved plans.
S. For each section or terrace of permeable pavement, at least one observation well shall
be provided.
7. Permeable Pavement signage must be clearly and permanently posted to prevent use
by inappropriate vehicles as well as the deposition and storage of particulate matter.
8. Trees overhanging the permeable pavement should be avoided.
9. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. If the stormwater system is used as an Erosion
Control device, it must be restored to design condition prior to operation as a
stormwater treatment device, and prior to occupancy of the facility.
10. The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
11. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name
of person performing the work and what actions were taken.
12. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
Page 3 of 8

State Stormwater Management Systems
Permit No. SW8 080952
13. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
14. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
e. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
f. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
g. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
h. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
i. The construction of any future BUA listed on the application.
15. All stormwater collection and treatment systems must be located in either public rights -
of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater facilities
for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
16. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
17. 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.
III. GENERAL CONDITIONS
Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the stormwater rules, is subject to enforcement
action as set forth in NCGS 143, Article 21.
2. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
3. 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.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
Page 4 of 8

State Stormwater Management Systems
Permit No. SW8 080952
4. The permittee grants DEMLR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
5. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Energy, Mineral and Land Resources 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, subject to the requirements of Session Law 2013-121;
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e)
and NCGS 57D-6-07;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
6. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project, in whole
or in part, nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
7. The permit issued shall continue in force and effect until modified, revoked, terminated
or renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall
be maintained on file by the Permittee at all times.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2008-211, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application request at least 180 days prior
to the expiration date of this permit. The renewal request must include the appropriate
application, documentation and the processing fee.
Page 5of8

State Stormwater Management Systems
Permit No. SW8 080952
Permit corrected and re -issued this the 5th day of May, 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division'of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 080952
Page 6 of 8

State Stormwater Management Systems
Permit No. SW8 080952
Oceanside Yacht Club
Stormwater Permit No. SW8 080952
Carteret County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No. SW8 080952
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDEQ-DEMLR Wilmington Regional Office
Town of Morehead City Building Inspections
Page 8of8

Hall, Christine
From: Hall, Christine
Sent: Thursday, May 05, 2016 10:48 AMA
To: 'Ginger Turner' 'Apt �Ih/lb
Subject: RE: SW8 080952 ktor 0
I'll see about correcting the permit to clarify the exemptions allowtunder 15A NCAC 02H.1005(f)(4)
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
rra : ca rE r,�er�cE to ar:.' f e=,yi tons gddr sA 3 €Abject to ,he
L'-JVii" Fern :,,: LuW -nd rray GF uischiscd to thirJ pw.tios,
From: Ginger Turner[mailto:[e-mail]]
Sent: Wednesday, May 04, 2016 3:44 PM
To: Hall, Christine <[e-mail]>
Subject: SW8 080952
I RECEIVED THE PERMIT TODAY HOWEVER WOULD LIKE FOR YOU TO LOOK AT ITEM LDESIGN STANDARDS 7. IS IT
POSSIBLE TO REWORD TO ONLY APPLY THE 50' BUFFER TO MORGAN CREEK? THE UPLAND BASIN COULD BE
CONSIDERED TIDAL AND I DO NOT WANT THERE TO BE ANY CONFUSION IN THE FUTURE WITH THE REQUIREMENT OF
THE 50' BUFFER. LET ME KNOW WHAT YOUR THOUGHTS.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.

PAT MCCRORY
Govemor
DONALD R. VAN DER VAART
Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
April 27, 2016
James H.P. Bailey, Jr.
Crystal Holdings, LLC
PO BOX 7
Atlantic Beach, NC 28512
Subject: State Stormwater Management Permit No. SW8 080952
Oceanside Yacht Club
High Density Permeable Pavement Project
Carteret County
Dear Mr. Bailey:
Secretory
TRACY DAVIS
Director
The Wilmington Regional Office received a complete State Stormwater Management Permit Application
for Oceanside Yacht Club on April 7, 2016. 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 080952 dated April 27, 2016,
for the construction, operation and maintenance of the BMP's and built -upon area associated with the
subject project.
This permit shall be effective from the date of issuance until April 27, 2024, 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,
certification of the BMP's, procedures for changing ownership, transferring the permit, and renewing the
permit. Failure to establish an adequate system for operation and maintenance of the stormwater
management system, to record deed restrictions, to certify the BMP's, to transfer the permit, or to renew
the permit, will result in future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings
(OAH). The written petition must conform to Chapter 150B of the North Carolina General Statutes, 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 final and binding.
If you have any questions, or need additional information concerning this matter, please contact Christine
Hall in the Wilmington Regional Office at [phone].
Sincerely,
Tracy evis,.E., Director
Division of Energy, Mineral and Land Resources
GDS/canh: \\\Stormwater\Permits & Projects\2008\080952 HD\2016 04 permit 080952
cc: Ginger Turner, Stround Engineering, PA
Town of Morehead City County Building Inspections
Division of Coastal Management
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I htta://nortal.ncdenr.orrhvebflr/

State Stormwater Management Systems
Permit No. SW8 080952
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Crystal Holdings, LLC
Oceanside Yacht Club
100 Old Towne Yacht Club Road, Morehead City, Carteret County
FOR THE
construction, operation and maintenance of four (4) areas of permeable pavement that are
designed to infiltrate runoff on a site that discharges to Class SA waters, in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as.
the "stormwater rules') and the approved stormwater management plans and specifications
and other supporting data as attached and on file with and approved by the Division of
Energy, Mineral and Land Resources (hereafter referred to as the Division or DEMLR) and
considered a part of this permit.
This permit shall be effective from the date of issuance until April 27, 2024, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.6 and Section 1.8 of this permit. The runoff from all built -upon
area within the permitted drainage areas of this project must be directed into the
permitted stormwater control measures. The stormwater controls labeled Drainage
Areas 1, 2, 3, and 4 have been designed to handle the runoff from 98,981, 15,597,
905, and 776 square feet of built -upon area, respectively, which includes the available
permeable pavement credits.
3. Per Session Law 2015-149: The project is proposing 8,200 square feet of #57 stone
laid at least four inches thick over a geotextile fabric as a pervious surface for
providing access to the storage units. The underlying soil must not be mechanically
compacted prior to installation. If, in the future, this pervious surface is found to no
longer meet SL 2015-149, a plan revision or modification will be required. Any future
areas of #57 stone proposed within this development will need prior approval from the
Division in order to demonstrate that the improvements are still considered pervious
under the latest definition of built -upon area.
4. The maximum built -upon area allowed for the entire project is 116,259 square feet.
Page 1 of 7

State Stormwater Management Systems
Permit No. SW8 080952
5. The drainage areas will be limited to the amounts of built -upon area indicated in
Sections 1.2 and 1.8 of this permit, and per approved plans. This permit does not
provide any allocation of built -upon area for future development.
6. Per Section .1008(h) of the stormwater rules, this alternative design provides equal or
better protection because the permeable pavement has been designed to handle and
infiltrate both the 1-year, 24-hour storm and 10-year, 24-hour storm event without
discharging using an infiltration rate of one-half of the expected infiltration rate
provided in the soils report.
7. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
8. The following design criteria have been permitted for the permeable pavement and it
must be provided and maintained at the design condition:
Area 1
Area 2
Area 3
Area 4
a.
Type of Permeable Pavement (PP):
PICP
PICP
PTRG
PTRG
b.
PP design type:
Infiltration
c.
Hydrologic soil roup of subgrade:
A
A
A
A
d.
BUA Credit:
75%
75%
75%
75%
e.
Drainage Area, ft2:
179,505
25,535
10,310
3,105
f.
Total Impervious Area Before PP Credit, ft2:
Total PP Surface Area, ft2:
Treated as Pervious (7596), ft2:
Treated as Impervious (259,o'), ft2:
Adjacent Impervious Area directed to PP, ft2:
179,505
107,365
80,524
26,841
72,140
25,535
13,251
9,938
3,313
12,284
3,620
3,620
2,715
905
0
3,105
3,105
2,329
776
0
9.
Total Impervious Area After PP Credit, ft2:
98,981
15,597
905
776
L
Design Storm, inches:
3.66
3.66
3.66
3.66
i.
Top of aggregate base layer elevation, FMSL:
7.55
8.00
7.33
7.08
L
B pass / Overflow elevation, FMSL:
No desi nated overflow provided
k.
Bottom elevation at the Subgrade, FMSL:
6.55
7.00
6.83
6.58
I.
Provided aggregate depth, inches:
12.0
12.0
6.0
6.0
m.
SHWT elevation, FMSL:
4.0
4.0
4.0
4.0
n.
Underdrain Diameter, inches:
n/a
n/a
n/a
n/a
o.
Expected Infiltration Rate, in/hr:
3.0
3.0
3.0
3.0
p.
Time to Drawdown, days:
0.4
0.5
0.3
0.3
Receiving Stream / River Basin:
UT to Newport River / White Oak
r.
Stream Index Number:
21- 17
s.
Classification of Water Body:
SA, HQW
II. SCHEDULE OF COMPLIANCE
1. No person or entity, including the permittee, shall alter any component of the approved
stormwater system shown on the approved plans unless and until the Division has
approved of the revised plan.
2. The permeable pavement must be installed by a qualified individual, certified in the
specific construction techniques required for permeable pavements.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 080952
3. During the installation of the permeable pavement, special care must be taken to avoid
compaction of the underlying subgrade soils. A direct measurement of the soil's
infiltration rate must be taken immediately after excavation and before the aggregate is
placed. Infiltration rate testing shall be conducted by an appropriately -qualified
professional. The results of the testing shall be given to the designer of record for
review. If the soil test shows that infiltration rate(s) that are lower than the rate(s) used
in the final design, then the designer shall'check the calculations and may need to
adjust the design.
4. The permeable pavement must be protected during site construction such that no
sediment -laden runoff is directed across the permeable pavement surface. Areas
upslope of the permeable pavement must be stabilized with a substantial stand of
permanent grass cover prior to construction of the permeable pavement.
5. The proposed stormwater runoff conveyance and collection system and the built -upon
areas must be constructed and maintained at the dimensions, elevations and grades
as shown on the approved plans.
6. For each section or terrace of permeable pavement, at least one observation well shall
be provided.
7. Permeable Pavement signage must be clearly and permanently posted to prevent use
by inappropriate vehicles as well as the deposition and storage of particulate matter.
8. Trees overhanging the permeable pavement should be avoided.
9. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately. if the stormwater system is used as an Erosion
Control device, it must be restored to design condition prior to operation as a
stormwater treatment device, and prior to occupancy of the facility.
10. The permittee shall at all times provide the operation and maintenance necessary to
assure. that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
11. Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name
of person performing the work and what actions were taken.
12. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
13. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, a certification must be received from an
appropriate designer for the system installed certifying that the permitted facility has
been installed in accordance with this permit, the approved plans and specifications,
and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification. A modification may be required for
those deviations.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 080952
14. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to any item shown on the approved plans, including the stormwater
management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
15. All stormwater collection and treatment systems must be located in either public rights -
of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater facilities
for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
16. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
17. 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.
III. GENERAL CONDITIONS
1. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the stormwater rules, is subject to enforcement
action as set forth in NCGS 143, Article 21.
2. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
3. 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.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
4. The permittee grants DEMLR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 080952
5. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division of Energy, Mineral and Land Resources 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, subject to the requirements of Session Law 2013-121,
e. Dissolution of the partnership or corporate entity, subject to NCGS 57D-2-01(e)
and NCGS 57D-6-07;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
6. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project, in whole
or in part, nor the conveyance of common area to a third party constitutes an approved
transfer of the stormwater permit.
7. The permit issued shall continue in force and effect until modified, revoked, terminated
or renewed. The permit may be modified, revoked and reissued or terminated for
cause. The filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
8. Approved plans, calculations, supplement forms, operation and maintenance
agreements and specifications for this project are incorporated by reference and are
enforceable parts of the permit. A copy of the approved plans and specifications shall
be maintained on file by the Permittee at all times.
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
controls must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit as
allowed by the laws, rules and regulations contained in Session Law 2008-211, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et. al.
11. The permittee shall submit a permit renewal application request at least 180 days prior
to the expiration date of this permit. The renewal request must include the appropriate
application, documentation and the processing fee.
Permit issued this the 27th day of April, 2016.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division'of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 080952
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 080952
Oceanside Yacht Club
Stormwater Permit No. SW8 080952
Carteret County
Designer's Certification
I, , as a duly registered in the State
of North Carolina, having been authorized to observe (periodically/ weekly/ full time) the
construction of the project,
(Project)
for (Project Owner) hereby state that, to the best
of my abilities, due care and diligence was used in the observation of the project construction
such that the construction was observed to be built within substantial compliance and intent
of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 080952
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount
of built -upon area.
3. All the built -upon area associated with the project is graded such that the runoff
drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-circuiting
of the system.
.11. The permitted amounts of surface area and/or volume have been provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDEQ-DEMLR Wilmington Regional Office.
Town of Morehead City Building Inspections
Page 7 of 7

r,
DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
Applicable Rules:
Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply)
❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural 12 esources
Division of Energy, Mineral and Land Resources
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.):
Oceanside Yacht Club
2. Location of Project (street address):
100 Olde Towne Yacht Club Road
City:Morehead City County:Carteret Zip:28557
3. Directions to project (from nearest major intersection):
From the intersection of Hwy 70 and Hwy 58, take Hwy 70 towards Beaufort approximately 3 nines to Radio
Island Road, take right on Radio Island Road, follow to Marine Road on left and travel approximately 1000
feet to Olde Town Yacht Club Drive.
4. Latitude:34° 42' 60" N Longitude:76° 40' 49" W of the main a Hance to the project.
BY:
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWU-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 numberSW8 080952 , its issue date (if known) 3/27/2009 ,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
DEMLR 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):
NCAMA Major ®Sedimentation/Erosion Control:11.2 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? ❑No NYes
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

If yes, see S.L. 2012-200, Part VI: htW://portal.ncdenr.org/web/lr/rules-and-regulations
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: Crystal Holdings, LLC
Signing Official & Title: Tames H. P. Bailey, Jr.
b. Contact information for person listed in item la above:
Street Address: 517 E. Fort Macon Road
City: Atlantic Beach State: NC Zip: 28512
Mailing Address (if applicable): P.O. Box 7
City:Atlantic Beach State: NC Zip: 28512
Phone: ( 252 ) 241-1200 Fax: ( 1
Email: [e-mail]
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official & Title:
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax: ( )
Email:
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
City:
Phone: ( )
Email:
ECEI M
3 2015
Fax: ( ) sx- -
4. Local jurisdiction for building permits: Town of Morehead City
Point of Contact: Phone #: ( 252 1 726-6848
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The parking and drives will be constructed of permeable pavement and will infiltrate runoff from all
proposed BUA
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 PUDApproval 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 White Oak River basin.
4. Total Property Area: 12.02 acres 5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 2.97(pland basin)acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project Area':
9.05 acres
' Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BUA). Non -coastal wetlands Iandward 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 = 29.49 %
9. How many drainage areas does the project have?4 (For high density, count I for each proposed engineered
stormwater BMP. For low density and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 2
Drainage Area 4
Receiving Stream Name
Upland Basin-p
UplandBasinAt
Upland Basink-o
Upland Basin
Stream Class *
SA ".j
SA }t,m
SA 14�W
SA, "QW
Stream Index Number *
EGA
_ pN<A W-UI
N-/,k al- (tt
A al-(tZ
Total Drainage Area (sf)
179,505
25,535
10,310
3,105
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** (sf)
98,981
15,597
905
776
% impervious Area** (total)
55.14%
61.08%
25%
8%
Im ervious" Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On -site Buildings/Lots (sf)
68,140
On -site Streets (sf)
On -site Parking (sf)
26,841
3,313
On -site Sidewalks (sf)
4,000
Other on -site (sf)
905
776
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
1
1 12,284
Total (sf):
1 98,981
1 15,597
905
776
* Stream Class and Index Number can be determined at: htt : ortal.ncdenr tions
** impervious area is defined as the built upon area including, but not limited ut g , ; p areas,
sidewalks, gravel areas, etc.
***Report only that amount of existing BUA that will remain after developm o not �e�o"'yxisri BUA that is
to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6 BY:

'Report only that amount of existing BUA that will remain after development. Do not report any existing BLIA that
is to be removed and which will be replaced by new BUA.
11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Proiects in Union Countv: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 1 SA 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
fromh!W://12ortal.ncdenr.org/web/LvA/ws/su/bml2-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
h=://12ortal.ncdenr.org/web/3M/ws/su/­­­statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map atL=://portal.ncdenr.org/web/wg/ws/su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from hM2://Rortal.ncdenr.org/web/­M/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 .-
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M A (�_
agreement(s) for each BMP.
4. Permit application processing fee o $505 ayable to NCDENR. (For an Express review, refer to
hM2://www.envhLIp.oriz/paggs/onestol2exRress.htmlfor information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management f, r
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 ti
i. Dimensioned property/project boundary with bearings & distances. IrCIV
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevatio SEP 0 3 2013
1. Details of roads, drainage features, collection systems, and stormwater contr 1 eaaures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delinea 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).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

p. Vegetated buffers (where required).
Copy of any applicable soils report with the associated SHWT elevations (Please identify
evations m addition to depths) as well as a map of the bormg locations with the existmg
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 DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 1431 Page No: 296
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 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.
hW2://www.secretaiy.state.nc.us/Corl2orations/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 htip://portal.ncdenr.org/web/lr/state-
stormwater-forms docs. 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 DEMLR, 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: Ginger Y. Turner, PE
Consulting Firm: Stroud Engineering, P.A.
Mailing Address: 107 B Commerce Street
City: Greenville State: NC Zip: 27858
Phone: ( 252 ) 756-9352 ext 233 Fax: ( 252 ) 756-2345
Email: [e-mail]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) , certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Information, item la) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
P-1-0121vis
SEA' 0 3 2013
BY:
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

r
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 DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
I, a Notary Public for the State of County of
do hereby certify that personally appeared
before me this _ day of and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
0
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Tames H. P. Bailey, Tr.
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 21-1.1000 and any other applicable state stormwater requirements.
Signature: . A240 G i Date:
I, �1�,1j(QXl 1�7�1 1[,c l (,X a Notary Public for the State of NC County of
Y f eVP do hereby certify that OAM !r Vi. p F 1 ip JU , &Y. personally appeared
before me this n day of PuQuAt 20V5 , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
*oTAR }• C=
-a
Puvo
N11
SEAL
My commission expires 1 1- 1 u" 20 i q
ECEIVE
SEP 0 3 2015
8Y:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

Permit No. %- E
(to be provided by DINQ)
O�O� WA7F9�G
.AK**A" STORMWATER MANAGEMENT
PERMIT
APPLICATION FORM o
W®ENR 401 CERTIFICATION APPLICATION FORM
PERMEABLE PAVEMENT SUPPLEMENT
This form must be completely 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.
1. PROJECT INPORMATKAI
Project Name
Crystal Holdings, LLC
Contact Person
James H. P. Bailey, Jr.
Phone Number
252-241-1200
Date
8/25/2015 Revised 1/25/2016, 3/21/2016
Drainage Area
1
1. DESM INFCkMkT—*N
Soils Report Summary
Hydrologic soil group (HSG) of subgrade
A
Infiltration rate
3.00
in/hr
Pavement Design Summary
BUA Credit for Permeable Pavement Footprint:
Permeable Pavement (PP) design type
Infiltration - HSG A/B
75% BUA Credit
SA of PP being proposed (AP)
107,365
ft2
Resulting BUA counted as impervious for main application form
26,841
ft2
Adjacent BUA directed to PP (A)
72,140
ft2 jK
Ratio of Ac to AP
0.67
(unitless)
Flow from pervious surfaces is directed away from PP?
Yes
OK
Design rainfall depth
lyr,24hr post -pre
in = �j , (A
Permeable pavement surface course type
PICP
Layer 1- Washed aggregate size (ex. No. 57)
No. 57
Layer 1- Aggregate porosity (n)
0.40
(unitless) OK
Layer 2 - Washed aggregate size (ex. No. 57)
No. 3
Layer 2 - Aggregate porosity (n)
0.40
(unitless) OK
Minimum total aggregate depth for design rainfall (Cyq)
15.3
in
Drawdown/infiltration time for DWq
0.4
days OK
How is 10-yr, 24-hr storm handled?
infiltrated
Aggregate depth to infiltrate 10-yr, 24-hr storm (1l0)
-7.3
in
Drawdown/infiltration time of 10-yr, 24-hr storm
0.80
days
Actual provided total aggregate depth
12.0
in Too shallow, must be at least the Dwq
Top of aggregate base layer elevation
7.55
fmsl L p &{ -l_ ' 1
Al ���
Storage elevation of design rainfall depth
6.82
fmsl " �c Cl
Overflow elevation
Does not overflow
fmsl 14(./Ito
Bottom elevation at subgrade
6.55
fmsl #REF!
SHWT elevation
4.00
fmsl
Underdrain diameter
N/A
in
IIIIII&ECEIVELft
APR 0 5 201;
BY:
Form SW401-Permeable Pavement-Rev.4-October 16, 2012 PP Supplement Form, Page 1 of 3

Permit No._
(to be provided by DWQ)
Detahtle'n Systems (skip for infiltration systems)
Diameter of orifice
in
Coefficient of discharge (CD)
(unitless)
Driving head (Ho)
ft
Storage volume discharge rate (through discharge orifice)
ft'/sec
Storage volume drawdown time
days
Pre -development 1-yr, 24-hr peak flow
ft3/sec
Post -development 1-yr, 24-hr peak flow
ft3/sec
Additional Information
Slope of soil subgrade at bottom of permeable pavement
0.50
%
OK
Slope of the permeable pavement surface
5.00
%
OK
Construction sequence minimizes compaction to soils?
Yes
OK
Subsoil preparation specified (must select one)
scarified
Meets industry standards for structural requirements?
Yes
OK
Washed stone is specified for the aggregate?
Yes
OK
Required signage specified on plans?
Yes
OK
Number of observation wells provided
1
OK
Distance to structure
0.00
ft
Distance to surface waters
36.00
ft
OK for non -SA waters
Distance to water supply well(s)
N/A
ft
OK
EC F
FEB 0 5 2016
BY:
Form SW401-Permeable Pavement Rev.4-October 16, 2012 PP Supplement Fort, Page 2 of 3

Permit
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in a request
for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following design requirements
have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach justification.
Initials
Page! Plan Sheet No.
1. Plans (1" = 50' or larger) of the entire site showing:
,y`-��•//l��
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Deiineated drainage basins (include Rational C coefficient per
basin),
Location of permeable pavement,
=
Roof and other surface flow directed away from permeable
pavement,
- Location of the permeable pavement sign(s).
2. Section view of the permeable pavement (V = 20' or larger)
showing:
All layers (including details about the surface course), and
SHWT
3. A detail of what the permeable pavement sign.
11 ll
4. A site specific soils report that is based upon an actual field
investigation, soil borings, and infiltration tests within the
footprint of the proposed permeable pavement. The soils
investigation shall state the infiltation rate, SHWT elevation, and
A-, ' jl(,M Z
information about any confining layers. County soil maps are not
an acceptable source of soils information.
(Projects in the WiRO -The results of the soils report must be
verified in the field by DWO, by completing & submitting the soils
investigation request form.)
5. A construction sequence that shows how the permeable
pavement will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance
(0&M) agreement.
8. A copy of the deed restrictions (if required).
ECEIVE
SEP 0 3 2O15
BY:
Form SW401-Permeable Pavement-Rev.4-October 16, 2012 PP Supplement Form, Page 3 of 3

• Permit No. 5\, D 0QJA2--A
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
HCQENR 401 CERTIFICATION APPLICATION FORM
PERMEABLE PAVEMENT SUPPLEMENT
This form must be completely 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.
t. PROJECT INFORMATION
Project Name Crystal Hoidgls, Luc
Contact Person James H P Iftley, Jr,
Phone Number 252-241-12DO
Date 812MI-S Revised 100% 3121016
Drainage Area 4
li. DESIGN WFORMATiON
Soils Report Summary— y
Hydrologic soil group (HSG) of subgrade A
Infiltration rate 300 in/hr
Pavement Design Summary
Permeable Pavement (PP) design type
SA of PP being proposed (Ap)
Resulting BUA counted as impervious for main application form
Adjacent BUA directed to PP (Pt)
Ratio of Ac to Ap
Flow from pervious surfaces is directed away from PP?
Design rainfall depth
Permeable pavement surface course type
Layer 1- Washed aggregate size (ex. No. 57)
Layer 1- Aggregate porosity (n)
Layer 2 - Washed aggregate size (ex. No. 57)
Layer 2 - Aggregate porosity (n)
Minimum total aggregate depth for design rainfall (q q)
Drawdown/infiltration time for D.,
How is 10-yr, 24-hr storm handled?
Aggregate depth to infiltrate 10-yr, 24-hr storm (D10)
Drawdown/infiltration time of 30-yr, 24-hr storm
Actual provided total aggregate depth
Top of aggregate base layer elevation
Storage elevation of design rainfall depth
Overflow elevation
Bottom elevation at subgrade
SHWT elevation
Underdrain diameter
Infiltration - HSG A/H
3,105
ft2
776
ft2
D
ft2
0.00
(unitless)
No
1yr,Mrpost-pre
in
PTRG
No. 57
0.40
(unitless)
(unitless)
9.2
in
0.3
days
inflltrated
-18.8
in
048
days
S.0
in
7.08
fmsl
N/A
fmsl
Does not overflow
fmsl
6 S3
fmsl
400
fmsl
N/A
in
BUA Credit for Permeable Pavement Footprint:
75% BUA Credit
[on
Pervious areas shall be graded away from PP
140
Loyd
Too shallow, must be at least the Dwq
#REF!
K17f
APR 2 5 20110
BY: _.._...w..�-
4ARG&
Form SW401-Permeable Pavement-Rev.4-October 16, 2012 PP Supplement Form, Page 1 of 3

Permit No._
(to be provided by DWQ)
Detention Systems (skip for infiitration systems)
Diameter of orifice
in
Coefficient of discharge (Co)
(unitless)
Driving head (Ho)
ft
Storage volume discharge rate (through discharge orifice)
ft?/sec
Storage volume drawdown time
days
Pre -development 1-yr, 24-hr peak flow
ft3/sec
Post -development 1-yr, 24-hr peak flow
ft3/sec
Additional Information
Slope of soil subgrade at bottom of permeable pavement
0.50
%
OK
Slope of the permeable pavement surface
3.00
%
OK
Construction sequence minimizes compaction to soils?
Yes
OK
Subsoil preparation specked (must select one)
scarified
Meets industry standards for structural requirements?
Yes
OK
Washed stone is specified for the aggregate?
Yes
OK
Required signage specified on plans?
Yes
OK
Number of observation wells provided
1
OK
Distance to structure
0.00
ft
Distance to surface waters
55.00
ft
OK
Distance to water supply well(s)
N/A
ft
OK
k:
FEB 0 5 2016
iL t.
Form SW401-Permeabie Pavement-Rev.4-October 16, 2012
PP Supplement Form, Page 2 of 3

Permit
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in a request
for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following design requirements
have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach justification.
initials
1. Plans W' = 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per
basin),
Location of permeable Pavement,
Roof and other surface flow directed away from permeable
pavement,
- Location of the permeable pavement sign(s).
2. Section view of the permeable pavement (1" = 20' or larger)
showing:
All layers (including details about the surface course), and
SHWT
3. A detail of what the permeable pavement sign.
4. A site specific soils report that is based upon an actual field AOL
investigation, soil borings, and infiltration tests within the
footprint of the proposed permeable pavement. The soils
investigation shall state the infiltation rate, SHWT elevation, and
information about any confining layers. County soil maps are not
an acceptable source of soils information.
(Projects in the WiRO -The results of the soils report must be
verified in the field by DWO, by completing & submitting the soils
investigation request form.)
5. A construction sequence that shows how the permeable A0=::
pavement will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations. V.L
7. A copy of the signed and notarized operation and maintenance
(O&M) agreement.
8. A copy of the deed restrictions (if required). (/
Page/ Plan Sheet No.
S I�
AttaGWxj
cred
N/A
ECEIVE .
SEP 0 3 2013
BY:
Form SW401-Permeable Pavement-Rev.4-October 16, 2012 PP Supplement Form, Page 3 of 3

Oceav�5,& `factti-1 aLA-b,
RADIO ISLAND RON4"rA`L ROPERTY. LLC ' \`
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LEGEND
AC - ACRE
i 8
COURSE
LF
BLDG - BUILDING
MAX -
MAX I MUM
ORG - BEARING
MBL -
MINIMUM BUILDING LINE
CF
MH -
MANHOLE
CL
MIN -
MINIMUM
CPP - CORRUGATED PLASTIC
N/F -
NOW OR FORMERLY
PIPE
08
OR
U O
Of - DROP INLET
PED -
PEDESTAL
R -
RADIUS
EL
R/W -
RIGHT-OF-WAY
SDM1i -
STORMDRAIN MANHOLE
EX
SH
FE
FF
STA -
STATION
FT
TC -
TOP OF CURB .
GV
TEL -
TELEPHONE
TSW -
TOP OF SIDEWALK
.
-SF- SILT FENCE
-
0 VA
- w - PROPOSED WATER MAIN
I �
-----SS- PROPOSED SEWER GRAVITY MAIN
.
�
- - - - - - EXISTING WATERMAIN
r_____.1
[-.:.j-,..---.'-.,., PROPOSED CONCRETE
..
.
.
&
PROPOSED PERVIOUS
.
CONCRETE
6.
r"rv"r_n
t:::;::::: PROPOSED GRASS PAVE
F`77 � PROPOSED PERVIOUS
GRAVEL
I
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SHEET
FE
FINISHED ELEVATION
SIR -
SET IRON ROD
FF
FINISHED FLOOR
STA -
STATION
FT
FEET
TC -
TOP OF CURB
GV
GATE VALVE
TEL -
TELEPHONE
HDPE
HIGH DENSITY
TSW -
TOP OF SIDEWALK
POLYETHYLENE
TYP -
TYPICAL
-
SF— SILT FENCE
-
LD— LAND D I STURBANCE LIMITS
OBSERVATION WELL
— W — PROPOSED WATER
MAIN
—SS— PROPOSED SEWER
GRAVITY MAIN
EXISTING SEWER
FORCE MAIN
EXISTING WATERMAIN
PROPOSED CONCRETE
CANOPY TREE
PROPOSED PERVIOUS
CONCRETE
HANDICAP SPACE
PROPOSED GRASS
PAVE
PROPOSED PERVIOUS GRAVEL
STIORMWATER AND CAMA SITE DATA,
TO AL TRACT = 523.553.-54SF ( 12. 02 AC)
EX.LUDING BASIN = 394,180-05 (9-05 AC)
DRAINS TO UPLAND BASIN = CLASS SIC
24 ALLOWABLE EXCLUDING BASIN = 94-603 SF
PARK I NG =1 07,365 SF (-*26,841 SF)
S I DEWALKS 4,000 SF
STORAGE BLDGS 6,000 SF
BU6LDINGS 51,840 SF
CL BHOUSE 9.900 SF
BATHHOUSE 400 SF
GRj kSSPAVE 6,725 SF (*1,681 SF)
OLO TOWN PARKING
ASPHALT = 12,284 SF
ERVIOUS PAVEMENT = 13.251 SF (*3.313 SF
TO rAL = 211 765 SF 116,259 SF )
PROPOSED % IMPERVIOUS = 53.72% (29-49%)
CAMA SITE DATA
I
AREA WITHIN 75'AEC 166,291 SF
307,. ALLOWABLE BUA 49.887SF
i
PROPOSED BUILDINGS 40.978 SF
PROPOSED SIDEWALKS 340 SF
PROPOSED PARKING 20,068 SF (*5,017)SF
TOTAL IMPERVIOUS 61,386 SF (46,335)SF
If
�\v
D
r:J7, M:
V . .....
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i I - , :!� =1 ..........
7.1.1 ­._., r _ 1 - - " -,. i�_- : r 1 0
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or
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-7 t 7F I- t AI �,I;C" 01) —, �0 "::1, 1 1
Q I� I, I,
CO a 9
(F'IFID VER40f) 01 C�
V cr� DRAIN BA
(F.z 1 3� — — \(V / I II . e — 0) S&N 3<
_41 _1<
"I( �z _1( 00 (9 Al GRATE 7. 80
ASO
<
0,
/ ,�, -\- /, �0/ z E_ "EAS MENI W
>(
II 4b, �NV 5 50
0`LD E T MAI N YAC F+T_ _C L- LJ8 OR V Ev v ------
\,)k �0. ct) j;L_I rk, N4 % ir,01, P,9'1z, 40
CO OZI_ rn
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4t
7
-�7 x -----------
A-I
X. 7 -A,
x chain link fence x X� _x x x x _x x x x x x x chain link fence x-\— x x x x ------ 0
rrZr1v1uu0 r/_\vrZ1v1rZ1\j 1 IVIMIINJ r-L/-\IN
NO WETLANDS EXIST ONSITE
ALL REAR ROOF DRAINAGE MUST BE DIRECTED VIA
PIPING TO THE PERMEABLE PAVEMENT STRUCTURE
PERMEABLE PAVEMENT SIGN TO BE LOCATED AT AN
ENTRANCE TO THE PROJECT, LOCATION AT THE
DISCREATION OF THE OWNER
NO MORE THAN 1000SF OF ROOF AREA MAY
BE DIRECTED TO A SINGLE DOWNSPOUT;
SHEET #4 OF 9
PROJECT #:PM1070-4
DESIGN FILE #:PM1070/PM1070-4/PM1070-4 CONSTRUCTION-DGN�
THE PERMEABLE PAVEMENT
WILL BE INSPECTED ONCE A QUARTER. RECORDS OF OPERATION AND MAINTENANCE WILL BE
KEPT IN A KNOWN SET LOCATION
AND WILL BE AVAILABLE UPON REQUEST.
INSPECTION ACTIVITIES
SHALL BE PERFORMED AS FOLLOWS. PROBLEMS THAT ARE FOUND SH ALL BE REPAIRED IMMEDIATELY.
BMP ELEMENT:
POTENTIAL PROBLEM:
HOW TO REMEDIATE THE PROBLEMS;
THE PERIMETER OF THE
AREAS OF BARE SOIL AND/OR
REGRADE THE SOIL IF NECESSARY TO REMOVE
PERMEABLE PAVEMENT
EROSIVE GULLIES
THE GULLY, THEN PLANT GROUND COVER AND
WATER UNTIL. ESTABLISHED.
A VEGETATED AREA DRAINS
REGRADE THE AREA SO THAT IT DRAINS AWAY
TOWARD THE PAVEMENT
FROM THE PAVEMENT9 THEN PLANT GROUND COVER
AND WATER UNTIL ESTABLISHED.
THE SURFACE OF THE
TRASH/DEBRIS PRESENT
REMOVE THE TRASH/DEBRIS
PERMEABLE PAVEMENT
WEEDS
DO NOT PULL THE WEEDS (MAY PULL OUT MEDIA AS
WELL). SPRAY THEM WITH A SYSTEMIC HERBICIDE
SUCH AS GLYPHOSATE AND THEN RETURN WITHIN THE
WEEK TO REMOVE THEM BY HAND. (ANOTHER OPTION
IS TO POUR BOILING WATER ON THEM OR STEAM THEM.)
SEDIMENT
VACUUM SWEEP THE PAVEMENT.
RUTTING. CRACKING OR SLUMPING;
CONSULT AN APPROPRIATE PROFESSIONAL.
OR DAMAGED STRUCTURE
OBSERVATION WELL
WATER PRESENT MORE THAN FIVE
CONSULT AN APPROPRIATE PROFESSIONAL FOR CLOGGED
DAYS AFTER A STORM EVENT
SOIL SUBGRADE.
r'EDUCATIONAL SIGN —7
MISSING OR IS DAMAGED
REPLACE THE SIGN.
0/0/000/ m 0 0 0 m 0 V////
E ENO EVISIONS:
G 0. BY DATE DESCRIPTION
ELEVATIONZ
GYT: 757=2115 I NLw
GYT 1128116 Sw CommEAfTS
GYT 3129116 GRAVEL AT STORAGE
GRADING AND STORMWATER MANAGEMENT PLAN
OCEANSIDE YACHT CLUB
MOREHEAD CITY9 CARTERET COUNTY9 NORTH CAROLINA
CLIENT: CRYSTAL HOLDINGS9 LLC DESIGNED:
RDC/GYT
ADDRESS: 517 EAST FORT MACON RD. DRAWN:
ATLANTIC BEACH9 NC 28512
10 RDC/GYT
CAq0
Z,
0 o,*******to / CHECKED:
N11 PHONE: [phone]
*00-es8z 0
ov 0 0
RDC
ft J APPROVED:
SEFAL STROUD ENGINEERING, P.A.
36970 WZ GYT
107-B COMMERCE STREET
GREENVILLE, N.C. 27858 DATE:
Q
Q11N (25:4) 756-9352, LICENSE NO C-0647
8/25/15
�1'9 Y. r o. 11,
let.. %%% — G11, -2;, (�A / I (,- SCALE:
bINdtR t. TURNER P.E. 1 /1 = 401

