SW8080947_HISTORICAL FILE_20081016

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 b$D01 }A
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2009 t01b
YYYYMMDD
i

it
e r
O�� 9QG Michael Easley Goternor
William G Ross Jr Secretary
i North Carolina Department of Environment and Natural Resources
0 'f Coleen 11 Sullins P E Director
Division of Water Quality
October 16 2008
Thomas Singleton, Manager
HVMP, LLC
1001 College Court
New Bern, NC 28562
Subject Stormwater Permit No SW8 080947
Bogue Sound Church
High Density Protect
Carteret County
Dear Mr Singleton
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Bogue Sound Chruch on October 15, 2008 Staff review of the plans and
specifications has determined that the protect, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H 1000 We are forwarding Permit No SW8 080947
dated October 16, 2008, for the construction of the subject protect
This permit shall be effective from the date of issuance until October 16, 2018, and shall be
subject to the conditions and limitations as specified therein Please pay special attention to
the Operation and Maintenance requirements in this permit Failure to establish an adequate
system for operation and maintenance of the stormwater management system 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 adtudicatory hearing upon written request within thirty (30) days
following receipt of this permit This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P O Drawer 27447, Raleigh, NC 27611-7447 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 Chris Baker or me at [phone]
Sincerely,
Edward Beck
G' Regional Supervisor
Surface Water Protection Section
ENB/csb S \WQS\STORMWAT\PERMIT\080947 oct08
cc Brandon Finch P E , The John R McAdams Company
Carteret County Building Inspections
Chris Baker
Wilmington Regional Office
Central Files NorthCarolma
,Naf ira//y
North Carolina Dnrsion of Water Quality 127 Cardinal Drive Extension Wilmington NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet www newaterauality ore Fax [phone] 623 6748
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10 % Post Consumer Paper

Jlale Owiniwarer management oystems
Permit No SW8 080947
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
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
Thomas Singleton and HVMP, LLC
Bogue Sound Church
Whaley Lane, Carteret County
FOR THE
construction, operation and maintenance of an infiltration basin in compliance with the
provisions of 15A NCAC 2H 1000 (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 Water Quality and
considered a part of this permit
This permit shall be effective from the date of issuance until October 16 2018, 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 16 on page 3 of this permit The stormwater
control has been designed to handle the runoff from 124 086 square feet of
impervious area
3 The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans
4 All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans
5 The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system
Page 2 of 7

ovate otormwater ivianagemem aystems
Permit No SW8 080947
6 The following design criteria have been provided in the infiltration basin and must
be maintained at design condition
im=Surface Area. W
el, 1­ 11on,�
utte;Storaf?ge m `
rte; '
`of,Sod''r
e'd Infil ation,;rj t
,oval High Water
°FMSt:
Ito Draw Down; ; '
�ng'St�ream/River �r
it Irldext NGM1560 4`
_ , _
18,0854 340722 109,856
11,013 23,057 1 87,616
15 15 15
047 1 0 58 1 1 62 _
28 - - f - - ----- 28------ 1 18
_ 2 776 1 4,528 3,044 2847 2858 1962
1,473 2,901 11947
Wando Wando Wando_ _
052 052 052
2526 2374 1598
12- - - - - 144 792
Jumping Run/White Oak Bogue Sound/
White Oak
_ 20-36-9 T20-36-(85)
SA HQW 1 SA HQW
II SCHEDULE OF COMPLIANCE
1 The stormwater management system shall be constructed in its entirety
vegetated and operational for its intended use prior to the construction of any
built -upon surface
2 During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
3 The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to
a Semiannual scheduled inspections (every 6 months)
b Sediment removal
c Mowing and revegetation of slopes and the vegetated filter
d Immediate repair of eroded areas
e Maintenance of all slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of bypass structure, infiltration media flow
spreader, catch basins piping and vegetated filter
g A clear access path to the bypass structure must be available at all times
Page 3 of 7

State Stormwater Management Systems
Permit No SW8 080947
4 Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ The records will indicate the date,
activity, name of person performing the work and what actions were taken
5 The facilities shall be constructed as shown on the approved plans This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data
6 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
7 If the stormwater system was used as an Erosion Control device it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility
8 Access to the stormwater facilities shall be maintained via appropriate
easements at all times
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 Protect name change
c Transfer of ownership
d Redesign or addition to the approved amount of built -upon area or to the
drainage area
e Further subdivision, acquisition, lease or sale of all or part of the project
area The protect 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
f Filling in, altering or piping of any vegetative conveyance shown on the
approved plan
10 The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction
11 A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction
12 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
Page 4 of 7

estate atormwater management aystems
Permit No SW8 080947
III GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director
In the event of a change of ownership or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate
The approval of this request will be considered on its merits and may or may not
be approved The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215 6A to 143-215 6C
3 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
4 In the event that the facilities fail to perform satisfactorily including the creation
of nuisance conditions the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems
5 The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility
6 The permit may be modified revoked and reissued or terminated for cause The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition
7 Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual
8 Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit
9 The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days
Permit issued this the 16th day of October, 2008
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
rort;oieen h �:iuums, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No SW8 080947
Bogue Sound Chruch
Stormwater Permit No SW8 080947
Carteret Countv
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

estate wormwater management aystems �
Permit No SW8 080947
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 NCDENR-DWQ Regional Office
Carteret County Building Inspections
Page 7 of 7

State Stormwater Management Systems
Permit No SW8 080947
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
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
Thomas Singleton and HVMP, LLC
Bogue Sound Church
Whaley Lane, Carteret County
FOR THE
construction, operation and maintenance of an infiltration basin in compliance with the
provisions of 15A NCAC 2H 1000 (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 Water Quality and
considered a part of this permit
This permit shall be effective from the date of issuance until October 16 2018, 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 16 on page 3 of this permit The stormwater
control has been designed to handle the runoff from 124,086 square feet of
impervious area
3 The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans
4 All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans
5 The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system
Page 2 of 7

State Stormwater Management Systems
Permit No SW8 080947
M
The following design criteria have been provided in the infiltration basin and must
be maintained at design condition
urainage Area acres
Onsite, ft2
Offsite ft2 _
Total Impervious
Surfaces ft2
Design Storm, inches
Basin Depth, feet _
Bottom Elevation FMSL
Bottom Surface Area ft2 _
Bypass Weir Elevation,
FMSL
Permitted Storage
Volume ft3
Type of Soii
Expected Infiltration
Rate, in/hr _
Seasonal High Water
Table, FMSL
Time to Draw Down,
hours
Receiving Stream/River
Basin _
Stream Index Number
Classification of Water
18,854
34,722 I
109,856
0
0
0
11,013
23,057 1 (
87,616
--1 5
5—
15
047 1
_1
058
1 62
28
28
18
2,776
4,528 _
3,044
2847
2858
1962
1,473
2,901 I
11947
Wando
Wando
Wando
052
0 52
0 52
2526 2374 1598
12 _ 144 792
Jumping Run/White Oak B Whit Soan
White Oak
20-36-9 _ 20-36—(8
SA,HQW SA,HQW
II SCHEDULE OF COMPLIANCE
1 The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface
2 During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
3 The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to
a Semiannual scheduled inspections (every 6 months)
b Sediment removal
c Mowing and revegetation of slopes and the vegetated filter
d Immediate repair of eroded areas
e Maintenance of all slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter
g A clear access path to the bypass structure must be available at all times
Page 3 of 7

State Stormwater Management Systems
Permit No SW8 080947
4 Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ The records will indicate the date,
activity, name of person performing the work and what actions were taken
The facilities shall be constructed as shown on the approved plans This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data
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
If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility
Access to the stormwater facilities shall be maintained via appropriate
easements at all times
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 Project name change
c Transfer of ownership
d Redesign or addition to the approved amount of built -upon area or to the
drainage area
e Further subdivision, acquisition, lease or sale of all or part of the project
area The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought
f Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan
10 The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction
11 A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction
12 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
Page 4 of 7

State Stormwater Management Systems
Permit No SW8 080947
III GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate
The approval of this request will be considered on its merits and may or may not
be approved The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request
2 Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215 6A to 143-215 6C
3 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
4 In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems
5 The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility
6 The permit maybe modified, revoked and reissued or terminated for cause The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition
7 Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual
8 Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit
9 The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days
Permit issued this the 16th day of October, 2008
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No SW8 080947
Bogue Sound Chruch
Stormwater Permit No SW8 080947
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 protect,
(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 080947
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 NCDENR-DWQ Regional Office
Carteret County Building Inspections
Page 7 of 7

I
DWQ USE ONLY
Date Received Fee Paid Permit Number_
I — A-1-erg bow - kill—.5 IA-) Y 03 9 D')
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
GENERAL INFORMATION
1 Applicants name (specify the name of the corporation individual etc who owns the project)
2 Print Owner/Signing Official s name and title (person legally responsible for facility and compliance)
Mr Thomas Singleton, Manager
3 Mailing Address for person listed in item 2 above
City New Bem
Phone (252 j 672-5451
Email cdr@wardsmith com
State NC Zip 28562
Fax (252 ) 672-5477
4 Project Name (subdivision facility, or establishment name - should be consistent with project name on plans
specifications letters operation and maintenance agreements, etc )
5 Location of Project (street address)
Intersection of NC 24 and Whaley Lane
City Morehead Township County Carteret Zip
6 Directions to project (from nearest major intersection)
From intersection of US 70 and NC 24, take NC 24 4 5 miles west to Whaley Lane Site is on left, just
past Whaley Lane
7 Latitude 34' 44 0 81 N Longitude 760 52 9 06 W of project
8 Contact person who can answer questions about the project
Name Brandon Finch, PE Telephone Number (919 287-4 r
Email fmchOecoengr com
II PERMIT INFORMATION 1
OCT
4
1 Specify whether project is (check one) ®New [:]Renewal [:]Modificationn
Le
2 If this application is being submitted as the result of a renewal or modification to an existing permit list the
existing permit numberN/A and its issue date (if known)N/A
3 Specify the type of project (check one)
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4 Additional Project Requirements (check applicable blanks, information on required state permits can be
Form SWU 101 Version 03 27 08 Pagel of4

obtained by contacting the Customer Service Center at 1-877-623 6748)
❑CAMA Major ®Sechmentation/Erosion Control ❑404/401 Permit ❑NPDES Stormwater
III PROJECT INFORMATION
1 In the space provided below summarize how stormwater will be treated Also attach a detailed narrative
(one to two pages) describing stormwater management for the project
Runoff from the protect will be treated using on site infiltration basins designed to capture the runoff from all
site BUA The design storm used is 15 inches of rainfall The site drams to Bogue Sound and Jumping Rum,
which are both classified as SA HOW water bodies at the site location
2 Stormwater runoff from this project drams to the White Oak River basin
3 Total Property Area 7 51 acres 4 Total Wetlands Area 0 21 acres
5 100 Wide Strip of Wetland Area n/a (<100) acres (not applicable if no wetlands exist on site)
6 Total Project Area** 7 51 acres 7 Project Built Upon Area 37 9 %
8 How many drainage areas does the project have?4
9 Complete the following information for each drainage area If there are more than two drainage areas in the
project attach an additional sheet with the information for each area provided in the same format as below
For high densit projects coin lete the table with one drainage area for each engineered stormwater device
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
See Attachment A
See Attachment A
Stream Class & Index No
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Existing Impervious* Area (sf)
Proposed Impervious*Area (so
'% Impervious* Area (total)
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
See Attachment A
See Attachment A
On site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (so
Other on site (sf)
Of -site (sf)
Total (sf)
* /mpuvious arca is defined as the built upon area including but not limited to, buildings roads parking areas
sidewalks gravel areas ctc
**Total project area shall be calculated based on the current policy rcgardmg inclusion of wetlands in the built upon arca
percentage calculation This is the area used to calculate percent project built upon arca (BUA)
10 How was the off site impervious area listed above
A
IV DEED RESTRICTIONS AND PROTECTIVE COVENANTS BY 1
One of the following deed restrictions and protective covenants are required to be recorded for all su bi �'sions,
outparcels and future development prior to the sale of any lot If lot sizes vary significantly a table listing eacli lot l
number size and the allowable built -upon area for each lot must be provided as an attachment Forms can be
downloaded from httn //h2o enr.state,nc.us/su/bml2 forms htm - deed restrictions
Form SWU 101 Version 03 27 08 Page 2 of

1.1
Form DRPC 1
High Density Commercial Subdivisions
Form DRPC 2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC 6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the ayplicable items required in the above form, 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 State, and that they will be recorded prior to the
sale of any lot
V SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms Forms can be downloaded from httl2 //h2o enr state nc us/su/bmp forms htm
Form SW401-Low Density
Low Density Supplement
Form SW401 Curb Outlet System
Curb Outlet System Supplement
Form SW401-Off-Site System
Off -Site System Supplement
Form SW401-Wet Detention Basin
Wet Detention Basin Supplement
Form SW401-Infiltration Basin
Infiltration Basin Supplement
Form SW401-Infiltration Trench
Underground Infiltration Trench Supplement
Form SW401-Bioretenhon Cell
Bioretenhon Cell Supplement
Form SW401-Level Spreader
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland
Constructed Wetland Supplement
Form SW401-Grassed Swale
Grassed Swale Supplement
Form SW401-Sand Filter
Sand Filter Supplement
Form SW401-Permeable Pavement
Permeable Pavement Supplement
-tYP�
TT'
oar JET
8y 9 �q�8
Form SWU-101 Version 03 27 08
Page 3 of 4

VI SUBMI I I AL REQUIREMENTS
Only complete nppltcatton packages will be accepted and reviewed by the Division of Water Quality (DWQ)
A complete package includes all of the items listed below The complete application package should be
submitted to the appropriate DWQ Office (Appiopnatc office may be found by locating piolect on the
inluacttvc Onitn(. map at (,til) n� u_ w i�t,im�S him)
Plcase indicate that you have provided the following icquued infra ination by initialing in the, space piovided
nc xt to cacti item
Initials
• 01Igmal and ont (opt/ of the Stot mwatcr Management Per mil Application I orin 6aF
• Or tgmal and one t opy of the Diced Resh tchons & Protective Covenants Pot in (if j�e
tcgancd as pu Patl IV about)
• Original of the apphcable Supplement I orm(s) and O&M agteeniont(s) for each BMP Beir
• Pet nut application processing fee of $505 (I-xpress $4 000 for I ID $2,000 for LD)
payal)h to NCI)FNR B?f
• Calculations & detailed nanahve descnphon ofstoinwatet tuatment/management B"
• ( opy of any applicable soils report 02F
• I wo copies of plans and specifications (sealed, signed & dated) including gar
Devclopnu nt/Ptojcct name
I ngnneer and fine
- I egund
Noi th at tow
Scale
- Rcvrsron number & date
- Mcan high water lux
- Dirac nsunx.d ptopc r ty/ptojcct boundary
I ocahon map with named stiects of NCSR numbois
01igmal contours proposed contours spot elevations finished flooi clevations
Delaik of loads drainage ftatUtcs collection systems and stounwatu eonhol nuasuics
Wetlands de Iincated, m a note on plans that none exist
1 xistmng draunage (inc ludung off -site) dtautage easements pipe sizes, runoff calculations
Di ainagc aicas dchnc ated
Vegetated buffets (where requited)
VII AGENT AUTHORIZATION
If you wish to designate authonly to anothct individual of funs so that they may provide tnfoimatton on your
behalf plcasc connplctc thtssectton (ex destgnuigent;ux(iof firm)
Destgnatcd agent (individual of f]nn) Brandon I inch Pl
Madmg Addtcss PO Box 14005
City Research I t tangle Pat k State NC 71p 27709��T1
Phone [phone] ax 919 361-2269
1 nnatl finch 11ccocnrt coinQ70
oe
Vltl APPLICANT'S CCR7ICICATION
I (punt of h/p( nann ofpet son 6stcrl in Guural lnforrnnttou thw 2) Phonms Smg_leton ��V
cutrfy that the mfor matron included on this pernut application form is, to the best of my knowledge, cot sect and
that the project will be constructed in conformance with the apptovcd plans that the tequued deed restirctrons
and protective covenants " ill be tecotded and that the proposed pi oject corn plies with the requuentenls of 15A
NCAC 21-I 1000
Stgmtute J�-4Q DateAr Q0L D�
I oun SWU-101 Vuston 03 27 08 Pae 4 of

BOGUS SOUND CHURCH ATTACHMENT 'A' B R FINCH, PE
TMS 08000 9/30/2008
Basin Information
To SWMF #1
To SWMF #2
To SWMF #3
Remainder of Site
Receiving Stream Name
Jumping Run
Jumping Run
Bogue Sound
Jumping Run / BogueSound
Receiving Stream Classification
SA HQW
SA HQW
SA HQW
SA HQW
Drainage Area
18 854 SF
34,722 SF
109 856 SF
163,574 SF
Existing Impervious Area
0 SF
0 SF
0 SF
0 SF
Proposed Impervious Area
11,013 SF
23,057 SF
87 616 SF
2,400 SF
Impervious Area (total)
58 4%
66 4%
79 8%
1 5%
Impervious Surface Area
To SWMF #1
To SWMF #2
To SWMF #3
Remainder of Site
On -site Buildings
0 SF
0 SF
29,166 SF
0 SF
On -site Streets/Parking
it 013 SF
23,057 SF
52,122 SF
0 SF
On -site Sidewalks
0 SF
0 SF
2,328 SF
0 SF
On -site Retaining Wall
0 SF
0 SF
0 SF
2 400 SF
On -Site Future Impervious
0 SF
0 SF
4 000 SF
0 SF
Off -site
0 SF
0 SF
0 SF
0 SF
Total
11,013 SF
23 057 SF
87,616 SF
2 400 SF
0

INFILTRATION BASIN ANALYSIS4 ^ FILENAME S \WQS\INBASIN\080947 WK1
PROJECT NUMBER SW8 080947 DATE 16 Oct 08
PROJECT NAME Bouge Sound Church
DRAINAGE BASIN 220A
REVIEWER C Baker
RECEIVING STREAM CLASS SA HQW
Index No If ORW is site within the 575 AEC?
SITE AREA F 7 51 acres IDRAINAGE AREA 18 8-5 -41 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/A;
CONCRETE
OTHER
% IMPERVIOUS 1= 1 58
SOILS INFORMATION
ELEVATION OF SEASONAL HIGH)
SOIL TYPE 7-
REPORTED INFILTRATION RATE
SURFACE AREAS / ELEVATIONS /
Elev
BOTTOM
TOP 28 47 31
VOLUME / DEPTH / DRAWDOWN CALCULATION
DESIGN STORM INCHES
DESIGN VOLUME
TOTAL VOLUME AVAILABLE
DEPTH OF RUNOFF
TIME TO DRAWDOWN
25 YEAR 24 HOUR STORM N/A
Intensity i = 33 inches / hour
Qr=CIA=
Qp through the bottom of the basin=
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity i = 6 3 inches / hour
Volume for 10 yr 10 min event =
11013
MEG&]
mace a l nere IT N
RV= 05+ 009 (I )=
0 52 INCHES/HOUR
or 0 000012 FPS
Inc Volume Acc Volume
-38864 -38864
1376 63
CUBIC FEET
0 47
FEET
11 4
IHOURS
I MUST BE <1,
0 01
0 03
CFS
CFS Must be > Or
136 08 CF < 1376 63 CF
COMMENTS
Volume and drawdown are (not) within Design Requirements

r �Z
INFILTRATION BASIN ANALYSIS
PROJECT NUMBER SW8
080947
PROJECT NAME
Bouge Sound Church
DRAINAGE BASIN
White Oak
RECEIVING STREAM
Jumping Run
Index No
20 36 9
SITEAREA1 7 51 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER
04
% IMPERVIOUS 1=
SOILS INFORMATION
ELEVATION OF SEASONAL HIGH WATER TAI
SOIL TYPE
REPORTED INFILTRATION RATE Ejjff
SURFACE AREAS / ELEVATIONS / VOLUMES
BOTTOM
28
FILENAME S \WQS\INBASIN\080947 WK1
DATE 16 Oct-08
REVIEWER C Baker
CLASS SA HOW
If ORW is site within the 575 AEC?
DRAINAGE AREA 1 34 7221SF
23057
23057
a 1 here if R
05+ 009 (1 ) _
23 471 FEE
do
0 52 INCI
0 000012 FPS
n
1 1 633921 633921 1
TOP
i 28 58
5 121
73179 091
9787 0�
VOLUME / DEPTH / DRAWDOWN CALCULATION
c
DESIGN STORM INCHES
1 5
DESIGN VOLUME
2811
C BIC FEET
TOTAL VOLUME AVAILABLE
2798 2
Et1BIC FEET
DEPTH OF RUNOFF
058
FEET
TIME TO DRAWDOWN
143
HOURS
25 YEAR 24 HOUR STORM N/A
Intensity i = 33 inches / hour
Qr=CiA=
002
CFS
Qp through the bottom of the basin=
005
CFS
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity i = 6 3 inches / hour
Volume for 10 yr 10 min event =
202 45
CF <
COMMENTS
Volume and drawdown are (not) within Design Requirements
<1
Must be > Or
2798 21 CF
A

INFILTRATION BASIN ANALYSIS
PROJECT NUMBER SW8 M36-8
PROJECT NAME Church
DRAINAGE BASIN
RECEIVING STREAM
Index No
SITE AREA 7 51 acres
IMPERVIOUS AREA CALCULATION
BUILDINGS
PARKING/ASPHALT
CONCRETE
OTHER
% IMPERVIOUS 1= 79
SOILS INFORMATION
ELEVATION OF SEASONAL HIGH W
SOIL TYPE F
REPORTED INFILTRATION RATE
SURFACE AREAS / ELEVATIONS / \
FILENAME S \WQS\INBASIN\080947 WK1
DATE 16 Oct 08
REVIEWER C Baker
CLASS SA HOW
If ORW is site within the 575 AEC?
DRAINAGE AREA 109 856 SF
MeIS!
riace a .i nere it Kanonai
RV= 05+ 009 W = 077
15 98 FEET MSL
Wando
0 52 INCHES/HOUR
0012 or 0 00FPS
BOTTOM 18 1 3 044 1
18 5 299 0
TOP
19621
7 387
4362321
VOLUME / DEPTH / DRAWDOWN CALCULATION
DESIGN STORM INCHES
1 5
DESIGN VOLUME
10543
CUB
TOTAL VOLUME AVAILABLE
10354 32
CUB
DEPTH OF RUNOFF
199
FEE
TIME TO DRAWDOWN
785
HOL
25 YEAR 24 HOUR STORM N/A
Intensity i = 33 inches / hour
Qr=CiA=
003
CFS
Qp through the bottom of the balm=
004
CFS
10 YEAR 10 MIN HIGH INTENSITY EVENT
Intensity i = 6 3 inches / hour
Volume for 10 yr 10 min event =
385 98
CF <
COMMENTS
Volume and drawdown are (not) within Design Requirements
111
BE <120
Must be > Or
10354 32 CF

DIVISION OF WATER QUALITY
nE C E I V ED
IIJ^�Sj SEP 1 12008
INFILTRATION SYSTEM INVESTIGATION DWQ
PROJ #
Complete and email this form to Vincent Lewis@ncmad net If there are more than 7 areas to be tested
attach a second sheet /IOW b 9
State Sod Scientist Confirmation Visit dateltime
Project Name T;&caut: C,<� pi,.,Ze4t County CAyiyc-
Street Address '�Aj. r.r / o, c¢ Nr-2cl At o `OiN,
Directions from the nearest intersection of two major roads
1e� CP US10 s f,&IA Nb24 4'5 wuo,
W�51 WI+A4� l f-.-E S Er Is (>J l Lei Jmsr %T- Wt� I Ate'
>1 acre being disturbed? PYES ONO CAMA Major required? DYES 2gNO
Consultant Name Amos C,• Phone
Consultant Firm Name 7oti' 1P, (`' AaAth$ co, 11,�
Bore Number
1
2
3
4
5
6
7
a) Existing Ground Elevation
b Proposed Bottom Elevation
c) Difference (a minus b)
d) Add 2 ft Min Bore Depth)
e Hardpan Depth?
f) Approx Elev Of SHWT
g) Max lowest bottom elev
_
h Infiltration Rate OK? *
A Confirmation of SHWT "
2."
_
,50 T
3
For projects requiring more than 5 hand borings, manpower or equipment to
conduct the excavation must be provided by the consultant
*State Soil Scientist Use ONLY
Comments SOd to A turo.r S
Required Attachments
1 Legible vicinity map
2 Complete Sods Report C=a�s (Z2Po2T T.or *;T compwr )
3 PDF formatted site plan with the boring locations to be tested Site plans should
be emailed or hand -delivered only Illegible faxed maps will not be accepted
All proposed infiltration areas and existing active utility lines located within the proposed
basin/trench must be marked and flagged If these areas are not flagged the Sods Scientist
reserves the right to decline to do the investigation If the proposed Infiltration system will be
located In an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided The sods Investigation does not take
the place of a sods report prepared by an appropriate professional The Sods Scientist will only
verify the sod conditions that are reported !n the Sods Report and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H 1000 and
assumes no liability should the system fad
S \WQS\STORMWATER\FORMS\infiltration site visit I 0 Reyisevdt3108

y J,
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p�,8{ SEP 1 12008
DWO
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VICINITY SKETCH
Surveyor s CYarllf cation
m IswM
w
c
tMsKIN a'{"w ...crv.
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( w5 IS A SOIL READ
t� N VERY BAD GONDITON
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LOTS
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y
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USCE 404 Wetlard Certit ca Ion
ANN
200 0 20 ADD 600
PAPHC SCALE cc
WETLAND CALLS
o I RP
rz
NOT_S
HIS PROPERTY IS SAE,ECT 0 4L EASEMENTS
ACR EMENTS AND RIGHTS OF AA Or RECORD
PRIOR TO THE MT or THIS MAP
REVERENCES MAN' BOOK T PAGE 280
DIED BOOK A59 PACE 236
MAP BOON 19 FACE 95
FLOOD IWORVA ION THEN FROM FIR V
J72053 BCOJ DATED JVLY 6 2303
WETLANDS MAP FOR
TRACT 14 AND LOT 20 TRACT 15
0- THE VERNON 8 TAYLOR LOTS
SUBDIVISION
BOUNDARY SUNJEY FOR
y HVNP LLC
S iAC A W P TAYLOR N IR$ SVBDMSIo�
EVATIO\S BASED ON, N A V 0 1988
TOPOGRAPHIC I\PGRNATICN AODE) -0 THIS MAP 9-08-2008
Wt. LANDS ADDJ TO T-S MAP ON APRIL 21 2008
Lc,d 5, ey rg I
as rt w w uR PART¢, nwoq c — aYI t. a

Carteret County Site
i
Subject Carteret County Site
From "Clark, Amos" <Clark@ecoengr com>
Date Wed, 10 Sep 2008 16 34 02 -0400
To "Janet Russell" <Janet Russell@ncmad net>, <vmcent Lewis@ncmail net>
Please find attached a request for site visit for a proposed infiltration system We are trying to get all of this
together for submittal prior to 10/1 (if possible) Thanks for all your help
Amos
D Amos Clark PE
Division Director
Office 919-287 4262
Cell 919-417-2547
Add to address book
FIlEcoEngineering
A do pion of 1 he John R MkAdam% ( onipan) Inc
P O Box 14005 Research Triangle Park NC 27709
Design Services Focused On Client Success
Please consider the environment before you print this e-mall
Content -Description site visit req_001 pdf
site visit req_001 pdf Content -Type appbcation/octet-stream
Content -Encoding base64
Content -Description map_001 pdf
[map_001 pdf Content -Type application/octet-stream
Content -Encoding base64
1 of 1 9/11/2008 8 34 AM

N
' N OPOSED"4
( I IN LTRATIDN AREAS. _
5n 1 \\
(L \ 1
1
1
II \
II I �I
Il lj I I
j It p
tI l
I ,
I I
I 11 I
I I
i I
i I {
tw
I �(i VERNON B TAYLOR
j - LOTS SUBDIVISION
REFERENCE M B 19 PG 95
PROPOSED TAT 14
AC
RECREATIONAL AREA 51
1
I
lj1
II PROPOSED CHUCH
iBUILDING
I �'I
I
` 1 }
I 4 4 WETLAND AREA
SED OPEN AIR
CORED AREA
l� o
( GRAPHIC SCALE
i ( I j 200 0 100 zoo 400
.a0h = 200 tt
SOUND-wll� ��—
LINE
BOGUE SOUND
P[M[C1 x. TMS-08000
I
BOGUE .SOUND CHURCH
THE JOHN R McADAMS
INC
—TMS-08000O
PROPOSED SnE LAYOUT
JIMCOMPANY
i
=zoo
CAR7ERE7'COUNIY NC
o 4ow m�n.m-um
��wu .
lour >41-'+499
09-18-08M.I.I.