- _ -- _
7YP. Np. 78 AGGREGATE 23.6"` RESULTANT THRUST AT FITTING TYPES OF THRUST BLOCKING
1N OPENINGS ALL HANDICAP SPACES Y11N AT 150 P.S.I. WATER PRESSURE
CONCRETE PAVERS MIN 3-��" ARE VAN ACCESSIBLE If. - - -
THICK FOR VEHiCULAR.TRAFf�IC 300OPSi 12"x 12" CONCRETE EDGE RESTRAINT 2,Q`'
(SEE NGTE 1} SEr 3" ABOVE TOP OF PAVERS w1TH 2-e5
TOP EL $-9.85 • LONGITUDINAL $ARS AND CONTROL JOINTS r� t0'-0" OV..C. L�� � -
. A I71�7�1�
C . v V
USIA
e i R 7 -$a) --�'
L FINISH GRADE GRASS CELL INFILL MIX
2" THICK WASHED ND. 78F&
`r opa oo°pO Op �tpo p°oo 000a °� AGGREGATE $EOp 1 NG COURSE 30/-TOPSOIL, 741.-78M AGGREGATE
q Oo %J% a a o 4" THICK WASH D N !,;, 1, < 4..
DOWNSPOUT fOR C) d'c°o 0 0 $ °o `"""�" E 0 57 STONE "_ , PERMEABLE GEOTEXTlLE
x at� o a a0�'� a '• OPEN -GRADED BASE TOP EL 5-14 :,:: ROOF QRAINAGS
z
O o 00 0 (�Oo 12" W1DE GEOTEXTILE ALONG PERIMETER. R7_8D -�-
S o0 O�� TURN UP AT CONCRETE iDGE a EX. CURB-iff
J
(DQ NOT COVER ENTIRE TOP OF BASE} w
4 a o o a o « 2.Q" ACF GRASS CELL1.
a o 0
o a o
T 8 H o I CK WA H
S D N . o E O
a 3 T O SON E O s a
0
UBB SE
V RF E W
a°b
a
0 LO
a a
0 0 0 a o
BO 0 L VAR
IES o a
O o
Q a.. a
••3
.1
.� t�IL �. . t.
v i..
l
4 ::
!.;
SUBBa5 T E EX END Y 5 BE DN R
IN
..
TO PR Ov IDE W R 0 KIN P G
L F M F OR - fl R
T EIt
..................
INS ALLAT I ON 11SfF..,C:EI1t'itdAQ•:,1
�:
., .. .. ... ... .. .,
%
.. ..... .. ..
t :'FRbM C
SOIL SUBGRAOE t SCAR I F t EO I : , . r r ,.>. ^r : s,.. : ,.< ;
HWT 4.DEPTHTO 6 HOPE
GRAQE NOT TO EXCEED 5x COMF*7T1f3N.;' .4p7<'.15iICtt r#1S' ASMT :� , : ,;' ••
0• O S3
.
`•
r FIRE HYDRANT• PUMPER NOZZLE TO BE
V i ;:s �.:t:,. ; ® PERPENDICULAR TO STR T
u 5.,. ,rr.s..+....
`'J ® '.'
. Z X
Z I i .
® �N
7> .
1N H RA ISEDG DE
!1-1
,-w�.T. •'f..T...n- ..
WCAKOM
I 0
11
1.
2" SQUARE OPERATION NUT
,, OPEN LEFT ECOUNTE CLOCKWI
R S
4 ?.: . a
HEAVY DUTY GEOTEXTtL R `'x'•-- •1 rift "t BEARING A �; a °' E t ECOMMEND M r LO 0
;-
IRAF
;;. ,
;. •_. _. ,
H , „-
O OR APPROVED EQUAL) "1 v,VY.:.
SUBGRADE -,.::•...-.,,,,.,..,•..,...>....... � , ._..., .. �_.>• ;:, SO 1 L "-���:�:�. �,.�.�
INSTALLED AT EACH DOWNSPOUT :�: -�•�'°>
E L 6. 8 9.33 ; I'2.-- .:",.. .�,.r. -.
NOTES: T :f 1 1, 1• . �`� "' '' �•`"'' '_: �'�'•""'' CONNECTED TD AN UNDERQRAIN SYSTEM J NA c.DCKED HYDRANT TEE
AL
1.
---: � ::. �.. , , � 1 � ; �--- --' - - -'--- - � -.:•. � MUCK 0 �" `' RA
1 . P [ CP SHALL BE I N5TA -1 t. I . ` =� ? ;-': ; ;_' I ; -� �_=' I'- =E j =( i� - ' -=' I i= ; : - SOFT CLAY 1 . 500
LLEO BY EXPERIENCED ICPI CONTRACTORS W[TH PICP CONSTRUCTION. 'r ;i'`'', i i= == ,, 1l1-3?1=11!-!;1-1I
INSPECTION AND DETAILING SKILLS.-;..i,�mmtj'-': -}A - �I1 .ill- _
J :._-- '- , !..-_. f .':-.._ a-__i i !.-._i , i--...; i ;�__; i 1-- �� 14-_i . i �_1 i �. �1 1-__i i
1==i 1 _ ; � - iI -M- .� '_• E -=_ _ SILT 1 .500 1.�' :. _,; •
::..t:
SANDY SILT 3.000 ® .•':•• P
2 PERVIOUS CONCETE MAY BE USED IN LIEU OF THE PAYERS. PAV E NT T :,: _ .:_.__ I__._ ; ; ! s I'�...t , !_.._._; :_.__.I 1..-__;._..-' =; ' != SL QPE TOP OF .... . • . • .. ,::. •..
ME S RUC TUBE TO BE ; 3 _ ..: 1 :.. ...[ (......... .� 1 1 _, 1. SAN 4,000 1. THR L N ,. p U I E CONNECT I ON. TEE CQNC. TO PROV I OE •'• •.••'. •'..- . �'. • • .
...-.:..t.L^.-._-t...::..:s1.:.1-:.:A.4:.::-:l..l..e.;^:1..1....-•-::,.5_t:-..-;.L.A.:x-c�A1-A.'-:t.:.A:.--:1..t3:__......I..e.:-.rveLi1.- a.LAa."••, •F.i SANDY CLAY 6.000
DRAINAGE FROM 6" GATE VALVE
HARD CLAY 9,000 2. THRU LINE CONNECTION. CROSS USED AS TEE. HYD. DRAIN UNFORMED CONC. DUO- LUG
ETERM[NED BY PERVIOUS CONCRETE CONTRACTORS. MUST HAVE MINIMUM $ - #57 WASHED STQNE 3. DIRECTION CHANGE. ELBOW
TO MEET THE WATER QUALITY DESIGN DEPTH. "
NOTE: WHERE THE GRASSCELL MEETS ASPHALT 3/4 THREADED NpTE:SHOULD LOCAL CONDITIONS 4. CHANGE LINE SIZE. REDUCER RODS iCOATEQ} PREVENT CONFIGURATION
SURFACE INSTALL 6MiL IMPERMEABLE PLATE OR 5. DIRECTION CHANGE. TEE USED AS ELBOW
LINER AT THE FACE BETWEEN T E TWO PAVEMENTS SHOWN. ALL JOINTS SHALL
AND EXTEND 12" BELOW THE BA E COURSE 6. DIRECTION CHANGE. CROSS USED AS ELBOW BE RESTRAINED.
SCALE: NOT TO SCALE SCALE: NOT TO SCALE SCALE: NOT TO SCALE SCALE: NOT TO SCALE 7. DIRECTION CHANGE
� PERMEABLE INTERLOCKING � ��
T T
9 CONCRETE PAVERS g ACF GRASSCELL g HANDICAP SIGN 12 DOWNSPOUT OVERFLOW TQ DETERMINE THE SIZE pF A CONCRETE THRUST BLOCK. DIVIDE S
,
THE TOTAL f ORCE BY THE BEARING VALUES OF THE SOIL . THE TYPICAL FIRE HYDRANT ASSEMBLY
PANEL SIZE: 23.6 X 19.7 X 2 OUOT I ENT WILL sE THE SIZE of THE BEARING AREA OF THE THRUST
BLOCK IN SQUARE FEET. APPROXIMATE VALUES FOR VARIOUS TYPES
OF SOILS ARE LISTED IN THE TABLE. NO RESPDNSIBILtTY CAN BE
ASSUMED FOR THE ACCURACY OF THE DATA IN THIS TABLE OUE TO THE FORD RAND DUAL CHECUpKtHHS3t-323 -NL}. THEN ATTACH b"BRASS
WIDE VARIATION OF BEARING LOAD CAPACITIES FOR EACH SOtL TYPE. N aPL Np BRANDI?N�iNSTALLLIQ RUUNO PLAgAg GVgAgLVE ppFF
3000PSI"12"x 18" CONCRETE EDGE RESTRAINT SCALE: NOT 70 SCALE BOX FOR CUT-OFF OUTSIDE OF THE METER BDXtNOT SHE3WN).
METALLIC TRACING TAPE i' ABOVE
SET 1/4 BELOW TOP OF PAVERS WITH 2-st5 MOUND BACKFILL OVER ALL PVC WATER MAIN 17 THRUST
LONGITUDINAL BARS: CONTROL JOINTS Q $AWCUT AT EXISTING ASPHALT TRENCH TO ALLOW FOR [ H R U ST BLOCKING D MBX-, CAST IRON METER G.C.
PAVERS LOCATIONS AND SEAL JOINT SETTLEMENT g DETAIL BOX WITH LOCKING N1COR
OVAL F0R0 PIr'LID WITH
� � 7HICKiIASHED STONE � ° g FINISH GRADE MTU MOUNT.
0 00
• o • EX. EDGE Of ANGLE METER STOP WITH "
V ° PROPOSED/EXISTING PAVEMENT 3/4 NEPTUNE -COD R
z K
-` ASPHALT °
a o °g ° o 1i ., /
aoapao 0.7 p0aoa d • PROPOSED/EXISTING �'
a o ,g a° ao° SUBBASE �' % ( } P TTED TQ BEHEAD
Ooa p000000 o as o� a LOCK WINGS WITH ATTACHE MTUE METER.
. CotTY FREQUENCY.
zl 10.00 10.00 1" SERVICE LNE 2QQ PSI
� a o o� a o° ° a 12" t30Q MM} W[DE GEOTEXTILE h -•
` \ � - ^ UNCLASSIFIED BACKF ILL
(BLUE ENDOPU E} SUPPORT METER BQX AT GROUND
$5x STANDARD PROCTOR QIP SEWER/STORM SEWER 1"CORPORATION STOP LEVEL WITH 4 SOLID BRICKS
SEE PERMEABLE INTERLOCKING ALONG PERIMETER -TURN UP AT Q 10` EACH SIT) _
_ CONCRETE tDQ N07 COVER ENTIRE ��`'�~ iBALLCORP}
CONCRETE PAYERS DETAIL o �, . PKIQPOSED , t° 2�' tJF CR05S I N .." .... ~:'. - a o Ua� O 0O Ex:IST.[NG TOP Of SASE }
O SU$GRADE: NOTE ; M •� ` / �� ,;; �••.; . ''.; • ... SERV [ CE SADDL E
ti`� •`""' (FORD FC101 }
a fl o o :•....' .:.::. Y':: f i.
PYC PIPE QIP PIPE `'" DIP PIPE PYC PIPE
a. O a 0 o a I.AT EXtSTlNG CURB LOCATIONS r
o Q a Oo ao INSTALL GEOMEMBRANE ALONG - N SELECT BACKFILL COMPACTED
`' OTES: SCALE: NOT TO SCALE
(('�� ((``�� `0' / '" TO 95% MODIFIED PROCTOR- "
�..s•Y�Y+r.. �,r�,�■ s; N THE FRONT FACE OF THE CURB
�; AND EXTEND THE DEPTH OF THE S A a USE HAND OPERATED EQUIPMENT 4� z t1r 36 MINIMUM COVER EXCEPT'UNt}ER DITCHES. PROPOSED PAVER PAVEMNT C LE NOT TO SCALE A �Q ENCASE SERVICE LINE tN 1-t/2 PVC PIPE WHEREVER SERVICE LINE 15 1N5TALLEO %UNDER PAVEMENT.
SO'iL:'SUBGRADE t5CARIT`IEO} STRUCTURE OVERLAPPING THE ` ONLY. .o Q
COORDINATE WITH TOWN OF kK}REMEAD CITY FOR INFORMATION ON METER TYPE. SIZE. ANO LOCATIONS.
/ �iOE• : ��Q fORB STAINLESS INSERTS tINSERT 523 SHALL $E INSTALLED tN SERVICE TUBING.
PAVEMENT STRUCTURE 12" TO USE 14 GUAGE TRACING WIRE FROM CORPORATION TO METER BOX.
PREVENT SQFTENING QF MATERIAL STONE CONSTRUCTION ENTRANCE co ^ TIE Boas oR
�` -'�' UNDER THE EXISTING CURB '% OIP PIPE GRIP RINGS.
HEAVY QUTY GEOT£XTILE (RECOMMEND MIRAFI / TRENCH BOTTOM SHALL CONSIST °`' TYPICAL
t :. 22
"�;::•'e ', e:rer:i� WATER METER SET
OF FIRM. STABLE MATERIAL S. SHALL ..:cs_ ..', ; K• ;,r g
S 80 i OR 380 i . OR APPROVED EQUAL } PIPE DIA. + 16" PROVIDE UNIFORM SUPPORT ,.s,_;,�:�.,ti;.. ; ; �,_1'.r
THROUGHOUT LENGTH aF PIPE. :f:,:�, :.},�:rt•'
.•:, • .
8 MAX.ST NDARD STRENGTH FABRIC NOTE: K
ITN WIRE FENCE ALL PIPE. WATER aNp SEWER L
6'MAX.EXTRA STRENGTH FABRIC SHALL 8E FERRQUS MATERIAL PVC PLUG
SCALE : NOT TO SCALE w i T'HOUT WIRE FENCE MAINTAIN 3 ` OF COVER OVER PIPE OR USE i3UCT I LE I RGN PIPE FQR t 0 ON EACH SIDE flF
2 GRADE BEAM BETWEEN STEEL POST WIRE FENCE
SCALE: NOT TO SCALE CROSSING
9 PERMEABLE & IMPERMEABLE PAVEMENT STEEL POST FIL $ KFiRICTRENCH 1 WATER PIPE TRENCH DETAIL WATER UNDER SEWER \�\ �%
(� j
THDRaUGHLYT 9 tJ V TSI D E PAVED AE RA 2 PIECE ADJUSTABLE
WIRE FENCE NATURAL
TAPPED PVC CAP a VALVE BOX
8"-24" PLASTIC OR r _ o 0°°off° ROUND METALLIC TRACING TARE �� m
T 1 1 I 10.00 10.00 *1 \/i\\/ �i\� \ \/i` ,
WIRE TIES ,' ;. ,, UT o ° °o °°°° UQS� 1' ABOVE ALL
GENERAL NOTES: -': \ \ \\ •�\�\
1.ENGINEER MAY SPECIFY LOCATION. RAMP o «
Tfl ALIGN WtTH EXISTING OR PROP M PvG WATER MaIN
SED WALKS• o FINISH EVATION 2"-8" PYC'PIPE 2.GRADE CHANGES FROM SIDEWALK Q RAMP NATURAL °°O o o °°° 8"MIN F H YAT 2 BR SS ,� \ \
BE A MAXIMUM OF 12;1. DISTANCE TO BE GROUND 24« ° o 0
GOVERNED BY GRADE. o O O° ii /TIMER / ti `i,\\ \\/\ \ \\ \\ \ \
♦ ..' • •, •
IV
3.IN CASES WHERE THE 5`-Q" LEt3OTH DF RAMP k^' ;1 : � ; « ;,,:n.;.. vl: Oo°° ° O°° � i
4� SELECT BACK ILL t SAND-F ILL l COMPACTED z �\ / \ / / \ / /A\ / / f / /} /� /\/ //%
't- ._; ' t3 ua>�a '8 4 :_:;; - i; tr i;.M.- ° o o a +� TO 97x MODIFIED PR z �`/ \�j\ '\ /\ �\ \ \\\\\
GAN BE ACHIEVED. KEEP BACK OF !NALK DN ?° ' :. 5 t:: ,; iv I IED PROCTOR z \\///�/ /�� /� �\//�\/.� /�./,./�,
^ IN AREA TO BE PAVED = 2" BRASS N[PPLE� CONCRETE BLOCKING
UNIFORM GRAQE . •FORWARD ALONG'• • I ` i
I !� �. Txe rR�Nc - _ _ . , I
........� u... ,
11 II z ; FDR 4" 8 LARGER MAIN GATE VALVE
11
. 24" 1 1 FABRIC I I CROSS SECTION w Pvt: wA R PIPE cOt,BRASS
SCA LE NOT TO SCALE
• F' 11 I i VIEW � \ / /� PYC P[PE QIP WA ER PIPE PYC PIPE
u$E 5% �� 11 II ` +1 TOL95% MODIFIED PROCTOR- z cc
Q USEYHAND OPERATED EQUIPMENT _ �� �3 TYPICAL PERMANENT BLOW O �` INSTALLATION NOTES: M DNL F OFF
P 1. THE BASE OF BOT END POSTS SHOULd BE AT LEAST ONE F00T HIGHER THAN THE MIDDLE OF THE FENCE. '0,;%,
CHECK WITH A LEVEL IF NECESSARY. ` PYC SEWER PIPE
D[P SEWER P[PE • "
z� 10 EACH 51i}E 2 -6
USE Sx •. 2• INSTALL P05TS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART DN STANDARD AI'PLICATIE�iS• �✓ Df R
h 3. INSTALL POSTS 2 FEET DEEP DN THE DOWNSTREAM SIDE flF THE SILT FENCE. AND AS CLOSE AS POSSIBLE / / CROSSING H N FINISH GRADE TRENCH BOTTOM SHALL CONSIST -•
TO HE FABRIC. NABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE. %`. .
• -
4. NSTALi OSTS WITH THE NIPPLES FACING A1NAY FROM THE SILT FABRIC.
OF FIRM. STABLE MATERIAL d SHALL ,
-5. ATTACH THE° FABR C Tp EACH POST WITH THREE TIES. ALL SPACED -WITHIN THE TOP_ 8 INCHES OF THE PIPE DIA. + 75" PROViQE >•}�IIFiIRM �
-..,. •.
f"ABRIC. ATTACH ACH TIE DIAGONALLY 45'DEGREES THROUGH THE FABRIC. WITH EACH PUNCTURE AT LEAST 'HRt LI:N 'H PIS. 10 - .
" 1 INCH VERTICALLY APART. ALSO. EACH TIE SHOULD 8E POSITIONED TO HANG ON A POST NIPPLE WHEN
-
...
VAT PRE A r " ER �,jYER it`VAT C S 6 THICK.CIR SEWER ER OVER SEWE CULAR
"` TIGHTENED TO PREVENT SAGGING. p
6. NO MORE
ARPPROANMA4ELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES. MAINTAIN 3' OF ('1
--[IQ CONCRETE COLLAR/PAD
MD E 2 'INCHES OF A 36 INCH FABRIC is ALLawEO ABOVE GROUND LEVEL. COVER .OVER PIPE OR USE QUGTIIE IRON PIPE GREATER THAN 181t LESS THAN 77 �' (3GOQ PS1 }
. 8. THE INSTALLATIpAt SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION. SCALE: NOT TO SCALE EA R E N [� 0
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO � a VALVE BOX
THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR. SKID STEER. DR ROLLER EXERTING AT SCALE. NOT TO SCALE c•
LEAST 60 POUNDS; PER SQUARE INCH. COMPACT THE UPSTREAM SIDE FIRST, AND 3HEN EACH S}DE TiYICE 1L WATER PIPE TRENCH DETAIL 1 8 dEWEY BROs. YBX-TE-fOa OR EQUAL
CROSSING DETAILS =
SCALE: NDT TQ SCALE FDR a TOTAL QF TRIPS. AREA TO BE PAVED =
3 w
HANDICAP CURB RAMP =
g 4` MIN SILT FENCE
BROOM FINISH MALLIDAY MODEL as51R3648
/ . -. . . I -
r EDGE TOOL HATCH CAST IN TOP w/
LOCKABLE HASP NOTES; NEW GATE VALVE
J, �'. - -.1-:-1::� -T j--.T.:1-L_ �__= --- T., '.. - "
-'__:X.*T, .... 11111 ..:,..- .:1.p,-I"..T..[. 1, . . I . , I
1. CONTRACTOR SHALL SUBMIT MATERIALS TO BE USED FDR APPROVAL
CONCRETE:4Q00 PSI TO THE TOWN PRIOR TQ WORK BEING DONE. WAT R
LOCKABLE CAP FETISH
_T t� - : ­ ...
E LINE
W[TN SURFACE BACKFILL WITH SAND FRQ REINFORCING:H-2 2. WATER METER VAULT SHA H 0 LOADING LL AVE 3 DUCTILE IRC3N GLASS 50 PIPING
«- TRENCH EXCAVATION. COMPACT
" THROUGHOUT METER VAULT AS PER TOWN STANDARDS•
TO 95x MODIFIED PROCT ' a 1 BUTYL RUBBER
TOP OF SILT FENCE :':" ` OR
IF UNDER PAVEMENT OR►ITH1N o �i SEALANT 3. PIPING SHALL BE SUPPORTED $Y BLOCKS AS REQUIRED. PERMEABLE PAVEMENT MUST BE AT LEAST 1'' 4
ABOVE THE TOP OFI.
10 FEET OF ANY PAVEMENT ;n Q VAULT TQ BE LOCATED [N AN AREA WITH N0 VEHICLE TRAFFIC. SCALE: NOT TO SCALE
a°O o THE xA5HED STONE• O OR OTHER FOUNDATIONS 1.HALLIDAY LlQ TO BE ABOVE GRADE ANO SURROUNDING AREA SHALL BE
o Qo% SLOPE WALLS TO ANGLE pF t0
GRADED AWAY FROM LID. �4
5' o } REPOSE OF SOIL pR PRDVIQE a 5. ALL WORK ACCORDING TO TOWN ANO STATE STANDARDS W[rH NEW GATE VALVE &
CHAMFERED RIGID 4"-6"Q[A
SHORING. a I.INSPECTIONS PRIOR TQ BACKFtLLING OVER PIPING.
g VALVE BOX DETAIL
EDGE �o �o PERFORATED PVC PIPE A
6. MAINTAIN MINIMUM OF 3' OF COVER OVER WATER SEIRVICE AT ROAD
/ / BACKFILL USING MATERIAL CROSSING ANp MINIMUM OF t8" COVER WITHIN ANY OlTCHES.
�• FROM TRENCH EXCAVATIGN 12" x 12" x 3" DEEP FINISH GRADE y
4« a a n a a AND COMPACT TO 94x
' 4" SLOPE VARIES o 0 0 0 ^
w .
�� Ca NOTES. MODIFIED PROCTOR. SUMP HOLE ,
° o °� PERMEABLE 2. PElP�LA ESSTf3NENAs NEEDHALF
O ENSTONE
DEw,r4TER[tvG.CavERED. Pi)LTERIFABRICCE� N0. 57 STONE BEDDING FRAM - SECT t ON V I W -
° PAVEMENT E .
4"-6"INTO AND HARDWARE MINIMUM OF 6" BELOW PIPE TO SUBGRADE CLOTH IN TRENCH. z TOP OF PIPE.
NEW CAST IRON
. STEEL POST SET �''�•�- to •" T LE SGo ING
:`Rip;':.::`.'..;'::. OUTLET FRONT VIEW MAX z' APART ►tIN PRECAST v�dLV/E BOx ASSEMBLY
2' INTO SOL to caouNO PIPE DIA. + 24 " VAULT
NEW GATE VALVE
HALLtOAY S1R3b48 SEE PLAN FOR SIZE
ACCESS DOOR w/
3" COMPOUND LOCKING POST CAST
STEEL POST METER tNEPTUNE} IN TOP 4" WATTS RPZ SERIES EX [STING WATER' _ _•
READING GALLONS 909 OR APPROVED EQUAL MAIN
tA80VE GRADE E. ENCLOSED .
1N AN INSULATED & wpvEN WIRE FABRIC SCALE: NOT TO SCALE vALvEE 3�[ Pi ING HEATED HOT 80X} TAPPING SLEEVE
HARDWARE CLOTH PY WATER MAIN rJ SI2CE MAY VARY.
SCALE: NOT TD SCALE SCALE: NOr Tfl SCALE -_---- T . � I ..` --'_-I" '.. *' �.. I' , ' _. - . � . 11 . -� "/__. - - 1. - 11 I - - SEE PLAN. .
@TYPI 5 g SEWER PIPE TRENCH - x «
_.......____ ..____ _:._ _ _ _ _.. - .. .__ ._ .___ J NOTE:OBSERVATION AL SIDEWALK SECTION g OBSERVATION WELL FILTER OF #57 3"GATE $ACKSIDE TAPPING OF EX T
WASHED STONE
�\� VAJVE 3x4 ENLARGER INSTALLATION flF TAD, 15 tNG MAIN SHALL BE APPROVED BY THE ENGINEER PRIOR TQ
16"MIN
-3 - E SCALE: NOT TO SCAL
2', -_--: �.z .f 41 ..
�5 TAPPIN
°o0 3' FILTER FABRIC " r • G DETAIL
0 3 STAINLESS STEEL
$, 6 g
APRON DN GROUND. 9 6
24" o o HflRIZONTALNBURiED MH RING Lt COVER SHALL
« SECTION SHOULD R15E 6+,, \BURY
" " BE WATERTIGHT WITL: NOTO SCALE •6 TO 9Q DEG. ELL 4 M N A VE THE US£ OF BOLTS 3" METER (GALLONS}. NEPTUNE E-CODEMAEESEE PLAN FOR LQCATIONS) J FLOOD ZONE EL PROGRAMMED FQR THE TOWN OF MGREHEAO CITYPERMEABLE PAVEMENT 6" UPPER EDGE �.
« I F i N I SHED GRADE 19 Y BY DATE DESCRIPTION
II3URY WIRE FENCE AND 4 OF FILTER FABRIC uj
0 0 0 00 0 o HARDWARE CLOTH APRON tN TRENCH N TOP QF PAVEMENT /T tsYT !/28/Ib SW COMMENTS
o o o Q
g METER VAULT DETAIL t .
SCREENED
NQTE ; LOCATION OF SIGN Ta BE ? Z 24 " NOTES: � � � � �? , � � I E
i-. t
OUTLET SECTION VIEW � R
ADJACENT TO PERMEABLE PAVEMENT w to ].} THE DISTANCE FROM THE
AND PLACEMENT $Y OWNER AND/OR TOP QF M.H. RI
ARCHITECT. �i �i �! �i ca CA T NG AN A80YE GROUND INSULATED
S LE NOT O SCALE ;�, D d HEATER HOTBOX Y-
ECCENTRIC CONE
COVER AND FINISHED WATTS 8" SERIES 909
ACTIVITIES PROHIBITED: g SECTION SEEDPLANY VARY WIDELY, REDUCED PRESSURE ZONE ASSEMBLY
SANDING SILT FENCE a 2.) SLOPE INVERTS AT SEWER DETAIL S1.
RE -SEALING g "o" RING GASKET w LINE GRADE.
ALL JOINTS w 3.} GROUT ALL LIFTING HOLES
RE -SURFACING GROUT INSIDE 8 AND PENS TRAT 1 ONS POWER WASHING NOTE:
STORAGE OF MULCH OR SOIL CAST IRON BOX OUTSIDE OF JOINT R o
1. INSTALL CONCRETE DONUTS AROUND ALL CLEANOUTS• w/ BRICK SUPPORTS USING NON SHRINK
. STORAGE OF SNOW PILES o .
STORAGE OF HEAVY LOADS 2. I F LESS THAN 3b "COVER. MAIN $ SERV i CE PIPE GROUT w _. .
APPLICATION OF SALT OR DE-ICERS SHALL BE DUCTILE IRON PIPE. SCH 4Q SCREW 0 - 16' ASTM C-478OCEANSIDE YACHT CLUB
h PIPE SIZE D .
FINISH GRADE ON PLUG TYPICAL MANHOLE STEPS `� LESS THAN 24" 4" REFERITG M
, , ;' <; ,;: VI:� ._•... �.�,,;/;,'/;,,r J/i;r"'f,' @ 16" fl.C. 8 SHALL NOT BE N 24"-30" s.
�r fix', - \ r � i /r,j' //Il �/
i �,,;f, ;,,, AL t GNED AVER INVERTS MORE THAN 3Q" LOCAL GODEs M a R E H E A D C I TY C A R T E R E T C 0 U N T Y
; i R- /z ,., ff t;` . NORTH CAROL I NA
«D« Q a . d a a a 4
'.s ::::„ FLEXIBLE SLEEVES A7 / CLIENT • CRYSTAL HOL DES I GNEQ •
`> > \� �\ \ =. ��i;/ �F aLL POINTS OF PIPE ENTRY / ,- • D I N G S t L C •
S A �\. �. max, . i \/\ �\<:��,/-
"'51-
C LE: NaT TO SCALE\ ;%;:x�r::Fv;%F; DOUBLE STAINLESS STEEL \ \ \%�"�;� ; ' \ \ f ,>; PRECAST CONCRETE STRAP w/RUBBER BOOT \/\ /i \ • RDC / G Y T
\��: .: \ : ' ., CHANNELS TYP. �\/�\ N T'U L ADDRESS. 51 7 ACON R
;.; EAST FORT M
ATLANTI DRAWN:
PERMEABLE PAVEMENT SIGN '" `�,yt� C BEACH, NC 28512
g „ / " `` 4" SCH 40 Pvc ' J ;r`" '., "M N _ I $" �� .r � RDC / G Y T
:u
1.0% MIN O
SDR %�'�t $A'SE. FR M WA R .: •,' ® t� -
L[NE3wYENWITH •, 12" MIN.DEPTH U LY • MAN % `' �••ES,q '�i PHONE [phone] CHECKED.
PVC CAP sf5T ::F,':s' ,=% t �'6 ` a�fESs�`a 'Cf. �i�
SCH 40 STUB OUT 4 100X COMPACTION �•� •a s
O : -y
RDC
r UND.ISTIIRBED..`:GFip11ND w + •
•�
S,q,� 1-•
go
STROUD ENGINEERING, P.A. APPROVED:
NOTE: IF LESS THAN 36" COVER a • G Y T
MAIN AND SERVICE PIPE SHALL 3Opp O'69,0 0 107-B COMMERCE STREET
SHEET #� 0 F BE DUCTILE IRON PIPE
• CAL£: NOT TO SCALE **NOTE ALL MANHOLES TO HAVE EXTENDED BASES � Q :E` GREENVILLE N.C. 27858 DATE
SCALE: NOT TO SCALE
• I NOT TO SCALE � •� • •
PROJECT # PM1070-4 SCAL£:
1p ; Q a•.�;INESQ'• t [phone] LICENSE 0. C-0647 8/25/15
DESIGN FILE #: PM1 070/PM1 070-4/PM1070-4 CONSTRUCTION@ DGN g SANITARY SEWER SERVICES 20 REDUCED PRESSURE '''�F4 a��'', --�
144.000, .TYPICAL PRECAST �A�HOLE g % Y T�� �• _ .� L9 .„ SCALE:
•
g ZONE ASSEMBLY ►,a' j
GIN Y. URNER P.E. A S N 0 T E D
T07AL PAS
NORw►L
PIPE DIA
DEAD
END
900
SEND
tS•
BEND
22 112•
BEND
tt t/4•
SEND
4'
2.700
3.800
2.100
1.100
530
6'
5.600
8.000
4.300
2.200
i.tOp
S.
9.700
13.600
7.400
3.600
1.900
10.
14.500
20.500
11.100
5.700
2.800
12"
20.500
22.000
tS.700
8.000
4.000
14'
27.800
39.000
21,100
11.000
5.400
tb'
35.700
50.400
27.300
tt.000
7.000
t8"
44.800
63.400
34.400
t7.S00
$.800
20'
S5.000
77.800
42.100
21.500
10.800
2 4'
7 .
8 S00
11t .000
60.000
1. 3 600
15.400 5
30'
1 20.800
17 .
0 600
98. 300
47.t 00
23 600
r
s 6
172. 800
74.4 2 00
1 32 300
7
5 . s0o
33.900
42'
233.300
330.000
t76.600
4t.000
45.700
48'
304.000
430.000
232.700
1t8.B00
39.800
S4'
3849100
543.200
294.000
1491.000
7S.300

.•`�� CARPI ;
oQ;.•• �Ss►o��.
SEAL
36970
Oceanside Yacht Club
Calculations
Owner:
Crystal Holdings, LLC
517 East Fort Macon Road
Atlantic Beach, NC 28512
Engineer:
Stroud Engineering, PA
107B Commerce St.
Greenville, NC 27858
252-756-9352
IAUAA`LZ�
������na��`
Ginger Y. Turner, PE 36970
-- 3/"lI& Pcvt
Date
ECEIVE
APR 0 5 20103
BY: —

STROUD ENGINEERING, P.A. JOB -Vm 10-70 -1q OtfwKidr
15 1 -A Hwy 24 SHEET NO. OF
MORHEAD CITY, NORTH CAROLINA 28557
FEIN 56-1593304 CALCULATED BY
License # C 0647
[phone] CHECKED BY SCALE
............... - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
...... . ...... ..... ........... ... ............. . . . . . . . . .
... .............. .......
.. ....... ...... ... ....... ........ ....... .. . ........ ... T ------ --- . .... ....... ..... - - - - - - - - - - - - - - -----
... . ...... .......... .............. ....... .... .....
........ .. ....
.. ..... .........
... .......... .......... .......... . ............. .. ...... ........... ......... ............. .... .... ...... . ... . .
I
........... ... . ..... ...... ... ......... .... . ..................... ......... ........ . ......... .... . ....
r
...... ...........jj
---- - ------ . ...........
......... . I--
. . .... .. .. ......... ....... . ...... ....... . . ................... ....... .... . ........ .
09 ell
. ......... .......
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.......... ------- . . ....... ......... . . ....... .. .. ......... ... ...........
Ji3 I
... ...... ..... ..... ..
... ........ . ......... .. ...... ..... . -
. ..........j 3. ........ ....... . . ....... ............ ...... .....
ij�
VA
. .. . ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
.. .. .... ...... L
.. ........... ........ .... . . .... ........... . . ........ .......... .......... ...... ......
... ..... ... ... . ....... .. .......... . .....
.......... - . ........ ... ............
......... ..
Lj
... ...........
r7-0
1W L,
1 4NI FI-
.......... ......... ... ....... ..... ...... .....
. ... . ... ....... .. . ....... .. . ... ......
.......... ... .... . ....... ------- ---- ....... ............
—4 ............. .... . . . ........ .......... .......... 1 ... . .... . ... .......... ... ... .......... .......... .. .. . .............. ............. ...... ... ...
...... ............. -------- . . . . . . . . . . ....... ........... ....... --------
............ ....... .... . . ........... ........ .. .... ..... ... . .. ......... .. ...... ...... ........ .. ......... ........... . r ...... . .. . . --- --- -
.... ......... pr --- ---------- .. .....
i�q
. . .........
T
.... . ........ . ....... ... . ........... ....... .
....... ............
lim:
. ........ . ........... .........
.. ........... . .........
. ........ ....... . ....... ...... ........... ................ ...
..........
........... ............ . ....... . . ....... ........... ........... ........... ... ........... .... ........... ...........
+ ......... ........ . ...... . . ....... ....... .... I ...... ...................... ..
Ss k
r
......... .. —.1 ............
`1 tvvl!

STROUD ENGINEERING, P.A.
15 1 -A Hwy 24 MORHEAD CITY, NORTH CAROLINA 28557
FEIN 56-1593304
License # C 0647
[phone]
JOB Pml 0'70-- LA
SHEET NO. OF
CALCULATED SY 61 DATE fij
CHECKED BY DATE
SCALE
....... ..... . .........
... ....... r
.............. ............ ....... . ....... ... . .......
................. . . ... .... ........ .... .... ....
. . . . . . . . . . . . . . . . . . . .... ...... . ....... ..... ........
........ . ... .. . .............
.......... . .. ..........
............ .. . ...... .......... ........... .. ....... . .... . ....
......... . ....... .. . . ....... ......... .... ........ ..
. . .............. ............. . . ........ "i ........... .
if ..........
............ .... ............ ...... ---- . . ........ . ....... . ......... -
t .3
. . . . . . . . . .
T
. . . . . . ...... tw ......... . . . . .. ... .......
...... . .. .......
D jot
.. ......... .... .... . ...... ....
. ............ .... . . . . . . . . .. . . . . .......... _T­ ...... .......... 1
. . . . ...... Tin t 2A
... ....... - --- — ­ ----------
. . . . .... ............ ....... ..... .... . . . . . . . . . ......... ......... .........
C
........ .. . . . . . . . . . . . . . . . . . . . . . . . . . ...... .. . . . ........... . ....... .. ......... . ... . ......
. . ......... z . . . .. ............. ... . . . .... ........
....... . ....
. . . .......... . ........
- --------- - ­
...... .... . ..... . . ......... ........
. . . ........ .... ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . .. .............. ............ I ..... .
. .......... . ............ ........ . ........... ..... .......... .......... ..... ............
.......... . ..... ...... ......... .... ...... ......
.......... ... ..... ..........
.--.-6 ............. .. ........ . .. .. ...... .... ........ ......... .. . .......... . .....
Ar . .. . ......... ........ .........
......... ...
............
.............. ....
Alk
......... .
....... ....... ............... . . . ... ... ........ .... ............ .......
.......... . . . . . . . . . . . . . . . . . . . . . . ....... .... . ........ . .....
4
. ......... F
. . . . ............ . ..... ........ ...
1p.
0.
... . ......... ...... .. .........
........... ...........
ff
+
15- A Wit
p7
. ............... ..... ..
... ..............
........... -!.
... . ............

STROUD ENGINEERING, P.A.
151-A Hwy 24
MORHEAD CITY, NORTH CAROLINA 28557
FEIN 56-1593304
License # C 0647
[phone]
JOB NUM-L-1
SHEET NO. 3 - l OF
-N CALCULATED BY C - DATE
CHECKED BY
SCALE
DATE
.. . ........
.... ......
71
. . ..•....... . - -- - -------- . . . ...... . ....
1 5 1-1 ...... ............ .
. .. . ....... .. ... .....
........ .. .............
A hA .1
. ..... ... 1-.. 00.1 :—.— I ..... . ...... . ........ ............
.. ............. ---- --
la
. . . . . . . . . . . . . . . . . .
Ll
04,3.
........ ....
IF
...... .........
--- .... . ...... IJ ..... ... ..... ... . . ....... ..... .......... ------ -
.. . .. . ............. . . . . . . . . . . . . . . . . . . ...........
....... ... .. ....... ............ .......... ...
. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ........... . . . . . .............. . . .
. . . . . . . . . . . . . . . . . . . . . .
........... . --------
.... ...... ........ . . . ..........
--A ...... r
............ ...... ..... ...... . .... ..... ......... . .
. . . . . . . . . . . . . .......... . . . ........
. ...... ... .... . .... ... ..... ... ... . .............
. .. . . .......... ..... ....... . ....
.............. . . . . . . . . . . . . . . . . . . . . . .. .. . ........
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...... ..... ... . ........
. .. ..... ........... ..... ...... . ....... .
SI
... ....... .. .......... . .. .... ... ........
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.... ........
12,
........... .. ....... ..... .........
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..........
............... . .....
-A

STROUD ENGINEERING, P.A.
151 -A Hwy 24
MORHEAD CITY, NORTH CAROLINA 28557
FEIN 56-1593304
License # C 0647
[phone]
JOB fmi,alo-q
SHEET NO. q - OF 2 5
CALCULATED BY C-(4T- DATE. J W(la
CHECKED BY.
SCALE
DATE
................
--------- -----
..
................ ..... ...... .... ............... ...4.... . . .... . . ....... ........ ....
-44
J�.. ..
.. ........................ ..-........-...........
. -..
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.
J..........
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.........
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. . . . . . . . . . . . . . ..... ...... . . . . . . . . . . . . . . . . . . . . .
. . ...... ... .

PM1070-4-001 Oceanside Yacht Club
Page 5 of 28
uAT Tyr-e4nr
POROUS PAVEMENT MODELING TO DETERMINE DEPTH OF STORAGE ROCK
24 Hour Storm, SBUH Type 1A Rainfall Distribution, Peak Flows Generated Every 10 Mintes by Rational Method (Qum)
USER INPUTS
Post -developed 24-Hour Rainfall Depth -
$,$$
in
Enter desired storm depth to Infiltrate.
Enter. For hydraulically Isolated areas (fe pavements managing onlytheir
Contribution Area a
174M
sf
own rainfall and not runoff from other areas), this equals the pavement
area.
inmost cases this equals the pavement area but maybe modified if, for
Storage Rock Area =
20itfl6$
sf
some reason, the !arse rodc/irdiltradon area differs from the pavement
area.
There's no runoff from porous pavement usually, but for modeling, we
assume that an arm of impervious pavement is draining to the same size
Drainage Area Runoff COeffldettt a
0.98
area of native veil underlying It, so we enter 09 - 0.98 for imp surface
(the C In Q-CIA)
Enter after perfomdng Infiltration testing. Do riot rely an maps like the
Native Soil Infiltration Rate =
J -
in/hr
NRCS soil surveyl
This is an imerative process. Guess a depth of storage rock (equivalent to
the base rock) and check the calculated values.12" Is a good first guess,
Depth of Storage Rock =
Inches
but you could also enter the depth of rock needed for structural stability
for your traffic loads on your wet uncompacted native soils ifyou've
gotten a gectechnieal report already that includes base rock.
Typically 40%for uniformly graded rock but got this from your rock
Void Ratio of Storage Rock =
40%
supplier's specifications.
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. if there Is not a forge storm overflow control
Outflow Elevation Above Bottom of Storage Rock =
inches
structure, this value equals the depth of the storage rock. This will be the
maximum value possible for"Maximum Pondfng Depth In Storage Rock
During Starm" below.
This checks that you entered numbers above that don't cause the
Impossible situation where the overflow elevation Is higher than possible
Is Outflow Elevation Above Bottom of Storage Rock e= Depth of Storage Rock?
1 r .1 E
ponding depth. This should always be TRUE. Is this FALSE, Increase Depth
of Storage Rock or decrease Outflow Elevation Above Bottom of Storage
Rock.
ATED VALUES - PONDING
Maximum Pending Depth In Storage Rock During Storm =
0.00 in
Depth of Water Left In Storage Trench After 30 Hours =
0.00 in
Site of Following Storm That Could be Stored
4.80 in
In Remaining Rock=
Is the Storage Trench Empty in 30 Hours7
~ 'rid , f
Is the Storage Trench empty in 72 Hours? _
CALCULATED VALUES
Calculated from distribution but cannot exceed outflow Elevation
Calculated from distribution
Calculated from Vold Ratio of Storage Rock, Outflow Elevation Above
Bottom of Storage Rock, At Depth of Water left in storage Rode After 30
Hours
Depending on the Jurisdiction's goals, this may not need to be TRUE
This should ALWAYS be TRUE. If not, modify your design.
Peak Rainfall Intensity=
Peak Inflow Rate =
Peak Outflow Rate from Infiltration =
Peak Outflow Rate from Control Structure =
Ratio of Storage Rock to Contribution Area =
1.19
In/hr Calculated from distribution
cis Calculated from distribution. Is the flow into facility s storage rock.
cis Calculated from infiltration rate & storage rock arm.
cfs Calculated from distribution. Is the peak rate leaving the site.
Calculated (aka Sldng Factor)
4.33
7A6
0.00
0.598
SBUH HYDROGRAPH
(1)
(2)
(3)
(4)
(5) (6) (7)
(8)
(9)
(20)
(11)
(22)
(13)
Inflow Rate -
Cumulative
Storage Rock
Storage Rock
Outflow Rate
SBUH
Facility
Facility
Inflow Volume-
Inflow
Ponding without
Pondingwith
exceeding
Rainfall
Rainfall
Inflow
Inflow Runoff Infiltration
Infiltration
Infiltration
Volume to be
Control
Control
Control
Time
Depth
Intensity
Rate
Volume Depth Rate
Rate
Volume
Stored
Structure
Structure
Structure
(min)
(in)
(in/hr)
(cfs)
(cf) (In) (cfs)
(cfs)
(cf)
(to
(In)
(in)
(CIS)
0
0.0000
0.00
0.00
0 0 7.455902778
0.00
10
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09921
-4258.9255
0.00
0.00
0.00
0.00
20
O.M6
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
30
0.0146
0.09
0.36
214.526 0.014347 7.455902778
-7.09921
-4258,9255
0.00
OAD
0.00
0.00
40
0,0146
0.09
0.36
214,616 0.014347 7.455902778
-7.09821
-42SS.9255
0.00
0.00
0.00
0.00
50
0.0146
0.09
0.36
214.626 0.014347 7.4559Oz778
-7.09821
-4258.9255
0.00
0.0D
0.00
0.00
60
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258,9255
0.00
0.00
O.OD
0.00
70
0.0146
0.09
0.36
224.616 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
80
0.0146
0.09
0.36
2144616 0.014347 7.455902779
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
90
0.0146
0.09
0.36
214.616 0.014347 7ASS902778
-7.09822
-4258.9255
0.00
0.00
0.00
0.00
100
0.0146
0.09
0.36
214.616 0.014347 7ASS902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
110
0.0183
0.12
OAS
268.27 0.017934 7.455902778
-7.00879
-4205,2714
0.W
0.00
0.00
0.00
120
0.0193
0.11
OAS
268.27 0.017934 7.4559D2778
-7.00879
-4205.2714
0.00
0.00
0.00
0.00
130
0.0183
0.11
0.45
268.27 OM17934 7.4559D2778
-7.00879
-4205.2714
0.00
0.00
0.00
0.00
140
0.0183
0.11
0.45
268.27 0.017934 7.455902778
-7.00879
-4205.2714
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 6 of 28
150
0.0183
0.11
0.45 268.27 0.017934 7.455902778
-7.00979
-4205.2714
0.00
0.00
0.00
0.00
160
0.0183
0.11
0.45 268.27 0.017934 7ASS902778
-7.00879
-4205.2714
0.00
0.00
0.00
0.00
170
0.0220
0.13
054 321.924 0.021521 7ASS902778
-6.91936
-4151.6174
0.00
0.00
0.00
0.00
180
0.0220
0.13
0.54 321.924 0.022521 7.455902779
-6S1936
4151.6174
0.00
0.00
0.00
0.00
190
0.0220
0.13
0.54 321.924 0.022521 7AS5902778
-6.91936
-4251.6174
0.00
O.OD
0.00
0.00
200
0.0220
0.13
0.54 321.924 0.021521 7.455902778
-6.91936
-4251.6174
0.00
0.00
0.00
0.00
210
0.0220
0.13
0.54 32L924 0.021521 7.455902778
-6.91936
-4151.5174
ORO
0.DO
0.00
0.00
220
0.0220
0.13
0.54 321.924 0.021521 7.455902778
-6.91936
-4151.5174
0.00
0.00
0.00
0.00
230
0.0256
0.25
0.63 375.578 0.025108 7ASS902778
-6.82994
-4097.9634
0.00
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0.00
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240
0.0256
0.15
0.63 375.578 0.025108 7.455902778
-6.82994
-4097.9634
0.00
0.00
0.00
0.00
250
0.0256
0.15
0.63 375.578 0.025108 7.455902779
-6.92994
4097.9634
0.00
0.00
0.00
0.00
260
0.0256
0.15
0.63 375578 0.025108 7.455902778
-6.82994
-4097.9634
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270
0.0256
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0.63 375.578 0.025108 7AS5902778
-6,82994
4097.9634
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0.0256
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0.63 37S.576 0.025109 7ASS902778
-6.82994
-4097.9634
0.00
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0.00
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290
0.0300
0.18
0.73 439.963 0.029412 7.455902778
-6.72263
-40335785
0.00
0.00
0.00
0.00
300
0.0300
0.18
0.73 439.963 0.029412 7.455902778
-6.72263
-40335785
0.00
0.00
0.00
0.00
310
0.0300
0.26
0.73 439.963 0.029412 7.455902778
-6.72263
-4033.5785
0.00
0.00
0.00
0.00
320
0.0300
0.18
0.73 439.963 0.029412 7ASS902778
-6.72263
-4033.5785
0.00
0.00
0.00
MOO
330
0.0300
0.18
0.73 439.963 0.029412 7.455902778
-6.72263
-4033.5785
0.00
0.00
0.00
0.00
340
0.0300
0.18
0.73 439.963 0.029422 7ASS902778
-6.72263
-4033.5785
0.00
0.00
0.00
0.00
350
0.0348
0.21
0.85 509.713 0.034075 7.455902778
-6.60638
-3963.8282
0.00
0.00
MOO
MOO
360
0.0348
0.21
0.85 509.713 0.034075 7A55902778
-6.60638
-3963.8282
0.00
O.OD
0.00
0.00
370
0.0348
0.21
0.95 509.713 0.034075 7.455902778
-6.60638
-3963.8282
0.00
0.00
0.00
0.00
390
0.0348
0.21
0.85 509.713 0.034075 7.455902778
-6.60638
-3963.8282
0.00
0.00
0.00
0.00
390
0.0348
0.21
0.95 509.713 0.034075 7.455902778
-5.60638
-3963.8282
0.00
MOO
0.00
0.00
400
0.0348
0.21
0.85 509,713 0.034075 7ASS902778
-6.50638
-3963.8282
0.00
0.00
0.00
MOO
410
0.0490
0.29
1.20 718.964 0.048063 7AS5902778
-6.25753
-3754.5775
0.00
0.00
0.00
0.00
420
0.0490
0.29
1.20 718.964 0.04B063 7.455902778
-6.25753
-3754.5775
0.00
0.00
0.00
MOO
430
0.0490
0.29
1.20 718.964 0.048063 7A55902778
-6.25763
-3754.5775
0.00
0.00
0.00
0.00
440
0.0659
0.40
1.61 965.773 0.064562 7.455902778
-5.84628
-3507.7689
0.00
0.00
ORD
0.00
450
0.0659
0.40
1.51 965.773 0.064562 7ASS902778
-5,84628
-3507.7689
0.00
0.00
0.00
0.00
460
0.1244
0.75
3.04 1824.24 0.121951 7ASS902778
-4A15S1
-2649.3042
0.00
0.00
0.00
0.00
470
0.1976
1.19
4.83 2897.32 0.193687 7ASS902779
-2.62704
-1576.2233
0.00
0.00
n nn
0.00
480
0.0988
O.S9
2.41 1448.66 0.096844 7.455902778
-5.04147
-3024.882S
0.00
0.00
0.00
0.00
490
0.0659
0.40
1.61 955.773 0.064562 7ASS902778
-5.84628
-3507.7689
0.00
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0.00
0.00
500
0.0490
0.29
L20 718.964 0.048063 7.455902776
-6.25763
-37545775
0.00
0.00
0.00
0.00
510
0.0490
0.29
1.20 718.964 0.048063 7AS5902778
-6.25763
-3754.5775
0.00
0.00
0.00
0.00
520
0.0490
0.29
L20 718.964 0.049063 7A55902778
-6.25763
-37545775
0.00
0.00
0.00
0.00
530
0.0322
0.19
0.79 472.256 0.031564 7,455902778
-6.66898
-4001.3961
0.00
0.00
0.00
0.00
540
0.0322
0.29
0.79 472.256 0.031564 7AS5902778
-6.66898
-4001.3961
0.00
0.00
0.00
0.00
550
0.0322
0.29
0.79 472.256 0.031564 7.455902778
-6.66898
-4001.3861
0.00
0.00
0.00
0.00
S60
0.0322
0.19
0.79 472.156 0.031564 7.455902778
-6.66698
-4001.3661
0.00
0.00
0.00
0.00
570
0.0322
0.19
0.79 472,256 0.031564 7,455902778
-6.66898
-4001.3861
0.00
0.00
O.OD
0.00
580
0.0322
0.19
0.79 472.256 0.031564 7.455902778
-6.66898
-4001.3861
0.00
0.00
0.00
MOO
590
0.0322
0.29
0.79 472,156 6.031564 7.455902778
-6.66898
-40D3.3861
0.00
0.00
0.00
0.00
600
0.0322
0.19
0.79 472.156 0.031564 7.455902778
-6.66898
-4001.3861
0.00
0.00
0.00
0.00
610
0.0322
0.19
0.79 472.1S6 0.031564 7.455902778
-6.66898
nnni3961
0.00
0.00
0.00
0.00
620
0.0322
0.19
0.79 472.156 0.031564 7.455902778
-6.66998
-4001.3861
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0.00
0.00
0.00
630
0.0322
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0.79 472.156 0.031564 7ASS902718
-6.66898
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0.00
0.00
0.00
0.00
640
0.0322
0.19
0.79 472.156 0.031564 7ASS902778
-6.66898
4OD1.3861
0.00
0.00
0.00
0.00
650
0.0264
0.16
0.64 386.3D9 0.025825 7.455902778
-6.81205
-4087.2325
0.00
0.00
0.00
0.00
660
0.0264
0.16
0.64 386.309 0.025825 7.455902778
-6.91205
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MOD
0.00
670
0.0264
0.16
0.64 386.309 0.025825 7ASS902778
-6,81205
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0.00
0.00
0.00
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0.0264
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0.64 386.309 0.025825 7AS5902778
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0.00
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0.00
0.00
690
0.0264
0.16
0.64 386309 0.025825 7.455902778
-6.81205
-4087.2325
0.00
0.00
0.00
0.00
700
0.0264
0.16
0.64 386.309 0.02S825 7.455902778
-6.81205
-4087.2325
0.00
0.00
0.00
0.00
710
0.0264
0.16
0.64 386.309 0.025925 7.455902778
-6.81205
-4087.2325
0.00
0.00
0.00
0.00
720
0.0264
0.16
0.64 386.309 0.025825 7.455902778
-6,81205
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0.00
0.00
0.00
0.00
730
0.0264
0.16
0.64 386.309 0,025825 7ASS902778
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0.0264
0.16
0.64 386.309 0.025825 7.455902778
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0.00
0.00
0.00
0.00
750
0.0264
0.16
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0.16
0.64 386309 0.025825 7.455902778
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0.13
0.51 305.828 0.020445 7.455902778
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0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 7 of 28
B90
0.0183
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0.00
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0.09
0.36
214.616 0.014347 7.455902778
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0.36
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0.36
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4258.9255
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0.09
0.36
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0.00
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0.0146
0.09
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214.616 0.014347 7.455902778
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0.00
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214.616 0.014347 7.455902778
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1130
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0.36
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0.00
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1150
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214.616 0.014347 7,455902778
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0.00
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0.0146
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214.616 0.014347 7.455902778
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214.616 0.014347 7.455902778
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214.616 0.014347 7.455902778
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-4259.9255
0.00
0.00
0.00
0.00
1190
0.0146
0.09
0.36
214.616 0,014347 7.455902778
-7.09821
-4259.9255
0.00
0.00
0.00
0.00
12W
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
111n
0.0146
0.09
0.36
214.616 0.014347 7.455902776
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1220
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1230
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-42SB.9255
0.00
0.00
0.00
0.00
1240
0.0146
0.09
0.36
214.616 0.014347 7ASS902778
-7.09821
-4259.9255
0.00
0.00
0.00
0.00
1250
0.0146
0.09
0.36
214.616 0.014347 7AS5902778
-7.09921
-4258.9255
0.00
0.00
0.00
0.00
1260
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1270
0.0146
0.09
0.36
214.616 0.014347 7A55902778
-7.09921
-4258.9255
0.00
0.00
0.00
0.00
1280
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258.9255
MOD
0.00
0.00
0.00
1290
0.0146
0.09
0.36
214.616 0,014347 7.455902778
-7.09821
4258.9255
0.00
0.00
0.00
0.00
1300
0.0146
0.09
0.36
214.615 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1310
0.0146
0.09
0.36
214.616 0.014347 7.455902773
-7.09821
42569255
0.00
0.00
0.00
0.00
1320
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
4258.9255
0.00
0.00
0.00
0.00
1330
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
4259.9255
0.00
0.00
0.00
0.00
1340
0.0146
0.09
0.36
214,616 0,014347 7.455902778
-7.09821
4258.9255
O.00
0.00
0.00
0.00
1350
0.0146
0.09
0.36
214.616 0.014347 7.455902779
-7.09821
4258.9255
0.00
0.00
0.00
0.00
1360
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
4258.9255
0.00
0.00
0.00
0.00
1370
0.0146
0.09
0.36
214.616 0.014347 7ASS902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1380
0.0146
0.09
0.36
214,616 0.014347 7.455902779
-7.09921
-4258.9255
0.00
0.00
MOD
0.00
1390
0.0146
0.09
0.36
214.616 0.014347 7ASS902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
14W
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1420
0.0146
0.09
0.36
214.616 0.014347 7AS5902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1420
0.0146
0.09
0.36
214.616 0.014347 7ASSS02778
-7.09821
-42589253
0.00
0.00
0.00
0.00
1430
0.0146
0.09
0.36
214.616 0.014347 7ASS902778
-7.09821
-4258.9255
0.00
0.00
0.00
0.00
1440
0.0146
0.09
0.36
214.616 0.014347 7.455902778
-7.09821
-42589255
0.00
0.00
0.00
0.00
D OF STORM OCCURS IN 24 HOURS BUT THE
INFILTRATION MAY CONTINUE
0.00
0.00
1450
0.0000
0.00
O.OD
0 0 7.455902778
-7.45590
4473.5427
0.00
0.00
0.00
0.00
1460
0.0000
0.00
0.00
0 0 7.45S902778
-7.45590
4473,5417
0.00
0.00
0.00
0.00
1470
0.0000
0.00
0.00
0 0 7,455902778
-7AS590
4473.5417
0.00
0.00
0.00
0.00
1480
0.0000
0.00
0.00
0 0 7.455902778
-7.45590
-4473.5417
0.00
0.00
0.00
0.00
1490
0.0000
0.00
0.00
0 0 7,4559D2778
-7.45590
4473.5417
0.00
0.00
0.00
0.00
1500
0.0000
0.00
0.00
0 0 7.455902778
-7.45590
-4473.5417
0.00
0.00
0.00
0.00
1510
0.0000
0.00
0.00
0 0 7.455902778
-7.45590
-4473.5417
0.00
0.00
0.00
0.00
1520
0.0000
0.00
0.00
0 0 7.455902778
-7.45590
-4473.5417
0.00
MOD
0.00
0.00
1530
0.0000
0.00
0.00
0 0 7.455902778
-7.45590
-4473.5417
0.00
O.OD
0.00
0.00