PRELIMINARY LAND 8: SOILS MAP OF
' THE SINGLETON - TAYLOR TRACT (--8 acres)
FOR POTENTIAL STORMWATER INFILTRATION USABILITY
Win. Morehead City West Area - Morehead Township - Carteret Co - NC
-NiNq
. Lat 34"73089 N, Long 76.87206 E; PIN #633604838491000
w
iDeep +70", well drained, sandy soils for potential stonmater infiltration usage. Estimated
seasonal high water table +48 - 65". Estimated permeability 5 - 10 min/in (+6 - 12 m1hr)
-
to +70" depths. Wanda soil types.
•m
Deep+70', moderately well drained, sandy soils for potential shallow to ultra -shallow
1 �+
placed stormwater infiltration usage. Estimated seasonal high water table+30 - 47".
Estimated permeability 5 - 10 min/in (+6 - 12 inlhr) to +70' depths. Wando, Onslow.. and
sT
Seabrook soil types.
'
II----- Deep+70", somewhat poorly to moderately well drained, sandy soils for potential
ultra- shallow to fill site improved stormwater infiltration usage. Estimated seasonal high
of ,
water table +15 - 29'. Estimated permeability 5 - 15 minin (+4 - 12 m1hr) to +70' depths.
7".•'
Mandarin, Conetoe. Seabrook, Padolus, and Leon -dry phase soil types.
--.. Poorly to somewhat poorly drained, sandy soils with possible hardpan spodic horizons
which are considered unusable for infiltration
.. potential stormwater usage without
major fill site improvements. Estimated seasonal high perched water table <12 - 14'.
,,-
Estimated permeability 5 - 100 min(n (+0.6 - 12 in)hr) to +50" depths. Leon, Pactolus-
wet phase, and Lynn -haven soil types.
-= Potential 404 wetlands or 404/CAMA tidal wetlands that may come under USACOE,
NCDENR-DWO-0WO jurisdictions. These areas cannot be filled or massively
disturbed without the proper Federal & State permits. These areas unsuitable for
stormwaterinfittration usage. Leon
Open tidal waters of Bogue Sound classified as S.A. Waters. CAMA reviews all
development activities 75 ft landward of the normal high tide line. Stormwater
structures are +50 8 from the normal high tide line.
Approximate locations of proposed sormwater infiltration systems per McAdams
h,
conceptual drawings.
\\c,
Approximate described soil boring location.
`
SCALE: 1 Inch = —300 Feet
r
(all lines paced 8: approximate)
September - 2008
Land
Management
Group, Inc.

LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMI FED LIABILI FY COMPANY HB4P LLC
SECRI TARY 01 STA I E I L C ID NUMBER 0450055
NATURE OF BUSINESS Mmtagementlinvestment
REGISTEREDAGENT IVASLAW LLC
REGISTERED OFFICE MAII ING ADDRESS PO Bov 867
Ncw Beni NC 28563
E Filed Annual Report
1 04887667
For year 2008
Do not date enter manuilly
STATE OF FNCORPORAI ION NC
RFGIS FERFD OFFICF STRFFT ADDRFSS 1001 College Court
New Bet it NC 28562 Craven Countv
PRINCIPAI OFFICLIELEPHONENUMBER (2D2)2470494
PRINCIPAL OFFICE MAII ING ADDRESS
PRINCIPAL OFFICE STREET ADDRESS
MANAGERS/MEMBER S/ORGANIZERS
Nome 7howasilleLetm Singleton
Title Alanaget
Address
1463 Hwv 24
1463 Highway 24
Neuport NC 28.)70
1463 Hit v 24
Neuport NC 28570
CER I IFICATION OF ANNUAI REPORT MUST BE COMPI LTED BY AI L LIMITFD LIABILITY COMPANIES
Main IS Smglaton
FORM MUST BE SIGNED BY A MANAGER/MEMBFR
I homas Singleton
03/26/2008
DAIS
Manager
TYPE OR PRINT NAME T1 PF OR PRINT TITLF
ANNUAL REPORT FEE $200 MAIL TO Secretary of State Corporations Division Post Office Box 29525 Raleigh NC 27626 0525
RF(-FTNTFD
OCT 1 4 2008
BY - ---

• 1
98 03
5006
ARTICLES OF ORGANIZATION
OF
HUMP, LLC
0- 0/Svvs.
�IL,ED
// Zbatv"
He 101998
EFFECTIVE
ELAINE F
SECRETARY OFST TE
FORTH CAROI IN 4
We, the undersigned, hereby do make and acknowledge these
Articles of Organization for the purpose of forming a limited
liability company under and by virtue of the law of the State of
North Carolina, as contained in Chapter 57C of the General Statutes
of North Carolina, entitled "North Carolina Limited Liability
Company Act," and to that end hereby do set forth
1 The name of the limited liability company is
HUMP, LLC "
2 The limited liability company shall dissolve no
later than January 1, 2048, unless the members unanimously shall
extend the term prior to the dissolution date
3 The name and address of each organizer executing
these Articles are
Name
Stanley M Sams
Address
Post Office
Box
8088
Greenville,
NC
27835-8088
4 The street address of the initial registered office
of the limited liability company is 120 West Fire Tower Road,
Winterville, Pitt County, North Carolina 28590, the mailing address
of the initial registered office of the limited liability company
is Post Office Box 8088, Greenville, Pitt County, North Carolina
27835-6088, and the name of the initial registered agent of the
limited liability company at such address is Stanley M Sams
5 All members of the limited liability company+ also
shall be managers of the limited liability company
6 These Articles of Organization shall be effective
upon the filing of same by the North Carolina Secretlary of State
Or T 1 4 2008

IN TESTIMONY WHEREOF, the undersigned have executed or
caused this instrument properly to be executed in their respective
names, this the day of A, y_ , A D 1998
Sta ley M %ams, Organizer
Prepared by and return to
Stanley M Sams
For the firm of
Ward and Smith, P A
Post Office Box 8088
Greenville, North Carolina 27835-8088
Telephone [phone]
Facsimile [phone]
98G0019(A)
GVLMAIN\111433 1
z

i 4r,O un/ne2'R0Tes
,
ANNUAL REPORT FOR
LIMITED LIABILITY COMPANY
99
NAME OF LIMITED LIABILITY COMPANY HvhIP, LLC
SECRETARY OF STATE L L C ID NUMBER C-04500,�5
105 0061
FISCAL YEAR ENDING
MONTH/DAY/YEAR
—FEDERAL EMPLOYER ID NUMBER
CHECK HERE IF INFORMATION HAS NOT CHANGED SINCE MOST RECENTLY FILED ANNUAL a
REPORT COMPLETE LINE 8 ONLY
I REGISTERED AGENT & REGISTERED OFFICE MAILING ADDRESS FILED
MAY 2 1999
2 STREET ADDRESS OF REGISTERED OFFICE EFFECTIVE
ELAINE
SEcRETY OF
NORTHGSTATE
A20LINA
3 IF REGISTERED AGENT CHANGED, SIGNATURE OF NEW AGENT
SIGNATURE CONSTITUTES CONSENT TO APPOINTMENT
4 ENTER PRINCIPAL OFFICE ADDRESS HERE ADDRESS
CITY
5 ENTER PRINCIPAL OFFICE TELEPHONE NUMBER HERE
6 ENTER NAME BUSINESS ADDRESS OF MANAGER(S) HERE-
ST- ZIP-
B i` N11 Vigo 9:I:�K�I1�
NAME- ADDRESS
TITLE- CITY ST ZIP
NAME- ADDRESS
TITLE CITY- ST ZIP
NAME ADDRESS
TITLE CITY
7 BRIEFLY DESCRIBE THE NATURE OF BUSINESS
ST ZIP
8 CERTIFICATION OF ANNUAL REPORT, MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES
��./nyt419- -fit r�� 1 -3 '
FORM MUST BE SIGNED BY MANAGfA OF L L C M DATE
rffornAS P7 SiNG'<C ion/ /4(rL=/Z_
TYPE OR PRINT NAME TYPE OR PRINT TITLE

pPP0.0.
LIMITED LIABILITY COMPANY
ANNUAL REPORT
0
rs
NAME OF LIMITED LIABILITY COMPANY HUMP LLC
SECRET ARY OF STATE L L C ID NUMBER 045005D
NATURE OF BUSINFSS Management/investment!
REGISTERED AGENT WASLAW LLC
REGISTERED OFFICE MAILING ADDRESS
REGISTERED OFFICF STREET ADDRESS
PO Box 867
New Bern NC 28563
E Filed Annual Report
1-04887667
For year 2008
Do not data enter manually
STATE OF INCORPORATION NC
1001 College Court
New Bern NC 28562 Craven County
PRINCIPAL OFFICE TELEPHONE NUMBER [phone]
PRINCIPAL OFFICE MAILING ADDRESS
PRINCIPAL OFFICE STREET ADDRESS
MANAGERS/MEMBERS/ORGANIZERS
Name Thomas Mclean Singleton
Title Manager
Address
1463 Hwy 24
1463 Highway 14
Newport NC 28570
1463 Hwy 24
Newport NC 28570
CERTIFICATION OF ANNUAL REPORT MUS I BE COMPLETED BY Al L LIMITED LIABILITY COMPANIES
Thomas Singleton
FORM MUST BE SIGNED BY A MANAGER/MEMBER
Thomas Singleton
03/26/2008
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPORT FEE $200 MAIL TO Secretary of State Corporations Division Post Office Box 29525 Raleigh NC 27626-0525

F W Bogue Sound Church
Subject FW Bogue Sound Church
From "Clark, Amos" <Clark@ecoengr com>
Date Wed, 8 Oct 2008 14 41 43 -0400
To "Janet Russell" <Janet Russell@ncmail net>
FYI Sorry for the confusion
Amos
Brandon will be down there Tuesday
-----Original Message-----
FromClark, Amos
Sent Wednesday, October 08, 2008 2 40 PM
To 'Linda Lewis' Finch, Brandon
Cc Robert Patterson Scott Vinson
Subject RE Bogue Sound Church
Linda -
Thanks for working with us on this - I do appreciate your help Since
the Express Review will be based on the 1995 rules per your email below
and your prior correspondence to us, we will go ahead and move forward
in the Express program as you have described We will bring our check
for $4000, and use the plans and application that are already submitted
We will meet with Chris Baker on 10/14/08
Thanks again for your help
Amos
-----Original Message-----
FromLinda Lewis [mailto linda lewis@ncmail net)
Sent Tuesday, October 07, 2008 5 38 PM
To Clark, Amos Finch, Brandon
Cc Robert Patterson Scott Vinson
Subject Bogue Sound Church
Amos & Brandon
OK- the application is here, but again it's either going Express or it's
not We can't have the same project being reviewed at the same time in
different parts of the same program Your request for an Express review
was received on September 30, 2008, so it will be reviewed under the
1995 rules In anticipation of you being satisfied that the 1995 rules
are being applied, I am returning the check for the regular application
fee If the plans and application are complete, when it's time for your
Express meeting, please bring your check for $4000 00 (unbundled
stormwater only), or whatever Janet says is your fee, to the Express
meeting and use the plans and application that are already submitted
I'll hand those plans over to the scheduled reviewer Will that be OK�
Linda
of I
10/8/2008 4 39 PM

1 (31
CLINT D ROUTSON - 5451
From Clark Amos [Clark@ecoengr com]
Sent Wednesday October 08 2008 2 49 PM
To CLINT D ROUTSON - 5451
Cc Bartone Dave
Subject FW Bogue Sound Church
Fyi - my response to Linda
-----Original Message-----
FromClark, Amos
Sent Wednesday, October 08, 2008 2 40 PM
To 'Linda Lewis', Finch, Brandon
Cc Robert Patterson, Scott Vinson
Subject RE Bogue Sound Church
Linda -
Thanks for working with us on this - I do appreciate your help Since the Express Review
will be based on the 1995 rules per your email below and your prior correspondence to us,
we will go ahead and move forward in the Express program as you have described We will
bring our check for $4000, and use the plans and application that are already submitted
We will meet with Chris Baker on 10/14/08
Thanks again for your help
Amos
-----Original Message-----
FromLinda Lewis [mailto linda lewis@ncmail net]
Sent Tuesday, October 07, 2008 5 38 PM
To Clark, Amos, Finch, Brandon
Cc Robert Patterson, Scott Vinson
Subject Bogue Sound Church
Amos & Brandon
OK- the application is here, but again it's either going Express or it's
not We can't have the same project being reviewed at the same time in different parts of
the same program Your request for an Express review was received on September 30, 2008,
so it will be reviewed under the
1995 rules In anticipation of you being satisfied that the 1995 rules are being applied,
I am returning the check for the regular application fee If the plans and application are
complete, when it's time for your Express meeting, please bring your check for $4000 00
(unbundled stormwater only), or whatever Janet says is your fee, to the Express meeting
and use the plans and application that are already submitted
I'll hand those plans over to the scheduled reviewer Will that be OK�
Linda
I

CLINT D ROUTSON - 5451
From Clark Amos [Clark@ecoengr com]
Sent Tuesday October 07 2008 10 40 AM
To CLINT D ROUTSON 5451
Subject FW Express & Regular Application at the Same time
Second email
We have the option of taking the submittal we made on 9/30 and moving'
that submittal into the express review program Based upon what we are seeing here, it
has a project number in the system, and as long as it is accepted as complete on 10/14, it
will be vested
I have had no luck in getting a 'dual review" Unless we go above Bradley Bennett's head,
I think we have to choose as to what is the best route to take What are your thoughts
w/r/t this
-----Original Message-----
FromLinda Lewis (mailto linda lewis@ncmail net]
Sent Tuesday, October 07, 2008 10 23 AM
To Clark, Amos
Subject Re Express & Regular Application at the Same time
Amos
Bogue Sound Church was assigned a project number and is scheduled for an
Express review on October 14 At this point, it will be reviewed under the 1995 rules
unless the project is determined to be substantially incomplete at the October 14
submittal meeting and can't be made complete within 24 hours
Linda
Clark, Amos wrote
> Thanks for following up with that This is for the Bogue Sound Church
> project that was submitted into the Standard review process on
September
> 30th
> Our client is wanting to make both submittals (express and standard)
in
> the belief that having both submittals in the program is the best way
to
> protect his rights under the old NCAC coastal regulations He is
uneasy
> with the Standard review process (since all of the old comment letters
> that we used to receive had the statement in there that the
application
> is being returned as incomplete), and he did not feel safe with only
> using the express review process since he would not be issued a SW8
> number until the express review submittal on 10/14 (per the Session
Law,
> that project number :s what deems a project vested under the old
> regulations) I understand your standpoint that you cannot have the
> same project going through both review processes at once, but I also
> understand his uneasiness with not knowing for sure if he is vested
> under the old program at this point
> I just checked the RIMS website, and saw seoeral submittals on 9/30
that
> had been issued project numbers, but Bogue Sound Church was not one of
> those If we had a project number at this point, that may ease his
fear
EXHIBIT
9 G_
1

4
> of losing vested rights \� you know when/if that number be
> assignecP
>
> -----Original Message-----
• From Li^da Lewis (marlto Linda lewis@ncmail net)
> Sent Thursday, October 02, 2008 3 13 PM
> To Clark Amos
> Subject Express 6 Regular Application at the Same time
> Amos
> It's unanimous from all concerned in Central office and regions that
an
> application can take only one route, either express or regular, not
both
>
> at the same time This isn't a rules question, this is an
administrative
> question The application can be accepted into either program, but not
> both While there's nothing specifically prohibiting this, neither is
> there anything specifically allowing it If your client should ever
> divulge his/her real intent, I would like to know why
> Linda
2

n
CLINT D ROUTSON - 5451
From Clark Amos (Clark@ecoengr com)
Sent Tuesday October 07 2008 10 33 AM
To CLINT D ROUTSON - 5451
Subject FW Express & Regular Application at the Same time
I
Clint -
Here is the first of two emails from DWQ this morning w/r/t the dual express / standard
review
Note that Linda has also copied Bradley Bennett in the Central office
Bradley is the State Stormwater Program supervisor
I will forward the second email to you following this one
-----Original Message-----
FromLinda Lewis [mailto linda lewis@ncmail net]
Sent Tuesday, October 07, 2008 10 19 AM
To Clark, Amos
Cc Bradley Bennett
Subject Re Express 6 Regular Application at the Same time
Amos
When I first read that in the Session Law, I too, thought as you did
However, my understanding from our internal discussions with Central Office staff is that
we are to follow the intent of the Legislature The
assignation of a number to a CAMA application or an SEC application for tracking purposes
does NOT mean that a complete stormwater application has been received and does not
guarantee that the application will be reviewed under the old rules A complete stormwater
application received
prior to October 1, 2008 or a vested right is needed to assure that If the project has
been in your shop for some time, then I would assume that certain other permits or
approvals have been obtained, such as a local government preliminary plan approval Thi
is a perfectly acceptable vested right provided it was approved prior to October 1,
2008
In the workshops, it should have been discussed that for express, it is our intent to
review and permit projects as we did when the Phase II rules were rolled out last year
Any project that submitted an express request to Janet prior to October 1, 2008, or that
holds a valid vested right, is to be reviewed under the old rules, even if the applicati,
is
submitted after October 1, 2008, or the actual review takes place after October 1 It is
incumbent on the consultant to provide a complete application on the scheduled submittal
meeting day, or to make the application complete within 24 hours of the submittal meeting
The Bogue Sound Church project will not be assigned an application number until a complete
application has been accepted into the regular program, or an Express Review is scheduled
Linda
Clark, Amos wrote
> Thanks for following up with that This is for the Bogue Sound Church
> project that was submitted into the Standard review process on
September
> 30th
> Our client is wanting to make both submittals (express and standard)
in
1

r ~
>•the belief that having boAkubmittals in the program is test way
to
> protect his rights under the old NCAC coastal regulations He is
uneasy
> with the Standard review process (since all of the old comment letters
> that we used to receive had the statement in there that the
application
> is being returned as incomplete), and he did not feel safe with only
> using the express review process since he would not be issued a SW8
> number until the express review submittal on 10/14 (per the Session
Law,
> that project number is what deems a project vested under the old
> regulations) I understand your standpoint that you cannot have the
> same project going through both review processes at once, but I also
> understand his uneasiness with not knowing for sure if he is vested
> under the old program at this point
> I just checked the BIMS website, and saw several submittals on 9/30
that
> had been issued project numbers, but Bogue Sound Church was not one of
> those If we had a project number at this point, that may ease his
fear
> of losing vested rights Do you know when/if that number will be
> assigned?
> -----Original Message-----
• From Linda Lewis (mailto linda lewis@ncmail net)
> Sent Thursday, October 02, 2008 3 13 PM
> To Clark, Amos
> Subject Express & Regular Application at the Same time
> Amos
> It's unanimous from all concerned in Central office and regions that
an
> application can take only one route, either express or regular, not
both
> at the same time This isn't a rules question, this is an
administrative
> question The application can be accepted into either program, but not
> both While there's nothing specifically prohibiting this, neither is
> there anything specifically allowing it If your client should ever
> divulge his/her real intent, I would like to know why
> Linda
2

CLINT D ROUTSON - 5451
From Clark Amos [Clark®ecoengr com]
Sent Tuesday October 07 2008 6 01 PM
To CLINT D ROUTSON - 5451
Subject Fw Bogue Sound Church
Clint -
Let s discuss tomorrow
--------------------------------------
D Amos Clark, PE
Division Director
919-417-2547 (Mobile)
Eco Engineering
A Division of The John R McAdams Company, Inc
Sent from my wireless device
-----Original message-----
FromLinda Lewis
To Clark, Amos, Finch Brandon
CC Robert Patterson Scott Vinson
Sent Tue Oct 07 17 37 42 2008
Subject Bogue Sound Church
Amos & Brandon
OK- the application is here, but again it's either going Express or it's not We can't
have the same pro3ect being reviewed at the same time in different parts of the same
program Your request for an Express review was received on September 30, 2008, so it will
be reviewed under the
1995 rules In anticipation of you being satisfied that the 1995 rules are being applied,
I am returning the check for the regular application fee If the plans and application are
complete, when it's time for your Express meeting, please bring your check for $4000 00
(unbundled stormwater only), or whatever Janet says is your fee, to the Express meeting
and use the plans and application that are already submitted
I'll hand those plans over to the scheduled reviewer Will that be OK�
Linda
F
EXHIBIT
H

1
CLINT D ROUTSON - 5451
From Clark Amos [Clark@ecoengr comj
Sent Tuesday September 30 2008 2 44 PM
To Janet Russell
Cc CLINT D ROUTSON 5451
Subject RE Bogue Church Request
Janet -
This date will work for us Please reserve that time for the express review
for working with us on this project
Amos
-----Original Message-----
FromJanet Russell [mailto Janet Russell@ncmail net]
Sent Friday, September 26, 2008 5 33 PM
To Clark, Amos cdr@wardsmith com
Subject Re Bogue Church Request
September 26, 2008
`Rogue Sound Church
Gentlemen
The Express Stormwater submittal meeting for Bogue Sound Church has been
scheduled with *Chris Baker on October 14, 2008 at 11 00 AM* here in the
Thank you
Wilmington Regional Office, 127 Cardinal Drive Extension, 28405 The applicant or his
assistant is required to attend the meeting
Please be sure to carefully go over the checklist for a complete project
application on the BMP Manual website This is the same checklist that our reviewers use
when determining whether or not the application package is complete Also, please note
that plans should be submitted folded to 9" x 14" to fit our file system
Please respond within 2 business days to confirm and reserve the submittal meeting date_
The registered' number that the computer assigns has not been assigned yet It will be
assigned next week When
the stormwater application package is received as complete the registered status will be
changed to the standard permit number Having expended the money for the plan design and
submitting the Express Request prior to October 1 should provide the *vested* requirement
for your project under the law I have been told that it does
Thanks,
Janet Russell
Express Coordinator
Clark, Amos wrote
>
> Janet-
> As per our discussion this afternoon, I have talked with the client
> and he wants to go ahead and schedule the Express Review for the week
> of October 13-th Please do send me an email confirmation of this
1
EXHIBIT
n
s

> and the actual date and t1l,and please also send to me t W8
> permit number that is assigned to the project
> Thanks for all your help
> Amos
> D Amos Clark, PE
> Division Director
> Office 919-287-4262
> Cell 919-417-2547
> <http //www ecoengr com/stationery/vcf/D %20Clark vcf>
> <http //www ecoengr com/>
> P 0 Box 14005, Research Triangle
> /Design Services Focused On Client
> environment before you print this
Park, NC 27709
Success/ *Please consider the
e-mail *
E

THE JOHN R McADAMS COMPANY, INC
LETTER OF TRANSMITTAL
To Ms Janet Russell
Division of Water Quality
127 Cardinal Drive Extension
Wilmington NC 28405
[phone]
Re Bogue Sound Church
I am sending you the following item(s)
Date September 30 2008
SEP R 0 ?008
HAND DELIVER **
Job No TMS-08000
COPIES
DATE
NO
DESCRIPTION
1
$505 Epee Review Fee - Check #4627
2
Final SW M mt Permit Application
2
Infiltration Basin Supplements & O&M Agreements
2
SW M mt Final Desi n Calculations
2
SW M mt Final Design Plans
These are transmitted as checked below
❑ As requested
® For approval
❑ For review and comment
Remarks
® Foryouruse
Copy to D AmoS Clark PE Signed dLn R
D Bartone PE Brandon R Finch PE
Sr Stormwater Project Manager
FOR INTERNAL USE ONLY
❑ Copy Letter of Transmittal Only to File
® Copy Entire Document to File
CIVIL ENGINEERING LAND PLANNING SURVEYING
PO Box 14005 . Research Triangle Park NC 27709 • [phone] • fax [phone]
w johnrmcadarns corn

BOGUE SOUND CHURCH
Carteret COLintv, North Carolina
I . I Storn? Drclincr(,,,e CIklllhttiO17S
Project NLI111t-)Cl-:
13 v:
13\:
Date:
Tms-08000
Dave D. Bartone, 11-1'
Leonard Mcl31-% de 111, F11
September 30, 2008
A
THE JOHN R. McADAMS
COMPANY, INC.
1RIA\(;1 I If
P O. B- i40115 I ,,q I, Fo, k. NC 27,� all
1)19� ',bl 0 X AX919 3561 2269
6701 Grme l Road, state 205. Chadottu, NC 28226
-01 5- 0800 FAX 70.1 -,27 20103
390-1 N-1111, Dr S t, 200 W1,11,l,jtmW 28403
970. 711, F1�81 FAX 1110 '9,)8j ;1

Bogue Sound Church
• Storm Drainage Calculations
General Description
The Bogue Sound Church project is a proposed hotel development located in Carteret County
The project is located east of the intersection of NC Hwy 24 and Hall Road
Existing Site Conditions
This project consists of a 2 85-acre vacant wooded lot NC Hwy 24 has an existing 12" water
main running parallel with the road in front of the site
Calculation MethodolopV and Assumptions
The pipe systems were sized using "StormCAD version 4 5 by Haestad Methods" This
program accepts the input data from each inlet, as well as physical charactenstics of the storm
system to be designed, and calculates flow rates and pipe sizes throughout the system For
rainfall data, an OF curve for the 2, 10 and 25-year storm event describing the Wilmington
region was used The final results of this program, as well as calculated pipe sizes and hydraulic
grade lines, may be found in the appropriate section of this report The minimum pipe size used
for this project is 15 inches and all pipe material is reinforced concrete (RCP)
• For the individual storm drainage inlet, a drainage area was measured and the soil type was
determined for that drainage area as well as a projected impervious surface percentage The
Rational Coefficient ("C") used was 0 35 for impervious area and 0 95 for impervious area This
information was used to calculate a weighted rational "C" factor for the 2 and 10-year storm
This data was used to size the storm drainage pipes An example of the calculation is provided
below
Impervious Area (Paved, Concrete or Building) = 0 5 Acres C Value = 0 95
Grass Areas = 0 7 Acres C Value = 0 35
2 and 10—year weighted C = f (0 50 x 0 95) + (0 70 x 0 35)) / (0 50 + 0 70) = 0 60
All pipes are designed to have a minimum slope of 0 50 % The hydraulic grade line at the outlet
is assumed to be at the crown of the downstream pipe
Attached are the calculations to show the design methods
• I OCT a 2008

TABLE OF CONTENTS
General Description
Existing Site Conditions
Calculation Methodology and Assumptions
ATTACHMENTS
1) Storm Drainage Layout
2) Catch Basin Drainage Areas
3) IDF Rainfall Graphs and Table
• 4) Inlet Rational "C"
5) 10-Year Storm Drainage Report
6) 10-Year Hydraulic Grade Line Report
7) 10-Year Hydraulic Energy Profiles
8) 1-Inch Per Hour Profile and Report for EW-1&4
9) Rip Rap Outlet Protection Calculation for EW-1 &4
10) Rip Rap Outlet Protection Calculation for Roadway Flumes
11) Swale Calculations
12) Culvert Calculations
0

•
•
0
1
Storm Drainage Layout
2
Catch Basin Drainage Areas
3
DIF Rainfall Graphs and Table
4
Inlet Rational "C"
5
10-Year Storm Drainage Report
6
10-Year Hydraulic Grade Line Report
7
10-Year Hydraulic Energy Profiles
1-Inch Per Hour Profile and Report for
8
EW-1 &4
Rip Rap Outlet Protection Calculation
9
for EW-1&4
Rip Rap Outlet Protection Calculation
10
for Roadway Flumes
11
Swale Calculations
12
Culvert Calculations

Scenario Base
149M.
P-1
W,,
CB-6
P-3
CB-3
P<1
• 0-1P-5I J13-2
Title Bogue Sound Church Protect Engineer Leonard McBryde
w \ \land\stormcad\09 30-2008 model stm The John R McAdams Company StormCAD v4 1 1 [4 2014]
09/30/08 09 22 34 AM © Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

r-1

IDF RAINFALL GRAPHS
AND TABLE
Attachment 3

L
90 Intensity Duration Frequency Curve 1 years
2 years
5 years
10 years
25 years
10
I.
50 100 150 20.0 250 30.0 35.0 40 0 45.0 50.0 550 60,0
Duration {min)
0
Title. Rogue Sound Church Project Engineer. Leonard McBryde
w\ \Iand\storrncad\00,30,2008,lod.IltI The John R McAdams Company Sto—CAD ,4.1. 1 [4 20141
09130108 09 40 23 AM C 11—tad Methods. Inc 37 SrociksidP Read Waterbury..CT 067081 +1-203-755-16,56 Page 1 rif 1

•
•
•
Rainfall Table
Return Periods
Durations
1 year
2 year
5 year
10 year
25 year
5 min
1 00
590
664
720
8 11
10 min
1 00
503
576
630
714
15 min
1 00
438
509
560
638
20 min
1 00
389
456
504
577
30 min
1 00
317
378
420
484
60 min
1 00
204
249
280
326
Rainfall Intensities are in (m/hr)
Title Bogus Sound Church Protect Engineer Leonard McBryde
w \ \Iand\stormcad\09 30 2008 model slm The John R McAdams Company StormCAD v4 1 1 [4 20141
09/30/08 09 44 30 AM © Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

Scenario 10-Year Storm
•
s
Inlet Report
Label
Area
(acres)
Inlet
C
RID-1
019
095
CB 3
059
094
CB-6
032
078
CB 7A
063
093
CB 8
044
095
Title Bogue Sound Church Protect Engineer Leonard McBryde
w \ \land\stormcad\09 30-2008 model stm The John R McAdams Company StormCAD v4 1 1 [4 20141
09/30/08 09 41 00 AM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

10-YEAR STORM DRAINAGE REPORT
Attachment 5

Scenario 10-Year Storm
Storm Pipe Report
Label
Length
(ft)
Inlet
Area
(acres)
Inlet
C
Inlet
CA
(acres)
System
CA
(acres)
Tc
(min)
System
Tc
(min)
System
Intensity
(in/hr)
Total
Flow
To Inlet
(cfs)
Full
Capacity
(cfs)
Velocity
(ft/s)
Size
Slope
(fvft)
Dn
Invert
Elevation
(ft)
Up
Invert
Elevation
(ft)
On
Hydraulic
Grade
(ft)
Up
Hydraulic
Grade
(ft)
Dn
Rim TC-TG
Elevation
(ft)
Up
Rim-TC-TG
Elevation
(ft)
Composite
Rational
C
RD-1
019
095
018
018
500
500
720
1 31
611
1095
P-7
7500
018
500
720
1 00
667
6 inch
0018667
21 50
2290
22 19
2461
2430
2540
CB-8
0 44
095
042
022
500
500
720
303
313
095
P-1
31500
022
500
720
4,58
342
15 inch
0005032
2075
2234
2219
2285
2430
2559
CB-7A
063
093
059
034
500
500
720
566
1 86
093
P-6
1500
034
500
720
457
203
15 inch
0005000
2075
2083
2219
2221
2430
2408
JB-1
075
721
680
1 25
P 2
24000
075
721
680
11 36
307
18 inch
0011688
1770
2050
21 30
21 85
2325
2430
CB-6
032
078
025
1 44
500
855
656
499
280
078
P 3
500
1 44
855
656
000
302
24 inch
0000000
1720
1720
21 23
21 24
2325
2325
CB 3
059
094
055
199
500
858
656
402
5 33
—0 94
P4
17000
1 99
858
6 56
2631
605
24 inch
0013529
1750
1980
1870
21 11
2388
2325
JB-2
199
897
648
747
P 5
3500
1 99
897
648
2418
603
24 inch
0011429
1700
1740
1808
1870
1900
2388
0-1
1 99
906
647
748
•
Title Bogue Sound Church Protect Engineer Leonard McBryde
w \ \land%stormcad\09-30-2008 model stm The John R. McAdams Company StormCAD v4 1 1 [4 20141
09/30/08 09 29 23 AM ® Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

10-YEAR HYDRALIC GRADE
LINE REPORT
Attachment 6

Scenario 10-Year Storm
HGL Report
Label
Size
Total
Dn
Up
Dn
Up
Depth
Depth
Has
Critical
Velocity
Velocity
Velocity
Velocity
Energy
Energy
Energy
Specific
Specific
System
Invert
Invert
Hydraulic
Hydraulic
In
Out
Hydraulic
Depth
In
Out
Head
Head
Grade
Grade
Slope
Energy
Energy
Flow
Elevation
Elevation
Grade
Grade
(ft)
A
Jump?
(ft)
(Ns)
(ft/s)
In
Out
Line In
Line Out
(ft/ft)
In
Out
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
P-7
6 Inch
1 31
21 50
2290
2219
2461
1 71
069
false
049
667
667
069
069
2530
2288
0032256
240
1 38
P-1
15 Inch
163
2075
2234
2219
2285
051
1 43
false
051
342
1 33
018
003
2304
2221
0002609
070
1 46
P-6
15 Inch
249
2075
2083
2219
2221
1 38
1 43
false
063
203
203
006
006
2227
2225
0001489
144
1 50
P-2
18 Inch
513
1770
2050
21 30
21 85
1 35
360
false
087
307
290
015
013
2200
2143
0002373
149
373
P-3
24 inch
949
1720
1720
2123
21 24
404
403
false
1 10
302
302
014
014
21 38
21 38
0001760
418
418
P-4
24 inch
1315
1750
1980
1870
21 11
1 31
1 00
false
1 31
6 OS
8 37
057
109
21 67
19 59
0012267
1 87
209
P 5
24 inch
13 00
1700
1740
18081
18 70
1 30
1 08
false
1 1 30
6 03
7 48
0561
0 87
192
1 B 95
0 008811
1 86
1 95
•
•
Title Bogue Sound Church Project Engineer Leonard McBryde
w \ \land\stormcad\09-30-2008 model stm The John R. McAdams Company StormCAD v4 1 1 [4 20141
09/30/08 09 30 14 AM C Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

i
•
10-YEAR HYDRALIC ENERGY
PROFILES
Attachment 7

Profile
Scenario 10-Year Storm
•
•
•
Label 41
Rim 19 00 ft
Sump 17 00 fl
Label JB-2 Label CB-3
arr., �z an a _ _ Label CB-6
Label JB-1
Rim 24 30 ft
Label CB-8
Rim 25 59 ft
Sump 22 34 ft
2600
Sump 17 40ft
RIM-23-25-ft--Rim 2 25-
Sump 17 20 ft Sump 17 20 ft
Sump 20-50 ft
I
—
0+00 \ 1+00
Label P-5
Up Invert 17 40 ft
Dn Invert 17 00 ft
L 35 00 ft
Size 24 inch
S 0 011429 ft/ft
Title Bogue Sound Church
w N, Vand%stonncadt09-30-2008 model stm
09/30/08 09 30 52 AM
\ 2+00
Label P-4
Up Invert 19 80 ft
Dn Invert 17 50 ft
L 17000ft
Size 24 inch
S 0 013529 ft(ft
3+00
Label P-3
Up Invert 17 20 ft
Dn Invert 17 20 ft
L 500ft
Size 24 inch
S 0 000000 ft(ft
\ 806% (ft) 5+00
Label P-2
Up Invert 20 50 ft
Dn Invert 17 70 ft
L 240 00 ft
Size 18 inch
S 0 011688 fbft
The John R. McAdams Company
® Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone]
6+00 \ 7+00
Label P-1
Up Invert 22 34 ft
Dn Invert 20 75 ft
L 31500ft
Size 15 inch
S 0 005032 fttft
2300 Elevation (ft)
2100
1900
1700
8+00
Protect Engineer Leonard McBryde
StormCAD v4 1 1 [4 2014]
Page 1 of 1

Profile
0
Scenario 10-Year Storm
Label: JB-1
Rim: 24.30 ft
Sump: 20.50 ft
Label: P-6
Up. Invert: 20.83 ft
Dn. Invert: 20.75 ft
L: 15.00 ft
Size: 15 inch
S: 0.005000 ft/ft
Label: CB-7A
Rim: 24.08 ft
Sump: 20.83 ft
24.50 EI evati on (ft)
22.00
20.50
Station (ft)
Title Bogue Sound Church Project Engineer Leonard McBryde
w \ \land\stormcad\09-30-2008 model stm The John R McAdams Company StormCAD v4 1 1 ]4 2014]
09/30/08 09 31 20 AM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

0
Label: JB-1
Rim: 24.30 ft
Sump: 20.50 it
Profile
Scenario 10-Year Storm
Label. RID-1
Rim: 25.40 ft
Sump: 22.90 ft
, 25.50
23.50
22.00
I
- 20.50
4+50 4+80 5+30
Station (ft)
Label. P-7
Up. Invert: 22.90 ft
Dn. Invert: 21.50 ft
L: 75.00 ft
Size 6 inch
S: 0 018667 ft/ft
EI evati on (ft)
Title Bogue Sound Church Project Engineer Leonard McBryde
w \ \1and\slormcad\09 30 2008 model stm The John R McAdams Company StormCAD v4 1 1 [4 20141
09/30/08 09 31 38 AM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

r�
u
E
1-INCH PER HOUR PROFILE AND
REPORT FOR EW-1&4
Attachment I

E
Profile
Scenario 1-Ich per Hour Storm
Label CB-6
Rim: 23.25 ft
Sump: 17.20 ft
2400
Label: EW 1 & 4
Rim- 18.25 ft --__--- __---- { 2100
Sump- 17.00 ft
19.00
17.00
0+00 \0+40
Station (ft)
Label: P-8
Up. Invert: 17 20 ft
Dn. Invert: 17.00 ft
L. 40.00 ft
Size: 15 inch
S: 0 005000 ft/ft
Elevation (ft)
Title Bogue Sound Church Project Engineer Leonard McBryde
w \ 09-30-2008 model (1 inch per hour storm) slm The John R McAdams Company StormCAD v4 1 1 [4 2014]
09/30/08 09 33 30 AM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

Detailed Report for Outlet EW-1 & 4
.Scenario
Summary
Label 1-Ich per Hour Storm
Physical Properties Alternal Base -Physical Properties
Catchments Alternative Base -Catchments
System Flows Alternative Base -System Flows
Structure Headlosses Alterr Base Structure Headlosses
Boundary Conditions Allern Base Boundary Conditions
Design Constraints Alternal Base Design Constraints
Cost Alternative Base Cost
User Data Alternative Base User Data
Geometric Summary
X
- Y
5 214 89 It
3 361 67 It
Station
0+00 ft
Elevations
Ground Elevation
Rim Elevation
1825 ft
1825 ft
Sump Elevation
17 00 It
Tailwater Hydraulics
Tailwater Condition
Free Outfall
Hydraulic Grade Line Out
1756 ft
System Flow Summary
•System
Total System Flow
Flow Time
System Intensity
System CA
Total Diverted Flow In
201 cfs
937 min
1 00 in/hr
1 99 acres
000 cfs
System Rational Flow
System Known Flow
System Additional Flow
Total Lost Flow
201 cfs
000 cfs
000 cfs
000 cfs
Incoming Diverted Flow
Local Diverted Flow In
Total Diverted Flow In
000 cfs
000 cfs
Global Diverted Flow In
0 00 cfs
Design Constraints Summary
Pipe Matching
Matchline Offset
Design Structure Elevation
Crowns
000 It
true
Allow Drop Structure?
Local Pipe Matching Constr
Desired Sump Depth
true
false
000 It
User Data
Date Installed
Title Bogue Sound Church Project Engineer Leonard McBryde
w \ 09-30 2008 model (1 inch per hour storm) shin The John R McAdams Company Stomi v4 1 1 [4 2014]
09/30/08 09 33 39 AM © Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

RIP RAP OUTLET PROTECTION
CALCULATION FOR EW-1&4
Attachment 2

DESIGN OF RIPRAP OUTLET PROTECTION
•
Project Bogue
Sound Church Date
September 30, 2008
Project No TMS-08000 Designer
Leonard McBryde
Pipe and Flow Data
Outlet ID
EW #1 & #4
Pipe diameter
15 in
Pipe slope
0 50%
Outlet flowrate
2 0 cfs Source of flowrate data
StormCAD
Outlet velocity
3 7 ft/sec Source of velocity data
StormCAD
Outlet pipe downstream my
1700
Tailwater elevation
1756 Source of TW elev data
Stom CAD
Zone from graph below =
1
•
Fienre A 06 b 1
25
Zone 7
20
15
10
Zone 5
Zone4 i
j
5
Lone
1
O
zone
ti
Zone2
I
I
I I
I
Q
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter (f )
• 1 Calculations based or
NCDOT Class A Ripra - 5' L x 3 75' W x 9"Thick
Zone
Material
Diameter
Thickness
Length
I Width
1
Class A
3
9_
4_ x D(o)
3 x D(o)
2
Class B
6
22
6 x D(o)
f 3 x D(o)
3
Class 1
13
22
8 x D(o)
3 x D(o)
4
Class 1
13
22
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x DIM
6
Cass II
23
27
10 x D(o)
3 x D_(o_)
7
Special
study required
NY DOT method - Pages 8 06 05 through 8 06 06 in NC Erosion Control
Manual
Design of Riprap Outlet Protection - EW I & 4 xls
9/30/2008

RIP RAP OUTLET PROTECTION
CALCULATION FOR ROADWAY
FLUMES
Attachment 3

DESIGN WORKSHEET FOR ROADWAY FLUME FLOW "O"
•
Project Name Bogue Sound Church Designer
Project Number TMS-08000 Date
ID Rip Rap Pad #I
CALCULATE TIME OF CONCENTRATION
•
Leonard McBryde 111, E 1
September 30, 2008
K=
04
KValues
Length of Flow Path =
175
feet
Overland Flow on Grassed Surfaces
20
Height of Watershed =
2
feet
Overland Flow on Paved Surfaces
04
Calculated t(c) =
09
minutes
Channel Flow in Natural Channels
1 0
Channel Flow in Mixed Urban Setting
I 1
Channel Flow in Pipes or Paved Channels
02
CALCULATE RAINFALL INTENSITY
IDF Curves for Wilmington, NC
Return Period g It Intensity
10 252 30 8 15 in/hr
CALCULATE WEIGHTED RATIONAL RUNOFF COEFFICIENT
Area - A
Description of Surface
C Value
(acres)
Grassy Areas
035
000
Wooded Areas
02
660
Disturbed Areas
06
600
_
Impervious Areas
_ _
095
025
Total
025
Weighted Rational C
0 95
CALCULATE FLOWS
From Rational Equation Q = C * I *A
Return Period Flow (cfs)
10 1 9

DESIGN OF RIPRAP OUTLET PROTECTION
•
Project Bogue Sound Church Date September 30, 2008
Project No TMS-08000 Designer Leonard McBryde
Flume and Flow Data
•
ID
Flume Width (W)
Curb Heigth (H)
Outlet flowrate (Q)
Outlet velocity
Zone from graph below =
Rip Rap Pad #2
36 in
6 in
1 9 cfs Source of flowrate data
1 3 fUsec Source of velocity data
Figure 8 06 b 1
25
Zone 7
20
Zane
6
V
15
to
j
Lone 4
5
Zone
3-
Zone 1-
j Zune
2
0
0 1 2 3 4 5 6 7 8 9 10
Flume Width (it)
11 NCDOT Class A Riprap - 12' L x 9' W x 9"Thick
Zone
Material
Diameter
Thickness
Length
Width
I
Class A
3
9
x D(o)_
3 x D(o_)
2
Class B
6
2_2
-4
6 x D(o)
x D(o)
3_
Class I
13
22
8_x_D(o)
_3
3 x D(o)
13
8 x D(o)
3 x D(o)
4
Class I
_
22
5
Class II
23
_
10 x D(o)
3 x D(o)
6
Class II
23
_27
27
10 x D(o)
3 x D(o)
_
study required
7
Special
Rational
Q/W'H
1 Calculations based on NY DOT method - Pages 8 06 05 through 8 06 06 in NC Erosion Control Manual
•
Design of Riprap Outlet Protection - Pad 1 xls
9/29/2008

DESIGN WORKSHEET FOR ROADWAY FLUME FLOW "O"
is
Project Name Bogue Sound Church Designer
Project Number TMS-08000 Date
ID Rip Rap Pad #2
CALCULATE TIME OF CONCENTRATION
•
0
Leonard McBryde I1I, E I
September 30, 2008
Use Kerpich Equation
K= 04
(USBR 1974) to
Calculate Time of Concentration - t(c)
KValues
Length of Flow Path =
225
feet
Overland Flow on Grassed Surfaces
20
Height of Watershed =
2
feet
Overland Flow on Paved Surfaces
04
Calculated t(c) =
I 2
minutes
Channel Flow in Natural Channels
1 0
Channel Flow in Mixed Urban Setting
1 I
Channel Flow in Pipes or Paved Channels
02
CALCULATE RAINFALL INTENSITY
IDF Curves for Wilmington, NC
Return Period g h Intensity
10 252 30 8 06 m/hr El
CALCULATE WEIGHTED RATIONAL RUNOFF COEFFICIENT
scripuon of Surface
Grassy Areas
Wooded Areas
Disturbed Areas
mpervious Areas
Rational C
CALCULATE FLOWS
Area - A
C Value
(acres)
035
000
02
000
06
000
095
020
Total
020
0 95
From Rational Equation Q = C * I *A
Return Period Flow (efs)
10 1 5

DESIGN OF RIPRAP OUTLET PROTECTION
•
Project Bogue Sound Church Date September 30, 2008
Project No TMS-08000 Designer Leonard McBryde
Flume and Flow Data
•
ID
Flume Width (W)
Curb Heigth (H)
Outlet flowrate (Q)
Outlet velocity
Zone from graph below =
Rip Rap Pad #2
36 in
6 in
1 5 cfs Source of flowrate data
1 0 ft/sec Source of velocity data
Figure 8 06 b 1
25
-Zone 7
20
Zone 6i
15
Zone 5
10
j
Zone 4
5
Zone 3
Zone 1
0
Zone 2
1
it/se
0 1 2 3 4 5 6 7 8 9 10
Flume Width (ft)
11 NCDOT Class A Riprap - 12' L x 9' W x 9"1 hick
Zone
Material
Diameter
Thickness
Length
Width
1 _
2_
3
4
__5
_6
7
Clas_sA_
_Class B
Class I
Cla_ss I
Class II
Class ll
3_9
6
22___
4xD(o)3xD(_o)
_6__x D(o)
3 x D(o)
_3 x D(o)
3 x_D(o)
_
_ _13 _
22_
22
8 x_D(o)
x D(o)
_13_
23
23
Special
27_
_8
10 x D(o)_
10 x D(o)
3 x D(o_)
3 x D(o)
27
study required
Rational
Q/W*H
I Calculations based on NY DOT method - Pages 8 06 05 through 8 06 06 in NC Erosion Control Manual
•
Design of Riprap Outlet Protection - Pad 2 xls
9/29/2008

DESIGN WORKSHEET FOR ROADWAY FLUME FLOW "O"
0
Project Name Bogue Sound Church Designer
Project Number TMS-08000 Date
ID Rip Rap Pad #3
CALCULATE FIME OF CONCENTRATION
•
0
Leonard McBryde 111, E I
September 30, 2008
K=
04
KValues
Length of Flow Path =
240
feet
Overland Flow on Grassed Surfaces
20
Height of Watershed =
4
feet
Overland Flow on Paved Surfaces
04
Calculated t(c) =
I (1
minutes
Channel Flow in Natural Channels
1 0
Channel Flow in Mixed Urban Setting
1 1
Channel Flow in Pipes or Paved Channels
02
CALCULATE RAINFALL INTENSITY
IDF Curves for Wilmington, NC
Return Period g h Intensity
10 252 30 8 12 in/hr
CALCULATE WEIGHTED RATIONAL RUNOFF COEFFICIENT
Area - A
Description of Surface
C Value
(acres)
Grassy Areas
035
000
Wooded Areas
0 2
0 00
Disturbed Areas
66
600
Impervious Areas
0 95
0 35
Total
0 35
Weighted Rational C
0 85
CALCULATE FLOWS
From Rational Equation Q = C * I *A
Return Period Flow (cfs)
to 27

DESIGN OF RIPRAP OUTLET PROTECTION
Project Bogue Sound Church Date September 30, 2008
Project No TMS-08000 Designer Leonard McBryde
Flume and Flow Data
ID
Flume Width (W)
Curb Heigth (H)
Outlet flowrate (Q)
Outlet velocity
Zone from graph below =
7-
Rip Rap Pad #3
36 in
6m
2 7 cfs Source of flowrate data
1 8 ft/sec Source of velocity data
1
F,Cure 9 06 b 1
25
Zone
7
20
—
Zone
6
r
15
-° to
Zone 5
i
Zone 4
5
Zone 3
Zone
I
0
i
Zone
2
0 1 2 3 4 5 6 7 8 9 10
Hume Width (it)
NCDOT Class A Ripra - 12' L x 9' W x 9"Thick
Zone
Material
Diameter
I Thickness
Length
I Width
1
Class A
3
9
4 x D(o)
3 x D(o)_
_
22
2
Class B
6_
6 x_D(o)
3 x D(o)
3
Class I
-I
__13
_22__
_8_x_D(o)
3 x D(o)
4
Class
13
22 _
8 x D(o)
3 x D(o)
5
Class II
23
27
10 x D(o)
3 x D(o)
-
6
Class II
- - -- -
23
-- -
1 27
- -- ---
10 x D(o)
--- -----
3_x_D(o)
7
Special
study required
Rational
Q / W*H
I Calculations based on NY DOT method - Pages 8 06 05 through 8 06 06 in NC Erosion Control Manual
•
Design of Riprap Outlet Protection - Pad 3 xls
9/29/2008

f�
Ditch Design
Stability Check for Established Channel - Q10
Project
TMS 08000
Performed By
Alwyn V Smith III El
Date
September 29 2008
Location
Ditch #1
Input
Land Use
Primarily Cleared
Wooded Area
0 00 acres
Grass Area
1 90 acres
Gravel Road Area
000 acres
Impervious Area
0 05 acres
Total Drainage Area
1 95 acres
C - value
037
Length of Channel
394
Heigth of Channel
2
Slope of Channel
1 00%
Left Side Slope
2 1
Right Side Slope
2 1
Bottom Width
2 75 (if trapezoidal channel)
Intensity(2)
5 9 in/hr
Intensity(10)
72 in/hr
Q2
420 cfs
010
513 cfs
Lining =
Tall Fescue
Permissible Velocity Vp =
5 ft/sec (See N C Erosion Control Manual Table 8 05a)
Avg Channel Depth =
2 It +/-
Final Condition Design (Q10)
Side Slope
Side Slope
Assumed
Actual
Iteration #
Long Slope
LT
RT
Manning n"
Velocity
Area
WP
R (Area / WP)
V' R
Manning n'
1
001
21
21
0 050
1 80
285
584
049
088
0 060
2
00100
21
2 1
0 060
1 58
325
615
053
083
0 065
3
00100
21
21
0 065
1 50
342
628
054
082
0 065
NO PERMANENT LINER REQUIRED CHANNEL IS STABLE AS GRASS LINED CHANNEL AT Q10

Stability Check for Bare Earth Channel - Q2
Protect
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Total Drainage Area
C value
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
02
TMS 08000
Alwyn V Smith III El
9/29/2008
Ditch #1
Primarily Cleared
0 acres
1 9 acres
0 acres
1 95 acres
037
Final Condition Design (Q2)
001
21
21
275
4 20 cfs
Side Slope Side Slope
Ditch Design
Assumed
Actual
Iteration # Long Slope LT RT Manning n Velocity Area WP R (Area / WP) V - R Manning n
1 001 21 21 0 050 1 70 247 552 045 076 0 065
2 001 21 21 0 065 142 296 593 050 071 0 067
If 02 bare earth channel velocity is less than 2 0 ft/sec temporary liner is not required
NO TEMPORARY LINER REQUIRED

Stability Check for Established Channel - Q10
Project
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Impervious Area
Total Drainage Area
C - value
Length of Channel
Heigth of Channel
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Intensity(2)
Intensity(10)
Q2
Q10
Lining =
Permissible Velocity Vp=
Avg Channel Depth =
TMS-08000
Alwyn V Smith III El
September 29 2008
Ditch #2
Primarily Cleared
045 acres
9 95 acres
000 acres
2 76 acres
13 16 acres
047
1020
2
1 00%
21
21
2 75 (if trapezoidal channel)
5 9 m/hr
7 2 m/hr
36 68 ds
44 76 ds
Tall Fescue
Final Condition Design (Q10)
Ditch Design
ft/sec (See N C Erosion Control Manual Table 8 05a)
It +/-
Side Slope
Side Slope
Assumed
Actual
Iteration #
Lone Slope
LT
RT
Manning n
Velocity
Area
WP
R (Area / W P)
V' R
Manning n
1
001
21
21
0 050
326
1372
11 78
1 16
380
0 037
2
00100
21
21
0 037
409
1094
1058
103
423
0 035
3
00100
21
21
0 035
424
1055
1040
101
430
0 035
NO PERMANENT LINER REQUIRED CHANNEL IS STABLE AS GRASS LINED CHANNEL AT Q10

Ditch Design
Stability Check for Bare Earth Channel - Q2
Project
TMS-08000
Performed By
Alwyn V Smith III El
Date
9/29/2008
Location
Ditch #2
Input
Land Use Primarily Cleared
Wooded Area 0 45 acres
Grass Area 9 95 acres
Gravel Road Area 0 acres
Total Drainage Area 13 16 acres
C value 047
Slope of Channel
001
Left Side Slope
21
Right Side Slope
21
Bottom Width
275
Q2 36 68 cfs
Final Condition Design (Q2)
Side Slope
Side Slope
Assumed
Actual
Iteration # Long Slope LT
RT
Manning n Velocity
Area W P R (Area / W P) V ' R Manning "n
1 001 21
21
0 050 310
11 83 1098 1 08 334 0 039
2 001 21
21
0 039 374
980 1004 098 365 0 037
If Q2 bare earth channel velocity is less than 2 0 ft/sec temporary liner is not required
TEMPORARY LINER REQUIRED - GO TO TEMP LINER TAB

Ditch Design
Temporary Liner Selection for Bare Earth Channel - 02
Protect
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Total Drainage Area
C - value
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
02
TMS-08000
Alwyn V Smith III El
9/29/2008
Ditch #2
Primarily Cleared
0 45 acres
9 95 acres
0 acres
13 16 acres
047
001
21
21
275
36 68 cfs
Temporary Liner Design (Shear Stress, Q2)
Lining Type
Manning n
y
d
s
T
Allowable T
PASS/FAIL
Jute Net
0 022
624
1 24
0 010
077
045
FAIL
Single Fiber Roving
0 021
624
1 21
0 010
076
060
FAIL
» Straw with net
0 033
624
1 51
0 010
094
1 55
PASS >> USE
Fiber with net
0 033
624
1 51
0 010
094
225
PASS
Synthetic Mat
0 025
624
1 32
0 010
082
600
PASS

•
Ditch Design
Stability Check for Established Channel - Q10
Protect
TMS-08000
Performed By
Alwyn V Smith III El
Date
September 29 2008
Location
Ditch #3
Input
Land Use
Primarily Cleared
Wooded Area
000
acres
Grass Area
036
acres
Gravel Road Area
0 00
acres
Impervious Area
0 00
acres
Total Drainage Area
0 36
acres
C value
035
Length of Channel
110
Heigth of Channel
2
Slope of Channel
1 00%
Leff Side Slope
21
Right Side Slope
21
Bottom Width
2 75 (if trapezoidal channel)
Intensity(2)
5 9 in/hr
Intensity(10)
72 in/hr
Q2
0 74 Cfs
Q10
0 91 cts
Lining = Tall Fescue
Permissible Velocity, Vp = 5 ft/sec (See N C Erosion Control Manual - Table 8 05a)
Avg Channel Depth = 2 ft +/-
Final Condition Design (Q10)
Side Slope
Side Slope
Assumed
Actual
Iteration #
Long Slope
LT
RT
Manning "n'
Velocity
Area
WP
R (Area / WP)
V - R
Manning n
1
001
21
21
0 050
1 07
085
391
022
023
0 140
2
00100
21
2 1
0 140
052
173
485
036
019
0 145
3
00100
21
21
0 145
051
178
490
036
019
0 145
NO PERMANENT LINER REQUIRED CHANNEL IS STABLE AS GRASS LINED CHANNEL AT Q10