PM1070A -001 Oceanside Yacht Club
Page 8 of 28
INPUTS
uwT -tuyr
POROUS PAVEMENT MODELING TO DETERMINE DEPTH OF STORAGE ROCK
24 Hour Storm, SBUH Tvoe 1A Rainfall Distribution, Peak Flows Generated Every 10 Mintes by Rational Method (Q--CIA
Post -developed 24-Hour Rainfall Depth = t li..;
Contribution Area = I 17'i{u5
Storage Rock Area = ( %V v
Drainage Area Runoff Coefficient = ( 0.98
Enter desired storm depth to Infiltrate.
Enter. For hydraulically isolated areas (Ie pavements managing only their
own rainfall and not runoff from other areas), this equals the pavement
area.
In most eases this equals the pavement area but may be modified If, for
some reason, the base rock/infiltration area ditrs from the pavement
area.
r nere a rw farran nurrr pufuua pdvenlma usuduy, ouL wl alwalela, we
assume that an area of Impervious pavement Is draining to the same size
Enter after performing Infiltration testing. Do not rely on maps like the
Native Soil Infiltration Rate = s in/hr NRCS mil surveyl
Depth of Storage Rock = 1i inches This is an Interadve process. Guess a depth of storage rock (equivalent to
the base rock) and check the calculated values.12" Is a good first guess,
Vold Ratio of Storage Rock =� 40% I Typkelly40%foruniformlygraded rock, but get this from your rock
Supplier's spodi tatlonL
Outflow Elevation Above Bottom of Storage Rock = I 1;2
Is Outflow Elevation Above Bottom of Storage Rock <= Depth of Storage Rock?( "LAG. J
CALCULATED VALUES -PONDING -
Maximum Ponding Depth in Storage Rock During Storm is 0.27 in
Depth of Water Left in Storage Trench After 30 Hours a 0.00 in
size at i•onowing btorm i net Louia oe biorea 4.80 in
in Romalnino RnAr nis the Storage Trench Empty in 30 Hoursl TRUE
Is the Storage Trench empty In 72 Hours? =
SBUH HYDROGRAPH
Enter the depth of water allowed to pond bywhatever overflow control
structure you employ. If there Is not a large storm overflow control
structure, this value equals the depth of the storage rack. This will be the
maximum value possible for "Maximum Pending Depth In Storage Rock
During Storm" below.
i na cnecssoe r you enarou numacrs above mu am r cause are
i.nnw" W-1p.wrb.n..,h..w F1e-F6-�1-#I .,. re hl.k" A-nn«ihb
Calculated from distribution but cannot exceed Outflow Elevation
calculated from distribution
Calculated from Vold Ratio of Storage Roakr outflow klovation above
Bottom of Smrane Rock. A Death of Water Left in Maranon Rock After 30
Depending on the Jurisdiction's goals, this may not need to be TRUE
This should ALWAYS be TRUE. If not, modify yourdesign.
Calculated from distribution
Calculated from distribution. Is the Row Into facility's storage rock.
Calculated from Infiltration rate & storage rack area.
calculated from distribution. Is the peak rate leaving the she.
Calculated (aka Sizing Factor)
Calculated
(1)
(2)
(3)
(4)
(5)
(6) (7)
(8)
(9)
(10)
(11)
(12)
(13)
Inflow Rate -
Cumulative
Storage Rock
Storage flack
Outflow Rate
SBUH
Facility
Facility
Inflow Volume-
Inflow
Pondingwithout
Ponding with
exceeding
Rainfall
Rainfall
Inflow
Inflow
Runoff Infiltration
Infiltration
infiltration
Volume to be
Control
Control
Control
Time
Depth
Intensity
Rate
Volume
Depth Rate
Rate
Volume
Stored
Structure
Structure
Structure
(min)
(in)
(In/hr)
(cis)
(co
(in) (cis)
(cis)
(co
(cf)
(in)
(in)
(cis)
0
0.0000
0.00
0.00
0
0 7.45S902778
0-00
SO
0.027S
0.15
0.67
402.845
0.02693 7.45S902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
20
0.0275
0.16
0.67
402.845
0.02693 7.45S902778
-6.79449
-4070.6965
0.00
0.00
0.00
0.00
30
0.0275
0.16
0.67
402,845
0.02693 7.455902778
-6.79449
-4D70.6965
0.00
0.00
0.00
0.00
40
0,0275
0.16
0.67
40I.845
0.02693 7.4559D2778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
50
0.0275
0.16
0.67
402.845
0.D2693 7.45S9D2778
-6.78449
-4070.6065
0.00
0.00
0.00
0.00
60
0.0275
0.16
0.67
402.845
0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
70
0.0275
0.16
0.67
402.845
OA2693 7.455902778
-6.78449
-4070.6965
0.00
0.00
MOD
0.00
80
0.0275
0.16
0.67
402.845
0.02693 7.455902778
-6.79449
-4070.6965
0.00
0.00
0.00
0.00
90
0.0275
0.16
0.67
402.845
0.02693 7.455902778
.6.78449
-4070.6965
0.00
0.00
0.00
0.00
100
0.0275
0.16
0.67
402.845
0.02693 7.455902778
-6.79449
-4070.6965
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 9 of 28
110
0.0344
0.21
0.94 503.556 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
120
0.0344
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
O.W
130
0.0344
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9853
O.W
O.W
O.W
O.W
140
0.0344
0.21
0.84 503.556 0.033663 7ASS902778
-6.61664
-3969.9853
O.W
0.00
0.00
O.W
150
0.0344
0.21
0.84 503556 0.033663 7.455902779
-6.61664
-3969.9B53
0.00
0.00
0.00
0.00
160
0.03"
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9853
O.W
O.W
O.W
0.00
170
0.0412
0.25
1.01 604.268 0.040396 7.455902778
-6.44879
-3869.2740
O.W
0.00
0.00
O.W
180
0.0412
0.25
1.01 604.268 0.040396 7.455902778
-6.44879
-3869.2740
O.W
0.00
0.00
0.00
190
0.0412
0.25
1.01 604.268 0.040396 7.455902779
-6A4879
-3869.2740
O.W
0.00
0.00
0.00
200
0.0412
0.25
LO3 604.258 0.040396 7AS5902778
-6.44879
-3969.2740
OAO
0.00
0A0
0.W
210
0.0412
0.25
L01 604,269 0.040396 7,455902778
-6A4879
-3869.2740
O.W
0.00
0.00
0.00
220
0.0412
0.25
1.01 604.259 0.040396 7.455902778
-6.44879
-3869.2740
0.00
0.00
O.W
0.00
230
0.0481
0.29
1.27 7OC979 0.047128 7.455902778
-6.28094
-37685627
0.00
O.W
O.W
MW
240
0.0481
0.29
1.17 704.979 0.047129 7.4559M778
-6.28094
-3768SG27
0.00
O.W
O.W
0.00
250
0.0481
0.29
1.17 704,979 0.047128 7.455902778
-6.28094
-3768.5627
0.00
0.00
0.00
0.00
260
0.0481
0.29
1.17 704979 0.047129 7.455902778
-6.28094
-3768.5627
0.00
0.00
O.W
0.00
270
0.0481
0.29
1.17 704579 0.047228 7.455902778
-6.28094
-3768.5627
O.W
O.W
0.00
O.W
280
0.0481
0.29
1.17 704S79 0.047129 7.455902778
-6.28094
-37685627
O.W
O.W
0.00
0.00
290
0.0563
0.34
1.38 825.832 0.055207 7.455902778
-6.01952
-3647.7092
0.00
0.00
0.00
0.00
3W
0.0563
0.34
1.39 825.832 0.055207 7.455902778
-6.07952
-3647.7092
0.00
0.00
0.00
0.00
310
0.0563
0.34
1.38 825.832 0.055207 7.455902778
-6.07952
-3647.7092
0.00
O.W
0.00
0.00
320
0.0563
0.34
1.38 825.832 0.055207 7.45S902778
-6.07952
-3647.7092
0.W
0.00
O.W
0.00
330
0.0563
0.34
1.38 825.832 0.055207 7.455902778
-6.07952
-3647.7092
O.W
O.W
O.W
0.00
340
0.0563
0.34
1.38 825.932 0.055207 7.455902778
-6.07952
-3647.7092
0.W
0.00
0.W
0.00
350
0.0653
0.39
1.59 956.757 0.06396 7.455902778
-5.86131
-3516.7845
O.W
0.00
0.00
0.00
360
0.0653
0.39
1.59 956.757 0.06396 7.455902778
-5,86131
3516.7845
O.W
0.00
O.W
0.00
370
0.0653
0.39
1.59 956.757 0.06396 7.455902778
-5.86131
-3516.7945
O.W
O.W
O.W
D.W
380
0.0653
0.39
1.59 956.757 0.06396 7.455902778
-5.86131
-3516.7845
0.00
0.W
O.W
0.OD
390
0.0653
0.39
2.59 956J57 0.06396 7.455902778
-5.86131
-3516.7845
0.OD
0.00
0.00
O.W
4W
0.0653
0.39
1.59 956.757 0.06396 7.45S902778
-5.96131
-3516.7945
0.00
O.W
0.W
0.W
410
0.0921
0.55
2.25 1349.53 0.090217 7ASS902779
-5.20669
-3124.0105
0.00
O.W
O.W
0.00
420
0.0921
0.55
2.25 1349.53 0.090217 7.455902778
-5.20668
-3124.0305
O.W
0.00
O.W
0.00
430
0.0921
0.55
2.25 1349.53 0.090217 7.455902778
-5.20668
-312A.0105
0.00
0.00
O.W
0.00
440
0.1237
0.74
3.02 1812.8 0.122187 7.455902776
-4A3456
-2660.7396
O.W
O.W
0.00
0.00
450
OJ237
0.74
3.02 1812.8 0.121187 7.455902778
-4A3AS6
-2660.7386
0.00
0.00
0.00
O.W
460
0.2336
1.40
5.71 3424.18 0.228908 7ASS902778
-2.74893
-1049.3591
O.W
0.0()
O.W
0.00
470
0.3710
2.23
9.06 5438.41 0.36356 7.455902778
1.60811
964.8575
964.87
0.27
0.27
DAD
490
0.2855
1.11
4.53 2719.2 0.28178 7.455902779
-2.92390
-1754.3371
0.00
0.00
O.W
0.00
490
0.2237
0.74
3.02 1812.8 0.121187 7.455902778
-4A3456
-2660.7386
O.W
O.W
O.W
0.00
SW
0.0921
0.55
2.25 1349.53 0,090217 7AS5902778
-5.20666
-3124.0105
0.00
O.W
O.W
O.W
510
0.0921
0.55
2.25 1349.53 0.090217 7.455902778
-5.20668
-3124.0105
0.00
0.W
0.00
O.W
520
0.0921
0.55
2.25 2349.53 0.090217 7.455902778
-5.20668
-3124.0105
0.00
0.00
0.00
0.00
530
0.0605
0.36
1.48 886.259 0.059247 7.455902778
-5.97380
-3587.2824
0.00
0.00
0.00
O.W
540
0.0605
0.36
1.48 $86.259 0.059247 7A55902778
-5.97880
-3587.2824
0.00
O.W
O.W
O.W
5S0
0.0605
0.36
1.48 886.2S9 0.059247 7A55902778
-5.97880
-3587.2824
O.W
O.W
0.00
0.00
550
0.0605
0.36
1.4B BM259 0.059247 7.455902778
-5.97880
-3597.2824
O.W
0.00
0.00
0.00
S70
0.0605
0.36
1 A0 SSF754 0.059247 7.455902778
-5.979W
-3587.2824
0.W
O.W
0.00
D.W
580
0.0605
0.36
1.48 886.259 O-OS9247 7-455902778
-597890
-35B7.2824
0.00
O.W
0.00
0.00
590
0.0605
0.36
1.48 886.259 0.059247 7.455902778
-5.97880
-3587.2824
0:00
O.W
O.W
0.00
fi00
0.0605
0.36
1.48 896.259 0.059247 7.455902779
-5.97880
-3587.2824
O.W
O.W
O.W
O.W
610
0.0605
0.36
1.43 886.259 0.059247 7.455902778
-5.97890
-3587.2824
0.00
0.W
O.W
O.W
620
0.0605
0.36
L48 886.259 0.059247 7.455902778
-5.97880
-3587.2824
O.W
O.W
0.00
0.00
630
0.0605
0.36
1.48 866.259 0.059247 7.455902779
-5.97880
-3587.2924
O.W
0.00
0.00
O.W
640
0.0605
0.36
1.48 MUSS 0.059247 7A55SO2778
-:.97080
-3587.2824
0.00
O.W
0.00
0.00
650
0.0495
0.30
1.21 725.121 M048475 7.455902778
-5,24737
-3748.4204
0.00
0A0
OA0
O.W
660
O.D495
0.30
1.21 725.1Z1 0.049475 7ASS902778
-6.24737
-374BA204
0.00
0.00
O.W
0.00
670
0.0495
0.30
L21 725.121 0.049475 7-455902778
-6.24737
-3748A204
O.W
0.00
0.00
0.00
680
0.0495
0.30
2.21 725.221 0.048475 7ASS902778
-6.24737
.3748.4204
D.W
O.OD
0.00
0.00
690
0.0495
0.30
1.21 725.121 0.048475 7.455902778
6.24737
-3745,4204
0.00
0.00
0.00
O.W
700
0.0495
0.30
L21 725.121 0.048475 7ASS902779
-6.24737
-374BA204
O.W
0.W
O:W
0.00
710
0.0495
0.30
1.21 725AZ3 0.048475 7.455902778
-6.24737
-374SA204
0.00
0.00
0.00
0.00
720
0.0495
0.30
1.21 725.121 0.048475 7ASS902778
-624737
-374RA204
0.00
O.W
0.00
MOD
730
0.0495
0.30
1.21 725.122 0.048475 7.455902778
-6.24737
-374BA204
0.W
0.00
O.W
0.00
740
0.0495
0.30
1.21 725.121 0.049475 7.455902778
-6.24737
-3748,4204
O.W
0.00
0.00
0.00
750
0.0495
0.30
2.21 725.221 0.048475 7.4559OZ778
-6.24737
-3748.4204
0.00
O.W
0.00
0.00
760
0.0495
0.30
1.21 725.221 0.048475 7.455902778
-6.24737
-374SA204
0.00
O.W
0.00
0.00
770
0.0392
0.23
0.96 574.054 0.039376 7ASS902778
-6.49915
-3899AS74
0.00
0.00
0.00
0.00
780
0.0392
0.23
0.96 574.054 0.038376 7.455902778
-6A9915
-3899.4874
D.W
0.00
0.00
0.00
790
0.0392
0.23
0.96 574.054 0.038376 7ASS902779
-6.49915
-3899AB74
O.W
0.00
0.00
O.W
800
0.0392
0.23
0.96 574.054 0.039376 7.455902778
-6.49915
-3899.4B74
0.00
O.W
O.W
0.00
810
0.0392
0.23
0.96 574.054 0.038376 7.455902718
-5.49915
-3899AS74
0.00
0.00
0.09
0.00
820
0.0392
0.23
0.96 574.054 0.038376 7.455902778
-6.49915
-3899.4874
0.00
0.00
0.W
0.00
830
0.0392
023
0.96 574.054 0.038376 7.455902778
-6.49915
-3999.4874
0.00
D.W
O.W
0.00
940
0.0392
0.23
0.96 574.054 0.038376 7.455902778
-6.49915
-3899AS74
0.00
O.W
0.00
O.W

PM1070-4-001 Oceanside Yacht Club
Page 10 of 28
850
0.0392
0.23
0.96 574.054 0.038376 7ASS902778
-6.49915
-3899.4874
0.00
0.00
0.00
0.00
860
0.0392
0.23
0.96 574.054 0.038376 7.455902778
-6.49915
-3899AB74
0.00
0.00
0.00
0.00
870
0.0392
0.23
0.96 574.054 0.038376 7ASS902778
-6.49915
-3899AS74
0.00
0.00
0.00
0.00
880
0.0392
0.23
096 574.054 0.039376 7.455902778
-6.49915
-3899AS74
0.00
0.00
0.00
0.00
890
0.0344
0.21
0.84 503,556 0.033663 7AS5902778
-6.61664
-3969.9853
0.00
0.00
0.90
0.00
900
0.0344
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
910
0.03"
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
920
0.0344
0.21
0.94 503.556 0.033663 7.455902778
-6.61664
-3969.9353
0.00
0.00
0.00
0.00
930
0.0344
0.21
0.84 503.SS6 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
940
0.0344
0.21
0.84 503,556 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
950
0.03"
0.21
0.94 503SS6 0.033663 7.455902778
-6.61664
-39699853
0.00
0.01)
0.00
0.00
960
0.0344
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9353
0.00
0.00
0.00
0.00
970
0.0344
0.21
0.84 503.556 0-033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
980
0.0344
0.21
0.84 503.556 0.033663 7.455902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
990
0.0344
0.21
0.84 503.556 0.033653 7ASS902778
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
1000
0.0344
0.21
0.84 503.556 0.033653 7.455902779
-6.61664
-3969.9853
0.00
0.00
0.00
0.00
1010
0.0275
0.16
0.67 402 945 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1020
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6,75449
-4070.6965
0.00
0.00
MOD
0.00
1030
0.0275
0.16
0.67 402.845 0.02693 7.455902779
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1040
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
0.D0
0.00
0.00
0.00
1050
0.0275
10.16
0.67 402.845 0.02693 7.455902778
-6,78449
-4070.6965
0.00
0.00
0.00
0.00
1060
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1070
0.0275
0.16
0.57 402.845 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1080
0.0275
0.26
0.67 402.845 0.02693 7,455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1090
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1100
0.0275
0.16
0.67 402.845 0.02693 7ASS902778
-6.78449
-4070.6965
0.00
0.00
O.DD
0.00
1110
0.0275
0.16
0.67 402.845 0.02693 7.4S5902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1120
0.0275
0.16
0.67 402.845 0.02693 7ASS902778
-6.78449
•1070.6965
0.01)
0.00
0.00
0.00
1130
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1140
0.027S
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6955
0.00
0.00
0.00
0.00
1150
0.0275
0.16
0.67 402.945 0.02693 7ASS902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1160
0.0275
0.16
0.67 402.845 0.02693 7ASS902778
-6.78449
4.070.6965
0.00
0.00
0.00
0.00
1170
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.79449
-.0ln_rges
0.00
0.00
0.00
0.00
1180
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1190
0.0275
0.16
0.67 402945 0.02693 7.455902178
-6.78449
-4070.6965
MW
0.00
0.00
0.00
1200
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070,6955
0.00
0.00
0.00
0.00
1210
O.D275
0.16
0.67 402.945 0.02693 7.455902778
-6.78449
-4070.6955
0.00
0.00
0.00
0.00
1220
0.0275
0.16
0.67 402.945 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1230
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1240
0.0275
0.16
0.67 402.845 0.0269.17.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1250
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1260
0.0275
0.16
0.67 402.945 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1270
0.0275
0.16
0.67 402.845 0.02693 7AS59DZ778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1290
0.0275
0.16
0.67 402.845 0.02693 7ASS902778
-6.79449
4070.6965
0.00
0.00
0.00
0.00
1290
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
O.OD
0.00
0.00
0.00
1300
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1310
0.0275
0.16
0.67 402.845 n n7ra4 7.455902778
-6.78449
-407D.6965
0.00
0.00
0.00
0.00
1320
0.0275
016
0.67 402.945 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1330
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.79449
-4070.6965
0.00
0.00
0.00
0.00
1340
0.0275
0.16
0.67 402.845 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1350
0.0275
0.16
0.67 402.945 0.02693 7.45S902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1360
0.0275
0.16
0.67 402.845 0.02693 7ASS902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1370
0.0275
0.16
0.67 4D2.845 0.02693 7ASS902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1380
0.0275
0.16
0.67 402.845 0.02693 7.455502778
-6.78449
4070.6965
0.00
0.00
0.00
OAO
2390
0.0275
0.16
0.67 402.845 M02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
1400
0.027S
D.16
0.67 402.845 0.02693 7,455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1410
0.0275
0.16
0.67 402MS 0.02693 7.455902778
-6.78449
-4070.6965
0.00
0.00
0.00
0.00
1420
0.0275
0.26
0.67 402.845 0.02693 7ASS902778
-6.78449
-4070.6965
0-00
0.00
0.00
0.00
2430
0.0275
0.16
0.67 402.845 0.02693 7.455902776
-6.73449
4070.6965
0.00
0.00
0.00
0.00
1440
0.0275
0.26
0.67 402.845 0.02693 7.455902778
-6.78449
4070.6965
0.00
0.00
0.00
0.00
No OF STORM OCCURS
IN 24 HOURS BUT THE INFILTRATION MAY CONTINUE
0.00
0.00
1450
0.0000
0.00
0.00 0 0 7.455902778
7.4S590
4473.5417
0.00
0.00
0.00
0.00
1460
O.OD00
0.00
0.00 0 0 7.455902778
-7A5590
-4473.5427
0.00
0.00
0.00
0.00
1470
0.0000
0.00
0.00 0 0 7.4559D2776
-7.45590
-4473,5417
0.00
0.00
0.00
0.00
1480
0.0000
0.00
0.00 0 0 7.455902778
-7.45590
-4473.5417
0.00
0.00
0-OD
0.00
1490
0.0000
0.00
0.00 0 0 7.45S902778
-7ASS90
-4473,5417
0.00
0.00
0.00
OAO
1500
0.0000
0.00
0.00 0 0 7.455902778
-7A5590
-4473.5417
0.00
0.00
0.00
0.00
1510
0.0000
0.00
0.00 0 0 7ASS902778
-7ASS90
-4473.5417
0.00
0.00
0.00
0.00
1520
0.0000
0.00
0.00 0 0 7.455902770
-7AS590
-4473.5417
0.00
0.00
0.00
0.00
1S30
0.0000
0.00
0-00 O 0 7ASS902778
-7.45590
-4473.5417
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 11 of 28
USER INPUTS
DAZ
24 Hour Storm, SBUH Type IA Rainfall
Post -developed 24-Hour Rainfall Depth -
contribution Area =1 n539
Storage Rack Area = k 1120%
Drainage Area Runoff Coefficient= 1 0.98
Native Soil Infiltration Rate = i '
Depth of Storage Rack =1
Void Ratio of Storage Rock =1 40%
Outflow Elevation Above Bottom of Storage Rack =1 12.
Is Outflow Elevation Above Bottom of Starage Pack e= Depth of Storage
i - PONDING
Maximum Pondhlg Depth in storage Rock During storm =
Depth of Water left in Storage Trench After 30 Hours =
She of Following Storm That Could be Storec
In Remaining Rock -
Is the Storage Trench Empty in 30 Hotos1i
Is the Storage Trench empty in 72 Hours?:
CALCULATED VALUES
0.00
0.00
4.80
TRUE
1,1,E .
30 Mintes
Enter desired storm depth to Infiltrate.
Enter. For hydraulically isolated areas (le pavements managing only their
own rainfall end not runoff from other areas), this equals the pavement
area.
In most cases this equals the pavement area but may be modified if, for
some reason, the base rock/Infiltration area differs from the pavement
area.
There's no runoff from porous pavement usually, but for modeling, we
assume that an area of impervious pavement is draining to the same size
area of native soil underlying it, so we enter 0.9 -0.99 for Imp surface
(the C In Q.=CIA)
Enter after performing Infiltration testing. Do not rely on maps like the
NRCS soil suneyl
This is an Interstiva process. Guess a depth of storage rock (equivalent to
the base rock) and check the calculated values. l2" Is a good first guess,
but you could also enter the depth of rock needed for structural stability
for your traffic bads on your wet unwmpacted native salts if you've
gotten a geotachnkel report already that includes base rock.
Typically 40% for uniformly graded rock, but get this from your rock
supplier's specifications.
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. If there Is not a large storm overflow control
structure, this value equals the depth of the storage rock. This will be the
maximum value possible far "Maximum Ponding Depth in Storage Rock
During Storm" below.
This checks that you entered numbers above that don't cause the
impossible situation where the overflow elevation is higherthan possible
pondfng depth. This should always be TRUE. Is this FALSE, increase Depth
of Storage Rock or decrease Outflow Elevation Above Bottom of Storage
Rock.
Calculated from distribution but cannot exceed Outflow Elevation
Calculated from distribution
Calculated from Void Ratio of Storage Rock, Outflow Elevation Above
Bottom of Storage Rock, & Depth of Water Loft in Storage Rock After 30
Hours
Depending on the lurisdiction'sgoals, this may not need to be TRUE
This should ALWAYS be TRUE. If not, modify your design.
Peak Relithil Intensity =
-IM
in/hr
colculatod from distribution
Peak Inflow Rate =
0.69
cis
Calculated from distribution. is the flow into facility's storage rock.
Peak Outflow Rate from Infiltration =
0.92
cis
Calculated from Infiltration rate & storage rock area.
Peak Outflow Rate from Control structure a
0.00
cis
Calculated from distribution. Is the peak rate leevbhg the site.
Ratio of Storage Rock to Contribution Area =
0.529
Calculated (aka Sizing factor)
SBUH HYDROGRAPH
(1)
(2j
lj)
(4i
(5} (6) (7)
(a)
(9)
(10)
(11)
(12}
(V
Inflow Rate -
Cumulative
Storage Rack
Storage flock
Outflow Rate
SBUH
Facility
Facility
Inflow Volume -
Inflow Funding without
Funding with
exceeding
Rainfall
Rainfall
Inflow
inflow Runoff Infiltration
Infiltration
Infiltration
Volume to be
Control
Control
Control
Time
Depth
Intensity
Rate
Volume Depth Rate
Rate
Volume
Stored
Structure
Structure
Structure
(min)
(in)
(in/hr)
(cfs)
(cf) (in) (ch)
(cis)
(co
(cf)
(in)
(in)
(cis)
0
0.0000
0.00
0.00
0 0 0.920208333
0•00
10
0.0146
0.09
0.05
30.5296 0.014347 0.920208333
-02033
-521.5954
0.00
0.00
0.00
0.00
20
OM46
0.09
0.05
30.5296 0A14347 0.920208333
-0.86933
-521.5954
0.00
0.00
D.00
0.00
30
0.0146
0.09
0.05
30.5296 0.014347 0.920208333
-0.86933
-521.5954
0.00
0.00
0.00
0.00
40
0.0146
0.09
0.05
30,5295 0.014347 0.920209333
-0.86933
-521.5954
0.00
0.00
0.00
0.00
50
0.0146
0.09
0.05
305296 0.014347 0.920208333
-0.85933
-521.5954
0.00
0.00
0.00
0.00
60
0.0146
0.09
0.05
30.5296 0.024347 0.920208333
.0.96933
-5215954
0.00
0.00
0.00
0.00
70
0.0146
0.09
0.05
30.5295 0.014347 0.920208333
-0.86933
-521.5954
0.00
0.00
0.00
D.OD
80
0.0146
0.09
0.05
30.5296 0.014347 0.920208333
-0.86933
-521.5954
O.OD
0.00
0.00
0.00
90
0.0146
0.09
0.05
30.5296 0.014347 0.920203333
-0.96933
-521.5954
0.00
0.00
O.DO
0.00
100
0.0146
0.09
O.OS
30.5296 0.014347 OS20208333
-0.86933
-521.5954
0.00
0.00
0.00
0.00
110
0.0183
0.11
0.06
38.1621 OA17934 0.920208333
-0.85660
-513.9629
0.00
0.00
0.00
0.00
120
0.0183
0.11
0.06
38,1621 0.017934 0.920208333
-0.8%60
-513.9629
0.00
0.00
0.00
0.00
130
0.0283
0.11
0.06
38.1621 0.017934 0.920208333
-0.95660
-513.9629
0.00
0.00
0.00
O-W
140
0.0183
0.11
0.06
38.1621 0.017934 0.920208333
-0.95660
-513.9629
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 12 of 28
150
0.0183
0.11
0.06
38.1621 0.017934 0.920208333
-0.85660
-513.9629
0.00
0.00
0.00
0.00
160
0.0183
0.11
0.06
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PM1070-4-001 Oceanside Yacht Club
Page 13 of 28
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30.5296 0.014347 0.920208333
-0.96933
-521.S954
0.00
0.00
0.00
0.00
1340
0.0146
0.09
0.05
30.5296 0.014347 0.9202OB333
-0.86933
-52L5954
0.00
0.00
0.00
0.00
1350
0.0146
0.09
0.05
30.5296 0.014347 0.920208333
-0.86933
-521-5954
no
0.00
0.00
0.00
1360
0.0146
0.09
0.05
30.5296 0,014347 0.920208333
-0.86933
-S21.5954
0.00
0.00
0.00
0.00
1370
0.0146
0.09
0.05
30.5296 0.014347 0.920208333
-0.86933
-521.5954
0.00
0.00
0.00
0.00
1380
0.0146
0.09
0.05
30,5296 0.014347 0.920208333
-0.86933
-521.5954
0.00
0.00
0.00
0.00
1390
0.0146
0.09
0.05
30.5296 0.014347 0.920208333
-0.86933
-S21.5954
0.00
0.00
0.00
0.00
1400
0.0246
0.09
0.05
30.5296 0.014347 0.920208333
-0,86933
-521.5954
0.00
0.00
0.00
0.00
1410
0.0146
0.09
0.05
30.5296 0.024347 0.920208333
-0.86933
-521.5954
0.00
0.00
0.00
0.00
1420
0.0146
0.09
0.05
30.5296 0.014347 0,920209333
-0.86933
-521,5954
0.00
0.00
0.00
0.00
1430
0.0146
0.09
0.05
30.S296 0A14347 0.920208333
.036933
-521.5954
0.00
0.00
0.00
0.00
1440
0.0146
0.09
0.05
30.5296 0.014347 0.920209333
•0.86933
-521.5954
O.w
0.00
O.OD
0.00
JD OF STORM OCCURS IN 24 HOURS BUTTHE INFILTRATION MAY CONTINUE
0.00
0.00
1450
0.0000
0.00
0.00
0 0 0.920209333
-0,92021
-5S2.1250
0.00
0.00
0.00
0.00
1460
0.000D
0.00
0.00
0 0 0.920208333
-0.92021
-552.1250
0.00
0.00
0.00
0.00
1470
0.0000
0.00
0.00
0 0 0.920208333
-0.92021
-552.1250
0.00
0.00
0.00
0.00
1480
0.0000
0.00
0.00
0 0 0.920208333
-0,92021
-S52.1250
0.00
0.00
O.OD
0.00
1490
0.0000
0.00
0.00
0 0 0.920209333
-092021
-552,1250
0.00
0.00
0.00
0.00
1500
0.0000
0.00
0.00
0 0 0.920208333
-0,92021
-552.1250
0.00
0.00
0.00
0.00
1510
0.0000
0.00
0.00
0 0 D.920208333
-0.92021
-552.1250
0.00
0.00
0.00
0.00
1520
0.0000
0.00
0.00
0 0 0.920209333
-0.92021
-552.1250
0.00
0.00
0.00
0.00
1530
0.0000
0.00
0.00
0 0 0.920208333
-0.92021
-552.1250
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 14 of 28
INPUTS
VA2
POROUS PAVEMENT MODELING TO DETERMINE DEPTH OF STORAGE ROCK I
24 Hour Storm. SBUH Type 1A Ralnfell Distribution, Peak Flows Generated Every 10 Mintes by Rational Method (Q=CIA)
Post -developed 24-Hour Rainfall Depth =1,_
Contribution Area = I 2S535
Storage Rock Area a 1 13251.
Drainage Area Runoff Coefficient = ) 0198
Native Soil Infiltration Rate = r -S
Depth of Storage Rock =t ; 12
Vold Ratio of Storage Rock =1 40%
Outflow Elevation Above Bottom of Storage Rock =
Is Outflow Elevation Above Bottom of Storage Rock <= Depth of Storage Rock?l u a t I F
ATED VALUES - PONDING
MaWmum Ponding Depth in Storage Rock During Storm =
0.50 in
Depth of Water Left in Storage Trench After 30 Hours a
0.00 In
Size of Following Storm That Could be Stored
4.80 in
In Remaining Rock=
Is the Storage Trench Empty in 30 Houra
T N ul
�T
Is the Storage Trench empty in 72 Hours? =
rr!
CALCULATED VALUES
Peak Rainfall Intensity e
Peak inflow Rate a
Peak Outflow Rate from Infiltration a
Peak Outflow Rate from Control Structure a
Ratio of Storage Rock to Contribution Area =
Storage Capacity of Rock a
Enterdes re l storm depth to Infiltrate. I
Enter. For hydraulically Isolated areas (le pavements managing only their
awn rainfall and not runoff from other areas), this squats the pavement
area.
In most cases this equals the pavement area but may be modified if, for
some reason, the bass rock/IrdBtradon area differs from the pavement
area.
There's no runoff from porous pavement usually, but for modeling, we
assume that an area of Impervious pavement Is draining to the same sire
area of native soil underlying it, so we enter 0.9 - 0.98 for imp surface
(the C in QaCIA)
Enter after performing infiltration testing. Do not rely on maps like the
NRCS soil survayl
This is an Interative process. Guess a depth of storage rock (equivalent to
the base rock) and check the calculated values.12" h a good first guess,
but you could also enter the depth of rock needed for structural stability
for your traffic loads on your wet uncompacted native soils N you've
gotten a geotachnical report already that includes base rock.
Typically 40%for uniformly graded rock, but get this from your rock
suppliers specifications.
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. If there Is not a large storm overflow control
structure, this value equals the depth of the storage rock. This will be the
maximum value possible for "Maximum Ponding Depth in Storage Rock
During Storm" below.
This checks that you entered numbers above that don't cause the
Impossible situation where the overflow elevation is higher than possible
ponding depth. This should always be TRUE. Is this FALSE, Increase Depth
of Storage Rock or decrease Outflow Elevation Above Bottom of Storage
Rock.
Calculated from distribution but cannot exceed Outflow Elevation
calculated from distribution
Calculated from Vold Ratio of Storage Rock, Outflow Elevation Above
Bottom of Storage Rock, & Depth of Water Left In Storage Rock After 30
Hours
Depending on the jurisdiction's goals, this may not need to be TRUE
This should ALWAYS be TRUE if not, modify your design.
213 Whir Calculated from distribution
1.29 CIS Cakuletedfrom distribution. Isthen. into facility's storage rML
0.92 cis Calculated from infiltration rate & storage rock area.
0.00 cis Calculated from distribution. is the peak rate leaving the she.
D.519 Calculated (aka String Factor)
300AG cf Calculated
SBUH HYDROGRAPH
-1y o
(1)
(2)
(3)
(4)
(5)
(6) (7)
(8)
(9)
(10)
(11)
(12)
(13) M 14
Inflow Rate -
Cumulative
Storage Rock
Storage Rock
Outflow Rate
SBUH
Facility
Facility
Inflow Volume -
inflow Ponding without
Ponding with
exceeding
Rainfall
Rainfall
Inflow
Inflow
Runoff Infiltration
Infiltration
infiltration
Volume to be
Control
Control
Control
Time
Depth
intensity
Rate
Volume
Depth Rate
Rate
Volume
Stored
Structure
Structure
Structure
(min)
(In)
(in/hr)
(cfs)
(cfl
on) (cfs)
(cis)
(d)
(co
(in)
(In)
(cis)
0
DAM
0.00
0.00
0
0 0.920208333
0•00
10
0.0275
0.16
0.10
57.30S6
0.02693 0,920208333
-0.82470
-494.8194
0.00
0.00
0.00
0.00
10
0.0275
0.16
0.30
57.30%
0.02693 0.920208333
-0.82470
-4942194
0.00
0.00
0.00
0.00
30
0.0275
0.15
0.10
57.3056
0.02693 0920208333
-0.82470
-494.8194
0.00
0.00
0.00
0.00
40
0.0275
0.16
0.10
57.3056
0.02693 0920208333
A82470
-494.8194
0.00
0.00
MOD
0.00
50
0.0275
0.16
0.10
57.3056
0.02693 0.9202OB333
-0.92470
-494.8194
0.00
0.00
MOD
0.00
60
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.8194
0.00
0.00
OAD
0.00
70
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0"70
-494.9194
0.00
0.00
0.00
0.00
80
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.8194
MOD
0.00
0.00
0.00
90
0.0275
0.16
0.10
57,3056
0.02693 0.920208333
-0.82470
-494.8194
OAO
0.00
0.00
0.00
100
0.0275
0.16
0.10
57.30s6
0.02693 0.920208333
-0.82470
-494.8194
0.00
0.00
0,00
0.00
110
0.0344
0.21
O.i2
11.6321
0.033663 0.920208333
-0.80082
490.4929
0.00
0.00
MOD
0.00
120
0.0344
0.21
0.12
71.6321
0.033663 0.920208333
-0.80062
-480.4929
OAO
0.00
0.00
0.00
130
0A3"
0.22
0.12
71.6321
0.033663 0.920208333
-0.80082
-48OA929
0.00
0.00
0.00
0.00
140
0.0344
0.21
0.12
7L6321
0.033663 0.920208333
-0.80082
-480.4929
0.00
0.00
0.00
0.00