Ditch Design
Stability Check for Bare Earth Channel - Q2
Protect TMS 08000
Performed By Alwyn V Smith III El
Date 9/29/2008
Location Ditch #3
Input
Land Use Primarily Cleared
Wooded Area 0 acres
Grass Area 0 36 acres
Gravel Road Area 0 acres
Total Drainage Area 0 36 acres
C - value 035
Slope of Channel
001
Left Side Slope
21
Right Side Slope
21
Bottom Width
275
Q2 0 74 cfs
Final Condition Design (Q2)
Side Slope
Side Slope
Assumed
Actual
Iteration # Long Slope LT
RT
Manning "n Velocity
Area WP R (Area / WP) V' R Manning n
1 001 21
21
0 050 095
078 382 020 019 0 140
2 001 21
21
0 140 049
1 51 463 033 016 0 150
If Q2 bare earth channel velocity is less than 2 0 ft/sec temporary liner is not required
NO TEMPORARY LINER REQUIRED

Stability Check for Established Channel - Q10
Project
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Impervious Area
Total Drainage Area
C - value
Length of Channel
Heigth of Channel
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Intensity(2)
Intensity(10)
Q2
Q10
Lining =
Permissible Velocity Vp=
Avg Channel Depth =
TMS-08000
Alwyn V Smith III El
September 29 2008
Ditch #4
Primarily Cleared
020 acres
130 acres
0 00 acres
000 acres
1 50 acres
034
140
2
2 00%
21
21
2 75 (if trapezoidal channel)
5 9 in/hr
7 2 m/hr
2 98 cfs
3 64 CIS
Tall Fescue
Final Condition Design (Q10)
Ditch Design
ft/sec (See N C Erosion Control Manual - Table 8 05a)
ft +/
Side Slope
Side Slope
Assumed
Actual
Iteration #
Long Slope
LT
RT
Manning n
Velocity
Area
WP
R (Area / WP)
V' R
Manning n
1
002
21
21
0 050
210
1 73
485
036
075
0 065
2
00200
21
21
0 065
1 72
212
521
041
070
0 068
3
00200
21
21
0 068
168
217
525
041
069
0 068
NO PERMANENT LINER REQUIRED CHANNEL IS STABLE AS GRASS LINED CHANNEL AT Q10

Stability Check for Bare Earth Channel - Q2
Protect
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Total Drainage Area
C - value
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Q2
TMS-08000
Alwyn V Smith III El
9/29/2008
Ditch #4
Primarily Cleared
0 2 acres
1 3 acres
0 acres
1 5 acres
034
Final Condition Design (Q2)
002
21
21
275
2 98 cfs
Ditch Design
Side Slope
Side Slope
Assumed
Actual
Iteration # Long Slope LT
RT
Manning n Velocity
Area WP R (Area / WP) V ` R Manning n
1 002 21
21
0 050 198
151 463 033 065 0 070
2 002 21
21
0 070 1 55
1 92 503 038 059 0 075
If Q2 bare earth channel velocity is less than 2 0 f /sec temporary liner is not required
NO TEMPORARY LINER REQUIRED

• • •
Stability Check for Established Channel - Q10
Protect
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Impervious Area
Total Drainage Area
C - value
Length of Channel
Heigth of Channel
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Intensity(2)
Intensdy(10)
Q2
Q10
Lining =
Permissible Velocity Vp=
Avg Channel Depth =
TMS-08000
Alwyn V Smith III El
September 29 2009
Ditch #5
Primarily Cleared
0 89 acres
439 acres
000 acres
000 acres
528 acres
033
300
2
1 30%
21
21
2 75 (if trapezoidal channel)
5 9 in/hr
7 2 m/hr
10 38 cfs
12 66 cfs
Tall Fescue
Final Condition Design (Q10)
1 Ditch Design
ft/sec (See N C Erosion Control Manual Table 8 05a)
ft +/-
Side Slope
Side Slope
Assumed
-
Actual
Iteration #
Long Slope
LT
RT
Manning "n
Velocity
Area
WP
R (Area / W P)
V' R
Manning n
1
0 013
21
21
0 050
259
489
731
067
1 73
0 040
2
00130
21
21
0 040
304
416
682
061
1 85
0 047
3
00130
21
21
0 047
270
468
718
065
1 76
0 048
NO PERMANENT LINER REQUIRED CHANNEL IS STABLE AS GRASS LINED CHANNEL AT Q10

Stability Check for Bare Earth Channel - 02
Protect
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Total Drainage Area
C - value
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
TMS-08000
Alwyn V Smith III El
9/29/2008
Ditch #5
Primarily Cleared
0 89 acres
4 39 acres
0 acres
5 28 acres
033
Final Condition Design (Q2)
0 013
21
21
275
10 38 cis
Ditch Design
Side Slope
Side Slope
Assumed
Actual
Iteration # Long Slope
LT
RT
Manning n Velocity
Area WP R (Area / WP) V' R Manning n
1 0 013
21
21
0 050 246
422 686 062 151 0 045
2 0 013
21
21
0 045 266
391 664 059 1 57 0 048
If Q2 bare earth channel velocity is less than 2 0 fUsec temporary liner is not required
TEMPORARY LINER REQUIRED - GO TO TEMP LINER TAB

Ditch Design
Temporary Liner Selection for Bare Earth Channel - Q2
Project
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Total Drainage Area
C - value
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Q2
TMS 08000
Alwyn V Smith III El
9/29/2008
Ditch #5
Primarily Cleared
0 89 acres
4 39 acres
0 acres
5 28 acres
033
0 013
21
21
275
10 38 cfs
Temporary Liner Design (Shear Stress, Q2)
Lining Type
Manning 'n"
y
d
s
T
Allowable T
PASS/FAIL
Jute Net
0 022
624
06
0 013
049
045
FAIL
Single Fiber Roving
0 021
624
058
0 013
047
060
PASS
» Straw with net
0 033
624
074
0 013
060
1 55
PASS >> USE
Fiber with net
0 033
624
074
0 013
060
225
PASS
Synthetic Mat
0 025
624
064
0 013
052
600
PASS

Ditch Design
Stability Check for Established Channel - Q10
Protect
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Impervious Area
Total Drainage Area
C value
Length of Channel
Heigth of Channel
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Intensity(2)
Intensdy(10)
02
Q10
Lining =
Permissible Velocity Vp=
Avg Channel Depth =
TMS-08000
Alwyn V Smith III, El
September 29 2008
Ditch #6
Primarily Cleared
2 05 acres
548 acres
0 00 acres
0 00 acres
7 53 acres
0 32
380
2
1 60%
21
21
2 75 (if trapezoidal channel)
59 in/hr
7 2 in/hr
14 34 cfs
17 50 cfs
Tall Fescue
5 ft/sec (See N C Erosion Control Manual - Table 8 05a)
2 ft +/
Final Condition Design (Q10)
Side Slope
Side Slope
Assumed
Actual
Iteration #
Long Slope
LT
RT
Manning n
Velocity
Area
WP
R (Area / WP)
V' R
Manning n
1
0016
21
21
0050
301
581
789
074
222
0043
2
00160
2 1
2 1
0 043
339
516
749
069
2 34
0 041
3
00160
21
21
0041
348
502
740
068
236
0041
NO PERMANENT LINER REQUIRED CHANNEL IS STABLE AS GRASS LINED CHANNEL AT Q10

• • 1
Stability Check for Bare Earth Channel - Q2
Project
Performed By
Date
Location
Input
Land Use
Wooded Area
Grass Area
Gravel Road Area
Total Drainage Area
C - value
Slope of Channel
Left Side Slope
Right Side Slope
Bottom Width
Q2
TMS-08000
Alwyn V Smith III El
9/29/2008
Ditch #6
Primarily Cleared
2 05 acres
5 48 acres
0 acres
7 53 acres
0 32
Final Condition Design (Q2)
0 016
21
21
275
14 34 cfs
Ditch Design
Side Slope
Side Slope
Assumed
Actual
Iteration # Long Slope LT
RT
Manning n" Velocity
Area WP R (Area / WP) V - R Manning n
1 0 016 21
21
0 050 285
502 740 068 1 93 0 045
2 0 016 21
21
0 045 311
462 713 065 202 0 046
If Q2 bare earth channel velocity is less than 2 0 fUsec temporary liner is not required
TEMPORARY LINER REQUIRED - GO TO TEMP LINER TAB

Ditch Design
Temporary Liner Selection for Bare Earth Channel - 02
Protect
TMS 08000
Performed By
Alwyn V Smith III El
Date
9/29/2008
Location
Ditch #6
Input
Land Use
Primarily Cleared
Wooded Area
2 05 acres
Grass Area
5 48 acres
Gravel Road Area
0 acres
Total Drainage Area
7 53 acres
C - value
0 32
Slope of Channel
0 016
Left Side Slope
21
Right Side Slope
21
Bottom Width
275
Q2 14 34 cfs
Temporary Liner Design (Shear Stress, Q2)
Lining Type
Manning "n"
y
d
s
T
Allowable T
PASS/FAIL
Jute Net
0 022
624
068
0 016
068
045
FAIL
Single Fiber Roving
0 021
624
066
0 016
066
060
FAIL
>> Straw with net
0 033
624
084
0 016
084
155
PASS >> USE
Fiber with net
0 033
624
084
0 016
084
225
PASS
Synthetic Mat
0 025
624
072
0 016
072
600
PASS

DESIGN WORKSHEET FOR CULVERT FLOW "O"
•
Project Name Bogue Sound Church Designer
Project Number TMS-08000 Date
Culvert ID Culvert #1
CALCULATE TIME OF CONCENTRATION
•
0
Leonard McBryde III, E I
September 30, 2008
Use Kerpich Equation (USBR,
K= 2
1974) to
Calculate Time of Concentration - t(c)
K Values
Length of Flow Path =
1 040
feet
Overland Flow on Grassed Surfaces
20
Height of Watershed =
8
feet
Overland Flow on Paved Surfaces
04
Calculated t(c) =
21 4
minutes
Channel Flow in Natural Channels
1 0
Channel Flow in Mixed Urban Setting
I 1
Channel Flow in Pipes or Paved Channels
02
CALCULATE RAINFALL INTENSITY
IDF Curves for Wilmington, NC
Return Period g h Intensit
10 252 1 30 1 4 90 in/hr
CALCULATE WEIGHTED RATIONAL RUNOFF COEFFICIENT
Area - A
Description of Surface
C Value
(acres) ,
Grassy Areas
035
000
Wooded Areas
_
02
_
12 82
Disturbed Areas
06
0 00
Impervious Areas
095
_
000
Total
1282
Weighted Rational C
0 20
CALCULATE FLOWS
From Rational Equation Q = C * I *A
Return Period Plow (cfs)
10 126

Culvert Calculator Report
Culvert #1
ee For Section Size
Culvert Summary
Allowable HW Elevation 2950 it
Computed Headwater Elevation 2802 ft
Inlet Control HW Elev 2802 f(
Outlet Control HW Elev 2799 it
Headwater Depth/ Height
Discharge
Tailwater Elevation
Control Type
202
1260 cis
000 It
Inlet Control
Grades
Upstream Invert
Length
2500 It
4000 It
Downstream Invert
Constructed Slope
2480 it
0005000 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
CompositeM2Pressure
Mild
Subcn ical
757 ft/s
Depth Downstream
Normal Depth
Critical Depth
Critical Slope
1 34 ft
N/A It
1 34 it
0012774 Wit
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0 013
1 50 ft
1 50 ft
llel Control Properties
Outlet Control HW Elev
Ke
2799 It
060
Upstream Velocity Head
Entrance Loss
079 it
040 ft
Inlet Control Properties
Inlet Control HW Elev,
Inlet Type
K
M
C
Y
2802 ft
Square edge w/headwall
000980
200000
003980
067000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
1 8 fit'
1
1
1
•
Protect Title Bogue Sound Church Project Engineer Leonard McBryde
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09/29/08 05 27 37 PM © Haeslad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1 of 1

DESIGN WORKSHEET FOR CULVERT FLOW "O"
•
Project Name Bogue Sound Church Designer
Project Number TMS-08000 Date
Culvert ID Culvert 42
CALCULATE TIME OF CONCENTRATION
•
0
Leonard McBryde III, E I
September 30, 2008
Use Kermch Equation
K= 2
(USBR, 1974) to
Calculate Time of Concentration - t(c)
K Values
Length of Flow Path =
605
feet
Overland Flow on Grassed Surfaces
20
Height of Watershed =
8
feet
Overland Flow on Paved Surfaces
04
Calculated t(c) =
11 5
minutes
Channel Flow in Natural Channels
1 0
Channel Flow in Mixed Urban Setting
1 I
Channel Flow in Pipes or Paved Channels
02
CALCULATE RAINFALL INTENSIFY
IDF Curves for Wilmington, NC
Return Period g h Intensity
10 252 30 6 08 in/hr
CALCULATE WEIGHTED RATIONAL RUNOFF COEFFICIENT
Area - A
Description of Surface
C Value
(acres)
Grassy Areas
0 35
000
Wooded Areas
02
1 86
Disturbed Areas
06
000
Impervious Areas
095
0 00
Total
186
Weighted Rational C
020
CALCULATE FLOWS
From Rational Equation Q = C * I *A
Return Period Flow (efs)
10 23

Culvert Calculator Report
Culvert #2
lae For Section Size
Culvert Summary
Allowable HW Elevation
2950 ft
Headwater Depth/ Height
099
Computed Headwater Elevation
2729 it
Discharge
230 cfs
Inlet Control HW Elev
2729 it
Tailwater Elevation
000 ft
Outlet Control HW Elev
2729 it
Control Type
Inlet Control
Grades
Upstream Invert
2630 it
Downstream Invert
2550 it
Length
7000 it
Constructed Slope
0011429 ft/ft
Hydraulic Profile
Profile
S2
Depth Downstream
056 ft
Slope Type
Sleep
Normal Depth
056 ft
Flow Regime
Supercritical
Critical Depth
065 ft
Velocity Downstream
508 ft/s
Critical Slope
0007318 ft/ft
Section
Section Shape
Circular
Mannings Coefficient
0 013
Section Material
Concrete
Span
1 00 it
Section Size
12 inch
Rise
100 ft
Number Sections
1
tlet Control Properties
Outlet Control HW Elev
2729 it
Upstream Velocity Head
028 it
Ke
020
Entrance Loss
006 It
Inlet Control Properties
Inlet Control HW Elev
2729 it
Flow Control
Unsubmerged
Inlet Type Groove end w/headwall
Area Full
08 ft'
K
000780
HDS 5 Chart
1
M
200000
HDS 5 Scale
2
C
002920
Equation Form
1
Y
074000
is
Project Title Bogue Sound Church Protect Engineer Leonard MCBryde
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DESIGN WORKSHEET FOR CULVERT FLOW "O"
• Project Name Bogue Sound Church
Project Number TMS-08000
Culvert ID Culvert #3
CALCULATE TIME OF CONCENTRATION
•
0
Designer Leonard McBryde 111, E I
Date September 30, 2008
K =
2
K Values
Length of Flow Path =
1 710 feet
Overland Flow on Grassed Surfaces
20
Height of Watershed =
20 feet
Overland Flow on Paved Surfaces
04
Calculated t(c) =
267 minutes
Channel Flow in Natural Channels
1 0
Channel Flow in Mixed Urban Setting
1 1
Channel Flow in Pipes or Paved Channels
02
CALCULATE RAINFALL INTENSITY
IDF Curves for Wilmington, NC
Return Period g It Intensity
10 252 30 4 44 m/hr
CALCULATE WEIGHTED RATIONAL RUNOFF COEFFICIENT
Area - A
Description of Surface
C Value
(acres)
Grassy Areas
035
000
Wooded Areas
0 2
1041
Disturbed Areas
0 6
000
Impervious Areas
095
_
2 76
Total
13 17
Weighted Rational C
036
CALCULATE FLOWS
From Rational Equation
Q = C * I *A
Flow (efs)
Return Period
209
10

Culvert Calculator Report
Culvert #3
Sive For Section Size
Culvert Summary
Allowable HW Elevation
1300 ft
Headwater Depth/ Height
049
Computed Headwater Elevation
1297 ft
Discharge
2090 cis
Inlet Control HW Elev
1290 ft
Tailwater Elevation
000 ft
Outlet Control HW Elev
1297 ft
Control Type
Outlet Control
Grades
Upstream Invert
11 50 It
Downstream Invert
11 00 ft
Length
5000 ft
Constructed Slope
0010000 ft/ft
Hydraulic Profile
Profile
S2
Depth Downstream
082 ft
Slope Type
Steep
Normal Depth
080 ft
Flow Regime
Supercritical
Critical Depth
1 02 ft
Velocity Downstream
668 ft/s
Critical Slope
0003910 ft/ft
Section
Section Shape
Circular
Mannings Coefficient
0 013
Section Material
Concrete
Span
300 ft
Section Sze
36 mch
Rise
300 ft
Number Sections
2
Aak
qIIIIIIItlet Control Properties
Outlet Control HW Elev
1297 ft
Upstream Velocity Head
037 ft
Ke
020
Entrance Loss
007 ft
Inlet Control Properties
Inlet Control HW Elev
1290 ft
Flow Control
Unsubmerged
Inlet Type Groove end w/headwall
Area Full
141 ft'
K
000780
HDS 5 Chart
1
M
200000
HDS 5 Scale
2
C
002920
Equation Form
1
Y
074000
•
Project Title Bogue Sound Church Protect Engineer Leonard McBryde
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Ec®Engineering
A division of The John R McAdams Company Inc
BOGUE SOUND CHURCH
DURHAM, NORTH CAROLINA
Final Design Calculations
for the Proposed Infiltration Basins
TMS-08000
•
September 2008
0. S
° 027476
rya' °
%�y��tiGINE�4°�G�`:
eel,
Research Triangle Park, NC [[
Post Office Box 14005
Research Triangle Park Brandon R Finch, PE
North aide Parks
2905 Senior Project Manager
Widen Parkway
Dun h Carolina 27713
800
919 28 262
919 361 2269 Fax
www ecoengrcom Design Services Focused On Client Success

BOGUE SOUND CHURCH
Final Stormwater Management Plan Design
General Description
Located north of Bogue Sound off of NC Highway 24 Just east of its intersection with Hall Road
in Carteret County, North Carolina is the proposed development known as Bogue Sound Church
Proposed development on this 7 51-acre site is the construction of a church, along with the
associated streets, parking, utilities, and other infrastructure improvements In the post -
development condition, the site will greater than 25% impervious, thus classifying it as a high -
density development
Bogue Sound Church is located within the White Oak River Basin Stormwater runoff from the
proposed development drams to both Bogue Sound and Jumping Run According to the N C
Division of Water Quality BasinWide Information Management System (BIMS), both of these
drainage features are classified as SA, HQW For this reason, development on this site must meet
the requirements of 15A NCAC 02H 1005 and 15A NCAC 02H 1006 These regulations are as
follows
Applicable Stormwater Management Regulations
I Per 15A NCAC 02H 1005 Stormwater Requirements Coastal Counties
All development activities within the coastal counties which require a stormwater
management permit in accordance with Rule 1003 of this Section shall manage
stormwater runoff as follows
• (1) development activities within the coastal counties draining to Outstanding
Resource Waters (ORW) shall meet requirements contained in Rule 1007
of this Section,
(2) development activities within one-half mile of and draining to SA waters
or unnamed tributaries to SA waters
(a) High Density Option Higher density developments shall be
permitted pursuant to Rule 1003(d)(2) of this Section if
stormwater control systems meet the following criteria
(i) no direct outlet channels or pipes to SA waters unless
permitted in accordance with 15A NCAC 2H 0126,
(n) control systems must be infiltration systems designed in
accordance with Rule 1008 of this Section to control the
runoff from all surfaces generated by the one and one-half
inches of rainfall Alternatives as described in Rule
1008(h) of this Section may also be approved if they do not
discharge to surface waters in response to the design
storm,
(m) runoff in excess of the design volume must flow overland
through a vegetative filter designed in accordance with
Rule 1008 of this Section with a minimum length of 50 feet
measured from mean high water of SA waters
0

is
II Per 15A NCAC 02H 1006
All development activities which require a stormwater management permit under Rule
1003 of this Section and are within one mile of and draining to waters classified as High
Quality Waters (HQW) shall manage stormwater runoff in accordance with the
provisions outlined in this Rule More stringent stormwater management measures may
be required on a case -by -case basis where it is determined that additional measures are
required to protect water quality and maintain existing and anticipated uses of these
waters
(1) All waters classified as WS-I or WS-II (15A NCAC 2B 0212 and 0214) and
all waters located in the coastal counties (Rule 1005 of this Section) are
excluded from the requirements of this Rule since they already have
requirements for stormwater management
Overall Manaeement ofStormwater Runoff from Bogue Sound Church
Bogue Sound Church is proposed to be permitted as a high -density project The project drams to
SA waters, meaning to qualify for low -density, the total BUA must be less than 25% However,
the site will be designed such that the maximum total built upon area (BUA) for the total project
area will exceed this threshold, thus warranting the high -density classification
In order to meet the requirements of section 15A NCAC 02H 1005, stormwater management will
consist of three (3) infiltration basins designed to infiltrate the runoff generated by all
contributing drainage area during the first one and one-half inches of rainfall Storm events
larger the one and one-half inch rainfall will bypass the infiltration basins and sheet flow through
a 50' vegetative filter strip via a level spreader The infiltration basin designs will be in
accordance with DWQ standards (per section 15A NCAC 02H 1008)
Calculation Methodoloev
Rainfall data for the Carteret County, NC region is from NOAA Atlas 14 The 2-year
rainfall depth is 4 46 inches, the 10-Year rainfall depth is 6 87 inches, and the 100-year
rainfall depth is 11 45 inches All of these storms were modeled within PondPack
Version 8 0 assuming a SCS Type III rainfall distribution Please reference the
precipitation data section within this report for additional information
2 Using maps contained within the Carteret County Soil Survey, the site soils were
determined to range from hydrologic soil group (HSG) `A' soils to HSG `C' soils Since
the method chosen to compute post -development peak flow rates and runoff volumes is
dependent upon the soil type, to allow for a more conservative design with respect to
peak flowrates, HSG `D' soil type was assumed for SCS Curve Number selection
3 The post -development time of concentration to the infiltration basins were assumed to be
5 minutes in the post -development condition This is a conservative assumption
4 The on -site topography used in the analysis is from a combination of field survey
information provided to The John R McAdams Company, Inc by Prestige Land
surveying, Inc Please refer to the post -development watershed map for more
information
5 Onsite wetlands delineation was performed by Land Management Group, Inc
• Environmental Consultants Wetlands delineation survey information was provided to
The John R McAdams Company, Inc by Prestige Land Surveying, Inc

6 Soil boring information in the vicinity of the proposed infiltration basin was provided to
16 The John R McAdams Company, Inc by Land Management Group, Inc Environmental
Consultants
7
PondPack Version 8 0, by Haestad Methods, Inc was used to generate post -development
peak flow rates and model the proposed infiltration basins
8
Velocity dissipaters/nprap plunge pools are provided at the water quality volume inlet
pipes to prevent erosion and scour in these areas The dissipaters are constructed using np
rap, underlain with a woven geotextile filter fabric The filter fabric is used to minimize
the loss of soil particles beneath the np rap apron The dissipaters are sized for the 10-
year storm event It is a permanent feature of the outlets
9
Pondpack Version 8 0, by Haestad Methods, was used to generate the stage -discharge
rating curves for the proposed infiltration basins
10
The stage -storage rating curves and stage -storage functions for the proposed infiltration
basins were all generated outside of PondPack and then input back into PondPack for
routing calculations
1 I
Water quality sizing calculations were performed in accordance with the N C
Stonnwater Best Management Practices manual (NCDENR October 2007) The water
quality volume resulting from the one and one-half inch rainfall event was sized using the
simple method The infiltration basin drawdown time was computed by dividing the
water quality volume depth in the infiltration basin by an assumed infiltration rate of 0 52
inches per hour Per DWQ design criteria, this is the minimum infiltration rate allowed
•
for an infiltration basin The actual infiltration rates at the location of the proposed basins
are much higher and range from 6 to 12 inches per hour (see enclosed soil boring data
from Land Management Group, Inc)
0

BOGUE SOUND CHURCH
TMS 08000
SUMMARY OF RESULTS
B R FINCH, PE
9/29/2008
•
Top of Dam = 2950
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max WSE
[R]
Freeboard
[It]
15"Storm (WQ Vol
026
00
2822
1 128
10 Year
234
232
28 88
062
100 Year
405
401
2906
1 044
Design Drainage Area =
18854
sf
=
043
acres
Design Impervious Area =
11013
sf
=
025
acres
% Impervious =
58 4 %
Top of Dam =
2950
ft
Design Storm IWO Vol)=
150
inches
WQ Volume=
1357
of
WQ Storm Depth=
047
fit (includes infiltration chamber only)
WQ Volume Elevation =
2847
ft (includes infiltration chamber only)
bnfiltration Basin Floor Surface Area =
2776
sf
Soils Hydraulic Conductivity=
052
in/hr
Drawdown Ttme=
113
hours
=
05
days
Bypass Weir Spillway Crest =
285
ft
Bypass WeirSpillway Leath=
5
ft
Top of Dam = 2950
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max WSE
[ft]
Freeboard
IN15'Storm
W Vol
042
00
2831
119
10 Year
445
4 30
29 08
042
100 Year
760
742
2930
020
—> FII�FRA,TION113ASIN,#2 SUMMARY
Design Drainage Area =
34722
sf
=
0 80
acres
Design Impervious Area =
23057
sf
=
053
acres
%Impervious=
664%
Top of Dam =
2950
ft
Design Storm (WQ Val)=
150
inches
WQ Volume=
2811
of
WQ Storm Depth =
058
It (includes infiltration chamber only)
WQ Volume Elevation =
28 58
R (includes infiltration chamber only)
(infiltration Basin Floor Surface Arm =
4528
sf
Sods Hydraulic Conductivity=
052
in/hr
Drawdown Tune=
143
hours
=
06
days
Bypass Weir Spillway Crest =
286
R
Bypass Weir Spillway Leath =_
_ 5
R
1 of 2

HOGUE SOUND CHURCH SUMMARY OF RESULTS B R FINCH, PE
TMS 08000 9/29/2008
46
=> IN ilaTiRA7110 BASIN 43ILOUTING RES L'TS
Top of Dam = 2300
J
Return Period
Inflow
[cfs]
Outflow
[cfs]
Max WSE
[R]
Freeboard
[R]
1 5" Storm (WQ Vol
242
0 0
1938
3 62
10 Year
1426
7 49
2161
139
100 Year
24 12
1341
2239
061
Design Drainage Area =
109856
sf
=
252
acres
Design Impervious Area =
87616
sf
=
201
acres
%Impervious=
798%
Top of Dam=
2300
It
Design Storm (WQ Vol)=
1 50
inches
WQ Volume=
10543
cf
WQ Storm Depth =
1 62
fl (includes infiltration chamber only)
WQ Volume Elevation =
1962
fl (includes infiltration chamber only)
linfiltration Basin Floor Surface Arm =
3044
sf
Soils Hydraulic Conductivity =
052
in/hr
Drawdown Time =
799
hours
=
33
days
Bypass Pipe Elevation =
198
It
Bypass Pipe Diameter =
24
inches
2 of

•
0
1
MISC SITE INFORMATION
2
PRECIPITATION INFORMATION
3
SITE SOIL INFORMATION
4
POST -DEVELOPMENT HYDROLOGIC
CALCULATIONS
5
FINAL DESIGN OF SWMF #1
6
FINAL DESIGN OF SWMF #2
7
FINAL DESIGN OF SWMF #3
8
SWMF BYPASS CHANNEL DESIGN