PM10704-001 Oceanside Yacht Club
Page 15 of 28
150
0.0344
0.21
0.12 71.6321 0.033663 0.920209333
-0.80082
-48OA929
0.00
0.00
0.00
0.00
160
0.0344
0.21
0.12 71.6321 0.033663 0.920209333
-0.60082
-480.4929
0.00
0.00
0.00
0.00
170
0.0412
0.25
0.14 859585 0.040395 0.920206333
-0,77694
-466.1665
0.00
0.00
0.00
0.00
180
0.0412
0.25
OA4 85.9565 0.040396 0.920208333
-0.77694
-466.1655
0.00
0.00
0.00
0.00
190
0.0412
0.25
0.14 95.9585 0.040396 0.920208333
-0.77694
-466.1665
0.00
0.00
0.00
0.00
200
0.0412
0.25
0.14 85.9585 0.040396 0.920208333
-0,77694
-466.1655
0.00
0.00
0.00
0.00
210
0.0412
0.25
0.14 859585 0.040396 0.920209333
-0.77694
-465.1665
0.00
0.00
0.00
0.00
220
0.0412
0.25
0.14 85.9585 0.040396 0.920208333
-0.77694
-466.1665
0.00
0.00
0.00
0.00
230
0.0481
0.29
0.17 300 385 0.047128 0.920209333
-0.75307
-451.8401
0.00
0.00
0.00
OAO
240
0.0481
0.29
0.17 100.2B5 0.047128 0.920208333
-0.75307
-451.8401
0.00
0.00
0.00
0.00
250
0.0481
0.29
0.17 100.295 0.047128 0.920208333
-0.75307
-451.8401
0.00
0.00
0.00
0.00
290
0.0481
0.29
0.17 100.285 0.047128 0.920208333
-0.75307
-451.8401
0.00
0.00
0.OD
0.00
270
0.0481
0.29
0.17 100.295 0,047128 0.920208333
-0.75307
-45LB401
0.00
0.00
0.00
0.00
280
0.0481
0.29
0.17 100.295 0.047128 0.920208333
-0,75307
-451.8401
0.00
0.00
0.00
0.00
290
0.0563
0.34
0.20 117A77 0.055207 0.920200333
-0.72442
-434.5484
0.00
0.00
0.00
0.00
300
0.0563
0.34
0.20 117A77 0.055207 0.920208333
-0.72441
-434.6484
0.00
0.00
0.00
0.00
310
0.0563
0.34
0.20 117.477 0.055207 0.920208333
-0.72441
-434.6484
0.00
0.00
0.00
0.00
320
0.0563
0.34
0.20 117A77 0.055207 0.920208333
-0.72441
-434,6484
0.00
0.00
0.00
0.00
330
0.0563
0.34
0.20 117A77 0.055207 0.920208333
-0.72441
-434.6494
0.00
0.00
0.00
0.00
340
0.0563
0.34
0.20 117.477 0.055207 0.920209333
-0.72441
-434.6484
0.00
0.00
0.00
0.00
350
0.0653
0.39
0.23 136.101 0.06396 0.920208333
-0.69337
-416.0241
0.00
0.00
0.00
0.00
360
0.0653
0.39
0,23 136.101 0.06396 0.920208333
-0.69337
-426.0241
0.00
0.00
0.00
0.00
370
0.0653
0.39
0.23 136.101 0.06396 0.920208333
-0.69337
-416.0241
0.00
0.00
0.00
0.00
380
0.0653
0.39
0.23 136.101 0.06396 0.920208333
-0.69337
-416.0241
0.00
0.00
0.00
0.00
390
0.0653
0.39
0.23 136.101 0.06396 0.920208333
-0.69337
-416.0241
0.00
0.00
0.00
0.00
400
0.0653
0.39
0.23 136.101 0.06396 0.920208333
-0.69337
-416.0241
0.00
0.00
0.00
0.00
410
0.0921
0.55
0.32 192.974 0.090217 0.920209333
-0.60025
-360.1511
0.00
0.00
0.00
O.OD
420
0.0921
0.55
0.32 191.974 0.090217 0.92020B333
-0,50025
-360.1511
0.00
0.00
0.00
0.00
430
0.0921
0.55
0.32 191.974 0.090217 0.920208333
-0.60025
-360.1511
0.00
0.00
0.00
0.00
440
0.1237
0.74
0.43 257.875 0.121187 0.920208333
-0A9042
-294.2496
0.00
0.00
0.00
0.00
450
0.1237
0.74
OA3 257.875 0.121187 0.920208333
-0,49042
-294.2496
0.00
0.00
0.00
0.00
460
0.2336
1.40
0.91 487.098 0.229908 0.920208333
-0.10838
-65.0270
0.00
0.00
0.00
0.00
470
0.3710
2.23
1.29 773.626 0.36356 0.920208333
0.35917
221,5012
221.50
0.50
0.50
0.00
480
0.1855
1.11
0.64 385.823 0.19178 0.920208333
-0.27552
-165.3119
55.29
0.23
0.13
0.00
490
0,1237
0.74
0.43 257.875 0.121187 0.920208333
-DA9042
-294.2496
0.00
0.00
0.00
0-00
500
0,0921
0.55
0.32 191.974 0.090217 0.920209333
-0.60025
-360.1522
0.00
0.00
0.00
0.00
510
0.0921
0.55
0.32 191.974 0.090227 0.920208333
-0.60025
-360.1511
0.00
0.00
0.00
0.00
520
0.0921
0.55
0.32 191.974 0.090227 0.920208333
-0.60025
-360.1511
0.00
0.00
0.00
0.00
530
0.0605
0.36
0.21 126.072 O.OS9247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
540
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
550
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
0.00
550
0.0605
0.36
0.21 126,072 0.059247 0.920209333
-0.71009
-426AS26
0.00
0.00
0.00
570
0.060S
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
580
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
0.00
590
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
600
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
610
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
620
0.0605
0.36
0.21 126.072 0.059247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
0.00
630
0.0605
0.36
0,21 126A72 0.059247 0.920208333
-0.71009
-426A526
0.00
0.00
0.00
0.00
640
0.0605
0.36
0.21 126.072 0A59247 0.920208333
-0.71009
-426.0526
0.00
0.00
0.00
O.OD
650
0.0495
0.30
0.17 103.15 0.048475 0.920208333
-0.74829
-448.9748
0.00
0.00
0.00
0.00
0.00
660
0.0495
0.30
0.17 103.15 0.048475 0.920208333
-0.74829
-448,9748
0.00
0.00
0.00
0.00
670
0.0495
0.30
0.17 103.15 0.048475 D920208333
-0.74829
-448.9748
MOD
OAO
0.00
0.00
680
0.0495
0.30
0.17 103.15 0.048475 0.920208333
-0.74829
-448.9749
0.00
0.00
0.00
0.00
690
0.0495
0.30
0.17 103.15 0.048475 0,920208333
-0.74829
-448.9748
0.00
0.00
OAD
0•00
700
0.0495
0.30
0.17 303.15 0.048475 0.920208333
-0.74829
-448.9740
0.00
0.00
0.00
710
0.0495
0.30
0.17 103.15 0.048475 0.920208333
-0.74829
-448.9748
0.00
0.00
0.00
0.00
720
0.0495
0.30
0.17 103.15 0.048475 0920208333
-0.74829
-448.9748
0.00
0.00
0.00
0-00
730
0.0495
0.30
0.17 103.15 0.048475 0.920208333
-0.74829
-448.9748
0.00
0•00
D-D0
0.00
740
0.0495
0.30
0.17 103.15 0.048475 0.920209333
-0.74929
-448.9748
0.00
0.00
0.00
0.00
0.00
750
0,0495
0.30
0.17 103,15 O.D48475 0.920209333
-0,74929
-448.9748
0.00
0.00
0.00
0.00
760
0.0495
0.30
0.17 103,15 0.049475 0.920208333
-0.74829
40.9748
0.00
0.00
0.00
0.00
770
0.0392
0.23
0.14 81.6605 0A39376 0.920209333
-0,78411
-47OA645
0.00
0.00
0.00
0.00
780
0.0392
0.23
mm 81.6605 0.039376 0920208333
-0.78411
-47OA645
0.00
0.00
0.00
0.00
790
0.0392
0.23
0.14 B1.6605 0.038376 0920208333
-0.70411
-470.4645
0.00
0.00
0.00
0.00
800
0.0392
0.23
0.14 82.6605 0.038376 0.920208333
-0.78411
-47OA645
0.00
0.00
0.00
0.00
820
0.0392
0.23
0.14 81.6605 0.039376 0.920209333
-0.79421
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0.00
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820
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0.14 81.6605 0.038376 0.920208333
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0.00
0.00
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0,0392
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0.14 81.6605 0,038376 0.920208333
-0.79411
-47OA645
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870
0.0392
0.23
0.14 81.6605 0.038376 0.920209333
-0.78411
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0.00
0.00
880
0.0392
0.23
0.14 81.6605 0.038376 0.920208333
-0.78411
-47OA645
0.60

PM1070-4-001 Oceanside Yacht Club
Page 16 of 28
890
0.0344
0.21
0.12
71.6321 0.033663 0.920208333
-0.80062
-480.4929
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71.6321 0.033663 0.920208333
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0.03"
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0.12
71.6321 0.033663 0.920209333
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940
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72.6321 0.033553 0.92020=3
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0.03"
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1000
0.0344
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mm
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573056
0.02693 0.920208333
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0.10
57.3056
0.02693 0.920208333
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0.02693 0.920209333
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O.W
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1100
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57.3056
0.02693 0.920208333
-0.82470
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0.02693 0.920208333
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1120
0.0275
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0.02693 0.920208333
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-494.6194
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1130
0.0275
0.16
0.10
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0.02693 0.920208333
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-494.8194
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1140
0.0275
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0.10
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0.02693 0,920209333
-0.82470
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0.00
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1150
0.0275
0.26
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.8194
O.W
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0.00
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1160
0.0275
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0.02693 0.920208333
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0.00
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0.00
0.W
1170
0.0275
0.16
0.10
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0.02693 0.920208333
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-494.9194
0.00
0.00
0.00
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1180
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
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0.00
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0.00
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1190
0.0275
0.16
0.10
57.3056
0.02693 0,920208333
-0.82470
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0.00
O.W
O.W
0.00
1200
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.9194
0.00
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0.00
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1210
0,0275
0.16
0.10
57.3056
0.02693 0.920208333
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-494.8194
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1220
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.9194
0.00
0.00
0.00
O.W
1230
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.9194
0.00
0.00
0.00
O.W
1240
0.0275
0.16
0.10
57.3056
0,02693 0.920209333
-0.82470
-494,8194
0.00
0.00
0.00
0.00
1250
0.0275
D.16
0.10
57.3056
0.02693 0.920208333
-0.82470
-494.8194
0.00
O.00
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0.00
1260
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.82470
494.9194
0.00
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0.00
1270
0.0275
0.16
0.10
57.3056
0.02693 0.920208333
-0.92470
-494.9194
0-00
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O.W
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1280
0.0275
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57.3056
0.02693 0.920208333
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57.3056
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O.OD
O.W
0.00
0.00
VD OF STORM OCCURS IN 24 HOURS BUTTHE INFILTRATION MAY CONTINUE
0.00
0.00
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0.0000
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0.00
0
0 0.920208333
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0.00
0.00
0:00

PM1070-4-001 Oceanside Yacht Club
Page 17 of 28
INPUTS
24 Hour
DA3
Post -developed 24-Hour Rainfall Depth - I - 3.66
Contribution Area = 11i314
Storage Rack Area =1 3M
Drainage Area Runoff Coefficient =
Native Soil Inflhration Rate =
Depth of Storage Rock =
Vold Ratio of Storage Rack
Outflow Elevation Above Bottom of Storage Rack
0.3
Enter desired storm depth to Iniiiwate.
Enter. For hydraulically isolated areas (ie pavements managing only their
own rainfall and not runoff from other areas), this equals the pavement
area.
In most cases this equals the pavement area but may be modified if, for
some reason, the base racklinfiltration area differs from the pavement
area.
Them's no runoff from porous pavement usually, but for modeiln& we
assume that an arse of Impervious pavement is draining to the same sia
area of native soil underlying it, so we enter 0.9- 0.98 for Imp surface
Ithe C In Q-CIA)
in/hr Enter after performing Infiltration testing. Do not rely an maps Igoe the
NRCS soil survey)
This Is an interetive process. Guars a depth of storage rock (equivalent to
the base rock) and check the calculated values.12" is a good first guess,
$ inches but you could also enter the depth of rock needed for structural stability
for your traffic loads on your wet uncompacted native soils If you've
gotten a gaotechnlcal report already that includes base rock.
40%
Is Outflow Elevation Above Bottom of Storage Rack c= Depth of Storage Rock? I itur•.
%LCULATED VALUES - PONDING
Maximum Ponding Depth in Storage Rock During Storm - 0.00 in
Depth of water Left in storage Trench After 30 Hours - 0.00 In
Size of Fallowing storm That Could be Stored 2AO in
In Remaining Rock=
Is the Storage Trench Empty in 30 Hours?II 1 iai -
r
Is the Storage Trench empty in 72 Hours? = wE
Peak Rainfall Intensity=
Peak Inflow Rate -
Peak Outflow Rate from Infiltration =
Peak Outflow Rate from Control Structure =
Ratio of Storage Rack to Contribution Area =
Storage Capacity of Rock =
1.19
0.08
0.25
0.00
0.351
- 724.00
SBUH
(1)
(2)
(3)
(4)
(5) (6) (7)
(a)
Inflow Rate -
SBUH
Facility
Facility
Rainfall
Rainfall
Inflow
Inflow Runoff Infiltration
Infiltration
Time
Depth
Intensity
Rate
Volume Depth Rate
Rate
(min)
(in)
(in/hr)
(cfs)
(cf) (in) (cis)
(cfs)
0
0.0000
0.00
0.00
0 0 0.251388889
10
0.0146
0.09
0.01
3.77346 0.004392 0.252388889
-0,24510
20
I
0.0146
0.09
0.01
3.77346 0,004392 0:2S1388B89
-0.24510
30
0.0146
0.09
0.01
3.77346 0.004392 0.252388899
-0.24510
Typically 40%for uniformly graded rock, but get this from your rock
supplier's specifications.
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. If there is not a Wide storm overflow control
structure, this value equals the depth of the storage rock. This will be th
maxlrnum value possible far "Maximum Ponding Depth In Storage Rock
During Storm" below.
This checks that you entered numbers above that don't cause the
Impassible situation where the overflow elevation Is higher than possib'
Calculated from distribution but cannot exceed Outflow Elevation
Calculated from distribution
Calculated from Vold Ratio of Storage Rock, Outflow Elevation Above
Bottom of Storage Rack, & Depth of Water left in Storage Rock After 30
Hours
Depending on the iurisdlction's goals, this may not need to be TRUE
This should ALWAYS be TRUE. If not, modify your design.
Calculated from distribution
calculated from distribution. Is the flow into facility's storage rock.
Calculated from infiltration rate & storage rock area.
Calculated From distribution. is the peak rate leaving the site.
Calculated (aka Siring Factor)
calculated
(9)
(10) (11)
(12)
(13)
Outflow Rate
Inflow Volume-
Cumulative Storage Rack
Storage Rock
exceeding
Infiltration
Inflow Volume Pondingwithout
Poniingwith
Control
Volume
to be Stored Control Structure Control Structure
Structure
(cf)
(cf) (in)
(in)
(ols)
0.00
-147.0599
0.00 0.00
0.00
0.00
-147.0599
0.00 0.00
0.00
0.00
-147.0599
OAD 0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 18 of 28
40
0.0146
0.09
0.01 3.77346 0.004392 0.251388889
-0.24510
-147.0599
0.00
0.00
0.00
0.00
50
0.0146
0A9
0.01 3.77346 0.004392 0.251388889
-0.24510
-147.0599
0.00
0.00
0.00
O.OD
60
0.0146
0.09
0.01 3.77346 0.004392 0.251388899
-0.24510
-147.0599
0.00
0.00
0.00
0.00
70
0.0146
0.09
0.01 3.77346 0.004392 0.251388989
-0.24S30
-147.0599
0.00
0.00
0.00
0.00
SD
0.0146
0.09
0.01 3.77346 0.004392 0.251388889
4124510
-147.0599
0.00
0,00
0.00
0.00
90
0.014E
0.09
0.01 3.77346 0.004397 0.251388889
-0.24530
-147.0599
0,00
0.00
0.00
0.00
100
0.0146
0.09
0.01 3.77346 0.004392 0.2S1388889
-0.24510
-147.0599
0.00
0.00
0.00
0.00
110
0.0183
0.11
0.01 4.71683 0.00549 0.251388889
-0,24353
-146,1165
0.00
0.00
0.00
0.00
120
0.0183
0.11
0.01 4.71683 0.00549 0.251388889
-0.24353
-146.1165
0.00
0.00
0.00
OAO
130
0,0193
0.11
0.01 4.71683 0.00549 0.251388899
-0243S3
-146.1165
0.00
0.00
0.00
0.00
140
0.0183
0.11
0.01 4.71683 0.00549 0.251388889
-0.24353
-146.1165
0.00
0.00
0.00
0.00
150
0.0183
0.11
0.01 4.71683 O.OD549 0.251388889
-0.24353
-146.1265
0.00
0.00
0.00
0.00
160
0.0183
0.11
0.01 4.71683 0.00549 0.251388989
-0.24353
-146.1165
0.00
0.00
0.00
0.00
170
0.0220
0.13
0.01 5.65019 O.006S88 0.251388889
-0.24196
-145.1731
0.00
0.00
0.00
0.00
180
0.0220
0.13
0.01 5.66019 0.006588 0.251398889
-024196
-145.1731
0.00
0.00
0.00
0.00
190
0.0220
0.13
0.01 5.66019 OA06588 0.251388889
-0.24196
-145.2731
0.00
0.00
0.00
0.00
200
0.0220
0.13
0.01 5.66019 0.006588 0.251388889
-0.24196
-145.1731
0.00
0.00
0.00
0.00
210
0.0220
0.13
0.01 5.66019 0.006588 0.251388889
-0.24196
-145.1731
0.00
0.00
0.00
0.00
220
0.0220
0.13
0.01 5.66019 0,006588 0.251398899
-0.24196
-145.1731
0.00
0.00
0.00
0.00
230
0.0256
0.15
0.01 6.60356 0.007686 0.251388889
-0,24038
-144.2298
0.00
0100
0.00
0.00
240
0.0256
0.15
0.01 6.60356 0.007686 0.251388889
-0,24030
-144.2298
0.00
0.00
0.00
0.00
250
0.0256
0.15
0.01 6.60356 0.OD7686 0.251388889
-0.24038
-144.2298
0.00
0.00
0A0
0.00
260
0.0256
0.15
0.01 6.60356 0.007686 0251388889
-0.24038
-144.2298
0.00
0.00
0.00
0.00
270
0.0256
GAS
0.01 6,603S6 0.OD7686 0.251388889
-0.24038
-144.2299
0.00
0.00
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PM1070-4-001 Oceanside Yacht Club
Page 19 of 28
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ND OF STORM OCCURS IN 24 HOURS BUTTHE
INFILTRATION MAY CONTINUE
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1470
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1480
0.0000
0.00
0.00
0 0 0.251398889
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1490
0.0000
0.00
0.00
0 0 0.251388899
-0.25139
-150.B333
0.00
0.00
0.00
0.00
1500
0.0000
0.00
0.00
0 0 0.251388889
-0.75139
-150.8333
0.00
0.00
0.00
0.00
1510
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
O.OD
0.00
0.00
0.00
me
0.0000
0.00
0.00 0 0 0.252388889
-0.25139
-150,8333
DAD
0.00
0.00
0.00
1530
0.0DD0
0.00
0.00 0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 20 of 28
r1YP i 1 a
uws Tuyr
POROUS PAVEMENT MODELING TO DETERMINE DEPTH OF STORAGE ROCK
24 Hour Storm, SBUH Type 1A Rainfall Distribution, Peak Flows Generated Eve 10 Mintes by Rational Method (Ct=CIA
Post -developed 24-Hour Rainfall Depth =
Contribution Area = I 10$10
Storage Ro&Area a 1 3620
Drainage Area Runoff Coefficient - 1 0.3
Native Soil Infiltration Rate = i $
Depth of Storage Rock =1 , 0
Void Ratio of Storage Rack =( 40%
Outflow Elevation Above Bottom of Storage Rock -
) is Outflow Elevation Above Bottom of Storage Rock a� Depth of Storage Rock7) 100F
ATED VALUES- PONDING
Maximum Ponding Depth in Storage Rock During Storm = 0.00, in
Depth of Water Left in Storage Trench After 30 Hours = 0.00 In
Size of Following Storm That Could be Stored 2.40 in
in Remaining Rock a
Is the Storage Trench Empty in 30 Hours I i) I €
Is the Storage Trench empty In 72 Hours? = ` i R t k i
CALCULATED VALUES
Enter desired storm depth to infiltrate.
Enter. For hydraulically isolated areas (le pavements managing only their
own rainfall and not runoff from other areas), this equals the pavement
area.
In most cases this equals the pavement area but may be modified If, for
some reason, the base rock/inRltratlon area differs from the pavement
area.
There's no runoff from porous pavement usually, but for modeling, we
assume that an area of impervious pavement is draining to the same size
area of native soil underlying It, so we enter 0.9- 0.98 for Imp surface
(the C in 4-CIA)
Enter after performing infiltration testing. Do not rely on maps like the
NRCS soil surveyl
This is an interathre process. Guess a depth of storage rock (equivalent to
the base rock) and check the calculated values.12" Is a good first guess,
but you could also enter the depth of rock needed for structural stab flity
for your traffic loads on your wat uncompacted native soils Ifyeu've
gotten a geotedmical report already that includes base rack.
Typically 40%for uniformly graded rack, but get this from your rack
supplier's specifications,
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. If there Is not a large storm overflow control
structure, this value equals the depth of the storage rock. This will be the
maximum value possible for "Maximum Ponding Depth In storage Rack
During Storm" below.
This checks that you entered numbers above that don't cause the
Impossible situation where the overflow elevation is higher than possible
pending depth. This should always be TRUE. Is this FALSE, Increase Depth
of Storage Rook or decrease Outflow Elevation Above Bottom of Storage
Rock.
Calculated from distribution but cannot exceed Outflow Elevation
Calculated from distribution
Calculated from Void Ratio of Storage Rock, Outflow Elevation Abovs
Bottom of Storage Rock, & Depth of Water Left In Storage Rock After 30
Hours
Depending on the jurlsdktion'sgoals, this may not need to be TRUE
This should ALWAYS be TRUE. If not, modify your design.
Peak Rainfall Intensity Is
Peak Inflow Rate=
Peak Outflow Rate from Infiltration a
Peak Outflow Rate from Control Structure =
Ratio of Storage Rack to Contribution Area =
storage Capacity ofRock =
2.23
in/hr Calculated from distribution
Cis calculated from distribution. 15the flow Into facllity'sstorage rock.
cis Calculated from infiltration rate & storage rock area.
CIS Calculated from distribution. Is the peak rate leaving the site.
Calculated (aka Sizing Factor)
cf Calculated
0.16
0.25
0.00
0.351
724.00
SBUH HYDROGRAPH
(1)
(2)
(3)
(4)
(S) (6) (7)
(8)
(91
(10)
(11)
(12)
(13)
Inflow Rate-
Cumulative
Storage Rock
Storage Rock
Outflow Rate
SBUH
Facility
Facility
Inflow Volume -
Inflow Ponding without
Ponding with
exceeding
Rainfall
Rainfall
Inflow
Inflow Runoff Infiltration
Infiltration
Infiltration
Volume to be
Control
Control
Control
IIme
Depth
Intensity
Rate
Volume Depth Rate
Rate
Volume
Stnred
Structure
Structure
Structure
(min)
(in)
Or /hr)
(cft)
(cf) (ion) (cfs)
(cis)
fen
(cfl
(in)
(in)
(cis)
0
0.0000
0.00
0.00
0 0 0.251388889
0.00
10
0.0275
0.16
0.01
7.08297 0.008244 0.251398889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
20
0.0275
0.16
0.01
7.08297 0.008244 0.251388899
-0.23958
-143.7504
0.00
0.00
0.00
0.00
30
0.0275
0.15
0.01
7.09297 0.008244 0.251388899
-0.23958
443.7504
0.00
0.00
0.00
0.00
40
0.0275
0.16
0,01
7.08297 0.008244 0.251383899
-0.23958
-143.7504
0.00
0.00
0.00
0.00
s0
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
60
0.0275
0.16
0.01
7.08297 0.008244 0.251380899
-0.23958
-143.7504
0.00
0.00
0.00
0.00
70
0.0275
0.16
0.01
7.OSz97 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0-00
80
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
90
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
100
0.0275
0.16
0.01
7,09297 0.008244 0,251386889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
110
0.0344
0.21
0.01
9.95371 0.010305 0,251389899
-0.23663
-141.9796
0.00
0.W
0.00
0.00
120
0,0344
0,21
0.01
9.85371 O.D10305 0.251388889
-0.23663
-142.9796
0.00
0.00
0.00
0.00
130
0.0344
0.21
0.01
8.85371 0.010305 0.251398889
A23663
-241.9796
0.00
0.00
0.00
0.00
140
0.0344
0.21
0.01
&85371 0.010305 0.251398889
-0.23663
-142.9796
0.00
0.00
0.00
0.00

PM1070-4^-001 Oceanside Yacht Club
Page 21 of 28
ISO
0.0344
0.21
0.01 8.85371 0.010305 0.251388889
-0.23663
-1419795
0.00
O.OD
0.00
0.00
160
0,0344
0.21
0.01 8.85371 0,010305 0.251388889
-0.23663
-141.9796
0.00
0.00
0.00
0.00
170
0.0412
0.25
0.02 10.6245 0.012366 0.251386869
-0.23368
-140.2089
0.00
0.00
0.00
0.00
ISO
0.0412
0.25
0.02 10.6245 0.012366 0.251388869
-0.23368
-140.2089
0.00
0.00
0.00
0.00
190
0.0412
0.25
0.02 10.6245 0.012366 0.251386889
-0.23368
-140.2099
0.00
0.00
0.00
0.00
200
0.0412
0.25
0.02 10.6245 0.012356 0.251388889
-0.23368
-1.40.2069
0.00
0.00
0.00
0.00
220
0.0412
0.25
0.02 10.6245 0.012366 0.251388889
-0.23369
-140.2099
0.00
0.00
0.00
0.00
220
0.0422
0.25
0.02 10.6245 0.022366 0.251388889
-0.23366
-140.2089
0.00
0.00
0.00
0.00
230
0.0401
0.29
0.02 12.3952 0.014427 0.251388889
-0.23073
-138.4391
0.00
0.00
MOD
0.00
240
0.0481
0.29
0.02 12.3952 0.014427 0.251388889
-0.23073
-138.4381
0.00
0.00
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0.00
250
0.0481
0.29
0.02 12.3952 0.014427 0.251388889
-0.23073
-138.4381
0.00
0.00
0.00
0.00
260
0.0482
0.29
0.02 12,3952 0.014427 0.251388889
-0.23073
-139.4391
0.00
0.00
0.00
0.00
270
0.0481
0.29
0.02 12.3952 0.014427 0.251389889
-0.23073
-13BA381
0.00
0.00
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280
0.0481
0.29
0.02 12.3952 0.014427 0.251388889
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-138.4381
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290
0.0563
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0.02 145201 0.0269 0.251388899
-0.22719
-136.3132
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300
0.0563
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-136.3132
MOD
0.00
O.OD
0.00
310
0.0563
0.34
0,02 14.5201 0.0169 0.251388889
-0.22719
-136.3132
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0.0563
0.34
0.02 14.5201 0.0169 0.251388889
-0.22719
-136.3132
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0.0563
0.34
0.02 14.5201 0.0169 0,251388889
-0.22719
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0.4D
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0.00
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0.0653
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0.03 16.8221 0.01958 0.251388889
-0.22335
-134.0113
0.00
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0.0653
0.39
0.03 16.8222 0.01958 0.251388869
-0.22335
-134.0113
0.00
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0.00
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0.0653
0.39
0.03 16.8221 0.01958 0.251388809
-0.22335
-134.0113
0.00
0.00
0.00
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0.0921
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0.04 23.7279 DA27617 0.251386889
-0.21284
-127.1054
0.00
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420
0.0921
0.55
0.04 23.7279 0.027617 0.251388889
-0.21184
-127,1054
0100
0.00
0.00
0.00
430
0.0921
0.55
0.04 23.7279 0.027617 0.251388889
-0.21184
-127.1054
0.00
0.00
0.00
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440
0.1237
0.74
0.05 31.9734 0.037098 0.251388889
-0.19927
-118.9600
0.00
0.00
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0.00
450
0.1237
0.74
0.05 31.8734 0.037098 0.251389889
-0.19827
-1189600
0.00
0.00
MOO
0.00
460
0.2336
1.40
0.10 60.2052 0.070074 0.251388889
-0,15105
-90.5281
0.00
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0.3710
2.23
0.16 95.6201 0.111294 0.251388889
-0.09202
-55.2132
0.00
0-00
0.00
0.00
480
MUSS
1.11
0.08 47.81 0.055647 0.251388899
-0.27171
-103.0233
0.00
0.00
0.00
0.00
490
0.1237
0.74
0.05 31.8734 0.037098 0.251388889
.0,19927
-118.9600
0.00
0.00
0.00
0.00
S00
0.0921
0.55
0.04 23.7279 0.027617 0.251388889
-0.21184
-127.2054
0.00
0.00
0.00
0.00
510
0.0921
0.55
0.04 23,7279 0.027627 0.251388889
-0.21184
-127.2054
0.00
0.00
0.00
0.00
520
0.0921
0.55
0.04 23.7279 0.027617 0.251368889
-0.21184
-127.1054
0.00
0.00
0.00
0.00
530
0.0605
0.35
0.03 15.5825 0.018137 0.251388889
-0.22542
-135,2508
0.00
0.00
0.00
0.00
540
0.0605
0.35
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.0D
0.00
0.00
0.00
S50
0.0605
0.36
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
560
0.0605
0.36
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
570
0.0605
0.36
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
580
0.0605
0.36
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
590
0.0605
0.36
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
600
0.0605
0.36
0.03 15.5825 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
610
OA605
0.36
0.03 15.5625 0.018137 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
620
0.0605
0.36
0.03 15.5825 0.018237 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
630
010605
0.36
0.03 25.5825 0.018237 0.251388889
-0.22542
-135.2508
0.00
0.00
0.00
0.00
640
0.0605
0.36
0.03 15,5825 0.029237 0.251388889
-0.22542
-135.2S08
0.00
0.00
0.00
0.00
650
0.0495
0.30
0.02 12.7493 OM4839 0.251388889
423014
-138.0840
0.00
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0.00
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660
0.0495
0.30
0,02 12.7493 0.014939 0.251388889
-0.23014
-138.0840
0.00
0.00
0.00
0.00
670
0.0495
0.30
0,02 12.7493 0.014839 0251388889
-0.23014
-138.0840
0.00
0.00
0.00
0.00
680
0.0495
0.30
0.02 12.7493 0.014839 0251388889
-0.23014
-138A840
OAO
0.00
0.00
0.00
690
0,0495
0.30
0.02 22.7493 0.014839 0,251388889
-023014
-238.0840
0.00
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0.00
0.00
700
0.0495
0.30
0,02 12.7493 0.014839 0.251388889
-0.23014
-138.0840
0.00
0.00
0.00
0.00
710
0.0495
0.30
0.02 12.7493 0.014039 0.251388889
-0.23014
-138.0840
0.00
0.00
0.00
0.00
720
0.0495
0.30
0.02 12.7493 0.014839 0.251389889
-0.23014
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0.00
OAO
0.00
0-00
730
0.0495
0.30
0,02 12.7493 OM4839 0.251388889
-0.23014
-138.0840
0.00
O.OD
0.00
O.00
740
0.0495
0.30
0A2 12.7493 0.014839 0.251188889
-0.23014
-138.0840
0.00
0.00
0.00
0.00
750
0.0495
0.30
0.02 12.7493 0,014839 0.251386889
-0.23014
-138.0840.
0.00
0.00
0.00
0-00
760
0.0495
0.30
0.02 12.7493 0.014839 0.251388889
-0.23014
-138A840
0.00
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0.0392
0.23
0.02 10.0932 0.011749 0.251388889
-0.23457
-140.7401
0.00
0.00
0.00
0.00
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0.0392
0.23
0.02 10.0932 0.011748 0.251388889
-0.23457
-140,7401
0.00
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0.00
0.00
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0.0392
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6.02 10.0932 0.011748 0,251388889
-0.23457
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0.0392
0.23
0.02 10,0932 0.011748 0.251388889
-0.23457
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MOD
0.00
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810
0.0392
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0,02 10.0932 0.011748 0.251388889
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-0.23457
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O.D2 10.0932 0.011748 0.251386889
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440.7401
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0.0392
0.23
0.02 10.0932 0.011748 0.251388889
-0.23457
-140.7401
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 22 of 28
890
0.0344
0.21
0.01
0.35371 0.010305 0.251398889
-0.23663
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0.00
0.00
0.00
0.00
900
0.0344
0.21
0.01
8.85371 0A10305 0.251388899
-0.23663
-141.9796
0.00
0.00
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910
0.03"
0.21
0.01
845371 0.010305 0.251388689
-0.23663
-141.9796
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0.00
0.00
470
n,0344
0.21
0.01
SM371 0.010305 0.251388889
-0.23663
-141.9796
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930
0.0344
0.21
0.01
8.85371 0.010305 0.251388869
-0.23663
-141.9796
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0.00
940
0.0344
0.21
0.01
8.85371 0-010305 0.251368889
-0.23663
-141.9796
0.00
0.00
0.00
0.00
950
0.0344
0.21
0.01
8,85371 0.010305 0.251388989
-0.23663
-141.9796
0.00
0.00
0.00
0.00
960
0.0344
0.21
0.01
8.85371 0.010305 0.251388889
-0.23663
-241.9796
0.00
0.00
0.00
0.00
970
0.03"
0.21
0.01
8.85371 0,010305 0.251388889
-0.23663
-141.9796
0.00
0.00
0.00
0.00
980
0.0344
0.21
0.01
8.85371 0.010305 0.251388889
-0.23663
-141.9796
0.00
0.00
0.00
0.00
990
0.0344
0.21
0.01
8.85371 0.010305 0.251388889
-0.23663
-141.9796
0.00
0.00
0.00
O.DD
1000
0.0344
0.21
0.01
9.85371. 0.010305 0.251388889
-0.23553
-142.9796
0.00
0.00
0.00
0.00
1010
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1020
0.0275
0.16
0.01
7.08297 0.009244 0.2513888B9.
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1030
0.0275
0.16
0.01
7.08297 a.OD8244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1040
0.0275
0.16
0.02
7.08297 0.008244 0.251398889
-0.23958
-143.7SO4
0.00
0.00
0.00
0.00
1050
0.0275
0.16
0.01
7.08297 OA08244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1060
0.0275
0.16
0.01
7.08297 0.0082" 0.251389889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1070
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23959
-143.7504
O,OD
0.00
0.00
0.00
1030
0.0275
0.16
0.01
7.08297 0.008244 0.251389889
423958
-143.7504
0.00
0.00
0.00
0.00
2090
0.0275
0.16
0.02
7,08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1100
0.0275
0.16
0.01
7.08297 0.008244 0.2S1388989
-0.23958
-143.7504
0.00
0.00
0.00
0.00
ilia
0.0275
0.16
0.01
7.08297 0.008244 0.251382899
-0.23958
-143.7SO4
0.00
0.00
0.00
0.00
1120
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0,23958
-143.7504
0.00
0.00
0.00
0.00
1130
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1140
0.0275
0.16
0.01
7.08297 OMS244 0.251388889
-0.23958
-143.7SO4
0.00
0.00
0.00
0.00
1150
0.0275
0.16
0.01
7.08297 0.008244 0.251388989
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1160
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.DD
0.00
1270
0.0275
0.16
0.01
7.08297 0.008244 0.751388889
-0.23959
-143.7504
0.00
0.00
0.00
0.00
118D
0.0275
0.16
0.01
7.08297 0.006244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1190
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1200
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1210
0.0275
0.16
0.01
7.08297 0.008244 0.251388899
-0.23958
-143.7SO4
0.00
0.00
0.00
O.OD
1220
0.0275
0.16
0.01
7.08297 0.ODB244 0.251388899
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1230
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1240
0.0275
0.16
0.01
7.08297 0.008244 0.251388989
-0.23958
-143.1504
0.00
0.00
0.00
0.00
1250
0.0275
0.16
0.01
7.09297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1260
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1270
0.0275
0.16
0.02
7.09297 0.008244 0.251388899
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1280
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
2290
0.027S
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1300
0.0275
0.16
0-01
7.09297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0100
0.00
1310
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
2320
0.027S
0.16
0,01
7.09297 0.ODB244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1330
0.0275
0.16
0.02
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1340
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1350
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1360
0.0275
0.16
0.01
7.08297 0.008244 0.251308839
-0.23958
-143.7504
O.OD
0.00
0.00
0.00
1370
0-0275
0.16
0.01
7.08297 0.0082" 0.251388889
-0.2395B
-143.7504
0.00
0.00
0.00
0.00
1380
0.0275
0.16
0.01
7.08297 0.0082" 0.251388889
-0,23953
-143.7504
0.00
0.00
0.00
0.00
1390
0.0275
0.16
0.01
7.08297 0.0082" 0.251388889
-013958
-143.7504
0.00
0.00
0.00
0.00
1400
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1410
0.0275
0.16
0.01
7.08297 0.008244 0.251388889
-0.23958
-243.7504
0.00
0.00
0.00
0.00
1420
0.0275
0.16
0.01
7M297 0.008244 0.251388839
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1430
0.0275
mm
0.01
7.06297 0.00B244 0.251368889
-0.23958
-143.7504
0.00
0.00
0.00
0.00
1440
0.0275
0.16
0.01
7.08297 0.008244 0.251380889
-0.23958
-243.7504
0.00
0.00
0.00
0.00
4D OF STORM OCCURS IN 24 HOURS BUTTHE INFILTRATION MAY CONTINUE
0.00
0.00
1450
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1460
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
U.00
0.00
0.00
0.00
1470
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1480
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.0D
0.00
1490
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1500
0.0000
0.00
0.00
0 0 0.251388889
-0.25239
-150.8333
0.00
0.00
0.00
0.00
1510
0.0000
0.00
0.00
0 0 0.251388689
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1520
0.0000
CIAO
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00
1530
0.0000
0.00
0.00
0 0 0.251388889
-0.25139
-150.8333
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 23 of 28
INPUTS
aw4 Tyr-z4nr
POROUS PAVEMENT MODELING TO DETERMINE DEPTH OF STORAGE ROCK
24 Hour Storm. SBUH Tvoe lA Rainfall Distribution, Peak Flows Generated Every SO Mlntes by Rational Method CIA)
Post -developed 24•Hour Rainfall Depth = I 3-%
Contribution Area = ) 3105
Storage Rock Area =1 3103
Drainage Area Runoff Coefficient = ) 0.3
Native Soil Infiltration Rate = ! 3
Enter desired storm depth to Infiltrate.
Enter. For hydraulically Isolated areas (le pavements managing only their
own rainfall and not runoff from other areas), this equals the pavement
area.
In most cases this equals the pavement area but maybe modified If, for
some reason, the lace rock/Infiltration area differs from the pavement
area.
menu b to runua nsan Putuub Pdwmum unuduy, uut rw auaaax.g, we
assume that an area of impervious pavement Is draining to the same size
-nr n.N..--a.....4. annH ew mn nMn.ne-n oaf... t...n r...R.n.
Enter after performing infiltration testing_ Do riot rely on maps like the
NRCS soil surveyl
This is an Interative process. Guess a depth of storage rock (equivalent to
Depth of Storage Rock = 6 inches the base rock) end check the calculated values.12" Is a good first guess
Void Ratio of Storage Rack =� 40% Typically 40% for uniformly graded rock, but get this from your rock
suppliers specifications.
Outflow Elevation Above Bottom of Storage Rock =
Is Outflow Elevation Above Bottom of Storage Rock <- Depth of Storage Rock?i -
CALCULATED VALUES - PONDING
Maxlmlmt Ponding Depth in Storage Rock During Storm a 0.W In
Depth of Water left in Storage Trench After 30 Hours ■
0.00 in
size or rouowing btorm i nat t Oulu De btorea
24.0 in
In Rpmainino Rnrk --_.....
_
Is the Storage Trench Empty in 30 HoursW
T Hui.
Is the Storage Trench empty in 72 Hours? ei
U t
OTHER CALCULATED VALUES
Peak Rainfall Intensity
1.19 in
Peak Inflow Rate=
Peak Outflow Rate from Infiltration a
Peak Outflow Rate from Control Structure =
Ratio of Storage Rock to Contribution Area =
Storage Caoaclty of ROdt =
0.03
0.22
0.00
1.000
1 621.00
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. if them is not a large storm overflow control
structure, this value equals the depth of the storage rock. This will be the
maximum value possible for "Maximum Ponding Depth In Storage Rock
During Starm" below.
i nee cnecasmez you emerea r umoers aoave inar aan c cause brie
tr..nnrNM. re.wNnn .ukero (k. -.A-. u1wMMn b kr.h.. than nnr.(kre
Calculated from distribution but cannot exceed Outflow Elevation
Calculated from distribution
Calculated tram Vold Ratio of Storage Rack, Outflow Elevation Above
Bottom of Storste Rack. & Death of Water Left in Stomee Rack After 30
Depending on the Jurisdictlon's goals, this may not need to be TRUE
This should ALWAYS be TRUE If not, modify your design.
Calculated from distribution
Calculated from distribution. Is the flow into facility's storage rock.
Calculated from irdlltratlon rate & storage rock area.
Calculated from distribution. Is the peak rate leaving the site.
Calculated (aka Sizing Factor)
Calculated
11)
(2)
(3)
(4)
(S) (6)
(7)
(8)
(9)
(10)
(11)
(12)
(23)
Inflow Rate -
Cumulative
Storage Rock
Storage Rock
Outflow Rate
SBUH
Facility
Facility
Inflow Volume -
Inflow
Ponding without
Ponding with
exceeding
Rainfall
Rainfall
Inflow
Inflow Runoff
Infiltration
Infiltration
Infiltration
Volume to be
Control
Control
Control
Time
Depth
Intensity
Rate
Volume Depth
Rate
Rate
Volume
Stored
Structure
Structure
Structure
(min)
(in)
(in/hr)
(cfs)
(cf) (in)
(Cls)
(cfs)
(cf)
(cf)
(in)
(in)
(cis)
0
0.0000
0.00
0.00
0 0
M215625
0•00
10
0.0146
0.09
0.00
L13643 0,004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
20
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2396
0.00
0.00
0.00
0.00
30
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-D.21373
-128.2386
0.00
0.00
0.00
0.00
40
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.22373
-128.2386
0.00
0.00
OAO
0.00
5o
0.0146
0.09
0.00
2.23643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
60
0.0146
0.09
0.00
2.13643 0.004392
0.215625
-0.22373
428.2386
0.00
0.00
0.00
0.00
70
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.22373
-128.2386
0.00
0.00
0.00
0.00
80
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
90
0.0146
0.09
0.W
2.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
100
0.0146
0.09
0.00
1.13643 0.004392
0.21S625
-0.21373
428.2386
0.00
M00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 24 of 28
120
0.0183
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-227.9545
0.00
0.00
0.00
0.00
120
0.0193
0.11
0.00
1A2054 0.00549
0.215625
-0.21326
-227.9545
0.00
0.00
0.00
0.DO
130
0.0183
0.11
0.00
1.42054 O.OD549
0.215625
-0.21326
-227.9545
0.00
0.00
0.00
0.00
140
0.0163
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
150
0.0283
0.11
0.00
1.42054 0.00549
0.125625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
160
0.0183
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0100
0.00
0.00
170
0.0220
0.13
0.00
1.70465 0.006588
0.215625
-0.21278
-127.6704
0.00
0.00
0.00
0.00
180
0.0220
0.13
0.00
1.70465 0.006588
0.215525
-0.21278
-127.6704
0.00
0.00
0.00
0.00
190
0.0220
0.13
0.00
1.70465 0.006588
0.215625
-0,21278
-227.6704
0.00
0.00
O.OD
0.00
200
0.0220
0.13
0.00
L70465 0.006588
0.215625
-0.21279
-127.6704
0.00
0.00
0.00
0.00
210
0.0220
0.13
0.00
2.70465 0.006588
0.215625
-0.21278
-127.6704
0.00
0.00
0.00
0.00
220
0.0220
0.13
0.00
1.70465 0.006588
0.215625
-0.21278
-127.6704
0.00
0.00
0.00
0.00
230
0.0256
0.15
0.00
1.98875 0.007686
0.215625
-0.21231
-127.3862
0.00
0.00
0.00
0.00
240
0.0256
0.15
0.00
1.98875 0.007686
0.215625
-0.21231
-127.3862
0.00
0.00
0.00
0.00
250
0.0256
0.15
0.00
1.98975 0,007686
0.215625
-0.21231
-127.3862
0.00
0.00
0.00
D.00
260
0.0256
OAS
0.00
1.98875 0.007666
0.215525
-0.21731
-127.3862
0.00
0.00
0.00
0.00
270
0.0256
O.1S
0.00
1.98875 0,007686
0.215625
-0.21231
-127.3862
0.00
0.00
0.00
0.00
280
0.0256
OAS
0.00
1.98875 0.007686
0.215625
-0.22231
-127.3862
0.00
0.00
0.00
0.00
290
0.0300
0.18
0.00
2.32968 0.009004
0.215625
-0.21174
-121.0453
0.00
0.00
0.00
0.00
300
0.0300
0.19
O.OD
2.32968 0.009004
0.215625
-0.21174
-127.0453
0.00
0.00
MOO
0.00
310
0.0300
0.18
0.00
2.32968 0.009004
0.215625
-0.21174
-127.0453
0.00
0.00
0.00
0.00
320
0.0300
0.18
0.00
2.32968 0.009004
0.215625
-0.21174
-127.0453
0.00
0.00
O.DD
0.00
330
0.0300
0.18
0.00
2.32968 0.009004
0.215525
-0.21174
-127,0453
0.00
0.00
DAD
0.00
340
0.0300
0.18
0.00
2.32969 0.009004
0.215525
-0.21174
-127.0453
0.00
0.00
0.00
0.00
350
0.0348
0.21
0.00
2.69902 0.010431
0.215625
-0.21113
-126,6760
0.00
0.00
0.00
0.00
360
0.0348
0.21
0.00
2.69902 0.010431
0.215625
-0.21113
-126.6760
0.00
0.00
0.00
0.00
370
0.0348
0.21
0.00
2.69902 0.010431
0.215625
-0.21113
-126.6760
0.00
0.00
0.00
0.00
380
0.0348
0.21
0.00
2.69902 0.010431
0.215625
-0.21113
-126.6760
0.00
0.00
0.00
0.00
390
0.0348
0.21
0.00
2.5%02 0.010431
0.215625
-0.21113
-126.6760
0.00
0.00
0.00
0.00
400
0.0348
0.21
0.00
2.69902 0.010431
0.215625
-0.21313
-126.6760
0.00
0.00
0.00
0.00
410
0.0490
0.29
0.01
3.90704 0.014713
0.215625
-0.20926
-125.5680
0.00
0.00
0.00
0.00
420
0.0490
0.29
0.01
3.80704 0.014713
0.21562S
-0.20928
-125.5680
0.00
0.00
0.00
0.00
430
0.0490
0.29
0.01
3.90704 0.014713
0.215625
-0.20928
-125.5680
0.00
0.00
0.00
0.00
440
0.0659
0.40
0.01
5.11394 0.019764
0.215625
-0.20710
-124.2611
0.00
0.00
0.00
0.00
450
0.0659
0.40
0.01
5.21394 0.019764
0.215b2b
-0.20710
-124.2611
0.00
0.00
O.OD
0.00
460
0.2244
0.75
0.02
9.65966 0.037332
0.215625
-0.19953
-119.7153
0.00
0.00
0.00
0.00
470
0.1976
1.19
0.03
25.3428 O.OS9292
0.215625
-0.19006
-124.0332
0.00
O.OD
0.00
0.00
480
0.0988
0.59
0.01
7.6709 0.029646
0.215625
-0.20284
-121.7041
0.00
0.00
0.00
0.00
490
0.0559
0.40
0.01
5.11394 0.019764
0.215625
-0.20710
-124.2611
0.00
0.00
0.00
0.00
SOO
O.D490
0.29
0.01
3.80704 0,014713
0.215625
-0.20928
-125.5680
0.00
0.00
0.00
0.00
510
0.0490
0.29
0.02
3.80704 0.014713
0.215625
-0.20928
-125.5680
0.00
0.00
0.00
0.00
S20
0.0490
0.29
0.01
3.80704 0.014713
0.215625
-0.20928
-1255680
0.00
0.00
0.00
0.00
530
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
540
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
S50
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
560
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
570
0.0322
0.19
0.00
250015 0.OD9662
0.215625
-0.21146
-126.8749
P-nn
0.00
0.00
0.00
580
9.0322
0.19
0.00
2.50015 0.009662
0.225625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
590
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
600
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
610
0.0322
0.19
0.00
2.50015 0.009662
0.215625
-0.21146
-126.9749
0.00
0.00
0.00
0.00
620
0.0322
0.19
0.00
2.50015 0.009662
0.225625
-0.21146
-126.8749
0.00
0.00
0.00
0.00
630
0.0322
0.29
0.00
2.50015 0,009662
0.215625
-0.21146
-126.9749
0.00
0.00
0.00
0.00
640
0.0322
0.19
0.00
2.50015 0,009662
0.215625
-0.21246
-126.9749
0.00
0.00
0.00
0.00
650
0.0264
0.16
0.00
2.04557 0,007906
0.215625
-0.22222
427.3294
0.00
0.00
0.00
0.00
560
0.0264
0.16
O.DO
2.04557 0.007906
0.215625
-0.22222
-127.3294
0.00
0.00
0.00
0.00
670
0.0264
0.16
0.00
2.04557 0.007906
0.21562S
-0.21222
-127.3294
0.00
0.00
0.00
0.00
680
0.0264
0.16
OM
2.04557 0.007906
0.215625
-0.21222
-127.3294
0.00
0.00
0.00
0.00
690
0.0264
0.16
0.00
2.04557 0,007906
0,215625
-9.21222
-127.3294
0.00
0.00
0.00
0.00
709
0.0264
0.16
0.00
2.04557 0.007906
0.215625
-0.21222
-127.3294
0.00
0.00
0.00
0.00
710
0.0264
0.16
0.00
2.04557 0.007906
0,215625
-0.21222
-127.3294
0.00
0.00
0.00
0.00
720
0.0264
0.16
0.00
2.04557 0.007905
0.215625
-0.21222
-127.3294
0.00
0.00
0.00
0.00
730
0.0264
0.16
0.00
2.04557 0.007906
0.215625
-0.21222
-127.3294
0.00
0.00
0.00
0.00
740
0.0264
0.16
0.00
2,04557 0.007906
0.215625
421222
-127.3294
0.00
0.00
0.00
0.00
750
0.0264
0.16
0.00
2.045S7 0.007906
0.21S625
-0,21222
-127.3294
0.06
O.OD
0.00
0.00
760
0.0264
0.16
0.00
2.04557 0.007906
0.215625
-0,21222
-127.3294
0.00
0.00
0.00
0.00
770
0.0209
0.13
0.00
1.61941 0.006259
0.235625
-0,21293
-127.7556
0.00
0.00
0.00
0.00
780
0.0209
0.13
0.00
1.61%1 0.006259
0.215625
-0,21293
-127.7556
0.00
0.00
0.00
0.00
790
0.0209
0.13
0.00
1.61941 0.006259
0.21S625
-0.21293
-127.7556
0.00
0.00
0.00
0.00
800
0.0209
0.13
0.00
L61941 0.006259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
0.00
810
0.0209
0.13
0.00
L61941 M006259
0.215625
-0.21293
-127.75Sb
0.00
0.00
0.00
0.00
820
0.0209
0.13
0.00
1.61941 0.006259
0.215625
-0.21293
-127.7536
0.00
0.00
0.00
0.00
830
0.0209
0.13
0.00
1.61941 O.OD6259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
0.00
840
0.0209
0.13
0.00
1.619410.005259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
0.00