MISC. SITE INFORMATION
BOGUS SOUND CHURCH
TMS-08000

ConneciGIS
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Parcels (Update 9/4/2008)
OWNER HVMP LLC D/ PIN15 633604838491000 HOUSE NUMBER (7 0000000
B/A Digit EX 0000812)
S• NAME STREET TYPE CITY
MAILING ADDRESS HOUSE 1463 MAILING ADDRESS
ZIP NUMBER DIRECTION
MAILING ADDRESS HWY 24 EAST MAILING ADDRESS MAILING ADDRESS NEWPORT
STREET STREET TYPE CITY
MAILING ADDRESS NC MAILING ADDRESS ZIP 28570 MAILING ADDRESS PO
STATE BOX
TOTAL ACRES 7 534 DEED DATE 20060522 DEED BOOK 1172
DEED PAGE 386 TOWNSHIP MOREHEAD BEDROOMS 0
BATHROOMS 0 TOTAL SQUARE FEET 0 YEAR BUILT 0
CITY LIMIT LEGAL DESCRIPTION TRACT 14 W P TAYLOR LAND FIRE DISTRICT BROAD/GALES
CK FIRE
RESCUE DISTRICT BR/GALES CK MOTHER 0 CONDO
RESCUE —
PDOT 8491 STRUCTURE VALUE 0 LAND VALUE 685656
TAX VALUE 685656 OTHER VALUE 0 SALE PRICE 695000
BLT_CONDO 0 PRID 13O23BO719 ROLL _TYPE R
Noise aicuz Risk level
1 1085 feet
''FQ.b99
•
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SCALE 1 24000
0 1 MILES
0 1000 YARDS
y
a 0 1 KILOMETER
10 W
Name MANSFIELD Location 034' 44 01 35" N 076' 52 08 09 W NAD 27
Date 9/23/2008
Scale 1 inch equals 2000 feet

Name of Stream tes"Oon
cuff Gass torte Basin Stream Index #
Dubling Creek
From source to White
SA HQW
06/01/56
White Oak
20-30
Oak River
•Boathouse Creek
From source to White
SA HQW
06/01/56
White Oak
20-31
Oak River
Bogue Sound
From Hogue Inlet (from
SA ORW
O1/01/90
White Oak
20-36-(0 5)
(Including
a line running from
Intracoastal
the eastern mouth of
waterway)
Hogue Inlet to SR 1117
on the mainland) to a
line across Hogue
Sound from the
southwest side of
mouth of Gales Creek
to Rock Point
Hogue Sound From a line across SA HQW 06/01/56 White Oak 20-36-(8 5)
(Including Hogue Sound from the
Intracoastal southwest side of
Waterway to mouth of Gales Creek
Beaufort Inlet) to Rook Point to
Beaufort Inlet
Deer Creek
From source
to
Bogus
SA
ORW
01/01/90
White
Oak
20-36-1
Sound
Spooner Creek
From source
to
Hogue
SA
HQW
06/01/56
White
Oak
20-36-10
Sound
Hoop Pole Creek
From source
to
Hogue
SA
HQW
06/01/56
White
Oak
20-36-12
Sound
Money Island Bay
Entire Bay
SA
HQW
06/01/56
White
Oak
20-36-13
Money Island
From source
to
Money
SA
HQW
06/01/56
White
Oak
20-36-13-1
•Slough
Island Bay
Allen Slough
From source
to
Money
SA
HQW
06/01/56
White
Oak
20-36-13-2
Island Bay
Harbor Channel
Entire Channel
SC
06/01/56
White
Oak
20-36-14
Tar Landing Bay
Entire Bay
SA
HQW
06/01/56
White
Oak
20-36-15
Fishing Creek
From source
to
Tar
SA
HQW
06/01/56
White
Oak
20-36-15-1
Landing Bay
Fort Macon Creek
From source
to
Hogue
SA
HOW
06/01/56
White
Oak
20-36-16
Sound
Hunting Island
From source
to
Hogue
SA
HQW
06/01/56
White
Oak
20-36-2
Creek
Sound
Taylor Bay
Entire Bay
SA
ORW
O1/01/90
White
Oak
20-36-3
Goose Creek
From source
to
Hogue
SA
HQW
06/01/56
White
Oak
20-36-9
Sound
Sanders Creek
From source
to
Goose
SA
HQW
06/01/56
White
Oak
20-36-9-1
Creek
Archer Creek
From source
to
Hogue
SA
ORW
O1/01/90
White
Oak
20-36-5
(Piney Cr )
Sound
Sanders Creek
From source
to
Hogue
SA
ORW
O1/01/90
White
Oak
20-36-6
Sound
East Prong
From source
to
Sanders
SA
HQW
06/01/56
White
Oak
20-36-6-1
Sanders Cr
Creek
Sikes Branch
From source
to
East
SA
HQW
06/01/56
White
Oak
20-36-6-1-1
Prong Sanders
Creek
Page 2 of 16

Name of Stream
Descnphon
Curr Class
Date
Basin
Stream Index #
Broad Creek
From source to Bogus
SA
HOW
06/01/56
White
Oak
20-36-7
Sound
Oest Prong Broad
From source to Broad
SA
HQW
06/01/56
White
Oak
20-36-7-1
Creek
Creek
Hannah Branch
From source to West
SA
HQW
06/01/56
White
Oak
20-36-7-1-1
Prong Broad Creek
Sandy Branch
From source to Hannah
SA
HQW
06/01/56
White
Oak
20-36-7-1-1-1
Branch
Wolf Branch
From source to West
SA
HQW
06/01/56
White
Oak
20-36-7-1-2
Prong Broad Creek
East Prong Broad
From source to Broad
SA
HQW
06/01/56
White
Oak
20-36-7-2
Creek
Creek
Gales Creek
From source to Hogue
SA
HQW
06/01/56
White
Oak
20-36-8
Sound
East Prong Gales
From source to Gales
SA
HQW
06/01/56
White
Oak
20-36-8-1
Creek
Creek
Jumping Run
From source to Bogus
SA
HQW
06/01/56
White
Oak
20-36-9
Sound
Roosevelt
All of the fresh
C
SW ORW
06/01/88
White
Oak
20-36-9 5-(1)
Natural Area
waters within the
Swamp
property boundaries of
the natural area
including swamp
forest, shrub swamp
and ponds
Roosevelt
All of the saline
SA
Sw ORW
06/01/88
White
Oak
20-36-9 5-(2)
Natural Area
waters within the
boundaries of the
natural area including
•Swamp
brackish marsh and
salt marsh
NEWPORT RIVER
From source to Little
C
06/01/56
White
Oak
21-(1)
Creek Swamp
NEWPORT RIVER
From Little Creek
SA
HQW
06/01/56
White
Oak
21-(17)
Swamp to Atlantic
Ocean with exception
of Morehead City
Harbor restricted area
Smiths Swamp
From source
to
Newport
C
06/01/56
White
Oak
21-10
Branch
River
Deep Creek
From source
to
Newport
C
09/01/74
White
Oak
21-11
River
Laurel Branch
From source
to
Deep
C
09/01/74
White
Oak
21-11-1
Creek
Little Deep Creek
From source
to
Deep
C
09/01/74
White
Oak
21-11-2
Creek
Snows Swamp
From source
to
Newport
C
06/01/56
white
Oak
21-12
Branch
River
Sandy Branch
From source
to
Newport
C
06/01/56
White
Oak
21-13
River
Lodge Creek
From source
to
Newport
C
06/01/56
White
Oak
21-14
River
Page 3 of 16

r
PRE CIPI TA TION INFO"A TION
BOGUE SOUND CHURCH
TMS-08000

Precipitation Frequency Data Server Page 1 of 3
® POINT PRECIPITATION �♦��4'►�
FREQUENCY ESTIMATES � t
• FROM NOAA ATLAS 14
NORTH CAROLINA 34 672 N 76 685 W 0 feet
hove Precipitation Frequency Atlas of the United Stara NOAA Atlas 14 Volume Vernon
G M Bormm D Martin B Lin T Pareyhok M Yeks end D Rdey
NOAA National Weather Smma Sdve, Sennl, Maryland 20N
F tmcted WedSep2420 8
Confidence Limits Seasonality Loca[1on Maps Other Info GIS data Maps DOGS Return to State Map
is
Precipitation Frequency Estimates (inches)
(years)
min
lion
x
1,1
M!
!m"!
❑❑❑❑�
J sv
�
I
do
11112
31
10
that
0 48
0 76
0 95
1 31
1 63
2 03
2 20
2 66
3 16
3 66
4 21
4 78
5 52
6 28
8 47
to 50
13 o4
15 67
2�
0 56
0 90
113
156
1 96
2 47
2 67
3 22
3 83
4 46
5 11
5 79
6 65
7 53
10 09
12 47
15 44
18 51
0
0 65
1 04
1 32
1 RS
2 41
3 12
3 38
4 09
4 89
5 76
6 56
7 38
8 36
9 33
12 27
15 00
18 45
21 87
710
0 -731Efl
1'48#
2 15
2 79,
3 69
4 3 ?1
4 8-8
5 87j
6 871
7 81
8 68
9 77
10 82
14 06
17 041
20 94
24 57
25
0 83
1 32
167
2 47
3 29
4 46
4 94
6 00
7 26
8 50
9 69
10 59
11 79
12 96
16 59
F19-841
24 44
28 26
50
0 901
[jE
1 82
2 74
3 7l
Efl
5 75
7 00
8 52
9 90
11 33
12 20
13 48
14 73
18 68
22 07
27 27
31 16
100
0 971
155
1 96a
3 00
4 13
5 83
6 61I
8 07f
9 90
I 1 45
13 16
13 95
15 30
16 62
F20-861
24 35
30 23
34 12
200
I OS
166
2 10
3 26
4 58
6 59
7 55
9 26
11 43
13 I5
15-2 0
15 86
l7 26
18 65
23 16
26 71
33 33
37 12
500 I
FE
ETI
F71
El
EZ
Efl
ETI
EE
13-7 11
I5 72
18 29
EE
20 08
21 56
26 42
29 95
37 65
41 18
1000
1 22
192
2 42
3 91
5 71
8 59
10 I5
12 55
I5 75
17 91
20 96
21 34
22 46
23 97
29 06
32 48
41 12
44 32
These precipitation frequency estimates are based on aoanial dnraMneerre_ All is the Average Recurrence Interval
Please rater 0 NOAA Attxi 14 Document for more mformaoon NOTE Farmatbng forces estimates near zero to appear as zero
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** ❑5 10 IS 30 60 120 �❑6 12 24 48 ❑4 ❑7 10 20 30 45IF 60
(years) min min minLindmin min hr hr hr hr hr day day day day da day day
0 52
0 83
1 03
142
1 77
2 21
2 42
2 98
3 58
4 03
4 66
5 22
6 01
b 82
9 12
1 124
13 98
16 71
=2
0 61
0 97
122
169
2 12
2 69
2 94
3 61
4 34
4 91
5 65
6 34
7 25
8 l8
10 87
13 37
I6 55
19 73
0
0 70
1 13
1 43
2 03
2 60
3 39
3 72
4 59
5 54
6 34
7 26
8 07
9 I 1
10 14
13 23
16 09
19 79
23 32
10
0 79
126
1 60
2 32
3 02
4 00
4 42
5 48
6 65
7 54
8 62
9 51
10 65
1176
I5 16
18 28
22 47
26 17
25
0 89
142
1 80
2 67
3 55
4 83
5 40
6 71
8 20
9 32
10 67
I 1 58
12 86
14 08
17 88
21 28
26 24
30 14
50
0 97
155
196
2 96
4 01
5 56
6 28
7 81
9 59
10 84
12 46
13 35
14 71
16 02
20 15
23 69
29 33
33 27
100
I OS
168
2 12
3 24
4 47
6 33
7 22
9 00
1 I I 1
12 53
14 49
15 29
16 72
18 10
22 57
26 20
32 56
36 51
200
113
180
2 27
3 53
4 95
7 I5
8 25
10 3I
12 82
14 42
16 79117
42
18 89
2034
25 I 1
28 85
36 03
39 84
500
1 24
196
2 47
3 93
5 63
8 34
9 79
12 26
I5 37
17 30
20 31
20 66
22 10
23 64
28 78
32 47
40 94
44 44
1000
133
2 09
2 63
4 25
6 21
9 36
I 1 14
14 00
17 68
19 80
23 43
23 71
24 86
26 46
31 86
35 40
44 95
48 08
Th.. pri
bound of
the confidence
ini at
90% confidence
level
is the value
which
5%of the
simttated
ouanWe values
fw a
woven hewuenev
axe
roister than
These precipitation frequency estimates are based on a radial duration series. AM is the Average Recurrence Interval
Please re@r he NDAAMa IA DxmnM for me information NOTE FotmaNng prevents eSLmales near zero to appear as zero
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI*)� 10 15 30 60 120 �� 12 24 48 4y 7y 10 20 30 45 60
(ycgrs min min min nun min min hr IF, In hr Iv it da day day day day 11 da
�1
0 44
0 70
0 88
121
1 50
1 87
2 01
2 40
2 84
3 37
3 85
4 40
5 08
5 81
7 91
9 82
I2 21
1 773
=2
0 52
0 83
1 04
1 44
1 80
2 27
2 44
2 91
3 44
4 10
4 66
5 33
6 13
6 97
9 43
11 68
14 44
17 39
0 60
0 96
122
173
2 22
2 86
3 08
3 68
4 37
5 29
5 97
6 77
7 68
8 62
1 144
14 04
I7 23
20 50
10
0 67
I OS
136
197
2 57
3 37
3 66
4 38
5 23
6 27
7 08
7 94
8 94
9 97
13 OS
15 89
19 51
22 97
25
0 76
121
153
2 26
3 01
4 06
4 46
5 35
6 42
7 70
8 71
9 61
10 73
11 88
I5 35
18 42
22 65
26 31
50
0 82
131
166
2 50
EE
4 64
EE
6 20
7 47
8 90 1
IO o 91
10 99
12 19
13 42
17 17
20 38
25 18
28 90
100
0 89
141
1 78
2 73
3 75
5 26
5 89
7 10
8 59
10 19
11 57
12 45
13 71
15 01
19 02
22 35
27 72
31 46
200
0 95
150
189
2 94
4 I3
5 90
6 67
8 OS
9 82
1157
13 19
14 00
15 30
16 69
20 93
24 35
30 32
34 02
500
1 02
-0-91
1 62
2 04
3 24
4 65
6 79
7 80
9 46
1 159
13 56
15 56
16 25
17 52
19 Ol
23 51
25 57
27 00
F2 9-q
33 79
36 49
37 39
39 91
1000
F
E0
EE
Efl
E7j
Eil
EE
10 67
EE
I5 22
17 53
HE
HE
F20--8-71
The lower bound of the confidence interval at 904 confidence level is the value which 5 h of the simulated quantde values for a given frequency are less than

vniii 11ai �c \rcas I) u[I cc t to I't]a sell l'o.st-(-o r S [I LICI 10 1) & t micr Storrriwatcr rroc rain I, equircill ell is rage 1 of
NC Areas Subject to Phase II Post -Construction & Other Stormwater Program Requirements
Map LO(JeflG
'4K
The rf�"op , the I",1 a,ak,r*,
o� 0' ' " 008. Please Lhn th� o,k ,tlocal,)ov,,­,­t(city or :­ty) 1,1 y—Ir loclU." L.
'eofy spoc,lk ston—,k-,
­b),CT to Swrm oter PosPConstiructron
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L­ 'UU(, 4, f4(- Uivlyic r ,I Wafer
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PrnrutYuil
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IiQW0RW
Type
SA -Shellfish Waters
Notes
litti): 204.211., 19.201SLorrm,natcr/prtnt.as1)x'.'(',MD -IN I -_'6 942780520� 1 4;92)&-`t'N1IN- ',4.67()',999992549&,X%1A... T21) 2008

Precipitation Frequency Data Server
flai,,c 2 of'3
0
Text version of tables
based Point PI—pItItIll Frequency Est ... ......
1a.672 H 76.635 u o
't
23
5 7 91O 1nC. 10 eo l00 140 20n 100 5110 I0a0
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7 7 7 7
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Pf&,,units us&,,cjics=pd&stMcrw... 9,'24,12005

Precipitation Frequency Data Server
Page 3 ol'3
10,W A"70-W
401 if .a4 1
LEGEND
County Stream
Q ' Q, —,
�Mi I i Lary Area
Lake/Pond; Oc can National Park
Street Other Park
Expressway City
Highway 0 C,,r--ty,6 'S
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SITE SOIL INFORMATION
BOGUE SOUND CHURCH
TMS-08000

U S,DEPARTMENT OF AGRICULTURE
a= SOIL CONSERVATION SERVICE AND FOREST SERVICE
SOIL LEGEND
The first letter a capital Is the initial letter of the sod name The
second letter is a capital if the mapping unit is a third order unit
otherwise it is a small letter The thud letter If used %S always a
capital and shows the slope
SYMBOL NAME
AaA Altavista loamy fine no 0 to 2 percent slopes
Ag Augusta loamy fine sand
Ap Arapahoe fine sandy loam
ALB Al loamy fine Send 0 to 6 percent slopes
Be Beaches coastal
BE Beaches storm tidal
BM Belhaven muck 1/
Bn Beaches Newhan complex 0 to 30 percent slopes
By8 Baymeade fine sand 1 to 6 percent slopes
Cd
CH
CL
CnB
Co
CrB
CT
Cu
DA
De
D.
DO
0u
Fr
Goa
14'CO20L,046LG 51016 C-12004? HIS
A —> KLB
LF
Ln
Lu
Ly
MA
Mc
Mn
Mu
Nc
Nd
Ne
Nh
NOA
NoB
On
Pa
PO
Ra
Ro
C SS
SEA
T.
To
A as W
WsS
WUB
Corolla Duckston complex
Carteret santl frequently flooded I/
Carteret sand low frequently flooded 1/
Comte, loamy fine Sand 0 to 5 percent slopes
Corolla fine sand
Craven loam I to 4 percent slopes
Croatan muck 1/
Corolla Urban land complex
Dare muck 1/
Deloss fine Sandy loam
Deloss mucky loam frequently flooded
Donovan muck frequently flooded 1/
Duckston fine Sand Irequenfiyflooded
Tripp fine sand 2 to 30 percent slopes
Goldsboro loamy fine sand 0 to 2 percent slopes
Hobucken muck frequently flooded 1/
Kureb santl 0 to 6 percent slopes
Lahtte muck frequently flooded 1/
Leon sand
Leon Urban land complex
Lynchburg fine Sandy loam
Masontown mucky loam frequently flooded 1/
Mandarin Urban land complex
Mandarin sand
Murvdle mucky send
Newhan Corolla complex 0 W 30 percent slopes
Newhan fine sand dredged 2 to 30 percent slopes
Newhan Urban land complex 0 to 8 percent slopes
Newhan fine Sand 2 to 30 percent slopes
Norfolk loamy fine Send 0 W 2 percent slopes
Norfolk loamy line sand 2 to 6 percent slopes
Onslow loamy sand
Pantego fine Sandy loam
Ponzer muck 1/
Rams One sandy loam
Roanoke loam
Seabrook fine sand
State loamy line sand 0 to 2 percent slopes
Tomotley fine sandy loam
Torhunts mucky fine Sandy loam
Wando fine santl 0 to6 percent slopes
Wasda muck
al Urban land complex 0 to 6 percent slows
I/ These mapping units are third order and were designed for less
Intensive use They have and delineations that are usually larger
and more variable than others In the survey area
y CARTERET COUNTY,
OU
N
Cs
Mi
Rs
La
Ln
Fn
AD H
Sn
STAT
LAN[
[sa
ROAI
D,
Otl
Tr
RDA[
Int
i
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PIPE
Eric
FENC
(no
LEVE
Wil
All
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• Y'odt l#oe r' as 2522
9Q m7fars, Ao" Wahoi6a 28402
�0o1meofi ,°% o mAa qll'T,�a ,qmr� /�mw 3f0-452-0009
8805 °1/'iT1Waea/.1e ,4vo uw gaik 95 66 9/0-452-0060
OeWnnwryka, ,/t'Y 28408 fv c y "MA Ird
DATE September 16, 2008
SUBJECT Land & soils evaluation within of the Singleton - Taylor Tract (-8 acres) to determine general
usability for infiltration stormwater treatment systems Tract located on the north side of NC Hwy
24, W Morehead City area, Morehead Townshrp,Carteret County, North Carolina
Lat 34 73089 N, Long 76 87206 E, PIN # 633604838491000
TO Mr Tom Singleton Mr D Amos Clark, PE
HUMP LLC McAdams Company
1463 NC Hwy 24 P O Box 14005
Newport NC 28570 Research Triangle Park, NC 27709
[phone] [phone] [o], 417-2547 [m]
The land and sods of the Singleton - Taylor Tract (-8 acres) were evaluated on a qualitative basis to determine the
potential for on -site stormwater infiltration system usage Current NCDENR-DWQ "Stormwater Management" rules
•and regulations (NCAC 15-21-11- 1000) were used as guidelines in making this evaluation New and revised
NCDENR-DWQ coastal stormwater rules are tentatively scheduled to become effective October 1 2008 and are
more rigorous than current rules This is a general evaluation that consists of transacts across the tract, free -style
sods mapping and shallow borings, and qualitative estimates of the land and sod properties No quantitative on -site
or specific testing was completed as part of this evaluation
Currently, coastal stormwater must be treated by infiltration basins or an equivalent alternative method when the
proposed project is greater than 1 acre in size, has >25% impervious surfaces is within 1/2 mile of and drains
directly to Class S A Waters or their unclassified tributaries This tract appears to be located <1/2 mile from Class
S A Waters (see USGS topo) of tidal Bogue Thus, if a high density project drams to the S A classified waters of
this portion of Bogue Sound, then prescriptive engineered infiltration methods or infiltrative "best management
practices" (BMP) must be utilized for stormwater treatment on high density projects Low density projects (<25%)
do not require engineered stormwater treatment systems
Principle sod and site standards for high density development (>25% impervious) with an engineered infiltration
system are ---the infiltration system's bottom must be 2 ft or greater from the seasonal high water table, —must
be capable of complete draw -down within 5 days, ---the soil's hydraulic conductivity must be >0 52 in/hr, --
recent fill material is not usable, —historic fill materials (<1977) can be used if it meets the minimum site cntena
stated above
This tract is located on a gently rolling (1 - 6% slopes) sandy sediments, in a coastal plain geomorphic setting
Elevations are 0 - -30 ft amsl within the proposed areas evaluated (see USGS topo map) Surface and subsurface
drainage appears to be in a south or southeastern direction pending grade and location towards Bogue Sound
The tract is currently undeveloped and lighted forested, with minimal historically existing impervious surfaces found
The enclosed land & sods map shows the various land/soil types found (see sods map) The following are brief
descriptions of the land & sod types found
•The "Green" Areas (see map) are well drained sods, with deep uniform sand textures to +70 inch depths The
estimated seasonal high water static water table is +48 - 65 inches from the present surface, based upon soil

• wetness indicators and drainage features Estimated permeability is <5 — 10 min/in or +e — 12 m/hr to +70 Inch
depths from present surface, based upon sod texture and structure Sod types found are Wando These sites are
potentially usable for in -ground stormwater infiltration systems pending depth to seasonal high water table
0
The "Yellow" Areas (see map) are moderately well drained sods, with deep uniform sand textures to +70 inches
The estimated seasonal high water static water table is +30 — 47 inches from the present surface, based upon sod
wetness indicators and drainage features Estimated permeability is <5 — 10 min/in or +6 — 12 in/hr to +70 inch
depths from present surface, based upon sod texture and structure Sod types found are Wando, Onslow, and
Seabrook These sites are potentially usable for shallow to ultra -shallow placed stormwater infiltration systems
pending depth to seasonal high water table and fill site improvements
The "Brown" Areas (see map) are moderately well to somewhat poorly drained sods, with deep uniform sand
textures to +70 inch depths The estimated seasonal high water static water table is +15 — 29 inches from the
present surface, based upon sod wetness indicators and drainage features Estimated permeability is <5 — 15
minfrn or +4 — 15 in/hr to +70 inch depths from present surface, based upon sod texture and structure Sod types
found are Mandarin, Conetoe, Seabrook, Pactolus, and Leon -dry phase These sites are potentially usable for
ultra -shallow to fill site improved stormwater infiltration systems pending depth of fill site improvements and depth to
seasonal high water table
The "Pink" Areas (see map) are somewhat poorly drained soils, with moderately deep sand textures with possible
hardpan spodic horizons <40 inches of the present surface These sites are considered to be unusable for
stormwater infiltration usage due to shallow seasonal high water table indicators, high organic surfaces, poor
landscape positrons, and/or restrictive permeability indicators Estimated seasonal high / perched water table <12 —
14 inches from the present surface, based upon sod wetness indicators Estimated permeability is +5 —100 min/in
or +0 6 —12 rn/hr to +50 inch depths, based upon sod texture and structure Leon, Pactotus-wet phase, and Lynn -
haven sod types
The "Gray" Areas (see map) are potential 404 wetlands and/or 404-CAMA tidal wetlands These areas are
regulated by U S Army Corps of Engineers, and/or NCDENR-DWQ-DCM These areas cannot be filled or
massively disturbed without Federal & State permit approvals Unusable for stormwater infiltration usage
The "Blue" Areas (see map) are the open tidal and saline waters of Bogue Sound These waters appear to be
classified as S A Waters by NCDWQ The landward limits is the normal high tide line CAMA reviews all
development activities 75 ft landward of the normal high tide line Stonnwater structures are typically located +50 ft
from the mean or normal high water line
Careful planning and design should be exercised to Insure usable sod areas are reserved in the conceptual design
for any future development to allow for stormwater infiltration treatment purposes The sod areas evaluated have
slight to severe limitations for usage with on -site stormwater infiltration systems, and will be dependent upon final
locations, engineered structure utilized, and depth of the infiltrative bottoms relative to the seasonal high water table
levels We recommend using '% of the average natural permeability rate for the infiltrative stormwater system's
design rate NCDENR-DWQ is the regulatory agency over stormwater systems and has final review, approval, and
permitting authority These and other regulatory agencies must be contacted for their reviews, general
concurrences, and required permits before initiating any development activities We recommend NCDWQ to
review a pre -application plan for their general concurrence, if infiltration is to be utilized on these sites Sod logs
can be provided upon request
CV j
Larry F Baldwin, CPSS/SC ARCPACS #214 NCLSS #10