PM1 O70-4-001 Oceanside Yacht Club
Page 25 of 28
850
0.0209
0.13
0.00
1.61941 0.006259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
0.00
860
0.0209
0.13
0.00
1.61941 0.006259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
AAO
870
0.0209
0.13
0.00
1.61941 0.006259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
0.00
ago
0.0209
0.13
0.00
1.61941 0.006259
0.215625
-0.21293
-127.7556
0.00
0.00
0.00
0.00
890
0.0183
0.11
0.00
1,42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
900
0.0183
0.11
0.00
1.42054 0.00549
0.215525
-0.21325
-127.9545
0.00
0.00
0.00
0.00
910
0.0183
0.11
0.00
1A2054 0.00549
0.215625
-0.21325
-127.9545
0.00
0.00
0.00
0.00
920
0.0183
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
930
0.0183
0.11
0.00
L42054 0.00549
0.215625
-0.21326
-1273545
0.00
0.00
0.00
0.00
940
0.0183
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
950
0.0183
0.11
O.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
960
0.0183
0.11
0.00
1.42054 O.00S49
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
970
0.0183
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
990
0.0183
0.11
0.00
1.42054 OMS49
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
990
0.0183
0.11
0.00
1.42054 0.00549
0.215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
1000
0.0183
0.11
0.00
1.4I054 0.00549
0,215625
-0.21326
-127.9545
0.00
0.00
0.00
0.00
1010
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-228,2386
0.00
0.00
0.00
0.00
1020
0.0146
0.09
0.00
1.23643 0.004392
0.215625
-0.21373
-128.2396
0.00
0.00
0.00
0.00
1030
0.0146
0.09
0.00
1.13643 0,004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1040
0.0146
0.09
0.00
1.13643 0,004392
0.215625
-0.21373
-128.2396
0.00
0.00
0.00
0.00
1050
0.0146
0.09
0.00
1.13643 0.004392
OL21SG25
-0.21373
-128.2386
0.00
0.00
0.00
0.00
2060
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-129.2386
0.00
0.00
(LOD
0.00
1070
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2396
0.0D
0.00
0.00
0.00
1080
0.0146
0.09
0.00
1.23643 0.004392
0.215625
-0.21373
-129.2396
0.00
0.00
0.00
0.00
1090
0.0146
0.09
0.00
1.23643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1100
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
ilia
0.0146
0.09
0.00
1.23643 0.004392
0.215625
-0.21373
-128.2396
0.00
0.00
0.00
0.00
1120
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1130
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1140
0.0146
0.09
0.00
1.13643 0.004392
0.215525
-0.21373
-128.2386
0.0D
0.00
0.00
0.00
1150
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0AD
0.00
1160
0.0146
0.09
0.00
1.23643 0.004392
0.215625
-0.21373
-120.2386
0.00
0.00
0.00
0.00
1170
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-129,2386
0.00
0.00
0.00
0.00
1180
0.0146
0.09
0.00
2.13643 0.004392
0,215625
-0.21373
-128.2366
0.00
0.00
0.00
0.00
1190
0.0146
0.09
0.00
1.13643 0,004392
0.215625
-0.21373
-i2&2386
0.00
0.00
0.00
0.00
2200
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
U.00
0.00
1210
0.0146
0.09
0.00
L13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
2220
0.0245
0.09
0.00
1.13643 0,004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1230
0.0146
0.09
0.00
1.13643 0.004392
0.219625
-0.21373
-128.2396
0.00
0.00
0.00
0.00
1240
0.0146
0.09
0.00
1.13643 0,004392
0.215625
-0.21373
128.2386
0.00
0.00
0.00
0.00
1250
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
2260
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.23136
0.00
0.00
0.00
0.00
1270
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
2280
0.0146
0.09
0.00
2.13643 OA04392
0.215625
-0.21373
-128.2385
0.00
0.00
0.00
0.00
2290
0.0146
0.09
0.00
1.13543 O.OD4992
0.215625
-0.21373
-128.2385
0.00
0.00
0.00
0.00
1300
0.0146
0.09
0.00
1.23643 0.004392
0.I15625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1310
0.0146
0.09
0.00
1.23643 OM4392
0.215625
-0.21373
-128.2386
0.00
n nn
0.00
0.00
1320
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1330
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128,2386
0.00
0.00
0.00
0.00
1340
0.0146
0.09
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1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1350
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.22373
-12B.2386
0.00
0.00
0.00
0.00
1360
OM46
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2396
0.00
0.00
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0.00
1370
0.0146
0.09
0.00
L13643 0.004392
0.215625
-0.22373
-128.2386
0.00
0.00
0.00
0.00
1380
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0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
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0.03
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0.00
1390
0.0146
0.09
0.00
L13643 0.004392
0.225625
-0.21373
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0.00
0.00
0.00
0.00
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0.0146
0.09
0.00
1,13643 0.004392
0.215625
-a.21373
-128.2386
0.00
0.00
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0.00
1410
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2385
0.D0
0.00
0.00
0.00
1420
0.0146
0.09
0.00
1.13643 0,004392
0.215625
-0.22373
-128.2386
0.00
0.00
0.00
0.00
1430
0.0146
0.09
0.00
1.13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
1440
0.0146
0.09
0.00
L13643 0.004392
0.215625
-0.21373
-128.2386
0.00
0.00
0.00
0.00
4D OF STORM OCCURS
IN 24 HOURS BUTTHE INFILTRATION MAY CONTINUE
0.00
0.00
1450
0.0000
0.00
0.00
0 0
0.215625
-0.22563
-129.3750
0.00
0.00
0.00
0.00
1460
0.0000
0.00
0.00
0 0
0.215625
-0.21563
-1.79.3750
0.00
0.00
0.00
0.00
1470
0.0000
0.00
0.00
0 0
0.215625
-0.21563
-129,3750
0.00
0.00
0.00
0.00
2480
0.0000
0.00
0.00
0 0
0.215625
-0.22563
-129.3750
0.00
0.00
0.00
0.00
1490
0.0000
0.00
0.00
0 0
0.215625
-0.21563
-129.3750
0.00
0.00
0.00
0.00
25M
0.0000
0.00
0.00
0 0
0.215625
-0.22563
A29.3750
0.00
0.00
0.00
0.00
1510
0.0000
0.00
0.00
0 0
0.215625
-0.21563
-129.3750
0.00
0.00
0.00
0.00
1520
0.0000
0.00
0.00
0 0
0.215625
-0.21563
-129.3750
0.00
0.00
0.00
0.00
1530
0.0000
0.00
0.00
0 0
0.215625
-0.21563
-129.3750
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 26 of 28
INPUTS
UA4 -IUyr
POROUS PAVEMENT MODELING TO DETERMINE DEPTH OF STORAGE ROCK
24 Hour Storm, SBUH Type 1A Rainfall Distribution, Peak Flows Generated Eve 10 Mlntes by Rational Method Q=CIA)
Post -developed 24-Hour Rainfall Depth =
Contribution Area = I 8105
Storage Rock Area = I SIDS
Drainage Area Runoff Coefficient = Native Soil Infiltration Rate=kL3
Depth of Storage Rock e1 . 6
Void Ratio of Storage Rock =1 40%
Outflow Elevation Above Bottom of Storage Rock =
`Is Outflow Elevation Above Bottotr, of Storage Rock c-_ Depth of Storage Rock7j ' i 0A
ATED VALUES- PONDING
Maximum Ponding Depth in Storage Rock During Storm =
O.DO in
Depth of Water Left in Storage Trench After 30 Hours -
MOD in
Size of Following Storm That Could be Stored
2.40 in
in Remaining Rock=
is the Storage Trench Empty in 30 Hours
1;01 F
Is the Storage Trench empty in 72 Hours? 4
l Uzi '.
CALCULATED VALUES
Enter desired storm depth to infiltrate.
Enter. For hydraulically isolated areas (le pavements managing only their
own rainfall and not runoff from other areas), this equals the pavement
area.
In most cases this equals the pavement area but may be modified if, for
some meson, the base rock/infiltration area differs from the pavement
area.
Them's no runoff from porous pavement usually, but for modeling, we
assume that an area of Impervious pavement B draining to the some size
area of native soil underlying It, so we enter 0.9 - 0.96 for imp surface
(the C In 4qA)
Enter after performing infiltration testing. Do not rely on maps like the
NRCS soil surveyl
This Is an Interative process. Guess a depth of storage rock (equivalent to
the base rock) and check the calculated values.12" is a good first guess,
but you could also enter the depth of rock needed for structural stabillty
for your traffic loads on your wet uncompacted native soils If you've
gotten a geotechnical report already that includes ban rock.
Typically 40%for unfformly graded rock, but get this from your rock
supplier's specifications.
Enter the depth of water allowed to pond by whatever overflow control
structure you employ. If there is not a large storm overflow control
structure, this value equals the depth of the storage rock This will bathe
maximum value passible for "Maximum Ponding Depth in Storage Rock
During Storm" below.
This checks that you entered numbers above that don't cause the
Impossible situation where the overflow elevation Is higher than possible
ponding depth. This should always be TRUE Is this FALSE, increase Depth
of Storage Rode or decrease outflow Elevation Above Bottom of Storage
Rock.
calculated from distribution but cannot exceed outflow Elevation
Calculated from distribution
Calculated from Vold Ratio of Storage Rack, Outflow Elevation Above
Bottom of Storage Rock, 8: Depth of Water Left In Storage Rock After 30
Hours
Depending on the jurisdietlon's goals, this may not need to be TRUE
This should ALWAYS be TRUE. If not, modify your design.
Peak Rainfall Intensity =
Peak Inflow Rate =
Peak Outflow Rate from Infiltration =
Peak Outflow Rate from Control Structure =
Ratio of Storage Rock to Contribution Area a
storage Ca a of Rack =
2.23
In/hr calculated from distribution
cfs Calculated from distribution. Is the flow into focllittls storage rock.
cfs Calculated from Infiltration rate a storage rock area.
cfs Calculated from distribution. Is the peak rate leaving the site.
Calculated (aka Shins Factor)
cf Calculated
O.OS
0.22
0.00
2.000
621.00
SBUH WDROGRAPH
(I)
(2)
(3)
(4)
(5) (6)
(7)
(a)
(9)
0101,
(11)
(17)
(13)
Inflow Rate -
Cumulative
Storage Rock
Storage Rock
Outflow Rate
SBUH
Facility
Facility
Inflow Volume -
inflow
Ponding without
Ponding with
exceeding
Rainfall
Rainfall
Inflow
Inflow Runoff
infiltration
Infiltration
Infiltration
Volume to be
Control
Control
Control
-1me
Depth
Intensity
Rate
Volume Depth
Rate
Rato
Volume
Stored
Itructure
Structure
Structure
.-In)
(in)
()n/hr)
(cfs)
W) (in)
(cfs)
(cfs)
(co
(co
(in)
(in)
(cfs)
0
0.0000
0.00
0.00
0 0
0.215625
0.00
SO
0.0275
0.16
0.00
2.13314 0.008244
0.215625
-0.21207
-127.2419
0.00
0.00
0.00
0.00
20
0.0275
0.16
0.00
2.13314 0.008244
0.215625
-0.21207
-227.2419
0.00
0.00
0.00
0.00
30
0.0275
0.16
0.00
113314 0.008244
0.215625
-0.21207
-127.2419
0.00
0.00
0.00
0.00
40
0.0275
0.16
0.00
2.13314 0.008244
0.225625
-0.22207
-127.2419
0.00
0.00
0.00
0.00
50
0.0275
0.16
0.00
2.13314 0.008244
0.225625
-=207
-127.2419
0.00
0.00
0.00
0.00
60
0.0275
OA6
0.00
2.13314 0.008244
0.215625
-0.21207
-127.2419
0.00
O.00
0.00
0.00
70
0.0275
0.16
0.00
2.13314 0.008244
0.215625
-0.21207
-127.2419
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0.00
0.00
0.00
80
0,0275
0.16
0.00
2.13314 0.008244
0.215625
-D.21207
-127.2419
0.00
0.00
0.00
0.00
90
0.0275
0.15
0.00
2.13314 0.008244
0.215625
-0.21207
-127.2419
0.00
MOD
0.00
0.00
100
0.0275
0.16
0.00
2.13314 0.008244
0.215625
-0.21207
-127.2419
0.00
0.00
0.00
0.00
110
0.0344
0.21
0.00
2.66642 0.010305
0.215625
-0.21116
-126,7086
0.00
0.00
0.00
0.00
120
0.0344
0.21
0.00
2.66642 0,010305
0,215625
-0.21118
-126.7086
0.00
0.00
0.00
0.00
130
0.0344
0.21
0.00
2.66642 0.010305
0.215625
-0.22118
-126.7086
0.00
Q00
0.00
0.00
140
0.0344
0.21
0.00
2.66642 0.010305
0.21S625
-0.21218
-126.7086
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 27 of 28
150
0.0344
0.21
0.00
2.66642 0.010305
0.215525
-0121118
-126.7086
0.00
0.00
0.00
0.00
160
0.0344
021
0.00
2.66642 0.010305
0.215625
-0.21118
-126.7086
0.00
MOD
0.00
0.00
170
0.0412
0.25
0.01
3.1997 0.012366
0.215625
-0,21029
-226.1753
0.00
0.00
0.00
0.00
18O
0.0412
0.25
0.01
3.1997 0.022366
0.215625
-0,21029
-126.1753
0.00
0.00
0.00
0.00
190
0.0412
0.25
0.01
3.1997 0.012366
0.215625
-0.21029
-126.1753
0.00
0.00
0.00
0.00
200
0.0412
0.25
0.02
3.1997 0.012365
0.215625
-0.21029
-126.1753
0.00
n.00
0.00
0.00
210
0.0412
0.25
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3.1997 0.012366
0.215625
-0.21029
-125.2753
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0.00
0.00
0.00
220
0.0412
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3.1997 0.012366
0.215625
-0.21029
-126.1753
0.00
0.00
0.00
0.00
230
0.0481
0.29
0.01
3.73299 0.014427
0.21562.5
-0.20940
-125.6420
0.00
0.00
0.00
0.00
240
0.0481
0.29
0.01
3.73299 0.014427
0.215625
-0.20940
-125.6420
0.00
0.00
0.00
0.00
250
0.0481
0.29
0.01
3.73299 0.014427
0.215625
-0.20940
-125.6420
0.00
MOO
0.00
0.00
260
0.0481
0.29
0.01
3.73299 0.014427
0.215625
-0.20940
-125.5420
0.00
0.00
0.00
0.00
270
0.0481
0.29
0.01
3.73299 0.014427
0.215625
-0.20940
-125.6420
0.00
0.00
0.00
0.00
280
0.0481
0.29
0.01
3.73299 0.014427
0.215625
-0.20940
-125.6420
0.00
0.00
0.00
0.00
290
0.0563
0.34
0.01
4.37293 0.0169
0,215625
-0.20834
-125.0021
0.00
0.00
0.00
0.00
300
0.0563
0.34
0.01
4.37293 0.0169
0.215625
-0.20834
-125.0021
0.00
0.00
0.00
0.00
310
0,0563
0.34
0.01
4.37293 0.0169
0.215625
-0,20834
-125.0021
0.00
0.00
0.00
0.00
320
0.0563
0.34
0.01
4.37293 0.0169
0.215625
-0,20834
-225.0021
0.00
0,00
MOO
0.00
330
0.0563
0.34
0.01
4.37293 0.0169
0,215625
-0.20934
-125.0021
0.00
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0.DO
0.00
340
0.0563
0.34
0.01
4.37293 0.0269
0,215625
-0.20834
-125.OD21
0.00
0.00
0.00
0.00
350
0.0653
0.39
0.01
5.0662 0.01958
0,215625
A20718
-124.3088
0.00
0.00
0.00
0.00
360
0.0653
0.39
0.01
5.0662 0.01958
0.215625
-0.20718
-1243088
0.00
0.00
0.00
0.00
370
0.0653
0.39
0.01
5.0662 0.01958
0.215625
-0.20718
-124.3088
0.00
0.00
0.00
0.00
380
0.0653
039
0.01
5.0662 0,01958
0.215625
-0.20718
-124.3089
0.00
0.00
0.00
0.00
390
0.0653
039
0.01
5.0662 0.01958
O.Z1S625
-0.20728
-124.3088
0.00
0.00
0.00
0.00
400
0.0653
039
0.01
5.0662 0.02958
0.215625
-0.20718
-124.3098
0.00
MOD
0.00
0.00
410
0.0921
0.55
0.01
7.146 0.027617
0.215625
-0.20371
-222.2290
0.00
0.00
0.00
0.00
420
0.0921
0.55
0.01
7.146 0.027617
0.215625
-020371
-122.2290
0.00
0.00
0.00
0.00
430
0.0921
0.55
0.02
7.146 0.027617
0.215625
-0.20371
-122.2290
0.00
0.00
0.00
0.00
440
0.2237
0.74
0.02
9.59911 0.037098
0.215625
-0.19963
-119.7759
0.00
0.00
MOO
0.00
450
0.1237
0.74
0.02
9.59911 0.037098
0.215625
-0,29963
-119.7759
0.00
0.00
0.00
0.00
460
0.2336
1.40
0.03
18.1316 0.07OD74
0.215625
-0.18541
-121,2434
0.00
0.00
0.00
MOD
470
0.3710
2.23
0.05
28.7973 0.111294
0.215625
-0.16763
-100,5777
0.00
0.00
0.00
0.00
480
0.1855
1.11
0.02
14.3997 0.055647
0.215625
-0,19163
-114.9763
0.00
0.00
0.00
0.00
490
0.1237
0.74
0.02
9,59911 0.037098
0.215625
-0.19963
-119.7759
0.00
0.00
0.00
0.00
500
0.0921
O.S5
0.01
7.146 0.027617
0.215625
-0.20371
-122.2290
0.00
0.00
0.00
0.00
510
0.0921
0.55
0.01
7.146 0.027617
0.215625
-0.20371
-122.2290
0.00
0.00
0.00
0.00
520
0.0921
035
0.01
7.146 0.027517
0.215625
-0.20371
-122.2290
0.00
0.00
0.00
0.00
530
0.0605
0.36
0.02
4.6929 0.018137
0.215625
-0.20780
-124.6821
0.00
0.00
MOO
0.00
540
0.0605
0.36
0.02
4.6929 0.018137
0,215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
550
0.0605
0.36
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6621
0.00
0.00
0.00
0.00
560
0.0605
0.36
0.01
4.6929 0.018137
0215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
570
0.0605
0.36
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
580
0.0505
0.36
0.01
4.6929 0.013137
0.215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
590
0.0605
0.35
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
600
0.0505
0.36
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
610
0.0605
0.36
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6821
ann
0.00
0.00
0.00
620
O.Ob05
0.36
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
630
0.0505
0.36
0.01
4.6929 0.018137
0.215625
-0.20730
-124.6821
0.00
0.00
0.00
0.00
640
0.0605
0.36
0.01
4.6929 0.018137
0.215625
-0.20780
-124.6821
0.00
0.00
0.00
0.00
650
0.0495
0.30
0.01
3.83964 0,014839
0.21562S
-0.20923
-125.5354
0.00
0.00
0.00
0.00
660
0.D495
0.30
0.01
3.839" 0.024939
0.215625
-0.20923
-125.5354
0.00
0.00
0.00
0.00
670
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
MOO
0.00
0.00
0.00
680
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
4253354
0.00
0.00
0.00
0.00
690
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
0.00
0.00
0.00
0.00
700
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
0.00
D.00
0.00
0.00
710
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
0.00
0.00
0.00
0.00
720
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
0.00
0.00
0.00
0.00
730
0.0495
0.30
0.02
3.83964 0.014839
0.215625
-0.20923
A25.5354
0.00
0.00
0.00
0.00
740
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
0.00
0.00
0.00
0.00
750
0.0495
0.30
0.01
3.83964 0.014839
0.215625
-0.20923
-125.5354
0.00
0.00
0.00
0.00
760
0.0495
0.30
0.01
3.83964 0.014839
0.215525
-0.20923
-125.5354
0.00
0.00
0.00
0.00
770
0.0392
0.23
0.01
3.03972 0.021748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
780
0,0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0100
0.00
0.00
0.00
790
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
SOD
0,0392
0.23
0.01
3.03972 0.011748
0.225675
-022056
-126.3353
0.00
0.00
0.00
0.00
81D
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.OD
0.00
0.00
820
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
830
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
840
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0,21056
-126.3353
0.00
0.00
0.00
0.00
950
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
860
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
870
0.0392
0.23
0.01
3.03972 0.011748
0.215625
-0.21056
-126.3353
0.00
0.00
0.00
0.00
880
0.0392
0.23
0.01 3.03972 0.011748
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-0.21056
-126.3353
0.00
0.00
0.00
0.00

PM1070-4-001 Oceanside Yacht Club
Page 28 of 28
890
0.0344
0.22
0.00
2.66642 0.010305
0.215625
-0.21128
-126,7086
0.00
0.00
0.00
0.00
900
0.0344
0.22
0.90
2.66642 0.01030S
0.215625
-0.21128
-126.7096
0.00
0.00
0.00
0.00
910
0.0344
0.22
0.00
2.66642 0.010305
0.215625
-0.21118
-126.7096
0.00
0.0D
0.00
0.00
920
0.0344
0.22
0.00
2.66642 0.010305
0.21S625
-0.22118
-126.7086
0.00
0.00
0.00
0.00
930
0.0344
0.21
0.00
2.66642 0.010305
0.21562S
-0.21128
-126.7086
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0.00
0.00
0.00
940
0.0344
0.21
0.00
2.66642 0.010305
0.215625
-0.7_1118
-126.7096
0.00
0.00
0.00
0.00
950
0.0344
0.22
0.00
2.66642 0.010305
0.215625
-0.21218
-126.7086
0.00
0.00
0.00
0.00
960
0.0344
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om
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0.225625
-0.21118
-126.7086
0.00
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970
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0.00
2.66642 0.010305
0.21567.5
-0.21128
-126.7096
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0.00
0.00
0.00
980
0.0344
0.22
0.00
2.66642 0.010305
0.215625
-0.22119
-126.7086
0.00
0.00
0.00
0.00
990
0.0344
0.21
0.00
2.66642 0.010305
0.21S625
-0.21129
-125.7086
0.00
0.00
0.00
0.00
1000
0.0344
0.21
0.00
2.56642 0.010305
0.215625
-0.21118
-126.7086
0.00
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2.13314 0,008244
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0.DO
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2.13314 0.008244
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0.00
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2,13314 0.009244
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0.00
O.OD
0.00
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2.13314 0.008244
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427.2419
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1340
0.0275
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0.215625
-0.22207
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0.16
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2.13314 0.008244
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0.00
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1360
0.0275
0.26
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2.23314 0.008244
0.215625
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0.00
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1370
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2.13314 0.008244
0.215625
-0.21207
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0.00
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0.00
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1380
0.0275
0.25
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2.13314 0.009244
0.215625
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0.00
0.00
0.00
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1390
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0.16
0.00
2.13314 0.OD9244
021S625
-0.21207
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0.00
0.00
0.00
0.00
1400
0.0275
0.26
0.00
2.13314 0.009244
0.21S625
-0.21207
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0.00
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0.00
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1410
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0.15
0.00
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-0.21207
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0.00
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0.00
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1420
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0.15
0.00
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0.00
0.00
0.00
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1430
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0.00
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1440
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-021207
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0.00
0.00
0.00
0.00
ID OF STORM OCCURS IN 24 HOURS 9UTTHE INFILTRATION MAY CONTINUE
DAO
0.00
1450
0.0000
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0 0
0.215625
-0.21563
-129.3750
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0.00
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1460
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-0.21563
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0.00
0.00
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1470
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0.215625
-0.nS63
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0.00
0.00
0.00
1480
0.0000
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0.00
0 0
0.215625
-0.21563
-229,3750
O.OD
0.00
0.00
0.00
1490
0.0000
0.00
0.00
0 0
0.225625
-0.21S63
-129.3750
0.00
0.00
0.00
0.00
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0.00
0.00
0 0
0.21562S
-0.21563
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0.00
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1510
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0.00
0.00
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0.215625
-021563
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1520
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0.00

N. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated.
The parking and drives will be constructed of permeable pavement and will infiltrate runoff from all
proposed BUA
2. a_ If claiming vested rights, identify the supporting doc�.zments provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUDApproval 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 White Oak River basin.
4. Total Property Area: 12.02 acres
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: 2.97Lupland basin)acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project Area':
9.05 acres
' Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or 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 = 29.49 %
9. How many drainage areas does the project have?3 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
Receiving Stream Name
Upland Basin
Upland Basin
Upland Basin
Upland Basin
Stream Class *
SA
SA
SA
SA
Stream Index Number *
N/A
N/A
N/A
N/A
Total Drainage Area (sf)
179,505
25,535
10,310
3,105
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** (sf)
98,981
15,597
905
776
% Impervious Area** (total)
55.14%
61.08%
25%
8%
Iraenvious'' Surface Area
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On -site Buildings/Lots (sf)
68,140
On -site Streets (sf)
On -site Parking (sf)
26,841
3,313
On -site Sidewalks (sf)
4,000
Other on -site (sf)
905
776
Future (sf)
Off -site (sf)
Existing BUA*** (sf)
12,284
Total (sf):
98,981
15,597
905
776
* Stream Class and Index Number can be determined at: http:&portal.ncdenr.org/webhvg/ps/csu/classifications
** Im envious 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 BUA that will remain after development. Do not report any existing BUA that is
to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

Narrative
Oceanside Yacht Club
September 1 2015
Revised February 1, 2016
Permittee:
Crystal Holdings, LLC
James H. P. Bailey, Jr.
517 E. Fort Macon Road
Atlantic Beach, NC 28512
252-241-1200
F�8 VIA
Engineer:
Stroud Engineering, P.A.
By'
107 B Commerce Street
Greenville, NC 27858
[phone]
License Number: C-0647
I. General Information
Oceanside Yacht Club is proposed as a 72 unit townhome complex consisting of nine
multifamily buildings, clubhouse, storage units and an upland marina totaling 122 slips. The project
is located on Radio Island off of Olde Towne Yacht Club Drive in Morehead City, NC. The tract is
12.02+/- acres with 2.97+/- acres being excavated to create the upland basin.
U. Stormwater Information
The project is located within the White Oak River basin and currently drains north into Morgan
Creek (Newport River), Class SA;HQW waters. The parcel is within 575 feet of the HQW water
?SIC ''" body. The submittal is for consideration under the "Alternative Design" based on circumstances
' w1� ech with the initial guidance of the project and calculations are provided to meet the criteria of the rule.
The development is high density under the current Coastal Stormwater Rules and proposing
permeable pavement to infiltrate all of the built upon area on the site.
There is an existing parking lot that was constructed on the property and a violation was issued
for the activity because no permit was obtained for the construction. The existing parking lot is
included in the BUA calculations for SW8 080952 and portions of the existing asphalt are being
converted to permeable pavement providing infiltration and treatment for all of the existing BUA
constructed on this tract. This should allow for permit SW8 020529 to be rescinded as suggested in
a Notice of Inspection dated February 5, 2014. All drainage calculations were made using either the
Rational Method (Q=cIA).
III. Coastal Management
This project was submitted and approved on June 23, 2012 with the issuance of CAMA Major
Permit #54-09.
IV. Erosion and Sedimentation Control Measures
The following measures are proposed for the site. If it becomes evident that additional erosion
and sedimentation control measures are needed, they shall be installed immediately. It is intended

that all grading and excavation activities within a certain area will be protected as soon as that
activity is complete. Given the location of the site
1. Sediment Fence — Sediment fence will be utilized as necessary in locations as shown on plans
or as deemed necessary by the engineer to insure that off -site sedimentation is controlled.
2. Seeding — All disturbed areas will be seeded within 7 days following construction in accordance
with the seeding schedule shown on the plans.
3. Stone Construction Entrance — Stone construction entrance will be used to reduce transport of
sediment off site.
4. Upland Marina Basin- The upland marina basin partially existing and to be constructed will
serve as a sediment trap during construction, given a large majority of the site drains to the
marina. The site is located on historic fill of sandy to loamy materials with a majority of the
site at a minimum infiltration rate of 6 inches per hour. This project requires a storage sediment
rate at 3600 cf/acre of disturbance and required surface area is based on the 10-year storm since
draining to the upland basin, classified as SC waters.
Sediment volume from the earth disturbing activities draining to the upland marina basin is
estimated to be 40,320 cubic feet based on 11.2 acres of disturbance. The elongated portion of
the excavated upland basin after excavation will provide sediment storage of 98,875cf at just V
of storage within the basin far exceeding the required volume. The surface area required is
10,730sf and the basin provides 98,875sf. Upon completion and stabilization of project the
basin shall be cleaned to the original design depth.
V: Maintenance Plan
1. All erosion and sediment control measures shall be checked for stability and effective
operations following every runoff producing rainfall event or at least once per week. Repairs
required shall be completed immediately to the dimension and functions indicated on the plans.
2. Sediment shall be removed form behind the sediment fencing when it becomes 0.5 feet deep at
the fence. The fence shall be replaced or repaired as necessary to maintain a barrier.
3. All seeded areas shall be fertilized, seeded and mulched within 7 calendar days of disturbance.
Disturbed areas shall be fertilized, reseeded and mulched as necessary according to the Contract
documents to establish and maintain a dense vegetative cover.
VI. Construction Sequence
1. Remove and/or relocate existing obstructions.
2. Install stone construction entrance(s).
3. Install silt fencing at specified locations. Begin marina excavation & stockpile at locations to be
determined by contractor and or haul to a permitted site. Leave plug to open water in place
during construction.
4. Rough grade site.
5. Install water & sewer utilities.
6. Install roof drainage piping within pervious pavement footprint to tie in the rear building roof
drainage.
7. Fine grade areas other than PICP locations.
8. Grade and maintain 0.5% slope at pervious pavement subgrade locations by either terracing or
construction a permanent barrier at terraces.
9. Construct the aggregate subbase and base and protect the surface of the base aggregate with
geotextile and an additional 2-inches thick layer of the same base aggregate over the geotextile
in areas of construction traffic. Install observations wells as indicated on drawing and provide
protection during construction. Install concrete edge restraints.

10. Construct buildings.
11. Seed and mulch all areas of disturbance not to be paved within 7 days of land
disturbance.
12. Clean sediment from upland marina basin and remove land plug to open water.
13. Once construction traffic has ceased and adjacent soils are vegetated remove the geotextile and
soiled aggregate and install the remainder of the PICP system per the plans. If additional
construction traffic uses the installed PICP system, surface must be protected with a woven
geotextile and minimum 2 inches of ASTM No.8 open -graded aggregate layer. The area
protected upon completion shall be vacuumed with a machine capable of removing one -inch of
stone from the joints or until no traces of sediment is present. Fill the joints again with clean
stones and sweep PICP surface clean. Pavement should be tested to verify infiltration rates.
14. Remove contaminated stone at stone construction entrance(s) and construct PICP as noted in
(9.) and (13.)
15. Perform final grading, seed and mulch all remaining disturbed areas.
16. Remove silt fence.
VII. Design Assumptions
1. Design storm is ten years for both stormwater design and sediment control.
2. The Rational Method is used for the design.

Hall, Christine
From: Ginger Turner <[e-mail]>
Sent: Wednesday, April 27, 20161:04 PM
To: Hall, Christine
Subject: RE: Gravel area for SW8 080952 Oceanside Yacht Club
8,200 sf
From: Hall, Christine [mailto:[e-mail])
Sent: Wednesday, April 27, 201612:17 PM
To: Ginger Turner<[e-mail]>
Subject: Gravel area for SW8 080952 Oceanside Yacht Club
Ginger,
I'm sorry but I have one more question. Can you provide the square foot area that is proposed to be 57 stone?
Thanks!
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
ch ristine. halla-ncden r.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
Cd?:' <' •r:�iiE��'�C'7r E'7C8 to and {,'o T i",. / 4 ' ►5 s'.1hjecito ij':e
1c, , i i-8,' +.:'l1a J(,..;7F•:`. 1F'BCG a i.: ..:1f !: �.; �` 97� i>,. _ � to tiil'r1r'3i71C'S.

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
107 B COMMERCE STREET
GREENVILLE, NORTH CAROLINA 27858
[phone]
March 29, 2016
NCDEQ
Christine Hall
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Oceanside Yacht Club - Response to Request for Additional Information
Stormwater Project No. SW8 080952
Dear Christine,
We have reviewed the request for additional information dated March 16, 2016 and addressed as follows:
1. The access around the storage units is being proposed as ASTM #57 stone with a permeable liner meeting the
requirements for pervious area set forth in Session Law 2015-149 and noted on Sheet 1. Detail also included on
Sheet 1.
2. The supplements (Pages 1 of 3) have been revised to the lyr, 24hr post -pre design storm including any associated
design details.
3. The infiltration rate used for the design is 3 in/hr which is one-half the measured infiltration rate and has been
revised accordingly on the supplements.
4. Drainage area 3 includes the additional vegetated area. The drainage area map has been revised to reflect the
correct drainage area correlation. The models for drainage areas 3 and 4 have been revised providing the correct
permeable pavement areas associated with each drainage area. A revised set of calculations is attached to this
submittal. The rock depth is also revised to 6 inches of rock instead of 12 for the grass cell pervious pavement within
drainage areas 3 and 4.
5. Two copies of the sealed revised drainage area map are attached.
Please let me know if you have any other concerns or questions in regards to this response.
Sincerely,
Ginger Y. urner, PE
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• 36970
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4F9 160;`;: APR 0 516
BY:
107 COMMERCE ST. 102-D CINEMA DRIVE HESTRON PLAZA TWO
SUITE B WILMINGTON, NC 28403 151-A HWY. 24
GREENVILLE, NC 27858 [phone] MOREHEAD CITY, NC 28557
[phone] [phone]

STROUD ENGINEERING, P.A.
107-B Commerce Street
GREENVILLE, NC 27858
[phone]
TO N C'T
1vu` NC 2M qc)
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via
❑ Shop drawings ❑ Prints ❑ Plans
❑ Copy of letter ❑ Change order ❑
11F.Vulm n] @IF V�° IJVMUVV LL
DATE + Z� r to
t
JOB fop- I ,
TU {lJ7
ATTENTION
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❑ Samples
the following items:
❑ Specifications
rim F2 WE
t
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
}�As requested
�Xor review and comment
O FOR BIDS DUE
REMARKS
❑ Approved as submitted ❑ Resubmit
❑ Approved as noted
❑ Returned for corrections
FW
copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
_4
COPY TO
t
SIGNED•
If enclosures are not as noted, kindly notify us at o c .

Hall, Christine
From:
Hall, Christine
Sent:
Tuesday, March 22, 201611:24 AM
To:
'Ginger Turner'
Cc:
'Ron Cullipher'
Subject:
RE: SW8 080952 - Oceanside Yacht Club
Attachments:
57 Stone Guidance 20151014.pdf
Ginger,
I've attached the 57 stone / trail guidance put forth by the folks in Raleigh. After speaking with Georgette, you might
still be able to apply the trails option under item 3 of the section titled "Trails - Criteria". You would have to identify the
areas providing access to these units and would be considered a trail, demonstrate how the area would be limited to
foot and golf cart traffic (bollards, fencing, or other barrier?), and that the sormwater would be allowed to infiltrate
even under the compacted trail condition.
I hope this helps.
Christine
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources - State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
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8 to c^,iC, •. CuS5 is to Yr7e.
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From: Ginger Turner [mailto:[e-mail]]
Sent: Tuesday, March 22, 2016 9:11 AM
To: Hall, Christine <[e-mail]>
Cc:'Ron Cullipher' <[e-mail]>
Subject: RE: SW8 080952 - Oceanside Yacht Club
Based on GS113A-85 the proposed grassed area access does not meet the definition of a trail, because it is will not be
open to the public. Does this mean that this area must propose gravel and be constructed as defined in SL 2015-149?
From: Hall, Christine [mailto:[e-mail]
Sent: Tuesday, March 22, 2016 9:02 AM
To: Ginger Turner <gturner@stroudeneineer.c�-.)i t»
Cc: Ron Cullipk--ter [e-mail]>
Subject: RE: SW8 080952 - Oceanside Yacht Club

Hew are you looking to permit the access to the storage Ulllits? As a trail?
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
Christine. hallCa�ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
IL
From: Ginger Turner[mailto:[e-mail]
Sent: Monday, March 21, 2016 3:46 PM
To: Hall, Christine <[e-mail]>
Cc: Ron Cullipher <[e-mail]>
Subject: 5W8 080952 - Oceanside Yacht Club
In response to item 1. of the Request for Additional Information are you only looking for additional clarification via letter
or do you also need the plans revised specifying that the access to the storage buildings is proposed as pervious allowing
only foot and golf cart traffic, however if a more stable surface is needed in the future then a surface of number 57
stone, as designated by the American Society for Testing and Materials, laid at least four inches thick over a geotextile
fabric will be required per Session Law 2015-149.
Ginger Turner, PE
Senior Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.
04

Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY
March 16, 2016
James H.P. Bailey, Jr., Managing Member
Crystal Holdings, LLC
517 East Fort Macon Road
Atlantic Beach, NC 28512
Subject: Request for Additional Information
Stormwater Project No. SW8 080952
Oceanside Yacht Club
Carteret County
Dear Mr. Bailey:
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
.Secretary
TRACY DAVIS
Director
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for Oceanside Yacht Club on October 23, 2015 with additional information received on
February 5, 2016. A preliminary in-depth review of that information has determined that the application
is not c mplete. The following information is needed to continue the stormwater review:
not
Law 2015-149: In response to Item 3 of the request for additional information dated
P
January 7, 2016, it was noted that the storage units will be accessed either by foot or by golf cart.
Please demonstrate that the storage unit access points will be limited to foot and golf cart traffic
and demonstrate that the access paths meet the pervious area criteria set forth in Session Law
2015-149.
v1.5A NCAC 02H. 1 005(a)(2) and .10054)(1)(Bxiii): As noted .in item 1 of the request for
additional information dated January 7, 2016 and in follow-up e-mail correspondence, this site is
considered to be within % miles of and draining to SA waters. For sites within 1/2 miles of and
draining to SA waters, the stormwater systems must control and treat the greater of either the
runoff from 1.5 inch of rainfall or the difference in the predevelopment and postdevelopment
runoff for a 1-year, 24-hour storm. The revised supplements indicate that the design storm is 1.5"
of rainfall, however the calculations appear to indicate that the difference in the predevelopment
and postdevleopment for the 1-year, 24-hour storm is greater. Please re -consider the design storm
/ (and the associated design details) presented in the supplements to select the greater design storm.
✓3. 15A NCAC 02H.1008(h) and .1003(g)(7): As part of this alternative design, it was agreed that
the design would be based. on one-half the measured infiltration rate of 6 inches/hr. Please list the
infiltration rate used for the design in the supplements.
4. 15A NCAC 02H.1003(g)(7): Please confirm that the final numbers, calculations, assumptions,
drawn and procedures associated with the stormwater management measures are consistent
with intended design between all application documents. For instance:
a. The drainage area map indicates that drainage area 4 includes an expanse of vegetated
area. However, the remaining application documents appears to indicate that drainage
ea 3 has vegetated areas associated with it instead of 4. Please confirm that the
drainage area information is presented consistently throughout the application documents.
The model for drainage areas 3 and 4 (pages 17, 20, 23, and 26 of 28) list the contributing
areas and permeable pavement surface areas as being different than the other application
documents. Additionally, the model lists the depth of storage rock as 12 inches, however
the other application documents list the depth for these two drainage areas as 6 inches.
Please confirm the information listed in the models for the 1-year, 24-hour and 10 year
storms for drainage areas 3 and 4 are consistent with the intended design.
state of North Carolina I Enviranmenml Qmality I Energy, Mimaal and Land Resoarms
127 Cardinal Drive Extension I Wilmington, NC 29405
9�R7W:7715 T ' 9itl35R. r. F f b.1w.Woor-W.

State Stormwater Permit No. SW8 080952
Page 2 of 2
15A NCAC 02H.1003(g)(1), (2), and (5): In response to Item 2 of the previous request for
additional information dated January 7, 2016, one copy of an unsealed drainage area map was
provided. Please provide 2 copies of the delineated drainage areas dated and sealed by an
appropriate design professional.
Please remember that a change to one number may have a domino effect on other numbers. Please check
all plans, calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to April 18, 2016, or the application will be
returned as incomplete. Please note that only two letters requesting additional information will be
allowed If the information provided after the second request is not sufficient to issue the permit, the
project will be returned The return of a project will necessitate resubmission of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the. Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 30
days past the original due date. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
U
7,,.,,
Christine Hall
Environmental Engineer
GDS/canh: \\\Stormwater\Permits & Projects\2008\080952 HD\2016 03 addinfo 080952
cc:. Ginger Turner, Stroud Engineering
Wilmington Regional Office Stormwater File
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I htto://oortal.ncdenr.org/web/Ir/

STROUD ENGINEERING, P.A.
CONSULTING ENGINEERS
107 B COMMERCE STREET
GREENVILLE, NORTH CAROLINA 27858
[phone]
February 1, 2016
NCDEQ
Christine Hall
127 Cardinal Drive Extension
Wilmington, NC 28405
RE: Oceanside Yacht Club - Response to Request for Additional Information
Stormwater Project No. SW8 080952
Dear Christine,
We have reviewed the request for additional information dated January 7, 2016 and addressed as follows:
1. The project is being submitted under the Alternative Design criteria as suggested in an email from Georgette Scott,
dated January 20, 2016. The calculations demonstrate that the permeable pavement system is capable of handling
the pre/post for the 1-year, 24-hour storm event at one-half the infiltration rate without discharging. All other
calculations with regards to the infiltration rate uses this reduced rate.
2. Attached to the calculations is a drainage area map of the four areas. I removed the A and B from drainage area 1
and created drainage area 4. The initial reason for the A and B were to differentiate between the PICP and PIRG,
given different supplements. The PTRG (GrassCell) proposed within Drainage Area #3 does have additional vegetated
pervious area which drains to the system given the natural slope of the area and no route for the surface runoff.
The applications have been revised as needed to reflect this area.
3. The storage units do not propose impervious access because they will be accessed either by foot or golf cart.
4. Drainage areas have been checked and are represented in the applications as shown in the additional calculations.
Calculations attached provide the depth of the 10-yr 24-hr storm, drawdown calculations and minimum required
aggregate depths for the 1.5", pre/post lyr-24hr and 10yr storms. The seasonal high water table has been revised
on the detail (Sheet 9 of 9) and in the supplements to elevation 4.0 across the site.
5. The vegetated basin (area between rear of building and parking area) has been rerouted to overflow overland via a
drop inlet that will be installed south of the parking area. The connecting pipe will be perforated so a majority of the
runoff will infiltrate. A note has been added to the stormwater plan (Sheet 4 of 9) in reference to the downspouts
having no more than 1,000 sf of roof area to a single downspout. Building plans have not been developed, so exact
locations of down spouts are unknown.
The construction sequence (Sheet 5 of 9) has been revised to include additional methods and considerations for the
permeable pavement installation.
Please let me know if you have any other;,nsim or questions in regards to this response.
incerely, •`•�P� 0689 •O��•s�
Ar
00
r.
SEAS __
Ginger Y. Turner, PE 36970 i;
�+ 6A 4
�'�QFA Y TUQ`�•••
107 COMMERCE ST. "•���I�il���b�2-D CINEMA DRIVE HESTRON PLAZA TWO
SUITE B WILMINGTON, NC 28403 151-A HWY. 24
GREENVILLE, NC 27858 [phone] MOREHEAD CITY, NC 28557
[phone] [phone]

STROUD ENGINEERING, P.A.
r 107-B Commerce Street
GREENVILLE, NC 27858
[phone]
TO
I�� 1�aaO ria_C Dv.
WE ARE SENDING YOU
❑ Shop drawings
❑ Copy of letter
❑ Attached ❑ Under separate cover via
❑ Prints
❑ Change order
❑ Plans
dCE44IEQ OCR 4 D o Gv]�G�iu 044Lad
r
DATE 1
JOB NO.�` V jdo
UU
ATTENTION •1„ I 1- S���je
IV It
`
HW 1
RE:
1\&d4+_C10k7
❑ Samples
the following items:
❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
1
aj`
c
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
❑ For your use ❑ Approved as noted ❑ Submit copies for distribution
❑ As requested ❑ Returned for corrections ❑ Return corrected prints
❑ For review and comment ❑
❑ FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
a
SIGNED
If enclosures are not as noted, kindly notify us1.tnce.

Hall, Christine
From:
Sent:
To:
Subject:
Ok — thanks for the heads up.
Hall, Christine
Tuesday, February 02, 201610:18 AM
'Ginger Turner'
RE: SW8 080952 Oceanside Yacht Club
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
K' Z-.
Email cor.!asvoodence to e.7d .`rclr, this eddress is s .sb ct tc tho
North ; Grolina Public Records Laiv ead mar be dis.l.-sed to third Per°is .
From: Ginger Turner [mailto:[e-mail]]
Sent: Tuesday, February 02, 2016 10:05 AM
To: Hall, Christine <[e-mail]>
Subject: RE: SW8 080952 Oceanside Yacht Club
PDF of revised applications.
From: Ginger Turner [mailto:[e-mail]]
Sent: Tuesday, February 02, 2016 9:25 AM
To: Christine Hall <[e-mail]>
Subject: SW8 080952 Oceanside Yacht Club
Christine,
For some reason I did not include the revised applications in the package you should receive today or tomorrow. I am
dropping the revised sheets in the mail today for you to include with the submittal. I apologize for any inconvenience.
Ginger Turner, PE
Civil Engineer
Stroud Engineering, PA
107E Commerce Street
Greenville, NC 27858
252-756-9352 x233

Hall, Christine
From: Hall, Christine
Sent: Friday, January 29, 2016 11:59 AM
To: 'Ginger Turner'
Subject: RE: Oceanside Yacht Club SW8 080952
I see. We were just looking for confirmation of how you were looking to permit this project. You might want to consider
updating the narrative to discuss the alternative design for this one.
Thanks!
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
Ei.3Gi` ror'espar.aence !o . r►v ti s adC'.'GSs is SUL! iec" to the
N,::,rt17 Carodr.v P b1, : Records Law f ,td rney be d scio e6 to ihirc P.-ties.
From: Ginger Turner [mailto:[e-mail]]
Sent: Friday, January 29, 2016 11:51 AM
To: Hall, Christine <[e-mail]>; Scott, Georgette <[e-mail]>
Cc:'Ron Cullipher' <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Christine,
The last sentence of the attached mentions that we let you know if we want to do the Alternative Design. I'm working
on revising all of the supplements and providing additional calculations which will hopefully go out Monday.
Ginger
From: Hall, Christine[mailto:Christine.Hall([e-mail]]
Sent: Friday, January 29, 2016 11:38 AM
To: Scott, Georgette <[e-mail]>; Ginger Turner <[e-mail]>
Cc: Ron Cullipher <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Ginger,
I'm not clear what you are asking. You will need to provide all the calculations and justifications necessary to support
the proposed design condition and provide any revised supplements.
Christine

•N
Hall, Christine
From:
Ginger Turner <[e-mail]>
Sent:
Friday, January 29, 2016 11:51 AM
To:
Hall, Christine; Scott, Georgette
Cc-
'Ron Cullipher'
Subject:
RE: Oceanside Yacht Club SW8 080952
Attachments:
RE: Oceanside Yacht Club SW8 080952
Christine,
The last sentence of the attached mentions that we let you know if we want to do the Alternative Design. I'm working
on revising all of the supplements and providing additional calculations which will hopefully go out Monday.
Ginger
From: Hall, Christine[mailto:[e-mail]]
Sent: Friday, January 29, 2016 11:38 AM
To: Scott, Georgette <[e-mail]>; Ginger Turner <[e-mail]>
Cc: Ron Cullipher <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Ginger,
I'm not clear what you are asking. You will need to provide all the calculations and justifications necessary to support
the proposed design condition and provide any revised supplements.
Christine
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
ch risti ne. ha l l Ancden r. g ov
127 Cardinal Drive Ext.
Wilmington, NC 28405
r
E 2; `3 co 7esrvrar=r -r to unr frc_-? this address S:tb e; . io iihe
:�`�?''%�? SAr � .'.:if%: I':J:3�� �8't;G`"'.:fS �.i!k'.! c':r/G rilciN de G'IsC:i ;'�•,: tip tiff �f .. .'.
From: Scott, Georgette
Sent: Friday, January 29, 2016 9:46 AM
To: Ginger Turner <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Ron Cullipher <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Christine is reviewing so she will let you know.

r,
From: Ginger Turner [mailto:[e-mail]
Sent: Friday, January 29, 2016 9:25 AM
To: Scott, Georgette <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Ron Cullipher <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Georgette;
We would like to change the project to Alternative Design given the permeable pavement structure will meet the criteria
you mentioned below. Please let me know if I need to provide any additional application or documentation for the
Alternative Design. Thanks again.
Ginger
From: Scott, Georgette [mailto:[e-mail]]
Sent: Tuesday, January 19, 2016 4:22 PM
To: Ron Cullipher <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Ginger Turner <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Ron,
Christine and I already discussed this and she is correct.
Yes Linda stated below that the excavated basin is SC. That follows the requirements in the red book as Christine stated
in her email to Ginger.
But as Christine states below our rules require you to meet SA requirements when the "project is within Y, mile and
draining to SA waters. Linda did not mention that in her email. Your project fits that scenario. Also the original project
was identified as SA. Just because there was a change in the type of project and you were not given vested rights, does
not mean the criteria for SA changed.
Georgette
Ginger,
The red text below confirms that the project is within %: mi of SA waters and that the runoff first enters the unnamed
waters [which happens to be classified as SC per 15A NCAC 02B.0301(i)(1)(C)]. According to the site plans, the unnamed
waters are connected to the SA waters.
The star you have located in the box is intended to demonstrate projects that are within Y: mi of SA waters, but drain to
a non -SA waters. That non -SA waters never drains into the SA waters. Based on the information mentioned above, this
star is not representative of the site in question.
The star that most closely matches the project in question is the one I have circled in orange. This star shows a site
within the Y2 mile radius of the SA waters but the runoff from that site first drains to a LIT before draining to the SA
waters.
From: Ron Cullipher [mailto:rcullipher@stroudengineer com]
Sent: Tuesday, January 19, 20161:54 PM
To: Scott, Georgette <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Ginger Turner <[e-mail]>
Subject: FW: Oceanside Yacht Club SW8 080952
2

I forgot about this email, but it is what I was remembering
Ronald D. Cullipher, P.E.
Stroud Engineering, P.A.
Vice -President
151A Hwy 24
Morehead City, North Carolina 28557
Office 252.247.7479
Fax [phone]
From: Lewis,Linda fmailto:[e-mail]
Sent: Tuesday, May 13, 2014 12:59 PM
To: Ginger Turner <[e-mail]>; 'Ron Cullipher' <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Brownlow, Roy <[e-mail]>; Bennett, Bradley
<bradley. [e-mail]>
Subject: Oceanside Yacht Club SW8 080952
Ginger & Ron:
After much discussion with central office staff regarding this issue here are our recommendations:
1. Due to the significant changes to the proposed project, the current 2008 rules are applicable. We base this
decision on the following: a) The proposed low density project is not vested to the 1995 stormwater rules
because it was not approved by the local government prior to the implementation of the October 1, 2008
coastal rules; b) the previously permitted project was not built. It is not possible to approve a completely new
proposed low density project as a "minor modification" to an unbuilt project under the 2008 rules. The
minor/major modification language in the 2008 rules was intended to convey information on how to deal with
modifications to existing projects, not to permit a completely new project. I acknowledge that this is different
than what I told you in February. I stand corrected.
2. Since the receiving waters will be classified as SC once the marina basin is excavated, the project would be
limited to 24%for low density. The current proposed project is 30%, which is high density under the 2008 rules.
If the proposed pervious pavement is designed to detain/infiltrate all of the project's BUA the project could still
be permitted as currently proposed, but the permit would be a high density permit instead of a low density
permit.
3. 1 assume you will need a CAMA Major permit for the excavation of this proposed marina basin connected to SA
waters. Under the stormwater rules, a vegetated buffer is not required for newly excavated marina basins that
require a CAMA Major permit. However, DCM has indicated that their 30' CAMA buffer is still required around
the excavated basin, as is shown on your preliminary plan.
Thanks for the opportunity to lookup this information for you and your client. If you have any questions, please let me
know and I'll do my best to address them as quickly as possible.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343

E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

r^
Hall, Christine
From: Scott, Georgette
Sent: Wednesday, January 20, 2016 1:50 PM
To:. Ron Cullipher
Cc: Hall, Christine. 'Ginger Turner'
Subject: RE: Oceanside Yacht Club SW8 080952
Importance: High
RO N,
1. 1 went through the file again and found that the statement by Linda was made without all of the facts.
2. The original project was determined to be SA.
3. In February 2015 we had a similar discussion with Raleigh on another SA waters project. Mr. Reeder basically
stated that the rules about SA waters: " were primarily aimed at non -point source runoff. The thinking goes,
that if the property line is within 1/2 mile and draining to SA waters that the non -point source runoff from the
property has the potential to impact the shellfishing waters and is therefore considered SA."
4. Based on ALL of the rules (water quality and stormwater) Christine's determination is correct.
HOWEVER,
Because you received an email which led you to design this project to the 1 %" rather than the pre/post for a HD project,
both Christine and I think that we have come up with a compromise that we think will suit all parties.
You can change or submit this project as an Alternative Design:
Per'15A NCAC 02H.1008(h), the requirements for an alternative design is that thn following shall be provided: equal or
better stormwater control, equal or better protection of waters of the state, and result in no increased potential for
nuisance conditions. As an alternative design, under 15A NCAC 02H.1008(h), we would be willing to consider
calculations demonstrating that the permeable pavement as currently designedwould be capable of "handling" the
difference in the pre/post for the 1-year, 24-hour storm event without discharging at half of the reported infiltration
rate and can drawdown within 5 days. If it is demonstrated that these three things listed in the rules can be met and the
system can "handle" the runoff under the proposed alternative design listed above then the proposed system can be
accepted and permitted.
PLEASE keep in mind that this alternative design offer is only made available for this project due to the conflicting
guidance provided to you via email in 2014. All future projects that are located within X mi of and drainage to SA
waters must meet 15A NCAC 02H.1005(a)(2).
Let us know if you would like to change the project to Alternative Design.
Georgette
From: Ron Cullipher[mailto:[e-mail]]
Sent: Wednesday, January 20, 2016 9:25 AM.
To: Scott, Georgette <[e-mail]>
Cc: Hall, Christine <[e-mail]>; 'Ginger Turner' <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
GOOD MORNING GEORGETTE, THANKS FOR THE RESPONSE AND I CERTAINLY DO NOT MEAN TO ALIENATE YOU OR
CHRISTINE AT ALL, BUT WHAT WE TOOK FROM LINDA'S EMAIL WAS WHERE SHE SAID IN NO. 2 THAT IF WE USED LOW

DENSITY GOING TO THE BASIN, THE IMPERVIOUS WOULD BE LIMITED TO 24%. IF THAT IS THE CASE, A HIGH DENSITY
PROJECT WOULD BE DESIGNED FOR THE 1 Y2" WHICH IS WHAT WE DID.
PLEASE JUST REVIEW ONE MORE TIME AND IF THE ANSWER IS SA RULES, WE WILL MAKE THE MODIFICATION. THANKS
AGAIN, RON
Ronald D. Cullipher, P.E.
Stroud Engineering, P.A.
Vice -President
151A Hwy 24
Morehead City, North Carolina 28557
Office 252.247.7479
Fax [phone]
From: Scott, Georgette [mailto:[e-mail]]
Sent: Tuesday, January 19, 2016 4:22 PM
To: Ron Cullipher <rcuIli [e-mail]>
Cc: Hall, Christine <[e-mail]>; Ginger Turner <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Ron,
Christine and I already discussed this and she is correct.
Yes Linda stated below that the excavated basin is SC. That follows the requirements in the red book as Christine stated
in her email to Ginger.
But as Christine states below our rules require you to meet SA requirements when the "project is within X mile and
draining to SA waters. Linda did not mention that in her email. Your project fits that scenario. Also the original project
was identified as SA. Just because there was a change in the type of project and you were not given vested rights, does
not mean the criteria for SA changed.
Georgette
Ginger,
The red text below confirms that the project is within % mi of SA waters and that the runoff first enters the unnamed
waters [which happens to be classified as SC per 15A NCAC 02B.0301(i)(1)(C)]. According to the site plans, the unnamed
waters are connected to the SA waters.
The star you have located in the box is intended to demonstrate projects that are within % mi of SA waters, but drain to
a non -SA waters. That non -SA waters never drains into the SA waters. Based on the information mentioned above, this
star is not representative of the site in question.
The star that most closely matches the project in question is the one I have circled in orange. This star shows a site
within the Y mile radius of the SA waters but the runoff from that site first drains to a UT before draining to the SA
waters.
From: Ron Cullipher [ma iIto: [e-mail]]
Sent: Tuesday, January 19, 20161:54 PM
To: Scott, Georgette <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Ginger Turner <[e-mail]>
Subject: FW: Oceanside Yacht Club SW8 080952
I forgot about this email, but it is what I was remembering

Hall, Christine
From: Ron Cullipher <[e-mail]>
Sent: Wednesday, January 20, 2016 1:59 PM
To: Scott, Georgette
Cc: Hall, Christine; 'Ginger Turner'
Subject: RE: Oceanside Yacht Club SW8 080952
Georgette, first, thank -you and Christine for looking at this again. I will ask Ginger to see if we can work the compromise
or modify enough to meet the compromise, we will let you know shortly, thanks again, ron
Ronald D. Cullipher, P.E.
Stroud Engineering, P.A.
Vice -President
151A Hwy 24
Morehead City, North Carolina 28557
Office 252.247.7479
Fax [phone]
From: Scott, Georgette [mailto:[e-mail]]
Sent: Wednesday, January 20, 2016 1:50 PM
To: Ron Cullipher <[e-mail]>
Cc: Hall, Christine <[e-mail]>; 'Ginger Turner' <[e-mail]>
Subject: RE: Oceanside Yacht Club SW8 080952
Importance: High
RO N,
1. 1 went through the file again and found that the statement by Linda was made without all of the facts.
2. The original project was determined to be SA.
3. In February 2015 we had a similar discussion with Raleigh on another SA waters project. Mr. Reeder basically
stated that the rules about SA waters: " were primarily aimed at non -point source runoff. The thinking goes,
that if the property line is within 1/2 mile and draining to SA waters that the non -point source runoff from the
property has the potential to impact the shellfishing waters and is therefore considered SA."
4. Based on ALL of the rules (water quality and stormwater) Christine's determination is correct.
HOWEVER,
Because you received an email which led you to design this project to the 1 %" rather than the pre/post for a HD project,
both Christine and I think that we have come up with a compromise that we think will suit all parties.
You can change or submit this project as an Alternative Design:
Per `.5A NCAC 02H.1008(h), the requirements for an alternative design is that the following shall be provided: equal or
i. eVier stor niwater contr 1, equa' c bettei protection of waters of ihe sLatL, and resift in no increased potential ft'r
nv ,: rc:: con(;:'.iors. As an alternative design, under 15A NCAC 02H.1008(h), we would be willing to consider
calculations demonstrating that the permeable pavement, as currently designed, would be capable of "handling" the
difference in the pre/post for the 1-year, 24-hour storm event without discharging at half of the reported infiltration
rate and can drawdown within 5 days. If it is demonstrated that these three things listed in the rules can be met and the
system can "handle" the runoff under the proposed alternative design listed above then the proposed system can be
accepted and permitted.

Hall, Christine
From: Scott, Georgette
Sent: Tuesday, January 19, 2016 4:22 PM
To: Ron Cullipher
Cc: Hall, Christine; Ginger Turner
Subject: RE: Oceanside Yacht Club SW8 080952
Ron,
Christine and I already discussed this and she is correct.
Yes Linda stated below that the excavated basin is SC. That follows the requirements in the red book as Christine stated
in her email to Ginger.
But as Christine states below our rules require you to meet SA requirements when the "project is within Y mile and
draining to SA waters. Linda did not mention that in her email. Your project fits that scenario. Also the original project
was identified as SA. Just because there was a change in the type of project and you were not given vested rights, does
not mean the criteria for SA changed.
Georgette
Ginger,
The red text below confirms that the project is within % mi of SA waters and that the runoff first enters the unnamed
waters [which happens to be classified as SC per 15A NCAC 02B.0301(i)(1)(C)]. According to the site plans, the unnamed
waters are connected to the SA waters.
The star you have located in the box is intended to demonstrate projects that are within Y2 mi of SA waters, but drain to
a non -SA waters. That non -SA waters never drains into the SA waters. Based on the information mentioned above, this
star is not representative of the site in question.
The star that most closely matches the project in question is the one I have circled in orange. This star shows a site
within the Y2 mile radius of the SA waters but the runoff from that site first drains to a LIT before draining to the SA
waters.
From: Ron Cullipher [mailto:[e-mail]]
Sent: Tuesday, January 19, 20161:54 PM
To: Scott, Georgette <[e-mail]>
Cc: Hall, Christine <[e-mail]>; Ginger Turner <[e-mail]>
Subject: FW: Oceanside Yacht Club SW8 080952
I forgot about this email, but it is what I was remembering
Ronald D. Cullipher, P.E.
Stroud Engineering, P.A.
Vice -President
151A Hwy 24
Morehead City, North Carolina 28557
Office 252.247.7479
Fax [phone]

From: Lewis,linda [mailto:[e-mail]
Sent: Tuesday, May 13, 201412:59 PM
To: Ginger Turner <[e-mail]>; 'Ron Cullipher' <[e-mail]>
Cc: Scott, Georgette <[e-mail]>; Brownlow, Roy <[e-mail]>; Bennett, Bradley
<[e-mail]>
Subject: Oceanside Yacht Club SW8 080952
Ginger & Ron:
After much discussion with central office staff regarding this issue here are our recommendations:
1. Due to the significant changes to the proposed project, the current 2008 rules are applicable. We base this
decision on the following: a) The proposed low density project is not vested to the 1995 stormwater rules
because it was not approved by the local government prior to the implementation of the October 1, 2008
coastal rules; b) the previously permitted project was not built. It is not possible to approve a completely new
proposed low density project as a "minor modification" to an unbuilt project under the 2008 rules. The
minor/major modification language in the 2008 rules was intended to convey information on how to deal with
modifications to existing projects, not to permit a completely new project. I acknowledge that this is different
than what I told you in February. I stand corrected.
2. Since the receiving waters will be classified as SC once the marina basin is excavated, the project would be
limited to 24% for low density. The current proposed project is 30%, which is high density under the 2008 rules.
If the proposed pervious pavement is designed to detain/infiltrate all of the project's BUA the project could still
be permitted as currently proposed, but the permit would be a high density permit instead of a low density
permit.
3. 1 assume you will need a CAMA Major permit for the excavation of this proposed marina basin connected to SA
waters. Under the stormwater rules, a vegetated buffer is not required for newly excavated marina basins that
require a CAMA Major permit. However, DCM has indicated that their 30' CAMA buffer is still required around
the excavated basin, as is shown on your preliminary plan.
Thanks for the opportunity to look up this information for you and your client. If you have any questions, please let me
know and I'll do my best to address them as quickly as possible.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
Main Office — 910-796-7215
Direct Line — 910-796-7343
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to
third parties.

Hall, Christine
From: Ron Cullipher <[e-mail]>
Sent: Tuesday, January 19, 2016 1:10 PM
To: Scott, Georgette
Cc: Hall, Christine; Ginger Turner
Subject: RE: SW8 080952 - Oceanside Yacht Club
Hey georgette, hope you are doing well and had a nice holiday break. Ginger told me that Christine had indicated that
you concurred with the position that this project should be designed to meet the sa requirements. I just wanted to
touch base with you to say that this is not consistent with previous determinations. It has been our understanding that
if a project drained to a SC or SB water body first prior to getting to SA waters that this would be "other coastal
development" as defined under 2h.1005 (a)(3) treating the first one and one-half inch. It was my belief that Bradley
bennett was in part of that determination but I am not sure.
Would you provide a final guidance on this issue for this project, we need to move forward with addressing Christine's
review comments and this one is very important, thanks,ron
Ronald D. Cullipher, P.E.
Stroud Engineering, P.A.
Vice -President
151A Hwy 24
Morehead City, North Carolina 28557
Office 252.247.7479
Fax [phone]
From: Hall, Christine [mailto:[e-mail]]
Sent: Tuesday, January 19, 201611:01 AM
To: Ginger Turner <[e-mail]>
Cc: Ron Cullipher <[e-mail]>; Doug Brady <[e-mail]>; Jim Bailey
<[e-mail]>; Scott, Georgette <[e-mail]>
Subject: RE: SW8 080952 - Oceanside Yacht Club
Ginger,
The red text below confirms that the project is within Y mi of SA waters and that the runoff first enters the unnamed
waters [which happens to be classified as SC per 15A NCAC 02B.0301(i)(1)(C)]. According to the site plans, the unnamed
waters are connected to the SA waters.
The star you have located in the box is intended to demonstrate projects that are within Y mi of SA waters, but drain to
a non -SA waters. That non -SA waters never drains into the SA waters. Based on the information mentioned above, this
star is not representative of the site in question.
The star that most closely matches the project in question is the one I have circled in orange. This star shows a site
within the Yz mile radius of the SA waters but the runoff from that site first drains to a UT before draining to the SA
waters.
I hope this helps to better explain the scenario. Please let me know if you need more clarification.
Christine
Christine (Nelson) Hall

Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
christine.hall Ca7ncdenr.gov
127 Cardinal Drive Ext.
Wilmington, NC 28405
From: Ginger Turner[mailto:[e-mail]]
Sent: Monday, January 18, 201612:19 PM
To: Hall, Christine <Christine.Hall ncdenr.gov>
Cc: Ron Cullipher<[e-mail]>; Doug Brady <[e-mail]>; Jim Bailey
<[e-mail]>; Scott, Georgette <[e-mail]>
Subject: SW8 080952 - Oceanside Yacht Club
Importance: High
Christine,
This email is in reference to the Request for Additional Information dated January 7, 2016, item 1.
From 15A NCAC 02H.1005(a)(2): Development Near Class SA Waters. Development activities within one-
half mile of and draining to those waters classified by the Commission as Class SA waters (This project is
within one-half mile but all impervious drains to the marina which is classified as SC)or within one-half
mile of waters classified by the Commission as Class SA waters and draining to unnamed freshwater
tributaries to Class SA waters (This project is within one-half mile but the unnamed tributary is classified
as SC, not freshwater) shall meet the requirements of Subparagraphs (1)(A), (B), and (C). The extent of
Class SA waters is limited to those waters that are determined to be at least an intermittent stream
based on a site stream determination made in accordance with the procedures that are delineated in
the Division's "Identification Methods for the Origin of Intermittent and Perennial Streams" prepared
pursuant to Session Law 2001-404
Along with the above, we had a permitted project that fell within % mile of SA and drained to Turner's Creek, class SC
and permitted as a low density project allowing 24% (SW8130305 Old Town Creek Harbor Homes). We had a graphical
slide found on the Division's website to assist with the interpretation of the rule, which is attached for reference. The
area within the box is this project's scenario, draining to Non -SA even though within % mile.
Please let me know if the above demonstrates that the site drains to SC waters and the 1.5" storm is used for the design.
Thanks,
Ginger Turner, PE
Civil Engineer
Stroud Engineering, PA

107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.

Hall, Christine
From: Hall, Christine
Sent: Tuesday, January 19, 201611:01 AM
To: 'Ginger Turner'
Cc: Ron Cullipher, Doug Brady, Jim Bailey; Scott, Georgette
Subject: RE: SW8 080952 - Oceanside Yacht Club
Attachments: revised SA waters slide.pdf
Ginger,
The red text below confirms that the project is within % mi of SA waters and that the runoff first enters the unnamed
waters [which happens to be classified as SC per 15A NCAC 02B.0301(i)(1)(C)]. According to the site plans, the unnamed
waters are connected to the SA waters.
The star you have located in they'- , is intended to demonstrate projects that are within Y mi of SA waters, but drain to
a non -SA waters. That non -SA waters never drains into the SA waters. Based on the information mentioned above, this
star is not representative of the site in question.
The star that most closely matches the project in question is the one I have circled in orange. This star shows a site
within the Y2 mile radius of the SA waters but the runoff from that site first drains to a UT before draining to the SA
waters.
I hope this helps to better explain the scenario. Please let me know if you need more clarification.
Christine
Christine (Nelson) Hall
Environmental Engineer
Division of Energy, Mineral and Land Resources — State Stormwater Program
Department of Environmental Quality
910 796 7215 office
910 796 7335 direct
[e-mail]
127 Cardinal Drive Ext.
Wilmington, NC 28405
K-1 C1. . - '1'-^\-1a*hiny Corryareb -,,. -
Email cormspondence to and from ibis address is subject to the
Il'ori :l ;:arckbe PoLiic Records Utv and may be diseased to third parties.
From: Ginger Turner[mailto:[e-mail]]
Sent: Monday, January 18, 201612:19 PM
To: Hall, Christine <[e-mail]>
Cc: Ron Cullipher<[e-mail]>; Doug Brady <[e-mail]>; Jim Bailey
<[e-mail]>; Scott, Georgette <[e-mail]>
Subject: SW8 080952 - Oceanside Yacht Club
Importance: High

Christine,
This email is in reference to the Request for Additional Information dated January 7, 2016, item 1.
From 15A NCAC 02H.1005(a)(2): Development Near Class SA Waters. Development activities within one-
half mile of and draining to those waters classified by the Commission as Class SA waters (This project is
within one-half mile but all impervious drains to the marina which is classified as SC)or within one-half
mile of waters classified by the Commission as Class SA waters and draining to unnamed freshwater
tributaries to Class SA waters (This protect is within one-half mile but the unnamed tributary is classified
as SC, not freshwater) shall meet the requirements of Subparagraphs (1)(A), (B), and (C). The extent of
Class SA waters is limited to those waters that are determined to be at least an intermittent stream
based on a site stream determination made in accordance with the procedures that are delineated in
the Division's "Identification Methods for the Origin of Intermittent and Perennial Streams" prepared
pursuant to Session Law 2001-404
Along with the above, we had a permitted project that fell within % mile of SA and drained to Turner's Creek, class SC
and permitted as a low density project allowing 24% (SW8130305 Old Town Creek Harbor Homes). We had a graphical
slide found on the Division's website to assist with the interpretation of the rule, which is attached for reference. The
area within the box is this project's scenario, draining to Non -SA even though within %: mile.
Please let me know if the above demonstrates that the site drains to SC waters and the 1.5" storm is used for the design.
Thanks,
Ginger Turner, PE
Civil Engineer
Stroud Engineering, PA
107B Commerce Street
Greenville, NC 27858
252-756-9352 x233
Click here to upload files.

Energy, Mineral
and Land Resources
ENVIRONMENTAL QUALITY.
January 7, 2016
James H.P. Bailey, Jr., Managing Member
Crystal HoldiF,NC
, LLC
517 East Forton Road
Atlantic Beac 28512
Subject: Request for Additional Information
Stormwater Project No. SW8 080952
Oceanside Yacht Club
Carteret County
Dear Mr. Bailey:
PAT MCCRORY
covemor
DONALD R. VAN DER VAART
Secretory
TRACY DAVIS
Direcmr
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for Oceanside Yacht Club on October 23, 2015. A preliminary in-depth review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
7 1. 15A NCAC 02H.1005(a)(2): The originally approved permit dated March 27, 2009 was
designed and issued under the requirements for projects located within %2 mile of and draining
to SA waters. Although e-mail documentation regarding this project dated May 2014
discusses whether or not this site is subject to the SA requirements, the main premise of the
discussion was to address whether or not the site is vested to the 1995 set of rules. The
discussion of,whether the site was subject to the SA requirements was a tangential discussion
where not all the facts were available at that time. Based on discussions with the Division of
Water Resources, it is understood that the proposed upland basin will be an unnamed newly
created area of tidal saltwater connected to Class SA waters and thus classified as SC per 15A
NCAC 02B.0301(i)(1)(C). However, it appears that this site is still located within'/2 miles of
and will drain to SA waters. Please re -consider the design for this site such that it meets the
requirements for projects located within %2 miles of and draining to SA waters or provide
additional documentation demonstrating that the site is not within one-half mile and draining
to SA waters. .
2. 15A NCAC 02H.1003(g)(5) and (7): Please provide the delineated drainage areas for the
proposed permeable pavement areas identified as IA,1B, 2, and 3. Additionally, please
confirm the drainage area presented for each BMP in Section IV.10 of the application. For
instance, the drainage area listed for area 3 is listed as 11,260 fl . However, if there is no
adjacent impervious areas directed toward this BUT and since it is reported on the
supplement that runoff from pervious areas are directed away from the pavement, the
drainage area should be approximately equal to the surface area of the permeable pavement.
3. 15A NCAC 02H.1003(g)(6): Please ensure to delineate all proposed built -upon areas. For
instance, the site plan does not indicate how access will be provided to the proposed storage
units.
State of North Carolina I Environmental Quality I Ener&Y, Mineral and Land Resomm
127 Cardinal Drive Extension I Wilmington, NC 29405
� , ,, 795 711 i 5 T. 19. 0 35^ TO DA F. I hth" II=rta: -PP CdeaT. o-. V' c.` nr,

State Stormwater Permit No. SW8 080952
Page 2 of 3
4. 15A NCAC 02H.1003(g)(7): Please confirm that the final numbers, calculations, '-
assumptions, drawings and procedures associated with the stormwater management measures
are consistent with the intended design between all application documents. For instance:
— a. Section IV.10 of the application lists the drainage area as being identified as 1, 2, and
3. However, supplements have been provided for drainage areas identified as IA,
1 B, 2, and 3. The calculations are presented with what appears to be a single
drainage area. Please present the drainage area / BMP information consistently
throughout the application documents (application, supplements, plans and
calculations).
,,,b. The provided calculations appear to support the resulting BUA after the permeable
credit was applied. However, the calculations .used to determine the remaining
information presented in the permeable pavement supplements could not be found.
Please provide additional calculations to support the remaining information presented
in the permeable pavement supplements, including the depth of the 10-year, 240hr
storm event, drawdown calculations, and minimum required aggregate depth.
The plans previously approved on March 27, 2009 list the seasonal high water table
(SHWT) elevation as being at an elevation of 4.0 ft in the vicinity of the previously
approved BMPs 4, 5 and 6 and 3.0 ft within the vicinity of the previously approved
BMPs 1, 2, and 3. However, the recently provided modified applications documents
appear to list SHWT elevation across the site as being 3 ft. Please provide additional
details and justifications for the SHWT elevation to be set at an elevation of 3.0 ft
across the site.
5. 15A NCAC 02H.1008(h): Alternative BMPs and designs (including permeable pavement)
must provide equal or better stormwater control than the other BMP measures described in
.1008.
a. Section 18.3.4 of the NC BMP manual requires that pervious areas not drain to the
permeable pavement. It appears that a vegetated basin will be connected to the
pervious pavement through a storm drain grate on the south eastern side of the
property. Please confirm that runoff from pervious areas are directed away from the
permeable pavement or provide justification for any pervious areas that must be
directed to the permeable pavement.
Section 18.3.4 of the NC BMP manual also indicates that no more than 1,000 ft2 of
adjacent impervious area shall be directed to a single downspout outlet. Please
confirm that individual downspouts do not direct runoff from more than 1,000 ft2 of
impervious area to the permeable pavement and/or provide additional justification for
/ any that exceed this amount.
✓6. Please provide a construction sequence specific to the installation of the proposed
permeable pavement. Please refer to Section 18.4 of the NC BMP manual for
considerations that should be included in the construction sequence. Please provide
justification for any deviations from the recommended construction sequence.
Please remember that a change to one number may have a domino effect on other numbers. Please check
all plans, calculations and forms to ensure that the numbers are consistent throughout.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to February 8, 2016, or the application will
be returned as incomplete. The return of a project will necessitate resubmission of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information, which shall be no later than 30
days past the original due date. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
State of North Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
910 796 7215 T 1 910 350 2004 F I htto://oortal.ncdenr.ore/web/lr/

State Stormwater Permit No. SW8 080952
. Page 3 of 3
Please reference the State assigned project number on all correspondence. If you have any questions
concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
Christine Hall
Environmental Engineer
GDS/canh: %StormwaterTermits & Projects120081080952 HD12016 01 addinfo 080952
cc: Ginger Turner, Stroud Engineering
Wilmington Regional Office Stormwater File
state ofNorth Carolina I Environmental Quality I Energy, Mineral and Land Resources
127 Cardinal Drive Extension I Wilmington, NC 28405
ri.n n.: Tom. r - , n.n scn 1nnr r ----r.,...i ... a.......,.1-6 JwI

STROUD ENGINEERING, P.A.
107-B Commerce Street
GREENVILLE, NC 278.58
[phone]
TO 1 A CDtJ7 1
12i CGi.dka.l (Dv-
W4O VI c1, NC-2,b t-[0137
WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via
❑ Shop drawings ❑ Prints ❑ Plans
❑ Copy of letter ❑ Change order ❑
11'�VV[Rn OF 4 D e HMOVU&d
L ��
the following items:
❑ Samples ❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
SWU_L (..V L)--
i
FEB 0 5 2016
THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
❑ For review and comment
❑ FORBIDS DUE
El Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
REMARKS
COPY TO
SIGNED:
/f enclosures are not as noted, kindly notify us at o1a.

Fb V, I Nw-0
Ginger Turner
From:
Lewis,Linda [[e-mail]]
Sent:
Wednesday, May 14, 2014 9:36 AM
To:
Ginger Turner; 'Ron Cullipher
Cc:
Scott, Georgette; Bennett, Bradley; Brownlow, Roy
Subject:
FW: Oceanside Yacht Club SW8 080952
Ginger:
Just so you'll know, if the 50' buffer from the existing surface water will present a hardship, you can request a buffer
variance as indicated in Section 2.(b)(1)b.5 of SL 2008-211. Just follow the procedure and address the hardship issues
outlined in NCAC 026.0233 (9)(b) to request a minor variance.
Linda
From: Lewis,Linda
Sent: Tuesday, May 13, 2014 12:59 PM
To: 'Ginger Turner'; 'Ron Cullipher'
Cc: Scott, Georgette; Brownlow, Roy; Bennett, Bradley
Subject: Oceanside Yacht Club SW8 080952
Ginger & Ron:
After much discussion with central office staff regarding this issue here are our recommendations:
1. Due to the significant changes to the proposed project, the current 2008 rules are applicable. We base this
decision on the following: a) The proposed low density project is not vested to the 1995 stormwater rules
because it was not approved by the local government prior to the implementation of the October 1, 2008
coastal rules; b) the previously permitted project was not built. It is not possible to approve a completely new
proposed low density project as a "minor modification" to an unbuilt project under the 2008 rules. The
minor/major modification language in the 2008 rules was intended to convey information on how to deal with
modifications to existing projects, not to permit a completely new project. I acknowledge that this is different
than what I told you in February. I stand corrected.
2. Since the receiving waters will be classified as SC once the marina basin is excavated, the project would be
limited to 24% for low density. The current proposed project is 30%, which is high density under the 2008 rules.
If the proposed pervious pavement is designed to detain/infiltrate all of the project's BUA the project could still
be permitted as currently proposed, but the permit would be a high density permit instead of a low density
permit.
3. 1 assume you will need a CAMA Major permit for the excavation of this proposed marina basin connected to SA
waters. Under the stormwater rules, a vegetated buffer is not required for newly excavated marina basins that
require a CAMA Major permit. However, DCM has indicated that their 30' CAMA buffer is still required around
the excavated basin, as is shown on your preliminary plan.
Thanks for the opportunity to look up this information for you and your client. If you have any questions, please let me
know and I'll do my best to address them as quickly as possible.
Linda Lewis
Environmental Engineer III
Division of Energy, Mineral and Land Resources
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405

Casmer, Jo
From: Casmer, Jo
Sent: Tuesday, October 27, 2015 12:10 PM
To: 'jimbailey1946(Mgmail,com; turner, ginger
Subject: Oceanside Yacht Club; Stormwater Permit SW8 080952
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Application and $505.00 fee on October 23, 2015. The project has been assigned
to Christine Hall and you will be notified If additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
Jo Casmer
Administrative Assistant for DEMLR/Stormwater Section
North Carolina Department of Environmental Quality
Department of Environmental Assistance & Customer Service
910 796-7336 office
910 350-2004 fax
a o.casmer(e_ncdenr.co�
127 Cardinal Drive Extension
Wilmington, NC 28405
i
Email correspondence to and from this address is subject to the
!North Carolina Public Records Law and may be disclosed to third parties.

PAY
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517 E FORT MACON RD
ATLANTIC SEACM, NC 28512
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STROUD ENGINEERING, P.A.
107-B Commerce Street
GREEWILLE, NC 27858
Upffulgn O1P 4 o e MLJI/LJOVURL
[phone]
TO C l�' I
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2�- C"O �L -
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WE ARE SENDING YOU
❑ Shop drawings
❑ Copy of letter
❑ Attached ❑ Under separate cover via
❑ Prints ❑ Plans
❑ Change order ❑
4
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the following items:
❑ Samples ❑ Specifications
DESCRIPTION
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THESE ARE TRANSMITTED as checked below:
❑ For approval
❑ For your use
❑ As requested
For review and comment
❑ FORBIDS DUE
REMARKS
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑■
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
I:01W&CC
SIGNED:
If enclosures are not as noted, kindly notify us at once.