ConnectGIS
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0
E
PRELIMINARY LAND & SOILS MAP OF
THE SINGLETON - TAYLOR TRACT (-8 acres)
FOR POTENTIAL STORMWATER INFILTRATION USABILITY
Morehead City West Area - Morehead Township - Carteret Co - NC
Lat 34.73089 N, Long 76.87206 E; PIN #633604838491000
1 Deep +70 well drained, ;aody 1pik. Te, pl;Mleftal sU-o-oe-I ilU2tion usage L,inn,,wd
seasonal high water table s48 65' Csb.talcd p®rt-ei-bilay 5 10 "'olio tiii 12 Infit
to 1 ?0" depths Wands soil types
Deep I (T. I,wdrafoly vieR dpi—d, sandy sods for 111allu, tojo uil placed stormwater I"Illertien U3oq1I -.-ra[ high -Itll lahle -. �J d 7
'II-tru p,--b,fity 5 19 rr h,, 12 olh,;p, IN' depths IN211ir 0111IIIIII led
SI!;'I nk soil fly —
0-P 1 /0", 1011-11;d P-ly to -110rately well drained. sandy ,A, III potential
ultra shallow to lilt rile improved M01o"lloel Moll illien U:4agp —Illvltld "Itel 11,, 29" estimated ielle-blilly 5 15 1 -1 12 Ohr) III � 711' J,pfhs
"I -dai 1. aietpe. £e eh oll 11, PoNol- and I III, phase rof 0/p-
mGrlrfy t" somewhat -orly aroteed sandy soils wilh posidtla hardpan ';poiic '�i 'ivlh are --do,,id -o-bo for potential stortnwater ulolha;ion "aq, wlthoni
ojo, All ste, toiprovu;noos Estimatedti,uh va!,�,•li,bf, Estim
ated
..... Ited peemoibIhN 5 - 100 nimpm (10 G 12 inftr) to +50" tion;hl 1--,; I.Wolur;
,,(e phase and 1-y- have., ,oll types.
Potential 404 W,11-111 .1 MOCAMA spot iolrrlilfis lh,lt I'loy come under USACCE.
,4 C DENR DWQ DVVQ �Iie- areas cannot be filled or
disturbed Wtl—t lha proper 'Aoufl & State p--1, Those areas unsuitable for
,a csoo"'e"ofilliat— usago Leon
'Ip"n "dal ifs f B.'g,ji,S Ju td I i rflr l 11, S A Vv,1,-- CAIAA:."ill
IL Vatot ad"r— (1, it hid'.',ud ,; the '."n, "'t, kdE tin „liar
drrvmqt�
SCALE. 1 Inch = -300 "'z'v"
!all Jules rJaced & appiroximatp)
September - 2008

s .
2A ropzo�end
• Land
Management
Group, Inc.
PRELIMINARY LAND & SOILS MAP OF
THE SINGLETON - TAYLOR TRACT (-8 acres)
FOR POTENTIAL STORMWATER INFILTRATION USABILITY
Morehead City West Area - Morehead Township - Carteret Co - NC
Lat 34.73089 N, Long 76.87206 E; PIN #633604838491000
Deep -­/0 well d-ned, sandy soils for potential starmwffier Infiltration usago. Estimated
seasonal high water table +48 - 65"- Estimated permeability 5 10 minlin (+6 12 io/hr)
W.70 . depths. Wanda sail types.
- Deep -70 moderately well drained, sandy soils far potential shallow to ultra -shallow
placed stormwater Inlllhatioo usage. Estimated seasonal high water table +30 - 47'
Estimated perrncabllity 5 - 10 minViin (+6 - 12 iolhr) to +70' depths. Wande, Onslow, and
Seabrook sail types.
- Deep <70", somewhat poorly to modoratsfy well drained, sandy soils for potential
- ultra -shallow to fill site improved stormwater infiltration usage. Estimated scas.ri,l high
water table +'15 - 2, Estimated permeablltty 5 - 15 minho (+4 - 12 in/hr) to +70- depths.
Mandan", Course., Seabrook, Pnotolus, and Leon -dry phase soil types.
Poorly to somewhat poorly drained, sandy soils with possible hardpan spathe horizons
which are considered unusable for potential stefmwater Infiltration usage without
major till site Improvements. Estimated seasonal high perched water table <12 - 14".
Estimated permeability 5 - 100 min/in (-10.6 - 12 In/hr) to +50" depths. Leon, Pact -'us -
wet phase, and Lynn -haven soil types.
Potential 404 wetlands or 404/CAMA tidal wetlands that may come under USACOE,
-... NCDENR-DWO-DWO jurisdictions. These areas cannot be filled or massively
disturbed witheutthe proper Federal & State permits- I"here areas unsuitable for
stormwater infiltration usage. Leon
Open tidal waters of P 7ue Sound classified as S.A. W ters C'AMA reviews all
develop activities 75 fI Iandwa d of the nom I high fide line. Stormwaor
,tru,tum, are +50 it from the normal high tide line
Appre mate locations of proposed stormwater infiltration system, per McAdams
concepipe! drawings
App-o met,, dascriCed Sail Curing location
SCALE: 1 Inch = -300 Feet
(all lines paced & approximate)
September - 2008

•
•
J
BOGUE SOUND CHURCH
TMS-08000
HYDROLOGIC CALCULATIONS
To SWMF #1
Cover Condition
SCS CN
Comments
Impervious
98
Open
80
Assume good condition
Wooded
77
Assume good condition
©.M NT-P,
_> To Infiltration Basin
A Watershed Breakdown
Measured Onsite Impervious from Roadway/Parking Lot =
Measured Onsite Impervious from Sidewalks =
Measured Onsite Imperviousfrom Buildings =
Measured Onsite Impervious from Retaining Walls =
Onsite Future Impervious =
BR Finch, PE
JW Caldwell, PE
9/29/2008
11,013 square feet
025 acres
0 square feet
000 acres
0 square feet
000 acres
0 square feet
000 acres
0 square feet
000 acres
Contributing Area
SCS CN
Area (Acres)
Comments
On -site open
80
0 18
Assume good condition
On -site impervious
98
025
-
On -site wooded
77
000
Assume good condition
On -site pond
100
060
Off -site open
80
0 00
Assume good condition
Off -site im ervtous
98
000
-
Off -site wooded
77
TOO
Assume good condition
Total area = 014 Acres
0 000 -k Square Miles
Composite SCS CN =
Total Watershed % Impervious = 580,E
B Time of Concentration Information
Assume the time of concentration is equal to 5 minutes (CONSERVATIVE)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
00500 hours
Time Increment = 087 minutes (= 0 29*SCS Lag) `
2008-09-24 PostDev-HECHMSInputs As
To SWMF #1

•
•
ROGUE SOUND CHURCH HYDROLOGIC CALCULATIONS
TMS-08000 To SWMF #2
SCS @URUF1 }sIiS MUMS
Cover Condition
SCS CN
Comments
impervious
98
-
Open
80
Assume good condition
Wooded
77
Assume good condition
_> To Infiltration Basin
A Watershed Breakdown
BR Finch, PE
JW Caldwell, PE
9/29/2008
Measured Onsite Imperviousfrom Roadway/Parking Lot = 23,057 square feet
053 acres
Measured Onsue Impervious from Sidewalks = 0 square feet
000 acres
Measured Onsne Imperviousfrom Buildings =
Measured Onsite Imperviousfrom Retaining Walls =
Onsite Future Impervious =
0 square feet
000 acres
0 square feet
0 00 acres
0 square feet
0 00 acres
Contributing Area
SCS CN
Area (Acres)
Comments
On -site open
80
027
Assume good condition
On -site impervious
98
053
On -site wooded
77
000
Assume good condition
On -site pond
100
000
Off -sue open
80
060
Assume good condition
Off -site im ernous
98
000
-
Off -site wooded
77
000
Assume good condition
7 otal area = OT&0 Acres
Q 1r245qa Square Miles
Composite SCS CN = 92g
Total Watershed % Impervious = 667
B Time of Concentration Information
Assume the time of concentration is equal to 5 minutes (CONSERVATIVE)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6• Tc)
00500 hours
Time Increment = 087 minutes (= 0 29'SCS Lag)
2008-09-24 PostDev-HECHMSInputs xls
To SWMF #2

•
•
•
BOGUE SOUND CHURCH
TMS-08000
HYDROLOGIC CALCULATIONS
To SWMF #3
Cover Condition
SCS CN
Comments
Impervious
98
Open
80
Assume good condition
Wooded
77
Assume good condition
_> To Infiltration Basin
A Watershed Breakdown
BR Finch, PE
JW Caldwell, PE
9/29/2008
Measured Onsue Impervious from Roadway/Parking Lot/Court = 52,122 square feet
120 acres
Measured Onsite Imperviousfrom Sidewalks = 2,328 square feet
0 05 acres
Measured Onsite Impervious from Buildings = 29,166 square feet
= 067 acres
Measured Onsite Impervious from Retaining Walls =
Onsite Future Impervious =
0 square feet
000 acres
4,000 square feet
009 acres
Contributing Area
SCS CN
Area (Acres)
Comments
On -site open
80
0 51
Assume good condition
On -site impervious
98
201
-
On -site wooded
77
000
Assume good condition
On -site pond
100
000
Off -site open
80
000
Assume good condition
Off -site impervious
98
000
-
Off -site wooded
77
000
Assume good condition
Total area =
;2,,,+�525g5 ,°s -
Acres
0 003$;44 '
Square Myles
Composite SCS CN =
Total Watershed % Impervious =
B Time of Concentration Information
Assume the time of concentration is equal to 5 minutes (CONSERVATIVE)
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
00500 hours
Time Increment = 087 minutes = 0 29*SCS La
2008-09-24 PostDev-HECHMSInputs As
To SWMF #3

To SWMF#1
a
_a
p
IB-F-8#I
N
�A
To SW MF4r2
ti
a
_n
N
IB-FB#lw
or
N
N
MA
W
N
N
3
To SWMF#3
14
ti
IB#3w
0
W
co
`<
N
N
s�.
IB#3
W ov ¢uvr jg4 rA SctFE NAIX

Table of Contents 1
Table of Contents
•
++*+*+***+*x****++++++ MASTER SUMMARY **+++++++++++++++++x++
Watershed Master Network Summary 1 01
****************** DESIGN STORMS SUMMARY ********+++++++++++
Carteret County WQV
Design Storms 2 01
++++++++++++++++++++++ CN CALCULATIONS **+++++++++++++++++++
TO SWMF #1
Runoff CN-Area
3
01
TO SWMF #2
Runoff CN-Area
3
02
TO SWMF #3
Runoff CN-Area
3
03
+++++++++++++++++++++++ POND VOLUMES
+++++++++++++++++++++++
IB#1
Vol Elev-Area
4
01
IB#2
Vol Elev-Area
4
02
IB#3
Vol Elev-Area
4
03
IB- FB#1
Vol Elev-Area
4
04
IB-FB#2
Vol Elev-Area
4
05
++++++++++++++++++++ OUTLET STRUCTURES *****++++++++++++++++
IB#1 - 12 Outlet Input Data 5 01
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Table of Contents 11
Table of Contents (continued)
IB#1
- Dam
Outlet
Input
Data
5
03
•
IB#2
- 12
Outlet
Input
Data
5
05
IB#2-
Dam
Outlet
Input
Data
5
07
IB#3
- Bypass
Outlet
Input
Data
5
09
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2009

Type Master Network Summary Page 1 01
Name Watershed
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
•
E
•
MASTER DESIGN STORM SUMMARY
Network Storm Collection Carteret County
Total
Depth Rainfall
Return Event in Type
WQV 1 5000 Synthetic Curve
---------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= 000 cfs +/-
Max Iterations = 35 loops
ICPM Time Step = 3 00 min
Output Time Step = 3 00 min
ICPM Ending Time = 2100 00 min
-----------------------------
RNF ID
----------------
TypeIII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall +Node=Diversion )
(Trun= HYG Truncation Blank=None L=Left R=Rt LR=Left&Rt)
Return
HYG Vol
Node ID
Type
Event
ac-ft Trun
IB#1
POND
1
015
IB#1
OUT
POND
1
000
IB#2
POND
1
034
IB#2
OUT
POND
1
000
IB#3
IN
POND
1
197
IB#3
OUT
POND
1
000
*IB#3 OUTFLOW
JCT
1
000
IB- FB#1
POND
1
024
IB- FB#1
OUT
POND
1
015
IB-FB#2
POND
1
053
IB-FB#2
OUT
POND
1
034
*TO IB#1
JCT
1
000
*TO IB#2
JCT
1
000
TO SWMF #1
AREA
1
024
TO SWMF #2
AREA
1
053
Qpeak
min
729 00
3 00
732 00
3 00
726 00
417 00
3 00
726 00
729 00
726 00
732 00
3 00
3 00
726 00
726 00
Fr -AV iNFL-o�lTO
13AS,^K OJRM/G
pf-Ar w«LoL-j reo" GAS,%NS
Dv2t^Xa .JQ, Cvf-W
Max
x WSEL Pond Storage
ft ac-ft
28 22 015
28 31 034
9 38 197
28 24 002
28 31 010
PEAL' �c ESA nuJS
0v2 nG V4fVo"'
"am -N# y raof as-S
1,4A„ ) r"f B-CPASS
eL.r,/ARw,S
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM
Date 9/29/2008

•
•
Type Master Network Summary Page 1 02
Name Watershed
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
-------------------------------
ICPM CALCULATION TOLERANCES
-------------------------------
Target Convergence= 000 cfs +/-
Max Iterations = 35 loops
ICPM Time Step = 3 00 min
Output Time Step = 3 00 min
ICPM Ending Time = 2100 00 min
-------------------------------
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
('Node=Outfall +Node=Diversion )
(Trun= HYG Truncation Blank=None L=Left R=Rt LR=LeftSRt)
Max
Return HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node ID Type Event ac-ft Trun
min
cfs
ft ac-ft
----------------- ---- ---------------- --
TO SWMF R3 AREA 1 197
726 00
_
2 92
___ ------------
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

•
•
Type Design Storms Page 2 01
Name Carteret County Event 1 yr
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\
Storm TypeIII 29hr Tag WQV
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = WQV
Carteret County
Data Type, File ID = Synthetic Storm TypeIII 29hr
Storm Frequency = 1 yr
Total Rainfall Depth= 1 5000 in
Duration Multiplier = 1
Resulting Duration = 1990 00 min
Resulting Start Time= 00 min Step= 6 00 min End= 1440 00 min
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Runoff CN-Area Page 3 01
Name TO SWMF #1
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
RUNOFF CURVE NUMBER DATA
•----------------------------------------------------------------
•
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres 8C %UC CN
------------- ---- - _____ ----- --__--
Impervious 98 250 98 00
Open 80 180 80 00
COMPOSITE AREA & WEIGHTED CN ---> 430 90 97 (90)
SIN 6217012070C3 The John R> McAdams Company
Pond Pack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Runoff CN-Area
Name TO SWMF N2
Page 3 02
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
•
•
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Impervious 98 530 98 00
Open 80 270 80 00
COMPOSITE AREA 6 WEIGHTED CN ---> 800
91 93 (92)
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM
Date 9/29/2008

Type Runoff CN-Area Page 3 03
Name TO SWMF k3
File X \Pro9ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
RUNOFF CURVE NUMBER DATA
i-----------------------------------------------------------------
•
Impervious
Area Ad3ustment Ad3usted
Soil/Surface Description CN acres %C %UC CN
_____ _____ _ --- ------
Impervious 98 2 010 98 00
Open 80 510 80 00
COMPOSITE AREA 6 WEIGHTED CN ---> 2 520 94 36 (94)
I
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Vol Elev-Area
Page 4 01
Name IB#1
File X \Projects\TMS\TMS-08000\Storm\SWM
Permit
Submittal\TMS-08000
PPW
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
•
____ (ft)(sqin)---'_(sq
28 00 -----
ft)
-----------
2776
(sq ft)
_----------
0
(ac-ft)
---------
000
(ac-ft)
____
000
28 50 -----
3116
8833
034
034
29 00 -----
3478
9886
038
072
29 50 -----
3845
10980
042
114
•
•
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq rt (Areal*Area2))
where EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1 EL2 respectively
Volume = Incremental volume between EL1 and EL2
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type
Vol
Elev-Area
Page 4 02
Name
IBH2
File
X \Pro3ects\TMS\TMS-08000\Storm\SWM
Permit
Submittal\TMS-08000
PPW
Elevation
Planlmeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)(sq_
in)-'--(sq
ft)(sq
ft)
(ac-ft)
(ac-ft)
•
28
00
-----
4528
0
000
000
28
50
-----
5038
14342
055
055
28
60
-----
5142
15270
012
067
29
00
-----
5565
16056
049
116
29
50
-----
6111
17508
067
183
•
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq rt (Areal*Area2))
where EL1 EL2 = Lower and upper elevations of the increment
Areal,Axea2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type
Vol
Elev-Area
Page 4 03
Name
IBR3
File
X \Pro3ects\TMS\TMS-08000\Storm\SWM
Permit
Submittal\TMS-08000
PPW
Elevation
Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
----- ____-------------------
(sq in)
(sq ft)
(sq ft)
(ac-ft)
(ac-ft)
• 18
00
-----
___------------
5299
-----------
0
__----------
000
______
000
19
00
-----
6685
17936
137
137
20
00----
7828
21747
166
304
21
00
-----
9027
25261
193
497
22
00
-----
10282
28943
221
718
23
00
-----
11596
32797
251
969
•
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq it (Areal*Azea2))
where EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2 respectively
Volume = Incremental volume between EL1 and EL2
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Vol
Elev-Area
Page 9 09
Name IB-
FBN1
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000
PPW
Elevation
Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
(ft)
---- ---------------------------
(sq in)
(sq ft)
-----------
(sq ft)
-----------
(ac-ft)
------------
(ac-ft)
-------
• 28 00
-----
297
0
000
000
28 50
-----
351
892
003
003
29 00
-----
472
1230
005
008
29 50
-----
610
1619
006
014
is
•
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq rt (Areal*Area2))
where EL1 EL2 = Lower and upper elevations of the increment
Areal Area2 = Areas computed for EL1 EL2 respectively
Volume = Incremental volume between EL1 and EL2
0
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Vol E1ev-Area
Page 4 05
Name IB-FB#2
File X \Pro3ects\TMS\TMS-08000\Storm\SWM
Permit
Submittal\TMS-08000
PPW
Elevation Planimeter
Area
Al+A2+sgr(A1*A2)
Volume
Volume Sum
•
(ft) (sq in)
28 00 -----
(sq ft)
1331
(sq ft)
0
(ac-ft)
000
(ac-ft)
000
28 50 -----
1587
4371
017
017
28 60 -----
1640
4840
004
020
29 00 -----
1864
5252
016
037
29 50 -----
2165
6038
023
060
•
11
POND VOLUME EQUATIONS
Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq it (Areal*Area2))
where EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN 6217012070C3 The John R> McAdams Company
Pond Pack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 01
Name IB#1 - 12"
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
REQUESTED POND WS ELEVATIONS
•
Min Elev = 28 00 ft
Increment = 10 ft
Max Elev = 29 50 ft
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall El, ft E2, ft
______---------------- ---------
Culvert-Circular BA ---> TW 28 000 29 500
TW SETUP, US Channel
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 02
Name IBR1 - 12"
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
•
0
•
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Structure Type
= Culvert -Circular
------------------------------------
No Barrels
= 2
Barrel Diameter
= 1 0000
ft
Upstream Invert
= 28 00
ft
Dnstream Invert
= 28 00
ft
Horiz Length
= 17 00
ft
Barrel Length
= 17 00
ft
Barrel Slope
= 00000
ft/ft
OUTLET CONTROL DATA
Mannings n =
Ke =
Kb =
Kr =
HW Convergence =
INLET CONTROL DATA
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D)
Slope Factor =
0130
5000 (forward entrance loss)
031279 (per It of full flow)
5000 (reverse entrance loss)
001 +/- ft
1
0098
2 0000
03980
6700
1 160
1 307
- 500
Use unsubmerged inlet control Form 1 equ below T1 elev
Use submerged inlet control Form 1 equ above T2 elev
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 6 T2
At Tl E1ev = 29 16 ft ---> Flow = 2 75 cfs
At T2 Elev = 29 31 ft ---> Flow = 3 19 cfs
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 03
Name IB#1 - Dam
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
REQUESTED POND WS ELEVATIONS
• Min Elev = 28 00 ft
Increment = 10 ft
Max Elev = 29 50 ft
J
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall E1, ft E2 ft
----------------- -------------------- ---------
Weir-Rectangular WR ---> TW 29 500 29 500
TW SETUP DS Channel
SIN 6217012070C3 The John R> McAdams Company
Pondeack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data
Name IB#1 - Dam
Page 5 09
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
•
•
•
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
----------------
# of Openings
Crest Elev
Weir Length
Weir Coeff
Weir TW effects
= WR
= Weir-Rectangular
-_-_-____-1_______
29 50 ft
= 30 00 ft
= 2 600000
(Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum
Iterations=
30
Min
TW
tolerance =
01
ft
Max
TW
tolerance =
01
ft
Min
HW
tolerance =
01
ft
Max
HW
tolerance =
01
ft
Min
Q
tolerance =
10
cfs
Max
Q
tolerance =
10
cfs
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 05
Name IB#2 - 12
File X \Pro]ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
REQUESTED POND WS ELEVATIONS
• Min Elev = 28 00 It
Increment = 10 ft
Max Elev = 29 50 ft
•
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
o--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall E1 ft E2 ft
----------------- - -------------------------
Culvert-Circular BA ---> TW 28 000 29 500
TW SETUP, IS Channel
0
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 06
Name IB#2 - 12"
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
•
\J
•
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Structure Type
------------------------------------
= Culvert -Circular
No Barrels
= 2
Barrel Diameter
= 1 0000
ft
Upstream Invert
= 28 00
ft
Dnstream Invert
= 28 00
ft
Boris Length
= 17 00
ft
Barrel Length
= 17 00
ft
Barrel Slope
= 00000
ft/ft
OUTLET CONTROL DATA
Mannings n =
Ke =
Kb =
Kr =
HW Convergence =
INLET CONTROL DATA
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
Slope Factor =
0130
5000 (forward entrance loss)
031274 (per ft of full flow)
5000 (reverse entrance loss)
001 +/- ft
1
0098
2 0000
03980
6700
1 160
1 307
- 500
Use unsubmerged inlet control Form 1 equ below T1 elev
Use submerged inlet control Form 1 equ above T2 elev
In transition zone between unsubmerged and submerged inlet control
interpolate between flows at T1 s T2
At Tl Elev = 29 16 ft ---> Flow = 2 75 cfs
At T2 Elev = 29 31 ft ---> Flow = 3 14 cfs
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 07
Name IB42- Dam
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
REQUESTED POND WS ELEVATIONS
• Min Elev = 28 00 ft
Increment = 10 ft
Max Elev = 29 50 ft
•
•
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall El, ft E2, ft
------ ------------------ ---------
Weir-Rectangular WR ---> TW 29 500 29 500
TW SETUP, DS Channel
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

•
•
•
Type Outlet Input Data Page 5 08
Name IB#2- Dam
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev = 29 50 ft
Weir Length = 30 00 ft
' Weir Coeff = 2 600000
Weir TW effects (Use ad]ustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum
Iterations=
30
Min
TW
tolerance =
01
ft
Max
TW
tolerance =
01
ft
Min
HW
tolerance =
01
ft
Max
HW
tolerance =
01
ft
Min
Q
tolerance =
10
cfs
Max
Q
tolerance =
10
cfs
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type Outlet Input Data Page 5 09
Name IB#3 - Bypass
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000 PPW
•
REQUESTED POND WS ELEVATIONS
Min Elev = 18 00 ft
Increment = 10 ft
Max Elev = 23 00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall El, ft E2, ft
----------------- ---- ------ -------- _--------
Culvert-Circular BA ---> TW 19 800 23 000
TW SETUP US Channel
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Type
Outlet Input Data
Page 5 10
Name
IB#3 - Bypass
File
X \Pro3ects\TMS\TMS-08000\Stoxm\SWM
Permit Submittal\TMS-08000
PPW
OUTLET STRUCTURE
INPUT DATA
•
Structure ID
= BA
Structure Type
------------------------------------
= Culvert -Circular
No Barrels
= 1
Barrel Diameter
= 2 0000
ft
Upstream Invert
= 19 80
ft
Dnstream Invert
= 17 00
ft
Horiz Length
= 201 00
ft
Barrel Length
= 201 02
ft
Barrel Slope
= 01393
ft/ft
OUTLET CONTROL DATA
Mannings n
= 0130
Ke
= 1 2000
(forward
entrance loss)
Kb
= 012411
(per ft
of full flow)
Kr
= 1 2000
(reverse
entrance loss)
HW Convergence
= 001
+/- ft
INLET CONTROL DATA
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
Slope Factor =
1
0098
2 0000
03980
6700
1 153
1 300
- 500
Use unsubmerged inlet control Form 1 equ below T1 elev
Use submerged inlet control Form 1 equ above T2 elev
• In transition zone between unsubmerged and submerged inlet control
interpolate between flows at T1 s T2
At T1 Elev = 22 11 ft --> Flow = 15 55 cfs
At T2 Elev = 22 40 ft ---> Flow = 17 77 cfs
•
Structure ID = TW
Structure Type = TW SETUP DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum
Iterations=
30
Min
TW
tolerance =
01
It
Max
TW
tolerance =
01
It
Min
HW
tolerance =
01
ft
Max
HW
tolerance =
01
ft
Min
Q
tolerance =
10
cfs
Max
Q
tolerance =
10
cfs
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

Appendix A A-1
Index of Starting Page Numbers for ID Names
----- I ---_-
IB#1 4 01
IB#1 - 12 5 01
IB#1 - Dam 5 03
IB#2 9 02
IB#2 - 12' 5 05
IB#2- Dam 5 07
IB#3 4 03
IB#3 - Bypass 5 09
IB- FB#1 4 04
IB-FB#2 4 05 3 01 3 02 3 03
----- W -----
Watershed 1 01
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 56 PM Date 9/29/2008

• • •
To SWMF
IB-F6zt1
lJ
0
To SWMF
D
a
a_
N
IB-FB#2 w
To SWMF
941, .
D
n
a
w
IB#3 w
w
La
co
m
IB#3 gYvnsS
to-YR 'lm-v¢ QOJTv G
w wrtL�Df4 SNSM6�

Table of Contents
Table of Contents
*+***++++++xx+++++++++ MASTER SUMMARY **x+x+x+++++++++++++++
Watershed Master Network Summary 1 01
x+++x++x+x++++++++ DESIGN STORMS SUMMARY *******************
Carteret County 10-YR
Design Storms
2
01
+++++++++++++++++++x++ CN CALCULATIONS
****+++>+>+++++++++++
TO SWMF #1
Runoff CN-Area
3
01
TO SWMF #2
Runoff CN-Area
3
02
TO SWMF #3
Runoff CN-Area
3
03
+++++++++++++++++++++++ POND VOLUMES ++++x++++++x+>+++++++++
IB#3
Vol Elev-Area
4
01
IB- FB#1
Vol Elev-Area
4
02 ,
IB-FB#2
Vol Elev-Area
4
03
********************
OUTLET STRUCTURES
************++++++++x
•
IS #1 - Overflow
Outlet Input Data
5
01
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Table of Contents
ii
•
•
Table of Contents (continued)
Composite Rating Curve 5 03
IB H2 - Overflow Outlet Input Data 5 09
Composite Rating Curve 5 06
IBg3 - Bypass Outlet input Data 5 07
Composite Rating Curve 5 09
5/N 6211012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Master Network Summary Page 1 01
Name Watershed
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-10&100 PEW
•
•
•
MASTER DESIGN STORM SUMMARY
Network Storm Collection Carteret County
Total
Depth Rainfall
Return Event in Type RNF ID
____ __ _____________
10-YR 6 8700 Synthetic Curve TypeIII 24hr
100-YR 11 4500 Synthetic Curve TypeIII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall +Node=Diversion )
(Trun= HYG Truncation Blank=None L=Left R=Rt LR=Left&Rt)
Return
HYG
Vol
Node ID
________
Type
Event
ac-ft Trun
*IB#1 BYPASS
____
JCT
______
10
__________
204
*IB#1 BYPASS
JCT
100
366
*IB#2 BYPASS
JCT
10
395
*IB#2 BYPASS
JCT
100
698
IB#3
IN
POND
10
1
293
IB#3
IN
POND
100
2
251
IB#3
OUT
POND
10
1
292
IB#3
OUT
POND
100
2
249
*IB#3 BYPASS
JCT
10
1
292
*IB#3 BYPASS
JCT
100
2
249
IB- FB#1
IN
POND
10
204
IB- FB#1
IN
POND
100
366
IB- FB#1
OUT
POND
10
204
IB- FB#1
OUT
POND
100
366
IB-FB#2
IN
POND
10
395
IB-FB#2
IN
POND
100
698
IB-FB#2
OUT
POND
10
395
IB-FB#2
OUT
POND
100
698
TO SWMF 41
AREA
10
204
TO SWMF #1
AREA
100
366
TO SWMF #2
AREA
10
395
TO SWMF 02
AREA
100
698
TO SWMF #3
AREA
10
1
293
TO SWMF #3
AREA
100
2
251
Qpeak
min
726 00
726 00
726 00
726 00
726 00
726 00
735 00
732 00
735 00
732 00
726 00
726 00
726 00
726 00
126 00
726 00
726 00
726 00
726 00
726 00
726 00
726 00
726 00
726 00
Max
Qpeak
Max WSEL Pond Storage
cfs
__
___71(t2
ft ac-ft
210-YR
------------
ovrLww �o
LE./EL SPP•EADE.2S
61 360
39
545
2
34
4
05
2
32
2
003
4
01
29 06
005
4
45
7
60
4 30
7 42
2 34
4 05
4 45
7 60
14 26
24 12
020
030
pg" Ec rF -n DNri
6vE�ff
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM
Date 9/29/2008