Completeness Review Checklist
Project Name:(f i!
Project Location: /
Received Date7.0
Accepted Date:
Rule(s) 2008 Coastal 1995 Coastal Phase II (WiRO.) ®Universal 13 1988 Coastal
Type of Permit: New o Mod or PR Existing Permit # (Mod or PR): PE Cert on File?
DensityW(-I.
orLD Ty �Commercia or Residential El NCG:
%: OK?) S SA Map r7Offsite to SW8
Subdivided?: Subdivision or Single Lot 11 JORW Map I I JExempt
Paperwork Emailed Engineer on:
upplement(s) (1 original per BMP) BMP Type(s):
M with correct/original signatures (1 original per BMP except LS/VFS and swales)
Eppilica ' with correct/original signatures Deed
orp or LLC: Sig. Auth. per SoS or letter Email Address: Design Engineer
Kwithin6mo) Email Address: Owner
epo with SHWT may`-' Note to Reviewer:
culations (signed/sealed)
No obvious errors Gals-�-'�
�,.a • r anti va.�QA
llDensity includes common areas, etc c'•�
Deed Restrictions, if subdivided: A& -S `"`�`� 0 Z ®te7?
Signed & Notarized
Correct Template (Comm/Res & HD/LD) or Dec. Covenants & Rest.
Plans
S
etails (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Grading
Wetlands: Delineated or No Wetlands
cinity Map01fa'yout
(proposed BUA dimensions)
Mt-e-gend A Maps
roject Boundaries
Infiltration
Wet Pond
Mite
Soils Report
LiSoils Report
LJPE Cert for Master Lot #:
SHWT:
SHWT:
LiDeed Rest for Master ED Lot # Matches Master
Bottom:
PP:
BUA Permitted (Master): sf
Visited:
BUA Proposed (Offsite): sf
Additional Information:
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

SECTION .0300 - ASSIGNMENT OF STREAM CLASSIFICATIONS
15A NCAC 02B .0301 CLASSIFICATIONS: GENERAL
(a) Schedule of Classifications. The classifications assigned to the waters of the State ofNorth Carolina are set forth in the
schedules of classifications and water quality standards assigned to the waters of the river basins of North Carolina, 15A_
NCAC 2B .0302 to .0317. These classifications are based upon the existing or contemplated best usage ofthe various streams
and segments of streams in the basin, as determined through studies and evaluations and the holding of public hearings for
consideration of the classifications proposed.
(b) Stream Names. The names of the streams listed in the schedules of assigned classifications were taken as far as possible
from United States Geological Survey topographic maps. Where topographic maps were unavailable, U.S. Corps of
Engineers maps, U.S. Department ofAgriculture soil maps, and North Carolina highway maps were used for the selection of
stream names.
(c) Classifications. The classifications assigned to the waters of North Carolina are denoted by the letters WS-I, WS-II,
WS-III, WS-IV, WS-V, B, C, SA, SB, and SC in the column headed "class." A brief explanation of the "best usage" for
which the waters in each class must be protected is given as follows:
Fresh Waters
Class WS-I: waters protected as water supplies which are in natural and undeveloped watersheds; in public
ownership; point source discharges of treated wastewater are pennitted pursuant to Rules .0104
and .0211 of this Subchapter; local programs to control nonpoint source and stormwater
discharge of pollution are required; suitable for all Class C uses;
Class W S-II: waters protected as water supplies which are generally in predominantly undeveloped watersheds;
point source discharges of treated wastewater are permitted pursuant to Rules .0104 and .0211 of
this Subchapter; local programs to control nonpoint source and stormwater discharge ofpollution
are required; suitable for all Class C uses;
Class WS-III: waters protected as water supplies which are generally in low to moderately developed
watersheds; point source discharges of treated wastewater are permitted pursuant to Rules .0104
and .0211 of this Subchapter; local programs to control nonpoint source and stormwater
discharge of pollution are required; suitable for all Class C uses;
Class WS-IV: waters protected as water supplies which are generally in moderately to highly developed
watersheds; point source discharges oftreated wastewater are permitted pursuant to Rules .0104
and .0211 of this Subchapter; local programs to control nonpoint source and stormwater
discharge of pollution are required; suitable for all Class C uses;
Class WS-V: waters protected as water supplies which are generally upstream and draining to Class WS-IV
waters or waters previously used for drinking water supply purposes or waters used by industry
to supply their employees, but not municipalities or counties, with a raw drinking water supply
source, although this type of use is not restricted to a WS-V classification, no categorical
restrictions on watershed development or treated wastewater discharges are required, however,
the Commission or its designee may apply appropriate management requirements as deemed
necessary for the protection of downstream receiving waters (I5ANCAC 2B .0203); suitable for
all Class C uses;
Class B: primary recreation and any other usage specified by the "C" classification;
Class C: aquatic life propagation and survival, fishing, wildlife, secondary recreation, and agriculture.
Tidal Salt Waters:
Class SA: shellfishing for market purposes and any other usage specified by the "SB" and "SC"
classification;
Class SB: primary recreation and any other usage specified by the "SC" classification;
Class SC: aquatic life propagation and survival, fishing, wildlife, and secondary recreation.
Supplemental Classifications
Trout Waters: Suitable for natural trout propagation and maintenance of stocked trout;

Swamp Waters: Waters which have low velocities and other natural characteristics which are different from
adjacent streams;
NSW: Nutrient Sensitive Waters which require limitations on nutrient inputs;
HQW: High Quality Waters which are waters that are rated as excellent based on biological and
physical/chemical characteristics through division monitoring or special studies, native and
special native trout waters (waters and their tributaries) designated by the Wildlife Resources
Commission, primary nursery areas (PNA) designated by the Marine Fisheries Commission and
other functional nursery areas designated by the Wildlife Resources Commission, critical habitat
areas designated by the Wildlife Resources Commission or the Department of Agriculture, all
water supply watersheds which are either classified as WS-I or WS-11 or those for which a formal
petition for reclassification as WS-I or WS-II has been received from the appropriate local
government and accepted by the Division of Environmental Management and all Class SA
waters.
ORW: 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.
FWS: Future Water Supply Waters which are waters intended for future drinking water supply purposes.
(d) Water Quality Standards. The water quality standards applicable to each classification assigned are those established in
15A NCAC 2B .0200, Classifications and Water Quality Standards Applicable to the Surface Waters of North Carolina, as
adopted by the North Carolina Environmental Management Commission.
(e) Index Number.
(1) Reading the Index Number. The index number appearing in the column so designated is an identification
number assigned to each stream or segment of a stream, indicating the specific tributary progression
between the main stem stream and the tributary stream.
(2) Cross -Referencing the Index Number. The inclusion of the index number in the schedule is to provide a
cross reference between the classification schedules and an alphabetic list of streams.
(f) Classification Date. The classification date indicates the date on which enforcement of the provisions of Section
143-215.1 of the General Statutes of North Carolina became effective with reference to the classification assigned to the
various streams in North Carolina.
(g) Reference. Copies of the schedules of classifications adopted and assigned to the waters of the various river basins may
be obtained at no charge by writing to:
Director
Division of Environmental Management
Department of Environment, Health, and Natural Resources
Post Office Box 29535
Raleigh, North Carolina 27626-0535
(h) Places where the schedules may be inspected:
Division of State Library
Archives - State Library Building
109 E. Jones Street
Raleigh, North Carolina.
(i) Unnamed Streams.
(1) Any stream which is not named in the schedule of stream classifications carries the same classification as
that assigned to the stream segment to which it is tributary except:
(A) unnamed streams specifically described in the schedule of classifications; or
(B) unnamed freshwaters tributary to tidal saltwaters will be classified "C"; or
(C) after November 1, 1986, any newly created areas of tidal saltwater which are connected to Class
SA waters by approved dredging projects will be classified "SC" unless case -by -case
reclassification proceedings are conducted.
(2) The following river basins have different policies for unnamed streams entering other states or for specific
areas of the basin:
Hiwassee River Basin (Rule .0302), Little Tennessee River Basin and Savannah River Drainage Area (Rule
.0303); French Broad River Basin (Rule .0304); Watauga River Basin (Rule .0305); Broad River Basin
(Rule .0306); New River Basin (Rule .0307); Catawba River Basin (Rule .0308); Yadkin -Pee Dee River

Basin (Rule .0309); Lumber River Basin (Rule .0310); Roanoke River Basin (Rule .0313); Tar -Pamlico
River Basin (Rule .0316); Pasquotank River Basin (Rule .0317).
History Note: Authority G.S. 143-214.1; 143-215.1; 143-215.3(a)(1);
Eff..February 1, 1976;
Amended Eff. August 1, 1995; August 3, 1992; August 1, 1990; October 1, 1989.

1, a-10 (b)
(b2) For purposes of implementing stormwater programs, "built -upon area" means
impervious surface and partially impervious surface to the extent that the partially impervious
surface does not allow water to infiltrate through the surface and into the subsoil. 'Built -upon
area" does not include a slatted deck; the water area of a swimming pool; a surface of number
57 stone, as designated by the American Society for Testing and Materials, laid at least four
inches thick over a geotextile fabric; or a trail as defined in G.S. 113A-85 that is either unpaved
or paved as 'long as the pavement is porous with a hydraulic conductivity greater than 0.001
centimeters per second (1.41 inches per hour). For State stormwater programs and local
stormwater proRrarns approved pursuant to subsection (d) of this section. all of the following
U
W
tributaries.
(d) The Commission shall review each stormwater management program submitted by
a State agency or unit of local government and shall notify the State agency or unit of local
government that submitted the program that the program has been approved, approved with
modifications, or disapproved. The Commission shall approve a program only if it finds that
the standards of the program equal eF-e*eeed—those of the model program adopted by the
Commission pursuant to this section.
r' SECTION 4.20.(c) No later than March 1, 2016, a State agency or local
government that implements a stormwater management program approved pursuant to
subsection (d) of G.S. 143-214.7 shall submit its current stormwater management program or a
revised stormwater management program to the Environmental Management Commission. No
later than December 1, 2016, the Environmental Management Commission shall review and act
on each of the submitted stormwater management programs in accordance with subsection (d)
of G.S. 143-214.7, as amended by this section.
.SECTION 4.20.(d) The Environmental Review Commission, with the assistance
of the Department of Environment and Natural Resources, shall review the current status of
State statutes, session laws, rules, and guidance documents related to the management of
stormwater in the State. The Commission shall specifically examine whether State statutes,
session laws, rules, and guidance documents related to the management of stormwater in the
State should be recodified or reorganized in order to clarify State law for the management of
stormwater. The Commission shall submit legislative recommendations, if any, to the 2016
Regular Session of the 2015 General Assembly.
SECTION 4.20A. Section 46 of S.L. 2014-120 reads as rewritten:
"SECTION 46.(a) Notwithstanding the requirements of Article 21 of Chapter 143 of the
General Statutes and rules adopted pursuant to that Article, the addition of a cluster box unit to
a single-family or duplex development permitted by a local government shall not require a
modification to any stormwater permit for that development. This section shall only apply to
single-family or duplex developments in which individual curbside mailboxes are replaced with
Page 56 Session Law 2015-286 House Bill 765-Ratified

15A NCAC 0211.1005 STORMWATER REQUIREMENTS: COASTAL COUNTIES
(a) Requirements for Certain Nonresidential and Residential Development in the Coastal Counties. All nonresidential
development activities that occur within the Coastal Counties that will add more than 10,000 square feet of built upon area or
that require a Sedimentation and Erosion Control Plan, pursuant to G.S. 113A-57 or a CAMA Major Development Permit,
pursuant to G.S. I I3A-118 and all residential development activities within the Coastal Counties that require a Sedimentation
and Erosion Control Plan, pursuant to G.S. I I3A-57 or a CAMA Major Development Permit, pursuant to G.S. 113A-118
shall manage stormwater runoff as provided in Items (1), (2), and (3) below. A development activity or project requires a
Sedimentation and Erosion Control Plan if the activity or project disturbs one acre or more of land, including an activity or
project that disturbs less than one acre of land that is part of a larger common plan of development. Whether an activity or
project that disturbs less than one acre of land is part of a larger common plan of development shall be determined in a
manner consistent with the memorandum referenced as "Guidance Interpreting Phase 2 Stormwater Requirements" from the
Director of the DWQ of the DENR to Interested Parties dated 24 July 2006.
(1) Development Near Outstanding Resource Waters (ORW). Development activities within the Coastal
Counties and located within 575 feet ofthe mean high waterline of areas designated by the Commission as
Outstanding Resource Waters (ORW) shall meet the requirements of Rule .1007 ofthe Section and shall be
permitted as follows:
(A) Low Density Option. Development shall be permitted pursuant to Rule .I003(d)(1) ofthis Section
if the development meets all of the following requirements:
(i) The development has a built upon area of 12 percent or less. A development project with
an overall density at or below the low density threshold, but containing areas with a
density greater than the overall project density, shall be considered low density as long
as the project meets or exceeds the requirements for low density development and
locates the higher density development in upland areas and away from surface waters
and drainageways to the maximum extent practicable.
(ii) Stormwater runoff from the development is transported primarily by vegetated
conveyances. The conveyance system shall not include a stormwater collection system
as defined in Rule .1002 of this Section.
(iii) The development contains a vegetative buffer in accordance with Paragraph (e) of this
Rule.
(B) High Density Option. Development shall be permitted pursuant to Rule .1003(d)(2) ofthis Section
if the development meets all of the following requirements:
(i) The development has a built upon area of greater than 12 percent.
(ii) The development has no direct outlet channels or pipes to Class SA waters unless
permitted in accordance with 15A NCAC 02H .0126.
(iii) The development utilizes control systems that are any combination of infiltration
systems, bioretention systems, constructed stormwater wetlands, sand filters, rain
barrels, cisterns, rain gardens or alternative low impact development (LID) stormwater
management systems designed in accordance with Rule .1008 ofthis Section to control
and treat the greater of, runoff from all surfaces generated by one and one-half inches of
rainfall, or the difference in the stormwater runoff from all surfaces from the
predevelopment and postdevelopment conditions for a one-year, 24-hour storm. Wet
detention ponds may be used as a stormwater control system to meet the requirements of
this Subparagraph (1)(13)(iii), provided that the stormwater control system fully complies
with the requirements of Subparagraph (1)(B). If a wet detention pond is used within
one-half mile of Class SA waters, installation of a stormwater best management practice
in series with the wet detention pond shall be required to treat the discharge from the wet
detention pond. Alternatives as described in Rule .1008(h) of this Section may also be
approved if they meet the requirements of Subparagraph (1)(B).
(iv) Stormwater runoff from the development that is in excess of the design volume must
flow overland through a vegetative filter designed in accordance with Rule .1008 ofthis
Section with a minimum length of 50 feet measured from mean high water of Class SA
waters.
(v) The development contains a vegetative buffer in accordance with Paragraph (e) of this
Rule.

(C) Stormwater Discharges Prohibited. All development activities, including both low and high
density projects, shall prohibit new points of stormwater discharge to Class SA waters or an
increase in the volume of stormwater flow through conveyances or increase in capacity of
conveyances of existing stormwater conveyance systems that drain to Class SA waters. Any
modification or redesign of a stormwater conveyance system within_ the contributing drainage
basin must not increase the net amount or rate of stormwater discharge through existing outfalls to
Class SA waters. The following shall not be considered a direct point of stormwater discharge:
(i) Infiltration of the stormwater runoff from the design storm as described in Subparagraph
(1)(13)(iii).
(ii) Diffuse flow of stormwater at a non -erosive velocity to a vegetated buffer or other
natural area, that is capable of providing effective infiltration of the runoff from the
design storm as described in Subparagraph (1)(13)(iii). Notwithstanding the other
requirements ofthis Rule, the infiltration mandated in this Subparagraph (1)(C)(ii) does
not require a minimum separation from the seasonal high-water table.
(iii) The discharge from a wet detention pond that is treated by a secondary stormwater best
management practice, provided that both the wet detention pond and the secondary
stormwater best management practice meet the requirements of Subparagraph (1)(C).
(D) Limitation on the Density of Development. Development shall be limited to a built upon area of
25 percent or less.
(2) Development Near Class SA Waters. Development activities within one-half mile of and draining to those
waters classified by the Commission as Class SA waters or within one-half mile of waters classified by the
Commission as Class SA waters and draining to unnamed freshwater tributaries to Class SA waters shall
meet the requirements of Subparagraphs (1)(A), (B), and (C). The extent of Class SA waters is limited to
those waters that are determined to be at least an intermittent stream based on a site stream determination
made in accordance with the procedures that are delineated in the Division's "Identification Methods for the
Origin of Intermittent and Perennial Streams" prepared pursuant to Session Law 2001-404

f.•
Permit Class
NEW
U�
�.J
Permit Number
21-16
STATE OF NORTH CAROLINA
Department of Environmental Quality
and
Coastal Resources Commission
vernin MAR E
for 2i11b
X Major Development in an Area of Envir�P 1 Concern
pursuant to NCGS 113A-118
X Excavation and/or filling pursuant to NCGS .113-229
Issued to Crystal Holdings, LLC, P.O. Box 7, Atlantic Beach, NC 28512
Authorizing development in Carteret County at adjacent to MoMan Creek, 100 Olde Towne
Yacht Club Road, in Beaufort , as requested in the permittee's application dated 10/22/15, including the
attached workplan drawings (12) 1-4 of 12 and 6-12 of 12 dated 10/21/15 and 5 of 12 dated revised 2/11/16.
This permit, issued on February 11, 2016 , is subject to compliance with the application (where consistent
with the permit), all applicable regulations, special conditions and notes set forth below. Any violation of these terms may
be subject to fines, imprisonment or civil action; or may cause the permit to be null and void.
Upland Development
1) Unless specifically altered herein, this permit authorizes the grading and other land disturbing
activities associated with the development of the above referenced property, including the
townhouses, clubhouse, walkways, parking lots and other associated infrastructure, all as expressly
and specifically set forth in the attached permit application and workplan drawings.
2) All portions of the walkway located within 30 feet of the normal high water line shall be no greater
than six feet in width and shall be slatted.
(See attached sheets for Additional Conditions)
This permit action may be appealed by the permittee or
other qualified persons within twenty (20) days of the issuing
date.
This permit must be accessible on -site to Department
personnel when the project is inspected for compliance.
Any maintenance work or project modification not covered
hereunder requires further Division approval.
Signed by the authority of the Secretary of DEQ and the
Chairman of the Coastal Resources Commission.
Braxton C. bavis, Director
Division of Coastal Management
$ All work must cease when the permit expires on
This permit and its conditions are hereby accepted.
December 31, 2019
In issuing this permit, the State of North Carolina agrees
that your project is consistent with the North Carolina Coastal
Management Program.
Signature of Permittee

Crystal Holdings, LLC
Permit No. 21-16
Page 2 of 6
ADDITIONAL CONDITIONS
+ 2
x Marina Facility
..A
3) Prior Uthe occupancy of ariy :new slips authorized under this permit, a marine pumpout sewage disposal
facility.. aNbe installed in an easily accessible location and maintained in operable condition for the life
of the marina.
4) Prior to the occupancy of any slips authorized by this permit, the permittee shall meet on -site with a
representative of the Division to ensure that the required pumpout facility is in place and operable.
5) The marina shall display a sign showing the location of the on -site pumpout facility, including other
appropriate waste disposal information, at the entrance and exit from the main pier(s).
6) No sewage, whether treated or untreated, shall be discharged at any time from any boats using the
marina facility. Any sewage discharge at the marina facility shall be considered a violation of this permit
for which the permittee is responsible. This prohibition shall be applied and enforced throughout the
entire existence of the permitted structure.
7) This permit authorizes only the docks, piers, and other structures and uses located in or over the water
that are expressly and specifically set forth in the permit application. No other structure, whether
floating or stationary, may become a permanent part of this marina facility without permit modification.
No non -water dependent uses of structures shall be conducted on, in or over public trust waters without
permit modification.
8) No attempt shall be made by the permittee to prevent the full and free use by the public of all navigable
waters at or adjacent to the authorized work.
9) The authorized structure and associated activity shall not cause an unacceptable interference with
navigation.
10) The permittee shall maintain the authorized work in good condition and in conformance with the terms
and conditions of this permit. The permittee shall not be relieved of this requirement if he abandons the
permitted activity without having it transferred to a third party.
11) This permit authorizes a maximum of 122 formalized boat slips.
12) The permittee shall install and maintain at his expense any signal lights or signals prescribed by the U.S.
Coast Guard, through regulation or otherwise, on the authorized facilities. At a minimum, permanent
reflectors shall be attached to the structure in order to make it more visible during hours of darkness or
inclement weather.
NOTE: It is strongly recommended that the permittee exercise all available precautions in the day-to-day
operation of the facility to prevent facility waste from entering the adjacent waters. Such
discharge, either directly or indirectly, to adjacent waters could contravene state water quality
standards, thereby violating state law.

0
Crystal Holdings, LLC
Permit No. 21-16
Page 3 of 6
ADDITIONAL CONDITIONS
Submerged Land Easement
13) An Eascment from the Department of Administration's State Property Office shall be required under
N.C.G.S. 146-12(e). The permittee shall contact the State Property Office prior to the initiation of
construction of any structures over state-owned submerged lands. Any required easements shall be
obtained, and a copy provided to the Division of Coastal Management, prior to the construction of any
new boat slips or other docking facilities authorized under this permit.
Excavation
14) To protect juvenile fish and shellfish populations, no excavation within Morgan Creek shall be permitted
between April 1 and September 30 of any year without the prior approval of the Division of Coastal
Management in consultation with appropriate resource agencies.
15) Excavation shall not exceed -8 feet below the normal low water level within the upland basin and -10
feet below normal low water level in the dredge area on the edge of Morgan Creek. In no case shall the
depth of excavation exceed the depth of connecting waters.
16) An earthen plug shall be left between the upland area to be excavated and Morgan Creek and a 24 hour
period after completion of excavation shall elapse prior to plug removal to prevent unnecessary siltation
into the adjacent water body.
17) The temporary placement or double. handling of excavated or fill materials within waters or vegetated
wetlands is not authorized.
18) No excavation shall take place outside of the alignment of the areas indicated on the workplan drawings.
19) To reduce direct impacts to oyster resources, the permittee shall, in consultation with DCM, relocate all
oysters falling within the footprint of the area of open water excavation to an area immediately adjacent
to the project area.
Shoreline Stabilization
20) The alignment of the permitted bulkhead shall be verified by a representative of the Division of Coastal
Management within a maximum of 30 days prior to the start of construction.
21) No backfill material shall be placed within 30 feet of the normal high water line, except that which will
be used to backfill the area behind the permitted bulkhead and within the boat basin as depicted in the
attached workplan drawings.
22) The bulkhead shall be constructed prior to any backfilling activities.
23) The temporary placement or double handling of fill materials within water or vegetated wetlands is not
authorized.
24) The bulkhead shall be structurally tight so as to prevent seepage of backfill materials through the
structure.

Crystal Holdings, LLC Permit No. 21-16
Page 4 of 6
ADDITIONAL CONDITIONS
25) The bulkhead shall be solid and constructed of treated wood, concrete slabs, metal or vinyl sheet piles,
or other suitable materials approved by Division personnel.
26) No excavation, or other land disturbing activities, is permitted except for that which may be required for
the construction of the bulkhead wall.
27) All backfill material shall be clean and free of any pollutants except in trace quantities.
28) All backfill material shall be obtained from a high ground source and confined behind the permitted
bulkhead.
Spoil Disposal
29) All excavated materials shall be confined above normal high water level and landward of regularly or
irregularly flooded marsh behind adequate dikes or other retaining structures to prevent spillover of
solids into any marsh or surrounding waters.
30) The spoil disposal area shall be inspected and approved by a representative of the Division of Coastal
Management prior to the commencement of any dredging activities.
31) Any change in the spoil disposal area may require additional authorization from the Division of Coastal
Management.
Sedimentation and Erosion Control
NOTE: The Division of Energy, Mineral, and Land Resources approved this project by way of a Letter
of Approval issued on 9/22/15 and was assigned Project ID CARTE-2016-004.
32) Appropriate sedimentation and erosion control devices, measures or structures shall be implemented to
ensure that eroded materials do not enter adjacent wetlands, watercourses and property (e.g. silt fence,
diversion swales or berms, etc.)
Stormwater Management
33) The Division of Energy, Mineral, and Land Resources is processing this project as a modification of
Stormwater Permit No. SW8080952. The stormwater permit modification shall be obtained and a copy
provided to Division of Coastal Management prior to the initiation of any development authorized by
this permit. Any violation of the permit approved by the DEMLR will be considered a violation of this
CAMA permit.
U.S. Army Corps of Engineers Requirements
34) No portion of the reconfigured or newly constructed structure is authorized to be within the U.S. Army
Corps of Engineers Federal Channel Setback.

Crystal Moldings, LLC
Permit No. 21-16
Page 5 of 6
ADDITIONAL CONDITIONS
35) For any dredging or operational activity that impacts the safe navigation on Federal waterways: The
U.S. Coast Guard requires that the applicant must provide the following information at least 10 days
prior to dredging operations commencing:
a. Dates (Inclusive) of operation
b. Hours of operation (24 hours/daylight hours only)
c. Names of vessels involved
d. Working and standby frequencies
e. Specific location (Mile marker/Channel)
f. Any specific instructions or concerns that would be pertinent to the mariner.
Send information to:
USCG SECTOR NC WATERWAYS DIV
721 MEDICAL CENTER DRIVE
WILMINGTON, NC 28401
OR VIA EMAIL: [e-mail]
36) If the project is modified to extend further south into the channel, a 30-day notification is required to the
USCG in order to determine if Federal Aids to Navigation need to be relocated. Send request to:
USCG DISTRICT FIVE (DPW)
431 CRAWFORD STREET
PORTSMOUTH, VA 23704
OR VIA EMAIL: CGD5'[e-mail]
General
37) The permittee and/or his contractor shall meet with a representative of the Division prior to project
initiation.
38) This permit does not authorize the excavation or filling of any vegetated wetlands, even temporarily.
39) This permit shall not be assigned, transferred, sold, or otherwise disposed of to a third party without the
written consent of the Division of Coastal Management.
40) This permit does not authorize the interference with any existing or proposed Federal project, and the
permittee shall not be entitled to compensation for damage to the authorized structure or work, or injury
which may be caused from existing or future operations undertaken by the United States in the public
interest.
41) In order to further protect the endangered West Indian Manatee, Trichechus manatus, the applicant must
implement the U.S. Fish & Wildlife Service's Guidelines, and strictly adhere to all requirements therein.
The guidelines can be found at http://www.fws.gov/nc-es/mammal/manatee guidelines.12
NOTE: This permit does not eliminate the need to obtain any additional state, federal or local permits,
approvals or authorizations that may be required.

Crystal Holdings, LLC Permit No. 21-16
Page 6 of 6
ADDITIONAL CONDITIONS
NOTE: Future development of the permittee's property may require a modification of this permit.
Contact a representative of the Division at [phone] prior to the commencement of any
such activity for this determination.
NOTE: An application for approval to construct water lines supplying the project has been received by
Public Water Supply and assigned serial no. 15-00892. Authorization shall be obtained prior to
construction of project water lines.
NOTE: The Division of Water Resources authorized the proposed project by way of General Water
Quality Certification 3900 and assigned DWR Project No. 2008 1740 V2, which was issued on
2/11/16.
NOTE: The U.S. Army Corps of Engineers authorized the proposed project by way of Programmatic
General Permit 198000291 and has assigned the project Action Id. No. SAW-2008-03241
NOTE: An application processing fee of $400 was received by DCM for this project. This fee also
satisfied the Section 401 application processing fee requirements of the Division of Water
Resources.

N
PAT MCCRORY
Governor
DONALD R. VAN DER VAART
Environmental w sew
Quality s
+. eA
December 7, 2015
MEMORANDUM:
TO: Georgette Scott
Division of Energy, Mineral, & Land Resources
FROM: Courtney Spears
Major Permits Processing Coordinator
SUBJECT: CAMA/DREDGE & FILL Permit Application Review
Applicant: Crystal Holdings, LLC
Project Location: Carteret County, adjacent to 100 Olde Towne Yacht Club Rd., in Beaufort,
adjacent to Morgan Creek off of Hwy 70 on the north side of Bogue Sound.
Proposed Project: Proposes to develop a 523,553 sq. ft.. tract of land with 72 townhomes,
clubhouse, bath house, storage units, bulkhead, excavation, and 106 slip
upland basin marina with boatlifts and 16 open water slips.
Please indicate below your agency's position or viewpoint on the proposed project and return this form by
December 28, 2015. If you have any questions regarding the proposed project, please contact Heather
Styron, Permit officer at [phone]. Ext. 216. When appropriate, in-depth comments with supporting
data is requested.
REPLY: his agency has no objection to the project as proposed. Si;
This agency has no comment on the proposed project."" ' l-
This agency approves of the project only if the recommended changes are
incorporated. See attached.
This agency objects to the project for reasons described in the attached comments.
SIGNED DATE /L )
—Nothing Uff_ .
400 Commerce Ave., Morehead City, NC 28557
Phone: [phone] FAX: [phone]
An Equal Opportunity 1Afrlrmative Action Employer— Made In part by recycled paper

DIVISION OF COASTAL MANAGEMENT
FIELD INVESTIGATION REPORT
1. APPLICANT'S NAME: Crystal Holdings, LLC C/O Stroud Engineering
2. LOCATION OF PROJECT SITE: Adjacent to 100 Olde Towne Yacht Club road in Beaufort
adjacent to Morgan Creek off of Hwy 70 on the north side of Bogue Sound in Carteret County
Photo Index - 2000: grids; 42-540 Q (6), P (6), O (5,6), Z (516),
2006: grids; 42-6409 K (19,20), J (19,20), I (19,20)
State Plane Coordinates - X: 2697070.464 Y: 359798.022
Longitude:76°40'48.55409 Latitude:34°42'58.38889
3. INVESTIGATION TYPE: CAMA/D&F
4. INVESTIGATIVE PROCEDURE: Dates of Site Visit—11/9/15
Was Applicant Present —No
5. PROCESSING PROCEDURE: Application Received—10/28/2015
Office — Morehead City
6. SITE DESCRIPTION:
(A) Local Land Use Plan — Morehead City dated 9/28/2007
Land Classification from LUP — Port Mixed Use/Conservation
(B) AEC(s) Involved: ES, EW, PTA
(C) Water Dependent: Residential townhomes with amenities (No), 122 slip marina which
includes 106 slips within the upland basin and 16 slips along Morgan Creek, and the
construction of the upland basin (Yes)
(D) Intended Use: Commercial Marina with residential townhomes
(E) Wastewater Treatment: Existing — Morehead City Sewer
Planned - Morehead City sewer
(F) Type of Structures: Existing — Exiting smaller basin with plug, asphalt parking,
bulkhead and boat ramp.
Planned - Residential townhomes with amenities, 122 slip
marina which includes 106 slips within the upland
basin and 16 slips along Morgan Creek, and the
construction of larger upland basin.
(G) Estimated Annual Rate of Erosion: N/A
Source — N/A
7. RABITAT DESCRIPTION:
DREDGED FILLED OTHER
(A) High Ground
57,730 ft2
48,782 ft2
N/A
Disturbed/Filled/
Graded
(B) Shallow bottom along slips 69-82
31,886 ft2
N/A
N/A
(C) Open Water (Shoreline)
N/A
N/A
3128ft2 Shaded
28,000ft2 Incorp.
(D) Open Water (Basin)
N/A
N/A
5100 ft2 Shaded
51690 ft2 Inco .
(D) Total Area Disturbed: 186,202 ft2
(E) Primary Nursery Area: No
(F) Water Classification: SA, HQW
Open: No

Field Investigation Report:
Crystal Holdings LLC (Old Oceanside Yacht Club Development Inc.)
Page 02
8. PROJECT SUMMARY: The applicant is proposing to develop a 523,553 square
foot tract of land with 72 townhomes with amenities, clubhouse, bath house, storage
units, bulkhead, excavation with Morgan Creek and a 106 slip upland basin marina
with boatlifts and 16 open water slips along Morgan Creek. The tract of land was
previously permitted through major permit 54-09 for upland development, an upland
basin, 28 total slips (within the basin and along Morgan Creek), however the permit
expired on September 5, 2014.
9. Narrative Description:
The Crystal Holdings LLC project is located adjacent to 100 Olde Town Yacht Club
Road on Radio Island in Morehead City, Carteret County. Olde Town Yacht Club Road
is found by turning south off of Highway 70 East in what is locally known as the
Morehead City/ Beaufort Causeway onto Radio Island road and then left onto Marine
Drive. Follow Marine Drive for a short distance and turn left onto Olde Town Yacht
Club Drive. The property is immediately on the left adjacent to the existing Olde Town
Yacht Club. The property is adjacent to the Morehead City Channel and located along
the west shore of Morgan Creek.
Oceanside Yacht Club is 12.1 acres (523,553 sf) in its entirety, has an average elevation
of 8.5' above NHW and a total shoreline length of 431' according to the application
dated received 10/28/15. The high ground portion of this site is vacant of vegetation
with the exception of weeds. There is a small portion of Salt Meadow Hay S artina
patens , which is non jurisdictional. There is a visible V-2' escarpment along the
shoreline without the existing bulkhead (waterward of the existing excavated basin
area). There is also an existing boatramp and bulkhead along the northeast side of the
tract. The substrate in this area is thick organic mud. This section of Morgan Creek and
Morehead City Channel are not Primary Nursery Areas as designated by the Division of
Marine Fisheries and the Division of Water Quality classifies these as SA and HQW
waters. The area in which the proposed project would take place is not open to the
taking of shellfish. Morehead City's Land Use Plan dated 2007 classifies this area as
Port Mixed Use with conservation in the AECs. Through field verification and aerial
photos SAV's were not observed. The width of the water body is 285' (from marsh to
existing bulkhead) with the full project work located 1-2' landward of the 52' federal
channel setback. There is a commercial marina to the east and private docking facilities
to the west of the project area.
10. Project Description:
The applicant is proposing to develop a 12. 2 acre tract of land into a residential 752
unit townhome community which includes a 122 slip commercial upland basin and
open water marina with parking, clubhouse, bulkhead, boardwalk, all amenities and
excavation within Morgan Creek.
The high ground portion of this project would involve the disturbance of 11.2 acres. The
Towne homes would be 3 stories high (maximum height of 50' high to roof peak from

Field Investigation Report:
Crystal Holdings LLC (Old Oceanside Yacht Club Development Inc.)
Page 03
existing grade). The area for townhomes A and B would be 40' x 144', building C and
D would retain dimensions of 40' x 198, building E 40' x 162', building G 40' x 108'
building F 40' x 90' and buildings H and 140x 126' . All of the townhomes would be a
minimum of 35' to 40' along the basin area and Morgan Creek from NHW depending
on location. The clubhouse would be one-story and have dimensions of 68' x 129.85'. It
would be a distance of 40' from NHW within the basin. There are also four storage
units proposed along the northwest side of the basin. The first storage building would be
20' x 60', the second at 20' x 70', the third at 20' x 80' and the final one at 20' x 100'.
In order to accommodate all parking requirements for the track a total of 269 designated
parking spaces are proposed (this includes the townhome spaces). In order to treat all
built upon area, the applicant is proposing pervious pavement for the parking areas. All
other areas would be vegetated with the exception of the concrete sidewalks. The
percentage of impervious within the 75' AEC would be at 27.86%. Once built out the
percentage of the entire tract to be covered with impervious would be 29.75%.
According to the applicant stormwater plans were submitted to DWR on 9/1/15.
The upland basin proposed (which includes the entrance canal) would have a total
dimension of 1000' x 128' and would require _excavation of a total of 48,800 cubic
yards to a depth of —8' NLW from + 4.25' NHW. Due to the shallowerwater depths in
Morgan Creek (2.5 to 6'nlw), slip areas 69 to 84 are proposed to be excavated as well,
According to the applicant this would ensure sufficient water depths for the larger boats
proposed for this area. A total of 1,145 cubic yards would be excavated to a final depth
of-10'nlw within slips 69 to 84. The connecting water depths within this area are -10'
plus. The spoils would be stored on the property and would be enclosed by silt fencing
until dewatering occurred and would then be used on the tract as needed. No spoil
location has been given at this time. The applicant is proposing sediment control for the
entire tract by installing silt fencing along the tract perimeter. The existing earthen plug
would remain in place to separate the upland basin dig from public trust waters until
proj ect completion. The excavation would be conducted with the mechanical bucket to
barge/truck method.
The applicants are proposing 106 slips with boatlifts within the high ground basin and
16 commercial wet slips along Morgan Creek which would be sold. The average boat
length within the basin would be 17' with a maximum boat size of 70' within the slips
along Morgan Creek. There would be a total of (8) 3' x 12' finger piers ,in Morgan
Creek, (10) Y x 20', (15) Y x 30', (30) Y x 35' finger piers within the proposed marina
basin and a total of 42 pilings (includes pilings along Morgan Creek). All of the finger
piers would be floating. There would be seventy-eight 14' x 16' boatlifts and twenty-
eight 13.5' x 11' boatlifts installed within the basin area. In order to easily access the
slips along Morgan Creek, an 8' x 355' shore parallel floating platform would be
installed. The water depths along Morgan Creek are an average -5 to -6.4' NLW per the
applicant with a connecting water depth of -10' plus. The marina facilities would be
equipped with a fixed sewer pump out located nears slips 1 and 122. The marina will
carry a "Lock Head Designation". There would four "Pump Out Available" signs posted
and "No Sewage Disposal" signs posted throughout the marina. To stabilize the upland
basin the applicants propose an 870' vinyl bulkhead. It would start at the northwest side

Field Investigation Report:
Crystal Holdings LLC (Old Oceanside Yacht Club Development Inc.)
Page 04
of the basin off of Morgan Creek for 15' at NHW and continue southwest for 400' then
turn east for 130'. It would then continue north for a total of 325' before reaching the
existing bank of Morgan Creek.
All development proposed in Morgan Creek would be a distance of 1' to 2' landward of
the 52' USACOE channel setback and would extend a maximum distance of 80' from
NEW into Morgan Creek (width of 285'). The riparian corridors are drawn 90 degrees
from the channel. The applicants have a recorded waiver agreement from the property
located to the west. All setback requirements would be met.
il. Anticipated Impacts:
The proposed development would result in the disturbance of 11.2 acres of high ground.
The development as proposed would involve 31,886 ft2 of open water to be excavated
and would disturb a total of 496,142 ft2 of high ground with the excavation of 48,800
cubic yards removed for the basin. The docking system and finger piers along the
shoreline of Morgan Creek would shade 3,128 Wand incorporate 28,000 ft2 of open
water. The finger piers within the basin would shade 5,100 Wand incorporate 51,690 ft2
of open water. A total of 106 slips with boatlifts would be located within the high
ground basin with 16 wet slips located along the shoreline of Morgan Creek. Once built
out, this project would be 27.86% impervious within the 75' AEC and 29.75%
impervious for the entire tract. There should be no hazard to navigation resulting from
this project within Morgan Creek, as there are other docks of equivalent length along
the same shoreline and would be located landward of the USACOE setback, however
the proposed. tie piling distance of 80' from NHW would exceed the 1/4 water body
width limitation. It is also noted that the proposed floating dock in Morgan Creek
extends into the mouth of the proposed upland basin, approximately 55' across the 120'
wide basin opening. With the location of the floating finger piers for slips 85 and 68,
this could be a navigation issue, especially for larger vessels to enter the basin to gain
access to the pumpout station located within the upland basin. The setting of pilings
would result in temporary turbidity. The turbidity within the basin would be minimized
if the earthen plug remains in place. The tidal flux as well as the gradual water depth in
the basin should provide adequate flushing for circulation.
Heather Styron 12f7/15 Morehead City

CAMA Major Modification Permit Narrative
Oceanside Yacht Club
October 21, 2015
Property Address:
100 Olde Towne Yacht Club Drive
Beaufort, NC 28516
Owner:
Crystal Holdings, LLC
P.O. Box 7
517 E. )Fort Macon Road
Atlantic Beach, NC 28512
Engineer:
Stroud Engineering, P.A.
107 B Commerce Street
Greenville, NC 27858
� C 14O
'`'4i�
•.0 4y; 9
SEAL
0 36970
Y.
...
This project will include the development of 12.02 acres into a residential townhome community
including a clubhouse and commercial marina with associated parking to be located at 100 Olde
Towne Yacht Club Drive in Beaufort, North Carolina. The site was issued a CAMA Major 54-
09 for 28 slips within the basin and 10 along Morgan Creek, initially in 2009.
This modification expands the upland basin and proposes. to increase the number of slips along
Morgan Creek. There are 16 slips proposed along Morgan Creek for larger vessels. The upland
basin now proposes 106 slips with lifts. A wood walk is proposed around the perimeter of the
upland basin providing access to every slip. There are 63, three feet wide finger piers proposed
as follows:
Length of Pier
'ty
12'
8
20'
10
30'
_
15
35'
30
The marina facilities will be equipped with a fixed sewer pumpout located near slips 1 and 122
to promote boater use and minimize discharge of wastewater from boats into the adjacent waters.
A locked head policy will be put in place with strict enforcement action in slip leases to prevent
bilge and head discharges. The sewer pump out will be closely monitored to ensure that it is
properly utilized. The slips proposed along Morgan Creek will have access to the sewer pumpout
provided at Olde Towne Yacht Club, the adjacent development. Maintenance activities such as
boat engine repair, fiberglass repair, painting, pressure washing, and hull scraping will be
prohibited on site. Use of phosphate free, biodegradable detergents and cleani compounds for
boat wash down will be encouraged at the marina. Areas for fish cleaning anROMki E
disposal will be provided, for boat owners and residents by the marina.
OCT 2 8 2015
DCM- MHD CITY

The site proposes to dredge approximately 1,145 cubic yards below normal high water parallel to
Morgan Creek and 48,800 cubic yards within the upland basin. There are no wetlands on site or
along the shoreline. During the dredging operation the spoils will be placed on site away from
open water and sediment controlled by silt fencing and graded to the upland basin. The plug
must remain in place until all dredging is complete and the site is stabilized. Dredging within the
basin will occur during the winter months to avoid the juvenile shellfish and finfish season from
April thru September and US Fish and Wildlife Service manatee avoidance guidelines during
construction will be distributed and adhered to on site.
The upland development will include nine buildings (72 units), clubhouse, bathhouse and
associated parking for both residential use and commercial marina. Potable water and
wastewater disposal will be provided by the Town of Morehead City. Upland disturbance
including the basin is approximately 11.2 acres as approved in permit CARTE-2016-004.
The site improvements drain to the constructed upland basin which will be given the designation
of Class SC waters, therefore requiring to threat the 1.5" rain event. The site proposes pervious
pavement to treat all built upon area on -site. There is an existing parking lot on the property,
where a portion of the asphalt is to be removed and replaced with pervious pavement for the
project to be in compliance with stormwater regulations. The site proposes 29.75% impervious
overall and 27.86% impervious within the 75' AEC. The stormwater plans were submitted for
review to NCDEQ on September 1, 2015.
OCT 2 8 2015
DCM- MHD CITY

NOW-1
UPLICATION Mr
major oevoisoment Formn
past revised 12/27106)
North Carolina DIVISION OF COASTAL MANAGEMENT
1. Primary Applicant/ Landowner Information.
Business Name
Project Name (if applicable)
Crystal Holdings, Llc
Oceanside Yacht Club
Applicant 1: First Name
MI
Last Name
James
H.P.
Bailey, Jr.
Applicant 2: First Name
MI
Last Name
if additional applicants, please attach an additional page(s) with names listed.
Mailing Address
PO Box
City
State
P.O. Box 7
Atlantic Beach
INC
ZIP
Country
Phone No.
FAX No.
28512
Carteret
252 - 241 -1200 ext.
v
-
-
Street Address (if different from above)
Clty
State
ZIP
517 East Fort Macon Road
Atlantic Beach
NC
28512-
Email
j imbaileyl [e-mail]
2. A4enfi1Contra6tor Information
Business Name
Stroud Engineering, P.A.
Agent/ Contractor 1: First Name
MI
Last Name
Ginger
Y
Turner
Agent/ Contractor 2: First Name
MI
Last Name
Mailing Address
PO
City
State
107 B Commerce Street
:o:�
Greenville
NC
ZIP
Phone No. 1
Phone No. 2
27858
252 - 756 - 9352 ext. 233
- - ext.
FAX No.
Contractor #
252 756 2345
Street Address (If different from above)
City
State
ZIP
Email
p `y e E C E 1q V E D
[e-mail]
<Form continues on. back>
OCT 2 8 2015
0CIII- MH® CITY
252-808-2808 :: 9-888-4RCOA8T :: www.nceonstainianagement.net

Form DCM MP-1 (Page 2 of 4)
APPLICATION fqr
Major Development Permit
3. Project Location
County (can be multiple)
Street Address
State Rd. #
Carteret
100 Olde Towne Yacht Club Road
Subdivision Name
City
State
Zip
Phone No.
Lot No.(s) (if many, attach additional page with list)
- - ext.
I I I ,
a. In which NC river basin is the project located?
b. Name of body of water nearest to proposed project
White Oak
Morgan Creek
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
Back Sound
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.
Town of Morehead City
4. Site Description
a. Total length of shoreline on the tract (ft.)
b. Size of entire tract (sq.ft.)
431
523,553.54
c. Size of individual lot(s)
d. Approximate elevation of tract above NHW (normal high water) or
NWL (normal water level)
(if many lot sizes, please attach additional page with a list)
8.5 ®NHW or ❑NWL
e. Vegetation on tract
sparse grasses and trees
f. Man-made features and uses now on tract
Asphalt parking lot
g. Identify and describe the existing land uses adiacent to the proposed project site.
Commercial residential development (Olde Towne Yacht Club) to the east, parking lot to the south and boat yard to the
north
h. How does local government zone the tract?
I. Is the proposed project consistent with the applicable zoning?
PD
(Attach zoning compliance certificate, if applicable)
®Yes ❑No ❑NA
j. Is the proposed activity part of an urban waterfront redevelopment proposal? []Yes ®No
k. Has a 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 Rggistered Historic District or does it involve a ❑Yes ®No ❑NA
National Register listed or eligible property?
<Form continues on next page> DECEIVED
OCT 2 8 2015
Im
252-808-2808 :. 1-888-4RCOAST .. www-nccoastalm trt CITY