•
Type Design Storms Page 2 01
Name Carteret County Event 10 yr
File X \Protects\TMS\TMS-08000\Storm\SWM Permit Submittal\
Storm TypeIII 24hr Tag 10-YR
DESIGN STORMS SUMMARY
Design Storm File,ID = Carteret County
Storm Tag Name = 10-YR
Data Type, File, ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 6 8700 in
Duration Multiplier = 1
Resulting Duration = 1440 00 min
Resulting Start Time= 00 min Step= 6 00 min End= 1440 00 min
Storm Tag Name = 100-YR
Data Type, File ID = Synthetic Storm TypeIII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 11 4500 in
Duration Multiplier = 1
Resulting Duration = 1440 00 min
Resulting Start Time= 00 min Step= 6 00 min End= 1440 00 min
S/N 6217012070C3 The John R> McAdams Company
Pond Pack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Runoff CN-Area Page 3 01
Name TO SWMF H1
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-106100 PPW
RUNOFF CURVE NUMBER DATA
•--------------------------------------------------------------------------
•
•
Impervious
Area Ad3ustment Ad3usted
Soil/Surface Description CN acres 9C %UC CN
--------- ------------- ----- ---- ------
Impervious 98 250 98 00
Open 80 180 80 00
COMPOSITE AREA 6 WEIGHTED CN ---> 430 90 47 (90)
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/200B

Type Runoff CN-Area
Name TO SWMF #2
Page 3 02
0
•
•
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-105100 PPW
RUNOFF CURVE NUMBER DATA
--------------------------------------------------------------------------
Impervious
Area Ad3ustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ------------- ----- ----- ------
Impervious 98 530 98 00
Open 80 270 80 00
COMPOSITE AREA a WEIGHTED CN ---> 800
91 93 (92)
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM
Date 9/29/2008

•
•
•
Type Runoff CN-Area Page 3 03
Name TO SWMF #3
File X \Pr03ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-10s100 PEW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
____ ------------- ---- --------- ----- ----
Impervious 98 2 010 98 00
Open 80 SID 80 00
COMPOSITE AREA 5 WEIGHTED CN ---> 2 520 99 36 (94)
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type
Vol Elev-Area
Page 4 01
Name
IB#3
File
X \Projects\TMS\TMS-08000\Storm\SWM
Permit
Submittal\TMS-08000-105100
PPW
Elevation Planimeter
Area
Al+A2+sgr(A1'A2)
Volume
Volume Sum
•
(ft) (sq in)
--_-----------------------------
(sq ft)
(sq ft)
0
(ac-ft)
-----------
(ac-ft)
—
19
80-----
7595
000
000
20
00 -----
7828
23134
035
035
21
00 -----
9027
25261
193
229
22
00 -----
10282
28943
221
450
23
00 -----
11596
32797
251
701
•
•
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) ' (EL2-EL1) ' (Areal + Area2 + sq it (Areal'Area2))
where EL1 EL2 = Lower and upper elevations of the increment
Areal Area2 = Areas computed for EL1, EL2 respectively
Volume = Incremental volume between EL1 and EL2
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Vol
Elev-Area
Page 4 02
Name IB-
FB#1
File X \Protects\TMS\TMS-08000\Storm\SWM
Permit
Submittal\TMS-08000-106100
PPW
Elevation
Planimeter
Area
Al+A2+sgr(Al'A2)
Volume
Volume Sum
(ft)
(sq in)
(sq ft)
(sq ft)
(ac-ft)
(ac-ft)
28 50_____3510
•
000000____
29 00
-----
472
1230
005
005
29 50
-----
610
1619
006
O11
•
•
POND VOLUME EQUATIONS
' Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) - (Areal + Area2 + sq rt (Areal*Areal))
where ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
0
SIN 6217012070C3 The John R> McAdams Company
Pond Pack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Vol Elev-Area
Page 4 03
Name IB-FBH2
File X \Projects\TMS\TMS-08000\Storm\SWM
Permit Submittal\TMS-08000-105100
PPW
Elevation Planimeter
Area
Al+A2+sgr(A1'A2)
Volume
Volume Sum
(ft) Isq in)
(sq It)
(sq ft)
lac-ft)
lac-ft)
•
________________________________________________________________________
28 60 -----
1640
0
000
000
29 00 -----
1864
5252
016
016
29 50 -----
2165
6038
023
039
•
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq rt (Areal*Area2))
where EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2 respectively
Volume = Incremental volume between EL1 and EL2
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Outlet Input Data Page 5 01
Name IS #1 - Overflow
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-106100 PPW
REQUESTED POND WS ELEVATIONS
• Min Elev = 28 50 ft
Increment = 10 ft
Max Elev = 29 50 ft
•
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall E1 ft E2, ft
-----------------------------------
Weir-Rectangular WR ---> TW 28 500 29 500
TW SETUP DS Channel
a
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Outlet Input Data Page 5 02
Name IR #1 - Overflow '
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-106100 PPW
•
•
•
OUTLET STRUCTURE INPUT DATA
Structure ID = WR
Structure Type = Weir -Rectangular
------------------------------------
# of Openings = 1
Crest Elev = 28 50 It
Weir Length = 5 00 It
Weir Coeff = 2 600000
Weir TW effects (Use ad3ustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
--------------'_—_-----------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum
Iterations=
30
Min
TW
tolerance =
01
It
Max
TW
tolerance =
01
ft
Min
HW
tolerance =
01
ft
Max
HW
tolerance =
01
ft
Min
Q
tolerance
10
cfs
Max
Q
tolerance =
10
cfs
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Composite Rating Curve
Name IB kl - Overflow
Page 5 03
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-106100 PPW
***** COMPOSITE OUTFLOW SUMMARY ****
• wSElev, Total Q
-----------
Elev
Q
ft
cfs
28
50
00
28
60
41
28
70
1
15
28
80
2
11
28
90
3
24
29
00
4
50
29
10
5
90
29
20
7
40
29
30
9
00
29
40
10
70
29
50
12
48
is
Notes
_____ Converge _________________________
TW Elev Error
ft +/-ft Contributing Structures
_____ _____ --------------------------
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WE
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Outlet Input Data Page 5 09
Name IS #2 - Overflow
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-106100 PPW
•
•
REQUESTED POND WS ELEVATIONS
Min Elev = 28 60 ft
Increment = 10 ft
Max Elev = 29 50 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall E1 ft E2, ft
----------------- -----------------------------
Weir-Rectangular WR ---> TW 28 600 29 500
TW SETUP, IS Channel
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Outlet Input Data
Name IB #2 - Overflow
Page 5 05
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-105100 PPW
•
•
•
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-----------------
# of Openings
Crest Elev
Weir Length
Weir Coeff
Weir TW effects
= WR
= Weir -Rectangular
-----------------
1
28 60 It
= 5 00 ft
2 600000
(Use adjustment equation)
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum
Iterations=
30
Min
TW
tolerance =
01
ft
Max
TW
tolerance =
01
ft
Min
HW
tolerance =
01
ft
Max
HW
tolerance =
01
ft
Min
Q
tolerance =
10
cfs
Max
Q
tolerance =
10
cfs
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Composite Rating Curve
Name IB 02 - Overflow
Page 5 06
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-10s100 PPW
***** COMPOSITE OUTFLOW SUMMARY ****
• WS Elev, Total Q
Elev Q
ft cfs
28
60
00
28
70
91
28
80
1
15
28
90
2
11
29
00
3
29
29
10
9
50
29
20
5
90
29
30
7
90
29
90
9
00
29
50
10
70
•
•
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
Free Outfall WR
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Outlet Input Data Page 5 07
Name IB#3 - Bypass
File X \Pro3ects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-10s100 PPW
•
•
REQUESTED POND WE ELEVATIONS
Min Elev = 19 80 ft
Increment = 10 ft
Max Elev = 23 00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No Outfall E1, ft E2, ft
----------------- ----------- --------- --------
Culvert-Circular BA ---> TW 19 800 23 000
TW SETUP US Channel
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type Outlet Input Data Page 5 08
Name IB#3 - Bypass
File X \Projects\TMS\TMS-08000\Storm\SWM Permit Submittal\TMS-08000-106100 PPW
,0
•
•
OUTLET STRUCTURE INPUT DATA
Structure ID
= BA
Structure Type
------------------------------------
= Culvert -Circular
No Barrels
= 1
Barrel Diameter
= 2 0000
ft
Upstream Invert
= 19 80
ft
Dnstream Invert
= 17 00
It
Horiz Length
= 201 00
ft
Barrel Length
= 201 02
It
Barrel Slope
= 01393
ft/ft
OUTLET CONTROL DATA
Mannings n =
Ke =
Kb =
Kr =
HW Convergence =
INLET CONTROL DATA
Equation form =
Inlet Control K =
Inlet Control M =
Inlet Control c =
Inlet Control Y =
T1 ratio (HW/D) _
T2 ratio (HW/D) _
Slope Factor =
0130
1 2000 (forward entrance lossl
012411 (per ft of full flow)
1 2000 (reverse entrance loss)
001 +/- It
1
0098
2 0000
03980
6700
1 153
1 300
- 500
Use unsubmerged inlet control Form 1 equ below Tl elev
Use submerged inlet control Form 1 equ above T2 elev
In transition zone between unsubmerged and submerged inlet control
interpolate between flows at T1 & T2
At T1 Flee = 22 11 ft ---> Flow = 15 55 cfs
At T2 Elev = 22 90 ft ---> Flow = 17 77 cfs
Structure ID = TW
Structure Type = TW SETUP US Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES
Maximum
Iterations=
30
Min
TW
tolerance =
01
ft
Max
TW
tolerance =
01
ft
Min
HW
tolerance =
01
ft
Max
HW
tolerance =
01
ft
Min
Q
tolerance =
10
cfs
Max
Q
tolerance =
10
cfs
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Type
Composite
Rating Curve
Page 5 09
Name
IB#3
- Bypass
File
X \Pro3ects\TMS\TMS-08000\Storm\SWM
Permit Submittal\TMS-08000-106100 PPW
***** COMPOSITE OUTFLOW
SUMMARY ****
•
WS Elev,
Total
Q
Notes
_______________
_
________ Conve
Converge
_________________________
Elev
Q
TW Elev Error
ft
cfs
ft +/-ft
Contributing Structures
________
19
80
_______
00
________ _____
Free Outfall
__________________________
None contributing
19
90
03
Free Outfall
BA
20
00
11
Free Outfall
BA
20
10
25
Free Outfall
BA
20
20
44
Free Outfall
BA
20
30
68
Free Outfall
BA
20
40
98
Free Outfall
BA
20
50
1
31
Free Outfall
BA
20
60
1
70
Free Outfall
BA
20
70
2
12
Free Outfall
BA
20
80
2
58
Free Outfall
BA
20
90
3
08
Free Outfall
BA
21
00
3
62
Free Outfall
BA
21
10
4
19
Free Outfall
BA
21
20
4
79
Free Outfall
BA
21
30
5
42
Free Outfall
BA
21
40
6
07
Free Outfall
BA
21
50
6
74
Free Outfall
BA
21
60
7
44
Free Outfall
BA
21
70
8
16
Free Outfall
BA
21
80
8
89
Free Outfall
BA
21
90
9
64
Free Outfall
BA
22
00
10
39
Free Outfall
BA
22
10
11
15
Free Outfall
BA
22
20
11
92
Free Outfall
BA
22
30
12
70
Free Outfall
BA
22
40
13
47
Free Outfall
BA
22
50
14
24
Free Outfall
BA
22
60
15
01
Free Outfall
BA
•
22
70
15
77
Free Outfall
BA
22
80
16
53
Free Outfall
BA
22
90
17
28
Free Outfall
BA
23
00
18
02
Free Outfall
BA
•
SIN 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM Date 9/29/2008

Appendix A
Index of Starting Page Numbers for ID Names
IB #1 - Overflow 5 01, 5 03
IB #2 - Overflow 5 04, 5 06
IB#3 4 01
/• IB#3 - Bypass 5 07, 5 09
IB- FB#1 4 02
IB-FB#2 4 03, 3 01, 3 02, 3 03
_____ W -----
Watershed 1 01
•
•
S/N 6217012070C3 The John R> McAdams Company
PondPack Ver 8 0058 Time 5 59 PM
A-1
Date 9/29/2008

FINAL DESIGN OF SWMF #1
BOGUE SOUND CHURCH
TMS-08000

.:
0
FOREBAY/FLOW
DIVERSION
CHAMBER
In
m,
f�
1
/
�W
-7
\�
CIO
\ I
Lo
/
I•
\
/ /
/I
1
I I I
II II
•
II
I
II
it
I
/
I
11
II it
\1 I
II
I I
I
9 1
2
II
II I
\
I1
I 1
II
II
m
II
11 I
/
/
\ -TOP
28
M =-�9 so
(8- FT
WIDE _ MIN_
0
0
H:�;iorc.��mr
30 0 15 30 60
I inch = 30 ft
FOREBAY/FLOW DIVERSION CHAMBER
CONTOUR AREA (SF)
280 247
285 351
290 472
295 610
INFILTRATION CHAMBER
CONTOUR AREA (SF)
280 2.776
285 3,116
290 3,478
295 3,845
� 1 0
LA
10
\ \ Crtl I
II s� III
I IIIv f�l I III
1111111 � I I I IIIuI
I v I I I
1, I
INFILTRATION
CHAMBER
FLOOR = 28 00
„r 1 I o
/ I
II
I
1
po
II
� � I
I
NO n,Os-oe000 BOGUE SOUND CHURCH ® THE ANY, R McADAMS
rMsoa000-Ex �L7�y�,� COMPANY, INC
1"-30' CAR EDl'�� /"\OTTITlY, 7� C ENGINEERS/PLANNERS/SURVEYOEL4
..FT TRA71ONl� ASS IN #1 -- GRADING
IPA P RESEARCH 1 TRIANGLE PPET/09ARK N4005
09-29-2008 [phone]

BOGUE SOUND CHURCH INFILTRATION BASIN B R FINCH PE
TMS-08000 SWMF #1 9/26/2008
•
0
Staee-Storage Function
Project Name
Hogue Sound Chumh
Designer
B R Finch PE
Job Number
TMS 08000
Date
9/26/2008
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S S Fxn
(feet) (feet) (SF) (SF)
(CF)
4117l
(f,, t)
2800
20
2776
1
2850
03
3116
1473
050
2900
1 0
3478
3297
1649
3122
0 99
2950
1 5
3845
3662
1831
4952
1 1 51
Storage vs Stage
6000
5000
y = 3150 1 x"ois
u 4000
R' = 0 9998
rn 3000
n
`o
2000
1000
0
00 05 10 15 20
Stage (feet)
Ks = 3150 1
b = 1 1015

BOGUE SOUND CHURCH
TMS 08000
INFILTRATION BASIN
SWMF #I
B R FINCH, PE
9/26/2008
•
_> Stage - Storage Function
Ks= 31501
b= 1101D
Zo= 280
Elevation
[feet]
Storage
Storage - Worst
[cq
[acre-feet]
[acre-feet]
28
0
0 000
282
535
0 012
284
1148
0 026
285
1468
0 034
0 000
286
1795
0 041
0 007
288
2464
0 057
0 023
29
3150
0 072
0 039
292
3851
0088
0 055
294
4563
0 105
0 071
295
4924
0 113
0 079

BOGUE SOUND CHURCH
TM S-08000
•
a
•
INFILTRATION BASIN
SWMF #1-Forebay
Stage -Storage Function
Project Name
Bogue Sound Church
Designer
B R Finch PE
Job Number
TMS 08000
Date
9/26/2008
B R FINCH PE
9/29/2008
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S-S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
2800
20
247
2850
03
351
299
150
150
050
2900
1 0
472
412
206
355
098
2950
1 5
610
541
271
626
1 52
Storage vs Stage
700 —
600
y = 364 ix, 2973
500 R2 = 0 9991
LL
m
400
rn
c 300
200
100
0
00 05 10 15 20
Stage (feet)
Ks = 3641
b = 12973

BOGUE SOUND CHURCH INFILTRATION BASIN B R FINCH, PE
TMS 08000 SWMF#1-Forebay 9/29/2008
•
•
•
_> Stage - Storage Function
Ks = 364 1
b = 12973
Zo = 280
Elevation
[feet]
Storage
Storage - Worst
[cf]
[acre-feet[
[acre-feet]
28
0
0 000
-
282
45
0 001
_
284
111
0003
28 5
148
0 003
0 000
286
188
0 004
0 001
28 8
273
0 006
0 003
29
364
0 008
2205
292
461
0 011
0 007
294
563
0013
0010
295
616
0014
0011

ROGUE SOUND CHURCH INFILTRATION BASIN CALCULATIONS
TMS-08000 SWMF 91
B R FINCH, PE
9/29/2008
>> Determmahon of Water Quality Volume (WQ v)
•
WQ v = (P)(R v)(A)112
where,
WQv= water quality volume (m acre-ft)
Rv = 0 05+0 009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data
Total area, A =
043
acres
Impervious area =
025
acres
Percent impervious cover, I =
584
%
Rainfall, P =
15
inches
Calculated values
Rv= 0 58
WQv= 003 acre ft
0 37 acre -inches
1357 of
�> Drawdown Calculations
Per the NCDENR handbook 'Stormwater Best Management Practices" (October 2007) drawdown of the
•stormwater runoff shall occur within 5 days using a minimum infiltration rate of 0 52"per hour
Input data
WQv= 1357 of
Stage I Storage Data
Infiltration Chamber Ks =
31501
b=
110tD
Zo =
28 00
Vol in 1 5" Rainfall=
1357 cult
Assumed Infiltration Rate = 0 52 in/hr
= 0 0433 ft/hr
Calculated values
Depth of WQv in Basin = 047 ft
559 inches
EL = 2847 ft
SA of Bottom Basin Contour = 2776 sq ft
Drawdown Time 113 hours
05 days
•

BOGUE SOUND CHURCH SWMF #1 B R FINCH, PE
TMS-08000 9/29/2008
F777TVEL SPREADER DESIGN CALCULATIONS
Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non -erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip The level spreader length
should be designed such that during the 10-year storm event, an non -erosive velocity (in this case,
5 feet per second maximum) is released from the level spreader into the vegetated filter strip The
required level spreader length can be computed using the weir equation
Level Spreader Length Calculation ==>
10-Year Storm Peak Flowrate Q10 = 232 cfs
Weir Coefficient, Cw = 30
Design Flow Depth on Level Spreader 2/3'H = 4 inches
Corresponding Driving Head on Level Spreader H = 6 inches
Required Level Spreader Length = 2 feet
Calculation of Level Spreader Exit Velocity
As previously mentioned the level spreader should be designed such that a non -erosive velocity is
released from the level spreader into the vegetated filter strip The velocity exiting the level spreader
can be computed using the continuity equation Q=VA
10-Year Storm Peak Flowrate, Q10 = 232 cfs
Design Level Spreader Length = 2 feet
Design Flow Depth on Level Spreader 2/3`H = 4 inches
Flow Area (Level Spreader L ' 2/3'H) = 073 square feet
Computed Level Spreader Exit Velocity = 318 feet/second
•

FINAL DESIGN OF SWMF #2
BOGUE SOUND CHURCH
TMs-08000

16
1
"o
1
,
\
\ 1
\
1 1
1
1 1
1
1
/
I
1
1
1
1
1
,
1
,
I
1
1
1
\1
1
1
I
I
I I
� I
I 1
1 I
I I
\-
I
1
11
I
I
I
Ilrn
1
I
11
\ 1
i
1
I
i
1
0
x
GRAPHIC SCALE
30 0 15 30 60
I Inch = 30 ft
FOREBAY/FLOW DIVERSION CHAMBER
CONTOUR AREA (SF)
280 1,331
285 1 587
286 1 640
290 1 864
295 2,165
INFILTRATION CHAMBER
CONTOUR AREA (SF)
280 4,528
285 5,038
286 5,142
290 5,565
295 6,111
I
0
0
IINFILTRATION
CHAMBER
FLOOR = 28 00
FOREBAY/FLOW
DIVERSION
CHAMBER
Roj � N TMS-08000 ® THE JOHN R McADAMS
MI NAME. TMS08000-Ex BOGUS SOUND CHURCH COMPANY, INC
ENGINEERSC Ly, 17=3U CARTERS` COuMY, 1� C RESEARCH TRIANGLE
RIA NN6R5/SURVEYORS
v l.i - G 1 I lr li P O BOX 4005 I PARK, NC
DATE 09-29-2008 INFII.1'RAIION BASIN #2 -GRADING PLAN P i BOX uoos ZIP znou-"oos
(ala) xl—soon

BOGUE SOUND CHURCH INFILTRATION BASIN B R FINCH, PE
TMS-08000 SWMF #2 9/26/2008
•
'•
State -Storage Function
Project Name
Hogue Sound Church
Designer
B R Finch, PE
Job Number
TMS 08000
Date
9/26/2008
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
2800
00
4528
2850
05
5038
4783
2392
2392
050
2860
06
5142
5090
509
2901
060
2900
1 0
5565
5354
2141
5042
099
2950
1 5
6111
5838
2919
7961
1 51
Storage vs Stage
9000 —
8000
7000
y = 5081 8x' ON
LL 6000
R2 = 0 9999
m 5000
a
1° 4000
`o
w 3000
2000
1000
0
00 05 10 15 20
Stage (feet)
Ks = 5081 8
b = 1 094

HOGUE SOUND CHURCH INFILTRATION BASIN B R FINCH, PE
TMS 08000 SWMF #2 9/26/2008
•
•
0
_> Stage - Storage Function
Ks = 5081 8
b = 1 094
Zo = 280
Elevation
[feet]
Storage
Storage - Worst
1cl1
[acre-feet]
[acre-feet]
28
0
0 000
28 2
874
0 020
284
1865
0 043
-
28 6
2906
0 067
0 000
28 8
3981
0 091
0 025
29
5082
0 117
0 050
292
6204
0 142
_
0 076
294
7343
0 169
_
0 102
295
7919
1 0 182
0 115

BOGUE SOUND CHURCH INFILTRATION BASIN B R FINCH PE
TMS 08000 SWMF #2-Forebay 9/29/2008
Stage -Storage Function
1•
•
0
Project Name
Bogue Sound Church
Designer
B R Finch, PE
Job Number
TMS08000
Date
9/26/2008
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S-S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet)
2800
00
1331
2850
05
1587
1459
730
730
050
2860
06
1640
1614
161
891
060
2900
1 0
1864
1752
701
1592
099
2950
1 5
2165
2015
1007
2599
l 51
Storage vs Stage
3000
2500
y = 1612 6x1 1553
LL 2000 R2 = 0 9997
U
rn 1500
R
O
1000
500
0
00 05 10 15 20
Stage (feet)
Ks = 1612 6
b = 11553

BOGUE SOUND CHURCH
TMS-08000
INFILTRATION BASIN
SWMF #2-Forebay
B R FINCH, PE
9/29/2008
•
0
_> Stage - Storage Function
Ks= 16126
b= 1 1553
Zo= 280
Elevation
[feet)
Storage
Storage- Worst
[cf]
[acre feet]
[acre-feet]
28
0
0 000
282
251
0 006
284
559
0 013
286
894
0 021
0 000
28 8
1246
0 029
0 008
29
_
1613
0 037
0 017
292
1991
0 046
0 025
294
2379
0 055
0 034
295
2576
0 059
0 039

ROGUE SOUND CHURCH INFILTRATION BASIN CALCULATIONS
TMS-08000 SWMF #2
B R FINCH, PE
9/26/2008
> Determrnntmn o'Water Quality Volume (WQ v)
WQ v = (P) (R v) (A)/12
where,
WQv= water quality volume (m acre-ft)
Rv= 0 05+0 009(I) where I is percent impervious cover
A = area in acres
P = rainfall (m inches)
Input data
Total area, A =
080
acres
Impervious area=
0 53
acres
Percent impervious cover, I =
664
%
Rainfall, P =
1 5
inches
Calculated values
Rv=
0 be
WQv=
006
acre ft
=
077
acre inches
=
281t
cf
�- > Drawdo_wn_ Calculations_ J
Per the NCDENR handbook 'Stormwater Bert Management Practices" (April 1999) drawdown of the
•stormwater runoffshall occur withm 5 days using a minimum infiltration rate of 0 52"per hour
Input data
WQv= 2811 cf
Stage /Storage Data
Infiltration Chamber Ks = c081 8
b = t 0940
Zo = 2800
Vol in 1 5" Rainfall = 2811 cu ft
Assumed Infiltration Rate = 052 in/hr
= 0 0433 ft/hr
Calculated values
Depth of WQv in Basin = 0 58 ft
698 inches
EL= 2858 ft
SA of Bottom Basin Contour = 4528 sq ft
Drawdown Time = 143 hours
06 days

BOGUE SOUND CHURCH SWMF #2 B R FINCH, PE
TMS-08000 9/29/2008
LEVEL SPREADER DESIGN CALCULATIONS
Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non -erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip The level spreader length
should be designed such that during the 10-year storm event an non -erosive velocity (in this case,
5 feet per second maximum) is released from the level spreader into the vegetated filter strip The
required level spreader length can be computed using the weir equation
Level Spreader Length Calculation ==>
10-Year Storm Peak Flowrate, Q10 = 430 cfs
Weir Coefficient, Cw = 30
Design Flow Depth on Level Spreader 2/3'H = 4 inches
Corresponding Driving Head on Level Spreader, H = 6 inches
Required Level Spreader Length = 4 Ifeet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non -erosive velocity is
released from the level spreader into the vegetated filter strip The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA
• 10-Year Storm Peak Flowrate, Q10 = 430 cfs
Design Level Spreader Length = 4 feet
Design Flow Depth on Level Spreader, 2/3`H = 4 inches
Flow Area (Level Spreader L ' 2/3'H) = 1 35 square feet
Computed Level Spreader Exit Velocity = 318 feet/second

•
E
FINAL DESIGN OF SWMF #3
BOGUE SOUND CHURCH
TMS-08000

ml!E N9 TMS-08000
ILeNAY6 TMS08000-Ex BOGUE SOUND CHURCH
SCAM 1"-30 CARTERET COUNTY, NC
DATE 09-29-2008 WILIRAMON BASIN #3 - GRADING PIAN
THE JOHN R. McADAMS
COMPANY, INC
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
PO BOX 14003 ZIP M09-4005
(9I9) 361-MOO

BOGUE SOUND CHURCH INFILTRATION BASIN B R FINCH PE
TM 5-08000 SWMF #3 9/29/2008
Stage -Storage Function
• Protect Name Bogue Sound Church
Designer B R Finch, PE
Job Number TMS 08000
Date 9/26/2008
•
0
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S S Fxn
(fcct) (feet) (SF) (SF)
(CF)
(CF)
(feet)
1800
0-0—T
5299
1900
1 0
6685
5992
5992
5992
1 02
2000
20
7828
7257
7257
13249
1 96
2100
30
9027
8428
8428
21676
295
2200
40
10282
9655
9655
31331
399
2300
so
11596
10939
10939
42270
5 11
Storage vs Stage
45000
40000
35000 y = 5866 9x' 20%
R2 = 0 999
LL 30000
u 25000
a
1O 20000
0
n 15000
10000
5000
0
00 10 20 30 40 50 60
Stage (feet)
KS = 5866.9
b = 1.2099

BOGUE SOUND CHURCH
TMS 08000
INFILTRATION BASIN
SWMF #3
B R FINCH, PE
9/29/2008
•
•
_> Stage - Storage Function
Ks = 58669
b = 1 2099
Zo= 180
Elevation
[feet]
Storage
Storage - Worst
[cf]
]acre-feet]
(acre-feet]
18
0
0 000
-
18 2
837
0 019
184
1936
0 044
-
18 6
3162
0 073
-
18 8
4479
0 103
-
19
5867
0 135
-
19 2
7315
0 168
-
194
8815
0202
-
19 6
10360
0 238
-
19 8
11947
0 274
0 000
20
13571
0 312
0 037
202
15230
0 350
0 075
204
16921
0 388
0 114
_
206
18642
0 428
0 154
208
20390
0 468
0 194
21
22166
0 509
0 235
21 2
23966
0 550
0 276
21 4
25790
0 592
0 318
21 6
27636
0 634
0 360
21 8
29505
0 677
0 403
22
31394
0 721
0 446
22 2
33303
0 765
0 490
224
35231
0 809
0 535
226
37177
0 853
0 579
22 8
39142
0 899
0 624
23
41 124
0 944
0 670