Form DCM MP'-1 (Page 3 of 4)
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
(ii) 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.
Public sewer provided by the Town of Morehead City
o. Describe existing drinking water supply source.
Public water provided by the Town of Morehead City
p. Describe existing storm water management or treatment systems.
Existing infiltration basin requesting to be filled in with stormwater modification for the proposed development
5. Activities and Impacts
a. Will the project be for commercial, public, or private use?
®Commercial ❑Public/Government
❑Private/Community
b.
Give a brief description of purpose, use, and daily operations of the project when complete.
Residential townhomes, boating club and commercial marina
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.
dragline, excavator, barge, pile driving equipment,dump trucks to be stored within the work area and/or on high ground
owned by the applicants
d.
List all development activities you propose.
Construct residential townhomes and club house with associated parking, upland marina for 122 slips and storage lockers for
patrons not residents of the community
e.
Are the proposed activities maintenance of an existing project, new work, or both?
New Work
f.
What is the approximate total disturbed land area resulting from the proposed project?
11.2 ❑Sq.Ft or ®Acres
g.
Will the proposed project encroach on any public easement, public accessway or other area
[]Yes ®No ❑NA
that the public has established use of?
h.
Describe location and type of existing and proposed discharges to waters of the state.
none proposed
i.
Will wastewater or stormwater be discharged into a wetland?
[]Yes ®No ❑NA
If yes, will this discharged water be of the same salinity as the receiving water?
❑Yes ❑No ❑NA
j.
Is there any mitigation proposed?
❑Yes ®No ❑NA
If yes, attach a mitigation proposal.
<Form continues on back>
OCT 2 8 2015
252-808-2808 :: 7-888-4lRCOAST :: www.nccoastalman NQ CITY

Form DCM MP-1 (Page 4 of 4)
ARPLICATION for
Major Development Permit
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 application
package to be complete: Items (a) - Mare 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 Radio Island Rental Property, LLC Phone No. 252-637-0222
Address 519 East Front Street: New Bern, NC 28560
Name Olde Towne Yacht Club, Inc. Phone No.
Address P.O. Box 12553, New Bern, NC 28561
Name Phone No
Address
g. A list of previous state or federal permits issued for work on the project tract. Include permit numbers, permittee, and issuing dates.
SW8 080952, 2008 #54-09, 6/23/10
CARTE-2016-004, 9/9/15
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. I I3A 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.
7. Certification and Permission to Fitter 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 information provided in this application is truthful to the best of my knowledge.
_/
Date T Print NameSY,
/ Signature
Please indicate application attachments pertaining to your proposed project. RECEIVE®
®DCM MP-2 Excavation and Fill Information ❑DCM MP-5 Bridges and Culverts
®DCM MP-3 Upland Development OCT 2 8 2m
®DCM MP-4 Structures Information
252-808-2808 :. 4-888-4RCOAST :: www.nccoastalmanagement.net

Form DCM MP-2
EXCAVATION and FILL
(Except for 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.
Describe below the purpose of proposed excavation and/or fill activities. All values should be given in feet.
Access
Other
Channel
Canal
Boat Basin
Boat Ramp
Rock Groin
Rock
(excluding
(NLW or
Breakwater
shoreline
NWL)
stabilization
Length
1000;298
Width
128;107
Avg. Existing
Jj4.25;-6.4
NA
N
Depth
Final Project
-8;-10
NA
NA
Depth
9. EXCAVATION - ClThis sectron not applicable
a. Amount of material to be excae+�m below HW or NWL in b. Type of material to be excavated.
cubic yards. LL.A �"�'W sand
400 CY at mouth of upland boat basin & 4,300 CY at slips 69-82
c. (i) Does the area to be excavated include 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
EIWL ®None
(ii) Describe the purpose of the excavation in these areas:
d. High -ground excavation in cubic yards.
57,730 cy
2.. � DISPDSAL- OF OCCAVATED. MATERItAL ❑This seotron not applicable
a. Location of disposal area. b. Dimensions of disposal area.
Disposal onsite away from the shoreline to dry the spoils unknown
slung directed to the plugged upland basin protecting the
waterbody. Dry material hauled to NC permitted site.
c. (1) Do you claim title to disposal area? d. (i) Will a disposal area be available for future maintenance?
®Yes ❑No ❑NA ❑Yes ®No ❑NA
(ii) If no, attach a letter granting permission from the owner. (ii) If yes, where?
e. (1) Does the disposal area include any coastal wetlands/marsh
(CW), submerged aquatic vegetation (SAV), shell bottom (SIB),
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 disposal In these areas:
(i) Does the disposal include any area in the water?
[]Yes ®No ❑NA
(ii) If yes, how much water area is affected?
a
OCT 7.15
Dr-
r J V,,,. b 3 e.
252-808-2808 :: 1-888-4RCOAST :: www.nccoastalmanagement.net revised: 12/26/06

Form DCM MP-2 (Excavation and Fill, Page 2 of 3)
3. SHORELINE STABILIZATION This section not applicable
(if development is a wood groin, use MP-4'- Structures)
T—. of ehnralina afnhili7ntinn' b. Length:
*ulkhead ❑Riprap ❑Breakwater/Sill ❑Other:
c. Average distance waterward of NHW or NWL:
0
e. Type of stabilization material:
JP
g. Number of square feet of fill to be placed below water level.
Bulkhead backfill _JG_ Riprap l
Breakwater/Sill Other l
i. Source of fill material.
Width:
d. Maximum distance waterward of NHW or NWL:
ta' -
f. (i) Has there been shoreline erosion during preceding 12
months?
❑Yes []No )QNA
(ii) If yes, state amount of erosion and source of erosion amount
information.
h. Type of fill material.
4. OTHER FILL ACTIVITIES 0This section not applicable
(Excluding Shoreline Stabilization)
A ril 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
(iii) Dimensions of fill area
(iv) Purpose of fill
5. GENERAL
a. How will excavated or fill material be kept on site and erosion
controlled?
Dredge spoils kept on site away from the shoreline while drying
and upland basin used for sediment storage
c. (1) 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.
suDmergee aquatic vegetation karw), sneu uuuuIn kOD), ui
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 fill in these areas:
b. What type of construction equipment will be used (e.g., dragline,
backhoe, or hydraulic dredge)?
Dragline, Backhoe, Excavator and Dumptruck
d. (i) Will wetlands be crossed in transporting equipment to project
site? ❑Yes ®No ❑NA
(ii) If yes, explain steps that will be to ➢ Y o..� environmental impacts. Q �j
o Civl_ HD CITY
Date Crystal Holdings, LLC James H P. Barley, Jr.
Oceanside Yacht Club Appli Name
Project Name APR... of Signature
252-808.2808 :: 1-888-4RCOAST :: www.nccoastalmanaaement.net revised: 12126/06

Form ®CM NW-2 (Excavation and bill, Page 3 of 3)
H EIVro
OCT 2 8 2015
252.808-2808 :: 1-888-4RCOAST :: www.ncceastalmanagement.net revised: 12/26106

Form DCM MP-3
UPLAND DEVELOPMENT
(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 b. Number of lots or parcels.
proposed. 1
72 townhomes, clubhouse, bath house and storage units
c. Density (give the number of residential units and the units per
acre).
7.96
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.
(i) If applicable, has a sedimentation and erosion control plan been
submitted to the Division of Land Resources?
®Yes ❑No ❑NA
(ii) If yes, list the date submitted:
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.
27.86% (includes 75% credit from pavers)
i. 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.
29.75% (includes 75% credit from pavers)
j. Describe proposed method of sewage disposal.
Public sewer provided by the Town of Morehead City
I. 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).
None proposed
d. Size of area to be graded, filled, or disturbed including roads,
ditches, etc.
11.2 acres
f. List the materials (such as marl, paver stone, asphalt, or concrete)
to be used for impervious surfaces.
pervious pavers or pervious concrete proposed for parking
and drives
h. 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
(ii) If yes, list the date submitted: _9/1/2015
k. Have the facilities described in Item (i) received state or local
approval?
❑Yes ®No ❑NA
If yes, attach appropriate documentation.
m. Does the proposed project include an innovative stormwater
design?
❑Yes ®No ❑NA
If yes, attach appropriate documentation.
*
OCT � 8 2015
i� JasL�- a �,'airr
252-808-28082 :: 1-888.4RCOAST :: www.nccoastaimanaaement.net revised: 12/26/06

Form DCM MP-3 (Upland Development, page 2 of 2)
m. Describe proposed drinking water supply source (e.g., well,
community, public system, etc.)
Public water provided by the Town of Morehead City
o, When was the lot(s) platted and recorded?
unknown
Date
Oceanside. Yacht Club =
Project Name
'Crystal Hilldings,.LLC Jalrlea H.P Bailey; Jr: .
Applicant.Na-me
A ant Signature
n. (1) Will water be impounded? ❑Yes ❑No ®NA
(ii) If yes, how many acres?
p. If proposed development is a subdivision, will additional utilities be
installed for this upland development?
❑Yes ❑No ®NA
RECE V E
OCT 9 8 2015
DCOM— MHD t2o!TY
252-808-2808 .-: 1-888.4RCOAST :: www.nccoastalmenaaentent.net revised:. 12/28/06

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 pier(s)
(ii) Number 1
(iii) Length 355'
(iv) Width 8'
(v) Floating ®Yes ❑No
e. (i) Are Platforms included? []Yes NNo
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
122
(ii) Number of slips existing
0
i. Check the proposed type of siting:
❑ Land cut and access channel
NOpen water; dredging for basin and/or channel
[]Open water; no dredging required
NOther; please describe:
Upland basin
k. Typical boat length: 17'-40'
m. (i) Will the facility have tie pilings?
NYes ❑No
(ii) If yes number of tie pilings?
42
El This section not applicable
b. (i) Will the facility be open to the general public?
[]Yes NNo
d. (i) Are Finger Piers included? ®Yes ❑No
If yes:
(ii) Number 63
(iii) Length (8)-12': (10)-20': (15)-30': (30) 35'
(iv) Width 3'
(v) Floating NYes ❑No
f. (i) Are Boatlifts included? ®Yes []No
If yes:
(ii) Number 106 r,
(III) Length . -11' -16'
(iv) Width'' .59 -14'
,aV1367V
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
N Dockage ("wet slips") only, number of slips: 122
❑ Dry storage; number of boats:
❑ Boat ramp(s); number of boat ramps:
N Other, please describe:
Clubhouse, sewer pump out
j. Describe the typical boats to be served (e.g., open runabout,
charter boats, sail boats, mixed types).
Personal recreation, sport fishing
I. (1) Will the facility be open to the general public?
[:]YesNNo RECEIVED
OCT 18 2015
252-808-2808 :: 1-888-4RCOAST :: www.nccoastalmanaaement.net revised: 12/27/06

IForlry'tl DCM MP-4 (Structures, Page 4 of 4)
e. Arc of the swing
7. GENERAL
a. Proximity of structure(s) to adjacent riparian property lines b. Proximity of structure(s) to adjacent docking facilities.
15' West, 0' East (riparian waived) 50' from SA; 30' from SC
Note: For buoy or mooring piling, use arc of swing including length
of vessel.
c, Width of water body
70' Channel
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.
8.OTHiER .
a. Give complete description:
,Date..
Oceanside Yacht Club
Project Name-.
Crystal Holdings, L:LC James H.P Bailey, Jr
Appli ` t;Nalne
AppWanisignature
d. Water depth at waterward end of structure at NLW or NWL
-5 NLW
IM This section not applicable i
OCT 38Z015
DOW ��VEHIJ �dr�
252-808-2808 :: 1-888-4RCOASF :: www.nccoastalmanagement.net revised: 12/27/06

Folhlrlsw+ DCM MP-4
STRUCTURE
(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 t DOMA FACIUMMAI INA. CHARApTERisriC`s' ❑This Isectlon not appitcable
a. (1) Is the docking facility/marina: b. (1) Will the facility be open to the general public?
❑Commercial ❑Public/Government NPrivate/Community [-]Yes ®No
c. (1) Dock(s) and/or pier(s)
d. (1) Are Finger Piers included? ®Yes []No
(ii) Number 1
If yes:
(iii) Length 355'
(ii) Number 63
(iv) Width 8'
(iii) Length 0-12% (10)-20': (15)-30': (30)-35'
(v) Floating ®Yes []No
(iv) Width 8'
(v) Floating ®Yes ❑No
e. (1) Are Platforms included? ❑Yes ®No
f. (i) Are Boatlifts included? ®Yes ❑No
If yes:
If yes:
(ii) Number
(11) Number 106
(iii) Length
(iii) Length .S -1 1'' -16'
(iv) Width
(iv) Width -"M 6 -14'
(v) Floating ❑Yes ❑No
itV 1367 W
Note: Roofed areas are calculated from dripline dimensions.
g. (i) Number of slips proposed
h. Check all the types of services to be provided.
122
❑ Full service, including travel lift and/or rail, repair or
(ii) Number of slips existing
maintenance service
❑ Dockage, fuel, and marine supplies
0
® Dockage ("wet slips") only, number of slips: 122
❑ Dry storage; number of boats:
❑ Boat ramp(s); number of boat ramps:
® Other, please. describe:
Clubhouse, sewer pump out
i. Check the proposed type of siting:
j. Describe the typical boats to be served (e.g., open runabout,
❑ Land cut and access channel
charter boats, sail boats, mixed types).
%Open water; dredging for basin and/or channel
personal recreation, sport fishing
❑Open water; no dredging required
®Other; please describe:
Upland basin
k• Typical boat length: 17'-40' I. (1) Will the facility be open to the general public?
[]Yes ®No
m. (i) Will the facility have tie pilings? C ILEIVE
%Yes ❑No
(ii) If yes number of tie pilings? O C T .18 2015
42
252-808-2808 :: 9-888-4RCOAST :: www.nccoastaimananement.net revilsed: 12/27106

Form DCM MP-4 (Structures, Page 2 of 4)
2. DOCKING FACILITY/MARINA OPERATIONS ❑This section not applicable
a. Check each of the following sanitary facilities that will be included in the proposed project.
® Office Toilets
N Toilets for patrons; Number: 4; Location: Marina Clubhouse and Bathhouse
® Showers
® Boatholding tank pumpout; Give type and location: Fixed sewer pump out located near slips 1 & 122
b. Describe treatment type and disposal location for all sanitary wastewater.
Public sewer provided by the Town of Morehead City
c. Describe the disposal of solid waste, fish offal and trash.
Garbage cans, dumpsters, and solid waste pickup
d. How will overboard discharge of sewage from boats be controlled?
Marina will be a locked head facility with no sewage discharge allowed. The marina facility will be equipped with a sewer
pumpout system to promote boater use and minimize discharge of wastewater from boats into the adjacent waters. A locked
head policy will be put in place with strict enforcement action in slip leases to prevent bilge and head discharges. The sewer
pump out will be closely monitored to ensure that it is properly utilized. Larger vessels in slips 69-84 will discharge at the
pumpout system provided at Olde Towne Yacht Club.
e. (i) Give the location and number of "No Sewage Discharge" signs proposed.
"No sewage discharge" sign spaced throughout the marina. minimum of 4
(ii) Give the location and number of "Pumpout Available" signs proposed.
"Pumpout available" sign spaced throughout the marina. minimum of 4
f. Describe the special design, if applicable, for containing industrial type pollutants, such as paint, sandblasting waste and petroleum products.
No maintenance will be provided or allowed.
g. Where will residue from vessel maintenance be disposed of?
No maintenance will be provided or allowed.
h. Give the number of channel markers and "No Wake" signs proposed. 0
i. Give the location of fuel -handling facilities, and describe the safety measures planned to protect area water quality.
none proposed
j. What will be the marina policy on overnight and live -aboard dockage?
none allowed, included in leasing agreement
k. Describe design measures that promote boat basin flushing?
Limit depth of dredging to depth no deeper than connecting point
OCT 2 8 2015
[ACM® MHD CITY
252-808-2808 :: 1-888-4RCOAST :: www-necoastalmanagement.net revised: 12/27/06

Folrm ®CM ROA (Structures, Page 3 of 4)
I. If this project is an expansion of an existing marina, what types of services are currently provided?
n/a
m. Is the marina/docking facility proposed within a primary or secondary nursery area?
❑Yes j@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 ❑SAV ❑SB
❑WL ®None
p. Is the proposed marinaldocking 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.
3. BOATHOUSE (including covered lids) gThis_seetidn not applicable
a. (i) Is the bdathouse structure(s):
❑Commercial ❑Public/Government ❑Private/Community
(11) Number
(III) Length
(iv) Width
Note: Roofed areas are calculated from dripline dimensions.
4. GROIN (e.g., wood, sheetpile, etr if a rock groin, use MP 2,. Excavation and -Pill) 0 !'his secrion not applicable
a. (i) Number
(ii) Length
(lii) Width
5. BREAKWNATER.(e g, wood, sheetpile, etc) [Tl]is section n�tapplicab/e
a. Length b. Average distance from NHW, NWL, or wetlands
c. Maximum distance beyond NHW, NWL or wetlands
6..MOOM NG'PILINGS and BUOYS 0This- section notappiicable
a. Is the structure(s): b. Number
❑Commercial ❑Public/Government ❑Private/Community
c. Distance to be placed beyond shoreline d. Description of buoy (color, inscription, size, anchor, etc.)
Note: This should be measured from marsh edge, if present
, ; ,
252-808-2808 :: 7-888.4RCOAST :: www.nccoastalmanagement.net revised: 12/27/06

Form DCM MP-4 (Structures, Page 4 of 4)
e. Arc of the swing
7. GENERAL
a. Proximity of structure(s) to adjacent riparian property lines b. Proximity of structure(s) to adjacent docking facilities.
15' West, 0' East (riparian waived) 50' from SA; 30' from SC
Note: For buoy or mooring piling, use arc of swing including length
of vessel.
c. Width of water body
70' Channel
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.
8: OTHER
a. Give complete description:
DateT
Oceanside Yacht Club .
d. Water depth at waterward end of structure at NLW or NWL
-5 NLW
0This section not applicable
OCT 282015
® � � U �m i Y
252-808-2808 :: 1-888-4RCOAST :: www.nccoastalmanaaement.net revised: 12/27/06

A
OCE�ANblIDE YACHT CLIJE�
BEAUFORT, CARTERET COUNTY, NORTH CAROLINA
CLIENT:
CRYSTAL HOLDINGS, LLC
517 EAST FORT MACON RD.
P.O. BOX 7
ATLANTIC BEACH, NC 28512
252 241 1200
INDEX OF DRAWINGS
ENGINEER:
STROUD ENGINEERING, P.A.
107 B COMMERCE STREET
GREENVILLE, NC 27858
252 756--9352 LICENSE NO. C-0647
GRI Y. TU . P.E. DATE
SHEET i
SITE PLAN
SHEET 2
DEMOLITION PLAN
SHEETS
ENLARGED MARINA SITE PLAN
SHEET 4
GRADING AND STORMWATER MANAQEMENT PLAN A
SHEET 5
GRADING AND STORMWATER MANAGEMENT PLAN B
SHEET 8
EROSION CONTROL PLAN
SHEET 7
MARINA DREDGING CROSS SECTIONS
SHEET
CROSS SECTION THROUGH PROJECT
SHEET 9
UTILITY PLAN
SHEET 10
DETAILS
SHEET 11
DETAILS
SHEET 12
DETAILS
e�flNfffNii!!a
O�
'ems C' rr' Y �evu�j r�A l,ills
��O O •
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AC
- ACRE
INV -
INVERT
�
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ABC
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JB -
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COURSE
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�LD- LAND DISTURBANCE LIMITS
SLOG
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MAX -
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MAXIM S►
MINIMUM BUILDING LINE
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CF
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MH -
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CL
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MIN -
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CPP
- CORRUGATED PLASTIC
RIF -
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SEWER FORCE MAIN
PIPE
HTS -
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- -., - -
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OR
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P/C -
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EL
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It-
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®
PROPOSED PERVIOUS
EIR
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R/1f -
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CONCRETE
- EDGE OF PAVEMENT
SM -
STORMDRAIN MANHOLE
PROPOSED GRASS PAYE
EX
- EXISTING
SH -
SWEET
FE
- FINISHED ELEVATION
SIR -
SET IRON ROD
FF
- FINISHED FLOOR
STA
- STATION
OBSERVATION WELL
FT
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TC
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GV
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TEL
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HDPE
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TSY
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HANDICAP SPACE
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TYP
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OCT P 8 2015
DC�- Mr-.D CITY

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DEMOLITION/REMOVAL 60 40 o eo 180 OCT 28 2015 Sr DATE oEsca�rron
SCALE: 1"e 80' DCM- IVi HD CITY
DEMOLITION PLAN CLIENT: CRYSTAL HOLDINGS. LLC talc, EO; ;rr vt .
RDC/GYT GYT /g\ ADDRESS: STROUD ENGINEERING, P.A.
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2 RDC/GYT 10/21/15 H COMMERCE STREET
ATLANTIC BEACH. INC 2851
SHEET +4 OF 18 GREENVILLE, NC 27858
PROJECT +t1PN1OTO-4 PHONE: 252-241 —1200 H CK D: SCALE: [phone] LICENSE NO. C-0647
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STORMWATER AND CAMA SITE DATA
TOTAL TRACT = 523.553.54SF (12.02 AC)
EXCLUDING BASIN = 394.180.05 (9.05 AC)
DRAINS TO UPLAND BASIN = CLASS SC
24% ALLOWABLE EXCLUDING BASIN - 94.603 SF
PARKING=107.365 SF (+126.841 SF)
SIDEWALKS - 4,000 SF
STORAGE BLDGS = 6.000 SF
BUILDINGS = 51.840 SF
CLUBHOUSE v 9,900 SF
BATHHOUSE = 400 SF
GRASSPAVE = 10.735 SF 1-92.684 SF)
OLD TOWN PARKING
ASPHALT = 12,284 SF
PERVIOUS PAVEMENT = 13.251 SF (*3.313 SF)
TOTAL = 215.77S SF (11T.262 SF)
PROPOSED % IMPERVIOUS = 54.74% (29.75%.)
CAMA SITE DATA
AREA WITHIN 75'AEC = 166.291 SF
30% ALLOWABLE BUA = 49.887 SF
PROPOSED BUILDINGS = 40.978 SF
PROPOSED SIDEWALKS = 340 SF
PROPOSED PARKING - 20.068 SF (05.017)SF
TOTAL IMPERVIOUS - 61.366 SF (46.335)SF
% IMPERVIOUS WITHIN 75'AEC = 36.91% (27.86%)
*NOTE: (---- ) 25% REDUCTION FOR PERVIOUS PAVEMENT
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IOREHEAD CITY. CARTERET COUNTY. NORTH CAROLINA
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.• CLIENT: CRYSTAL HOLDINGS. ./
ATLANTIC BEACH. NC 285i2 ./
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PROPOSED DREDGING/EXCAVATION
(TOTAL 62.430CY)
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REVISIONS:
OCT 2 8 2015 1OCE
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STROUD ENGINEERING, P.A.
107 B COMMERCE STREET
GREENVILLE. NC 27858
[phone] LICENSE NO. C-0647

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SEEDING SCHEDULE
SEED ROD PREPARATIDH
LIRE-------------------- 2 TONS/AC
1. FROM SEPTEMBER I - MARCH 1. USE UNSCARIFIED SERICEA SEED
10-IO-10------------ ------- -- 1.000 LBS/AC
2. ON POORLY DRAINED SITES OMIT SERICEA AND INCREASE KOBE
SURFACE ROUGHENING: IF RECENT TILLAGE OPERATIONS HAVE RESULTED
TO 30 LBS/AC
IN A LOOSE SURFACE- ADDITIONAL ROUGHENING MAY NOT BE REQUIRED
3. WHERE A NEAT APPEARANCE IS DESIERED. UNIT SERICEA AND
EXCEPT TO BREAK UP LARGE CLODS. IF RAINFALL CAUSES THE SURFACE
INCREASE ROBE TO 40 LBS/AC.
TO BECOME SEALED OR CRUSTED. LOOSEN IT JUST PRIOR TO SEEDING By
4. BETWEEN APRIL 15 AND AUGUST 15. ADD 10 LB/AC GERMAN MILLET
DISKING. RARING OR NARROWING. GROOVE OR FURROW SLOPES STEEPER
OR 15 LB/AC SUDAMORASS. PRIOR TO MAY 1 ON AFTER AUG 15. ADD
THAN 3Tt ON THE CONTOUR BEFORE SEEDING.
25 LB/AC RYE (GRAIN).
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120 LIS/Ac / ' \ \ \ �`�/ \ `F F'�\�\ �\ 1 p
[OMIT ANNUAL LESPEDEZA DEN DURATION OF TEMPORARY COVER IS NOT STRAW WHEAT- TS. BARLEY.RYEI----- 1 RAFT R SIEVING - ro. \`•-\ \\ ` �\ `r/
TO EXTEND BEYOND JUKE 3 [STRAW DUAL 1 TY SMALL BE DRY. U1 A7NERED 1 ' • \ \ \ _ , - -� \ I` � F \ � 1,4
(ARHRIL t5 .dlldl47 1s1 ASPHALT TACK-----------------�200 6AL./TON DF MULdt I / _ \ �. •�� L 4. ��• // ;.�\ \Y- \\'/
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GFJ6YIN MILLET--------- _
A MULCH ANCHORING TOW.. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED 1 I c r +s °-• _ 3FT\\'� - II (I•' !
R Mm15T 15- OECENDER 30) �^ I /
AS A MULCH LINING
ANCHORING TOOL. ( \ •$_ - t- _ _ _ - •6, _ \ - -
RYE IGRAINf--------------------- 25 LBS/AC 2. A CHANNEL LINING MATERIAL (SEE DETAIL BELOW? SHALL COVER THE BOTTOM OF
OIF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYON JU1E 15-
StlALES dDITCHES. THE LINING SHALL FRIEND ABOVE THE HIGHEST DEPTH OF FLOW
OVERSEES WITH 50LB/AC KOBE.) WITHIN GIVEN CHANNEL. ON CHANNEL SIDE SLOPES ABOVE THIS HEIGHT APPLY STRAW / ( R•t_ \ ?, �' - \ _ I 1 1
AS PREVIOUSLY INSTRUCTED.
PtRIC1gE1: SEEDING e18:T11Mlt � -
wIN1fLEEABICE �\ - I ' - = - _ - III (\\.
TALL FEstRE------ --- ------------ 60 LSS/AC \ . /
IF GROWTH IS LESS THAN FULLY ADEOUATE. REFERTILME IN THE SECOND YEAR `� / r- \\ \\ \ \�� ,yam _ \ \)II\\ \\�
R-EAI$6W,1 BMIAGRASS--------- 50 LBS/AC I \ -
SERICEA LESPEDEZA--------------- 30 LBS/AC WITH 500 CB/AC 10-10-10 FERTILIZER. NOW AS NEEDED WHEN SERICEA IS OMITTED(�
ROBE LESPEOEZA---------- ------ 10 LBS/AC FROM THE MIXTURE. RESEED. FERTILIZE AND MULCH DAMAGED AREAS IMMEDIATELY -
LAN / / /�/ \ � � � / ". /� / � � � �>! � - �//II / ` •� �� \\ \\
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CONSTRUCTION SEQUENCE -`
1. REMOVE ANILF R RELOCATE EXISTING OBSTRUCTIONS. 6. CONSTRUCT BUILDINGS. {i•'
2. INSTALL STONE CONSTRUCTION KNTRANCEISI. 9. FINE OWE AREAS OTHER THAN PICP LOCATIONS. E \\\���ddd ltle,� S.�
3. INSTALL SILT FENCING AT SPECIFIED LOCATIONS. BEGIN MMIMA EXCAVATION 10. SEED AM MO.CH ALL AREAS OF DISTURBANCE NOT TO SE PAVED WITHIN REVISIONS:
A STOCKPILE ND AT LOCATIONS TD BE DETERMINED BY CONTRACTOR AND ER T DAYS OF LADISTURBANCE. 80 40 0 80 160 ir
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NROL TO A PERMITTED SITE. LEAVE PLUG TO OPEN NATO IN PLACE WRING 11. CLEAN SEDIMENT FROM UPLAND MARINA BASIN AM BLUM LAND PLUS TO OPEN WATER. 0 C T 2 8 2015 ft DATE AESCPoPI•IOAf
CONSTRUCTION. 12. ONCE CONSTRUCTION TRAFFIC No OEA6E0 AND MAJACENT SOILS ARE VEGETATED
4. GRADE SITE. MAINTAIN 0.5% SLOPE AT PICP SUEORADE LOCATIONS REMOVE THE OEOT6XTILE AND SOILED A(tOREGATE AND INSTALL THE REMAINDER
BY EITHER TERRACING Olt CONSTRUCTING A PERMANENT BARNIER AT 799 MCES. OF THE PIMA SYSTEM PER ME PLANE.
s. INSTALL WATER A SEVEN UTILITIES. 13. REMOVE slow CONSTRUCTION D7RAIKRISI. SCALE: 1 "= 80' LOLI!!I- � H ® CITY
6. (INSTALL HOOF DRAINAGE PIPING WITHIN PERVIOUS PAVEMENT AT A MINIMUM 14. PERFORM FINAL ODUING. SEED AND IHILOI ALL REMAINING DISTURBED ME".
. TO TIE IN ME HEM BUILDING ROOF DRAINAGE. 15. REMOVE SILT FENCE. _
I. CONSTRUCT ME AGGREGATE SUBBASE AND BASE AND PROTECT THE SINF•Afi -
ts YD BASE AGGREGATE WITH PERMEABLE GEOTEXTILE AID AN ADOIT(1WL EROSION CONTROL PLAN CLIENT: CRYSTAL HOLDINGS. LLC t 1 DC/G r
2 INCHES THICK LAYER OF THE SANE BASE AGGREGATE OVER THE GEOVEXTILE. RC/GMT GYT
ADDRESS: 51T EAST FORT MACON RD. RAWN: DATE: STROUD ENGYATE3RYI+TG,YB.A.
OCEANSIDE YACHT CLUB ATLANTIC BEACH. NC 28512
RDC/GYT 10/2i/15 W 107 B IMMENCE27858ET
SHEET 06 OF 12
PROJECT wiPM,OTO-4 PHONE: [phone] HECK SCALE: [phone] LICENSE NO. C-0647
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SECTION C-C
SCALE H: 1"= 50'
® EXCAVATION PROPOSE
57N730CYAVAT
I ON
RECEIVED
V: I "e 5'
=
DREDGING = 4,700CY
OCT 2 S 2015 REVISIONS:
DCM- MHD CITY
CROSS SECTION THROUGH DEVELOPMENT
CLIENT: CRYSTAL HOLDINGS. LLC
O C EAN S I D E YAC H T
CLUB ADDRESS:
ROC/GYT
RD DRAWN:
AT
GYT
QATE:
es STROUD ENGINEERING, P.A.
BEACH. NCCN28512 RDC/GYT
10/21/15
07 H COMMERCE STREET
1 MDREHEAD CITY, CARTERET COUNTY. NORTH CAROL!NA PHONE:
252-241-1200 H CK D:
SCALE:
nc NOTEQ
�/ GREENVILLE,NC 27858
I [phone] LICENSE NO.C-0647

090-0 'ON ESN30Il 2:9£6-99L (393)
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TYP. NO. 78 AGGREGATE
IN OPENINGS
CONCRETE PAVERS MIN. 3000PS1 12'x 12' CONCRETE EDGE RESTRAINT
THICK FOR VEHICULAR TRAFRAFO 1C SET 3" ABOVE TOP OF PAVERS WITH 2-05
(SEE NOTE 11 LONGITUDINAL BARS AND CONTROL JOINTS a 10'-D" O.C.
OF EL 8-9.85 n
!, 2' THICK WASHED NO. 78
v ° o ° 000 00. ° AGGREGATE BEDDING COURSE
0
°o� . � 8 �0 8 J '�:..'.`;�;: 4' THICK WASHED NO. ST STONE
0 °°" o 0 ° <a OPEN -GRADED BASE
:.O
O 0 0 :.''` 12' WIDE GEOTEXTILE ALONG PERIMETER.
: -.� $ TURN UP AT CONCRETE EDGE d EX.CURB
O �Q ;t: (00 NOT COVER ENTIRE TOP OF BASE)
�t'1 �rlOLY1 no_'1'.; 8' THICK WASHED NO. 3 STONE SUBBASE
•r;� � , ,. ,. t•-; SUBBASE EXTENDS BEYOND RESTRAINT
4: s;.', i'.:: `.i-•�°:.,>. •i'•+"' ::'`' ..4;:�.• i0 PROVIDE WORKING PLATFORM FOR
INSTALLATION
IT .0 SOIL SUBGRADE tSCARIFIEDI
GRADE NOT TO EXCEED 0.5%
HEAVY DUTY GEOTEXTILE (RECOMMEND MIRAFI
RS280i OR 3801. OR APPROVED EOUAL)
NOTES:
1. PICP SHALL BE INSTALLED BY EXPERIENCED ICPI CONTRACTORS WITH PICP CONSTRUCTION.
INSPECTION AND DETAILING SKILLS.
2. PERVIOUS CONCETE MAY BE USED IN LIEU OF THE PAVERS. PAVEMENT STRUCTURE TO BE
DETERMINED BY PERVIOUS CONCRETE CONTRACTORS. MUST HAVE MINIMUM B - 057 WASHED STONE
TO MEET THE WATER DUALITY DESIGN DEPTH.
SCALE: NOT TO SCALE
11 PERMEABLE INTERLOCKING CONCRETE PAVERS I
3000PSI 12"x 18" CONCRETE EDGE RESTRAINT
SET 1/4' BELOW TOP OF PAVERS WITH 2-•N5
LONGITUDINAL BARS1 CONTROL JOINTS @ SAWCUT AT EXISTING ASPHALT
10'-0' D.C. rnuroe,•c _ LOCATIONS AND SEAL JOINT
PROPOSED/EXISTING
ASPHALT
• o PROPOSED/EXISTING
SUBBASE
12' 130D MM) WIDE GEOTEXTILE
ALONG PERIMETER - TURN UP AT
`= CONCRETE (DO NOT COVER ENTIRE
TOP OF BASE)
e • :i:: 14C .. sx
3 ' .• " • ATTEXISTING CURB LOCATIONS
'IS.: INSTALL GEOMEMBRANE ALONG
M sa:• .:s ; THE FRONT FACE OF THE CURB
AND EXTEND THE DEPTH OF THE
^" PROPOSED PAVER PAVEMENT
OVERLAPPING THE
PAVEMENT STRUCTURE 12' TO
�'�'%?.`" c: •"; :;;'�• '�<t''•:• PREVINT SOFTEN NG OF MATERIAL
:s;:?.;...-I..::•,:•:�%f..+ •;:'';.�;.•:-s UNDETHE EXIS�ING CURB
DUTY GEOTEXTILE (RECOMMEND MIRAFI
i OR 3807. OR APPROVED EOUALI
SCALE: NOT TO SCALE
GRADE BEAM BETWEEN PERMEABLE & IMPERMEABLE PAVEMENT
GENERAL NOTES:
I!ENG[NEER MAY SPECIFY LOCATION. RAM' }
TO ALIGN WITH EXISTING OR PROPOSED WALKS.
2.GRADE CHANGES FROM SIDEWALK TO RAMP
TO BE A MAXIMUM OF 12.1. DISTANCE TO BE
GOVERNED BY GRADE.
3.IN CASES WHERE THE 5'-0' LENGTH OF RAMP
CAN BE ACHIEVED. KEEP BACK OF WALK ON
UNIFORM GRADE.
U /.
5'
CHAMFERED
_ 2�_-dEDGE
4„ o e s 4" SLOPE VARIES PERMEABLE
PAVEMENT
SCALE: NOT TO SCALE
TYPICAL SIDEWALK SECTION
24"
PERMEABLE PAVEMENT
o a a e a o
0 0 0 0 0 0 E
0 0
g g g g
ACTIVITIES PROHIBITED:
SANDING
RESEALING
RE -SURFACING
POWER WASHING
STORAGE OF MULCH OR SOIL
STORAGE OF SNOW PILES
STORAGE OF HEAVY LOADS
APPLICATION OF SALT OR DE-ICERS
NOTE: LOCATION OF SIGN TO BE
ADJACENT TO PERMEABLE PAVEMENT
AND PLACEMENT BY OWNER AND/OR
ARCHITECT.
m
SCALE: NOT TO SCALE
PERMEABLE PAVEMENT SIGN
2-� jHCCKWASHED S
EX. EDGE OF
PAVEMENT
NOTE: WHERE THE GRASSCELL MEETS ASPHALT
SURFACE INSTALL SMIL IMPERMEABLE PLATE OR
LINER AT THE FACE BETWEEN THE TWO PAVEMENTS
AND EXTEND 12" BELOW THE BASE COURSE
ALL HAND
ARE VAN
ACF GRASSCELL
1. SCALE: NOT TO SCALE SCALE: NOT TO SCALE
STONE CONSTRUCTION ENTRANCE I HANDICAP SIGN
LOCATIONS O BE DE ERM N
BY THE CONTRACTOR SEEDINGPER
SCHEDULE.
THIS SHEET
AILESHEET 9E
HANDICAP CURB RAMP SCALE: NOT TO SCALEI
DREDGE SPOIL PILFISTOCKPIALE NOT TO SCALE
DOWNSPOUT FOR
ROOF DRAINAGE
OVERFLOW
r
TO 6"HDPE
INSTALLED AT EACH DOWNS OU
CONNECTED TO AN UNDERDRAIN SYSTEM
SCALE: NOT TO S
DOWNSPOUT OVERFLOW
MENT
PIPE
SCALE: NOT TO SCALE
RVATION WELL
r REVISIONS:
OCT ?8 2015
DCM- MHD CITY
T •10 OF 12
ECT *nPM10TO-4
GN FILE A:PMI0T0/PMI0T0-4/PM10T0-4 CAMA.DGN
DETAILS CLIENT: CRYSTAL HOLDINGS. LLC
O C EAN S I D E YACHT CLUB ADDRESS: ATLANTIC
EAST FORT MACON RD.
ATLANTIC BEACH. NC 28512
MOREHEAD CITY. CARTERET COUNTY. NORTH CAROLINA PHONE: [phone]
>1u:`7tU: Mrrriuvt U:
RDC/GYT GYT j/ate STROUD ENGINEERING. P.A.
RDC/GYT DATE: 107 B COMMERCE STREET
DC 1 Q/21 /15 { GREENVILLE, NC 2785E
.CKE Li SCALE: I [phone] LICENSE NO. C-0647
onr AS NOTFp

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3215 3did

DIP SEVER/STORM SEVER
10' EACH SLIDD
OF CROSSIN i+;;�^,.,
P OONGS t
ICAL
NOTE:
\ BLEB
ALL PIPE. RATER AND SERER
SEE
SHALL BE FERROUS MATERIAL
FOR 10' ON EACH SIDE OF
CROSSING
WATER
UNDER SEWER
EVER PIPE
OF cNUss Inc
WATER OVER SEWER
WATER OVER SEWER LESS THAN 18"
GREATER THAN 1 8 " SCALE: NOT TO SCALE
CROSSING DETAILS
PUMPER NUZZLE TO BE
TO STREET
1
L'i
10A.try •
BROOM FINISH HACHCASTOINLTOUPIM//64B
d EDGE TOOL LOCKABLE HASP
NOTES•
CONCRETE:4000 PSI
REINFORCING:H-20 LOADING
• I" BUTYL RUBBER
v
N
SEALANT
a
1. CONTRACTOR SHALL SUBMIT MATERIALS TO BE USED FOR APPROVAL
TO THE TOWN PRIOR TO WORK BEING DONE.
2. WATER METER VAULT SHALL HAVE 3"DUCTILE IRON CLASS 50 PIPING
THROUGHOUT METER VAULT AS PER TOWN STANDARDS.
3. PIPING SHALL BE SUPPORTED BY BLOCKS AS REOUIRED.
4. VAULT TO BE LOCATED IN AN AREA WITH NO VEHICLE TRAFFIC.
HALLIDAY LID TO BE ABOVE GRADE AND SURROUNDING AREA SHALL BE
GRADED AWAY FROM LID.
5. ALL WORK ACCORDING TO TOWN AND STATE STANDARDS WITH
INSPECTIONS PRIOR TO BACKFII.IING OVER PIPING.
S. MAINTAIN MINIMUM OF 3' OF COVER OVER WATER SERVICE AT ROAD
CROSSING AND MINIMUM OF 18" COVER WITHIN ANY DITCHES.
12" x 12" x 3" DEEP
SUMP HOLE
- SECTION VIEW -
PRECAST
VAULT
3" COMPOUND LUCKING PU5T CAST
METER (NEPTUNE) IN TOP 4"
READING GALLONS F
90
ue
-3-GATE'
I 3x 3"TEE 3X4 ENLARGER
1` al..
3" METER (GALLONS). NEPTUNE E•COOE METER WITH MTUs.
SCALE: NOT TO SCALE PROGRAMMED FOR THE TOWN OF MOREHEAD CITY
pR g METER VAULT DETAIL
I A FMOROCUT-0FFNOUTSTUELOFOi EUMETERASTBOXUSHS31-jF3-NL). THEN -OMN)9RA55-
MBX-1 CAST IRON METER
BOX WITH LOCKING NICOR
OVAL FORD PIT LID XITN
MTU MOUNT. /4 gp �E o
LOCKWINGS
STOP XITN �� W1o0HNOoATTACHgg MITER METER.
I I CITTEFREOUEN YHEAD
[ERDEE200 PSI
BLUENOPURSUPPORT METER BOX AT GROUND
1"CORPORATION STOP LEVEL WITH 4 SOLID BRICKS
SERVICE SADDLE (BALLCORP)
(FORD FC101)
NOTES:
1. 36" MINIMUM COVER EXCEPT UNDgR DITCHES.
2. ENCASE SERVICE LINE IN 1-1/2 PVC PIPE WHEREVER SERVICE LINE IS INSTALLED UNDER PAVEMENT.
3. COORDINATE WITH TOWN OF MOREHEAD CITY FOR INFORMATION ON METER TYPE, SIZE. AND LOCATIONS.
4. FORD STAINLESS INSERTS (INSERT 52) SHALL BE INSTALLED IN SERVICE TUBING.
S. USE 14 GUAGE TRACING WIRE FROM CORPORATION TO METER BOX.
SCALE: NOT TO
WATER METER SET
rPVC PLUG
�.2 PIECE ADJUSTABLE
::; ii: ;•-;-•
,��11
P
TAPPED PVC CAP
VALVE BOX
SLOPE TOP OF -•'t�- --'-;='-•
•=i'":�t::'.`i''i`'-.'
CONC. TO PRDVIDE
DRAINAGE FROM -''� '•
6' GATE VALVE
HYD. DRAIN
UNFORMED CONC.
DUC- LUG
2"-8" PVC PIPE 2 OR
3/4 THREADED
RODS (COATED;
NOTE: SHOULD LOCAL CONDITIONS
PREVENT CONFIGURATION
SHOWN. ALL JOINTS SHALL
BE RESTRAINED.
IppER
FORB4"Sd
CONCRETE BLOCKING
LARGMAIN GATE VALVE
2" BRASS
COUPLING
SCALE: NOT TO SCALE
SCALE: NOT TO SCALE
TYPICAL FIRE
HYDRANT
ASSEMBLY
TYPICAL. PERMANENT
BLOW OFF
DETAILS CLIENT: CRYSTAL HOLDINGS. LLC
OC EANS I D E YACHT CLUB ADDRESS: ATLANTIC
EAST FORT MACON RD.
ATLANTIC BEACH. NC 28512
mz OF tz
T ..PUIOT0-4 . PHONE: [phone]
FILE 0:PM1OTO/PMIOTO-4/PM1070-4 CAMA.DGN MOREHEAD CITY. CARTERET COUNTY, NORTH CAROL INA
> I uNtU:
RDC/GYT
1WN:
RDC/GYT
.CK
R"
8"PVC
FR WATER
UP L
FiNUFAIN
SCALE: NOT TO SCALE
I REDUCED PRESSURE ZONE ASSEMBLY
FINISH
i
'PRECAST 6' THICK.CIRCULAR
CONCRETE COLLAR/PAD
m (3000 PSI)
a VALVE BOX
> DEWEY BROS. VBX-TE-100 OR EQUAL
NEW GATE VALVE
WATERL I NE
SCALE: NOT TO SCALE
NEW GATE VALVE & VALVE BOX DETAIL
FINISH GRADE.: %
ILVE-BOX-ASSEMBLY
SEE PLAN VALVE
PAINTING WATER - - - -
TAPPING SLEEVE
PV RATER MAIN
SI EPLLAN. VARY.
NOTE: SEES
BACKSIDE TAPPING OF EXISTING MAIN SHALL BE APPROVED BY THE ENGINEER PRIOR TO
INSTALLATION OF TAP. SCALE: NOT TO SCALE
TAPPING DETAIL
RECEIN�
REVISIONS:
OCT 28 2015 Jft Or I Dff£ m0m w
DeiV-
GYT g STROUD ENGINEERING, P.A.
DATE: 1 107 B COMMERCE STREET
EV
10/21/15 ✓� GREENVILLE.NC 2785E
SCALE: (262) 758-BS52 LICENSE NO. C-0647
e.c NOT