BOGUE SOUND CHURCH INFILTRATION BASIN CALCULATIONS
TMS-08000 SWMF #3
B R FINCH, PE
9/29/2008
•
_> Ihternnnation of!Later _Qualrty Volume (WQ v)
WQ v = (P)(R v)(A)/12
where,
WQv= water quality volume (m acre-ft)
Rv= 0 05+0 009(I) where I is percent impervious cover
A = area in acres
P = rainfall (m inches)
==> To North Inlet
==> To South Inlet
Input data
Input data
Total area, A =
1 58
acres
Total area, A =
060
acres
Impervious area =
147
acres
Impervious area =
054
acies
Percent impervious cover, I =
933
%
Percent impervious cover, I =
89 2
%
Rainfall, P=
15
inches
Rainfall, P=
15
inches
Calculated values
Calculated values
Rv=
089
Rv=
08D
WQv=
0 18
acre-ft
WQv=
006
acre ft
=
2 10
acre -inches
=
0 77
acre inches
=
7641
cf
—
2791
cf
==> Direct to Basin
Input data
Total area, A =
034
acres
Impervious area =
000
acres
Percent impervious cover, I =
I I
%
Rainfall, P =
15
inches
Calculated values
Rv =
006
WQv=
000
acie ft
=
003
acre -inches
=
112
cf
Total WQ Volume = 10>43 of
= 024 acre-ft
290 acre -inches

BOGUS SOUND CHURCH INFILTRATION BASIN CALCULATIONS
TMS-08000 SWMF #3
B R FINCH, PE
9/29/2008
=>Drawdown Calculakons
•Per the NCDENR handbook 'Stormwater Best Management Practices" (April 1999) drawdown of the
stormwater runoffshall occur within 5 days using a minimum infiltration rate of 0 52"per hour
•
•
Input data
WQv= 10543 cf
Stage I Storage Data
Infiltration Chamber Ks = D866 9
b = 12099
Zo = 18 00
Vol in 1 5" Rainfall = 10543 cu ft
Assumed Infiltration Rate = 0 52 m/hr
= 0 0433 ft/hr
Calculated values
Depth of WQv in Basin= 1 62 ft
1948 inches
EL = 19 62 It
SA of Bottom Basin Contour= 3044 sq It <=Area of Infiltration portion ofBasun
Drawdown Time = 79 9 hours
3 3 days

BOGUE SOUND CHURCH SWMF #3 B R FINCH, PE
CMS-08000 9/29/2008
LEVEL SPREADER DESIGN CALCULATIONS
• Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non -erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip The level spreader length
should be designed such that during the 10-year storm event an non -erosive velocity (in this case,
5 feet per second maximum) is released from the level spreader into the vegetated filter strip The
required level spreader length can be computed using the weir equation
Level Spreader Length Calculation ==>
10-Year Storm Peak Flowrate Q10 = 749 cfs
Weir Coefficient Cw = 30
Design Flow Depth on Level Spreader 2/3'H = 4 inches
Corresponding Driving Head on Level Spreader H = 6 inches
Required Level Spreader Length = 7 Ifeet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non -erosive velocity is
released from the level spreader into the vegetated filter strip The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA
10-Year Storm Peak Flowrate Q10 =
749
cfs
Design Level Spreader Length =
•
7
feet
Design Flow Depth on Level Spreader 2/3`H =
4
inches
Flow Area (Level Spreader L " 2/3'H) =
235
square feet
Computed Level Spreader Exit Velocity = 318 feet/second
0

BOGUE SOUND CHURCH
TMS-08000
B R FINCH, PE
9/30/08
•
•
0
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe
flow Q in cfs 7 49 Flow depth (ft) = 0 76
slope S in % 1 18 Outlet velocity (fps) = 6 867
pipe diameter D in in 24
Manning number n 0 013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (11)
200
Outlet velocity (tps)
6 87
Apron length (ft)
1200
AVG DIAM STONE
THICKNESS
(inches) CLASS
(inches)
3 A
9
>>6 B
22 a<
13 B or 1
22
23 2
27
CALCULATION
Minimum TW Conditions W = Do + 0 4*La
=200'+12'*04
=68ft
CONCLUSION
USE NCDOT CLASS `B' RIP RAP
12'L x TW x 22" THK

(o
(0
SWMF BYPASS CHANNEL DESIGN
BOGUESOUND CHURCH
TMS-08000

re
/ •
I •
Table 8 05a
Maximum Allowable Design Velocihesl
for Vegetated Channels
Typical Soll
Grass Lining
Permissible Velocity
Channel Slope Characterlstics2
for Established Grass
Application
Lining (ft/sec)
0-5%
Easil Erodible
Berma "ass
50
on p as is
a esudcue
4 5
(Sands & Silts)
Bahiagrass
45
Kentucky bluegrass
45
Grass legume mixture
35
Erosion Resistant
Bermudagrass
60
Plastic
Tall fescue
5 5
(Clay mixes)
Bahiagrass
5 5
Kentucky bluegrass
5 5
Grass -legume mixture
45
5-10% Easily Erodible
Bermudagrass
45
Non plastic
Tall fescue
4 0
(Sands & Sifts)
BZagrass
4 0
Kentucky bluegrass
4 0
Grass -legume mixture
30
Erosion Resistant
Bermudagrass
5 5
Plastic
Tall fescue
5 0
(Clay Mixes)
Bahiagrass
5 0
Kentucky bluegrass
5 0
Grass -legume mixture
3 5
>10 % Easily Erodible
Bermudagrass
3 5
Non plastic
Tall fescue
25
(Sands & Silts)
Bahiagrass
2 5
Kentucky bluegrass
2 5
Erosion Resistant
Bermudagrass
4 5
Plastic
Tall fescue
3 5
(Clay Mixes)
Bahiagrass
3 5
Kentucky bluegrass
3 5
Source USDA-SCS Modified
NOTE 'Permissible Velocity based on 10 yr storm peak runoff
2Soil erodibility based on resistance to sod movement from concentrated flowing water
3Before grass is established permissible velocity is determined by the type of temporary Inver used
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time Since actual flow conditions change
Cross -Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity
The three most commonly used channel cross -sections are 'V'-shaped par-
abolic, and trapezoidal Figure 8 05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes
8054

• Table 8 05c
Retardance Classification for Vegetal Covers
(•
Retardance
Cover
Condition
A
Reed canarygrass
Excellent stand tall (average 36")
Weeping lovegrass
Excellent stand tall (average 30")
B
Tall fescue
Good stand uncut (average 18")
Bermudagrass
Good stand tall (average 12 )
Grass -legume mixture
(tall fescue red
fescue,sencea
lespedeza)
Good stand uncut
Grass mixture
(timothy smooth
bromegrass or
orchardgrass)
Good stand uncut (average 20")
Sencea lespedeza
Good stand not woody, tall (average 19")
Reed canarygrass
Good stand cut (average 12-15")
Alfalfa
Good stand uncut (average 11 ")
C
Tall fescue
Good stand (8-12")
Bermudagrass
Good stand cut (average 6 )
Bahiagrass
Good stand uncut (6 8")
Grass legume mixture --
summer (orchardgrass
redtop and annual
Good stand uncut (6 8")
lespedeza)
Centipedegrass
Very dense cover (average 6")
Kentucky bluegrass
Good stand headed (6 12 )
Redtop
Good stand uncut(15 20")
D
Tall fescue
Good stand cut 3 4
Bermudagrass
Good stand cut (2 5")
Bahiagrass
Goo Stan cut (3 4"
Grass legume mixture -
fall spring (orchard -
grass redtop and
annual lespedeza)
Good stand uncut (4 5")
Red fescue
Good stand uncut (12 18")
Centipedegrass
Good stand, cut (3 4")
Kentucky bluegrass
Good stand cut (3 4 )
E
-Bermudagrass
Good stand cut (15")
Bermudagrass
Burned stubble
Modified from USDA SCS, 1969 Engineering Field Manual
8058

BOGUE SOUND CHURCH BYPASS CHANNEL DESIGN B R FINCH, PE
TMS 08000 SWMF#/ 9/29/2008
PROJECT
Bogue Sound Church
- PROJECT #
TMS 08000
B R Finch PE
•DESIGNER
DATE
9/29/2008
•
Q to =
Q ioo =
1 KO 12CN EI CALC-ULA LIONS
_> Proposed Channel Section
2 32 cfs (from Pondpack routing calculations)
401 cfs (from Pondpack routing calculations)
Section = Trapezoidal
Longitudinal Slope = 1 50
Left Sideslope= 3 HV
Right Sidedope= 3 HV
Bottom Width = 5 ft
Lining = Bermuda
Vr = 5 ft/sec From Table 8 05a
Depth = 1 ft+/
__> 10-Year Storm Calculations (using Flowmaster)
Assumed "n" Depth Area Wetted Perimeter Hydraulic Radius Velocity V'R Actual "n" Comments
0 11
_> 100 Year Storm Calculations (using Flowumster)
Assumed "it" Depth Area Wetted Perimeter Hydraulic Radius Velocity V•R Actual "n" Comments

SWMF #1 - 10 Year
Worksheet for Trapezoidal Channel
•Project Description
Worksheet SWMF#1 - 10 Year
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings
0110
Coefficient
Slope
1 5000 %
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
232 cfs
Depth
044 ft
Flow Area
28 ft2
Wetted
779 ft
Perimeter
Top Width
764 ft
Critical Depth
018 ft
Critical Slope
325459 %
Velocity
083 ft/s
Velocity
001 ft
Head
Specific
045 ft
Energy
Froude
024
Number
Flow Type
Subcritical
Project Engineer JRM Employee
x \ \design files\tms08000 fm2 The Jahn R McAdams Company Inc FlowMaster v6 0 [614b]
9/29/2008 3 42 57 PM © Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

SWMF #1 - 10 Year
Cross Section for Trapezoidal Channel
l Protect Description
•
Worksheet
SW MF#1 - 10 Year
Flow Element
Trapezoidal Channel
Method
Manning s Formula
Solve For
Channel Depth
f1•
•
Section Data
Mannings
0 110
Coefficient
Slope
1 5000 %
Depth
044 ft
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
232 cfs
HE
044 It
V1L,
H1
NTS
Protect Engineer JRM Employee
x \ \design files\tms08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 [6141b]
9/29/2008 3 43 32 PM © Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

Appendices
• Step 10 for grass lined channels once the appropriate channel dimensions
have been selected for low retardance conditions repeat steps 6 through 8 using
a higher retardance class corresponding to tall grass Adjust capacity of the
channel by varying depth where site conditions permit
•
•
_m
C l
C
m 08
06
04
02
I
NOTE 1 if design velocity is greater than 2 0 ft/scc a temporary lining
may be required to stabilize the channel until vegetation is established
The temporary liner may be designed for peak flow from the 2-yr storm
If a channel requires temporary lining the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation For the design of temporary liners
use tractive force procedure
NOTE 2 Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass lined channels with parabolic
cross sections
Step 11 Check outlet for carrying capacity and stability If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection str ic-
lure will be required (Table 8 05d pg 8 05 9)
Sample Problem 8 05a illustrates the design of a grass lined channel
ON
Less '
:ONE
ago
2 030 4 6 8 10
VR, Product of Velocity and Hydraulic Radius
8 10 20
1
Figure 805c Manning s n related to velocity hydraulic radius and vegetal retardance
Note From Sample Problem 8 05a multiply Vp x Hydralufic Radius (4 5x0 54=2 43) then enter the product of VR and extend a
straight lineup to Retardance class -0 next protect a stmght fine b the left b determine a trial manning s n
Rev 12,93
8057

SWMF #1 -100 Year
Worksheet for Trapezoidal Channel
Description
•Project
Worksheet
SWMF#1 - 100 Year
Flow Element
Trapezoidal Channel
Method
Manning s Formula
Solve For
Channel Depth
Input Data
Mannings
0 080
Coefficient
Slope
1 5000 %
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
401 cfs
Results
Depth
050 ft
Flow Area
33 ft'
Wetted
817 ft
Perimeter
Top Width
800 ft
Critical Depth
026 ft
Critical Slope
155521 %
Velocity
1 23 ft/s
Velocity
• Head
002 ft
Specific
052 ft
Energy
Froude
034
Number
Flow Type
Subcrnhcal
•
Project Engineer JRM Employee
x \ \design files\tms08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 [614b]
9/29/2008 3 48 48 PM © Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

SWMF #1 -100 Year
Cross Section for Trapezoidal Channel
-Project Description
Worksheet
SWMF#1 - 100 Year
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings
0 080
Coefficient
Slope
1 5000 %
Depth
050 ft
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
401 cfs
•
,t r
0 5.0 ft
V1N
H1
NITS
•
Project Engineer JRM Employee
x \ \design files\tms08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 [614b]
9/29/2008 3 49 21 PM 0 Haeslad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

Appendices
•
•
5
4
3
2
c
rn
C I
C
m 08
06
04
02
Step 10 For grass lined channels once the appropriate channel dimensions
have been selected for low retardance conditions repeat steps 6 through 8 using
a higher retardance class corretipondmg to tall grass Adjust capacity of the
channel by varying depth where site conditions permit
NOTE 1 If design velocity is greater than 2 0 Nscc a temporary lining
may be required to stabilize die channel until vegetation is established
The temporary liner miy be designed for peak flow from the 2-yr storm
If a channel requires temporary lining the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation For the design of temporary liners
use tractive force procedure
NOTE 2 Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass-lmed channels with parabolic
cross -sec tions
Step 11 Check outlet for carrying capacity and stability If discharge velocities
exceed allowable velocities for the receiving stream an outlet protection struc-
ture will be required (Table 8 05d pg 8 05 9)
Sample problem 8 05a illustrates the design of a grass -lined channel
■■...�ii��.■�i
r
��
\■■■\���t\=maw
q�=
a
k���_
2 4 6 8 10 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 805c Manning s nrelated to velocity hydraulic radius and vegetal retardance
Note From Sample Problem 8 05a multpty Vp x Hydratulic Radius (4 5x0 54_2 43) then enter the product of VR and extend a
straight fine up to Retardance dass "D' next project a straight line b the left to determine a trial manning s n
Rev 12,93
8057

BOGUS SOUND C14URCH BYPASS CHANNEL DESIGN B R FINCH PE
TMS 08000 SWMF #2 9/29/2008
PROJECT
Bogue Sound Church
4
TMS-08000
•PROJECT
DESIGNER
B R Finch PE
DATE
9/292008
Qto = 430 cis (from Pondpack routing calculations)
Qr" = 742 cfs (from Pondpack routing calculations)
—> Proposed Channel Section
Section = Trapezoidal
Longitudinal Slope= 100 %
Left Srdeslope = 3 H V
Right Sideslope = 3 H V
Bottom Width = 5 it
Lining= Bermuda
VP = 5 ft/sec From Table 8 05a
Depth = 1 it +/
10-Year Storm Calculations (using F(owmaster)
Assumed' n" Depth Area Wetted Perimeter Hydraulic Radius Velocity V*R Actual "n" Comments
[it] [0'] [R] [ft] [ft/sec]
008 058 39 868 045 109 049 008 n=008
• _> 100-Year Storm Calculations (using Flowmasler)
Assumed "n" Depth Area
Wetted Perimeter
Hydraulic Radios
Velocity V*R Actual "n" Comments
[ft] [ftt]
[ft]
[ft]
[ft/sec]
0 065 07 5
943
0 53
1 49 079 0 065 n= 0 065

SWMF #2 -10 Year
Worksheet for Trapezoidal Channel
Project Description
Worksheet
SWMF#2 - 10 Year
Flow Element
Trapezoidal Channel
Method
Manning s Formula
Solve For
Channel Depth
Input Data
Mannings 0 080
Coefficient
Slope 1 0000 %
Left Side Slope 300 H V
Right Side 300 H V
Slope
Bottom Width 5 00 ft
Discharge 4 30 cfs
Results
Depth 058 ft
Flow Area 39 ft'
Wetted
868 ft
Perimeter
Top Width
849 ft
Critical Depth
027 ft
Critical Slope
153574 %
Velocity
1 09 ft/s
Velocity
002 ft
• Head
Specific
060 ft
Energy
Froude
028
Number
Flow Type
Subcritical
•
Project Engineer JRM Employee
x \ \design files\tms08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 [614b]
9/29/2008 4 01 25 PM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

SWMF #2 -10 Year
Cross Section for Trapezoidal Channel
-Protect Description
Worksheet
SWMF#2 - 10 Year
Flow Element
Trapezoidal Channel
Method
Manning's Formula
Solve For
Channel Depth
Section Data
Mannings
0 080
Coefficient
Slope
1 0000 %
Depth
058 ft
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
430 cfs
l •
•
058 ft
V1N
H1
NTS
Protect Engineer JRM Employee
x \ \design flesums08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 [614b]
9t29I2008 4 02 00 PM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

Appendices , ,
• ' t, ' ' r`° " d ' Siep `]0, Foy,grass ImecL(ha ls'
once theAappioppa ' channeCd_unenstnns =
have been selected for low retardance conditions repeat steps 6 through 8 uu�st'ng��
a higher retardance class corresponding to tall grass Adjust capacity of the
channel by varying depth where site conditions permit
•
E
5
4
3
2
G
rn
m
� 1
c
ro 08
06
04
02
may be required to stablh7e the channel until vegetation is established
The temporary liner may be designed for peak flow from the 2-yr storm
If a channel requires temporary lining the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation For the design of temporary liners,
use tractive force procedure
NOTE 2 Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass lined channels with parabolic
cross sections
Step 1] Check outlet for carrying cap icily and stability If discharge velocities
exceed alloti able velocities for the rec civmg stream an outlet protection strut
ture will be required (Table 8 05d pg 8 05 9)
Sample Problem 8 05a illustrates the design of a grass lined channel
-�IN
.■„1MMEME■■111-■
M-����11M�
. � .. �
®
■
■■.■.��i��.�i
.. rto
2 4 6 8 10 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 805c Manning s n related to velocity hydraulic radius and vegetal retardance
Note From Sample Problem 8 05a mulbpty Vp x Hydraluhc Radius (4 5x0 54=2 43) then enter the product of VR and extend a
straight lineup to Retardance class -D next project a straight line to the left to determine a final manning s n
Rev 12,93
8057

SWMF #2 -100 Year
Worksheet for Trapezoidal Channel
i Project Description
• Worksheet SWMF#2 - 100 Year
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings
0 065
Coefficient
Slope
1 0000 %
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
742 cfs
Results
Depth
070 ft
Flow Area
50 ft2
Wetted
943 ft
Perimeter
Top Width
920 ft
Critical Depth
038 ft
Critical Slope
92153 %
Velocity
149 ft/s
Velocity
003 ft
Head
Specific
073 ft
Energy
Froude
036
Number
Flow Type
Subcntical
(•
Protect Engineer JRM Employee
x \ \design files\tms08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 [614b]
9/29/2008 4 12 28 PM 0 Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

SWMF #2 - 100 Year
Cross Section for Trapezoidal Channel
( Protect Description
• Worksheet
SWMF#2 - 100 Year
Flow Element
Trapezoidal Channel
Method
Manning Formula
Solve For
Channel Depth
Section Data
Mannings
0 065
Coefficient
Slope
1 0000 %
Depth
070 ft
Left Side Slope
300 H V
Right Side
300 H V
Slope
Bottom Width
500 ft
Discharge
742 cfs
(Y•
Yr
070 ft
V iL
H 1
NTS
Protect Engineer JRM Employee
x % design files%tms08000 fm2 The John R McAdams Company Inc FlowMaster v6 0 (614b]
9/29/2008 4 13 24 PM m Haestad Methods Inc 37 Brookside Road Waterbury CT 06708 USA [phone] Page 1

Appendices
•
•
E
0)
m 06
06
04
02
Step t0 For grass -lined channels once the appropriate channel dimensions
have been selected for low retardance conditions repeat steps 6 through 8 using
a higher retardance class, corresponding to tall grass Adjust capacity of the
channel by varying depth where site conditions permit
—NOTE I -If design'velocity is gmater than 2-0 f-V ec , a temporaiylmmg may be be required to stabilize the channel until vegetation is established
The temporary liner may be designed for peak flow from the 2-yr storm
If a channel requires temporary lining the designer should analyze shear
stresses in the channel to select the liner that provides protection and
promotes establishment of vegetation For the design of temporary liners
use tractive force procedure
NOTE 2 Design Tables —Vegetated Channels and Diversions at the end
of this section may be used to design grass -fined channels with parabolic
cross sections
Slept] Check outlet for carrying capacity and stability If discharge velocities
exceed allowable velocities for the receiving stream, an outlet protection strut
ture will be required (Table 8 05d pg 8 05 9)
Sample Problem 8 05a illustrates the design of a grass -lined channel
■■■■■moll■■■MMM1111■
■■■�iii'�1■■ : ' ■
■■■���1�II►�= = ■
oil —Less than 2
Wl"M 1IMM
MEN All
■■■�11� USE WMM:.::I. M
VR, Product of Velocity and Hydraulic Radius
6 8 10 20
Figure 8 05c Manning s n related to velocity hydraulic radius and vegetal retardance
Note From Sample Problem 8 05a multiply Vp x Hydralulic Radius (4 5x0 54=2 43) then enter the product of VA and extend a
straight Ime up to Retardance class "D" next prolect a straight fine to the left to determine a trial manning s n
Rev 12,93
8057

�47?3/2d/9iI72PiJ7LG� (9d32liLl�l7�d
Yod 611ice Xox 2522
(ifvf f, AaA Waml"ia 28402
!1acftnet 04w" Opa g
0805 Made 05
94/"un,gfan, AV 28403
DATE September 16, 2008
71 ED
ocT 1 4 Zoos
BY
glmfw 910-452-0009
°9ax 910-452-0060
fv v In7t6f5fi )a
SUBJECT Land & soils evaluation within of the Singleton — Taylor Tract (-8 acres) to determine general
usability for infiltration stormwater treatment systems Tract located on the north side of NC Hwy
24, W Morehead City area, Morehead Township, Carteret County, North Carolina
Lat 34 73089 N, Long 76 87206 E, PIN # 633604838491000
TO Mr Tom Singleton
HVMP, LLC
1463 NC Hwy 24
Newport NC 28570
[phone]
Mr D Amos Clark, PE
McAdams Company
P O Box 14005,
Research Triangle Park, NC 27709
[phone] [o], 417-2547 [m]
The land and sods of the Singleton — Taylor Tract (-8 acres) were evaluated on a qualitative basis to determine the
potential for on -site stormwater infiltration system usage Current NCDENR-DWQ "Stonnwater Management" rules
and regulations (NCAC 15-2H- 1000) were used as guidelines in making this evaluation New and revised
NCDENR-DWQ coastal stormwater rules are tentatively scheduled to become effective October 1, 2008 and are
more rigorous than current rules This is a general evaluation that consists of transects across the tract, free -style
sods mapping and shallow bonngs, and qualitative estimates of the land and sod properties No quantitative on -site
or specific testing was completed as part of this evaluation
Currently, coastal stormwater must be treated by infiltration basins or an equivalent alternative method when the
proposed project is greater than 1 acre in size, has >25% impervious surfaces, is within 1/2 mile of and drams
directly to Class S A Waters or their unclassified tributaries This tract appears to be located <1/2 mile from Class
S A Waters (see USGS topo) of bdal Bogue Thus, if a high density project drains to the S A classified waters of
this portion of Bogue Sound, then prescriptive engineered infiltration methods or infiltrative "best management
practices° (BMP) must be utilized for stormwater treatment on high density projects Low density projects (<25%)
do not require engineered stormwater treatment systems
Principle sod and site standards for high density development (>25% impervious) with an engineered infiltration
system are —the infiltration system's bottom must be 2 ft or greater from the seasonal high water table, —must
be capable of complete draw -down within 5 days, —the soil's hydraulic conductivity must be >0 52 m/hr, —
recent fill material is not usable, —historic fill materials (<1977) can be used if it meets the minimum site criteria
stated above
This tract is located on a gently rolling (1 - 6% slopes), sandy sediments, in a coastal plain geomorphic setting
Elevations are 0 - —30 It amsl within the proposed areas evaluated (see USGS topo map) Surface and subsurface
drainage appears to be in a south or southeastern direction pending grade and location towards Bogue Sound
The tract is currently undeveloped and lighted forested, with minimal historically existing impervious surfaces found
The enclosed land & soils map shows the various land/sod types found (see sods map) The following are brief
descriptions of the land & sod types found
The "Green" Areas (see map) are well drained sods, with deep uniform sand textures to +70 inch depths The
estimated seasonal high water static water table is +48 — 65 inches from the present surface, based upon sod

wetness indicators and drainage features Estimated permeability is <5 — 10 min/in or +6 — 12 in/hr to +70 inch
depths from present surface, based upon sod texture and structure Sod types found are Wando These sites are
potentially usable for in -ground stormwater infiltration systems pending depth to seasonal high water table
The "Yellow' Areas (see map) are moderately well drained soils, with deep uniform sand textures to +70 inches
The estimated seasonal high water static water table is +30 — 47 inches from the present surface, based upon sod
wetness indicators and drainage features Estimated permeability is <5 — 10 min/in or +6 — 12 m/hr to +70 inch
depths from present surface, based upon sod texture and structure Sod types found are Wando, Onslow, and
Seabrook These sites are potentially usable for shallow to ultra -shallow placed stormwater infiltration systems
pending depth to seasonal high water table and fill site improvements
The "Brown" Areas (see map) are moderately well to somewhat poorly drained sods, with deep uniform sand
textures to +70 inch depths The estimated seasonal high water static water table is +15 — 29 inches from the
present surface, based upon sod wetness indicators and drainage features Estimated permeability is <5 — 15
mmin or +4 — 15 m/hr to +70 inch depths from present surface, based upon sod texture and structure Sod types
found are Mandarin, Conetoe, Seabrook, Pactolus, and Leon -dry phase These sites are potentially usable for
ultra -shallow to fill site improved stormwater infiltration systems pending depth of fill site improvements and depth to
seasonal high water table
The "Pink" Areas (see map) are somewhat poorly drained sods, with moderately deep sand textures with possible
hardpan spodic horizons <40 inches of the present surface These sites are considered to be unusable for
stormwater infiltration usage due to shallow seasonal high water table indicators, high organic surfaces poor
landscape positions, and/or restrictive permeability indicators Estimated seasonal high / perched water table <12 —
14 inches from the present surface, based upon sod wetness indicators Estimated permeability is +5 — 100 min/in
or +0 6 — 12 m/hr to +50 inch depths, based upon sod texture and structure Leon, Pactolus-wet phase, and Lynn -
haven sod types
The "Gray" Areas (see map) are potential 404 wetlands and/or 404-CAMA tidal wetlands These areas are
regulated by U S Army Corps of Engineers, and/or NCDENR-DWQ-DCM These areas cannot be filled or
massively disturbed without Federal & State permit approvals Unusable for stormwater infiltration usage
The "Blue" Areas (see map) are the open tidal and saline waters of Bogue Sound These waters appear to be
classified as S A Waters by NCDWQ The landward limits is the normal high tide line CAMA reviews all
development activities 75 ft landward of the normal high tide line Stornwater structures are typically located +50 ft
from the mean or normal high water line
Careful planning and design should be exercised to insure usable sod areas are reserved in the conceptual design
for any future development to allow for stormwater infiltration treatment purposes The sod areas evaluated have
slight to severe limitations for usage with on -site stormwater infiltration systems, and will be dependent upon final
locations, engineered structure utilized, and depth of the infiltrative bottoms relative to the seasonal high water table
levels We recommend using 'Yz of the average natural permeability rate for the infiltrative stormwater system's
design rate NCDENR-DWQ is the regulatory agency over stormwater systems and has final review, approval, and
permitting authority These and other regulatory agencies must be contacted for their reviews, general
concurrences, and required permits before initiating any development activities We recommend NCDWQ to
review a pre-applirabon plan for their general concurrence, if infiltration is to be utilized on these sites Sod logs
can be provided upon request
r r
Larry F Baldwin, CPSS/SC ARCPACS #2183, NCLSS #104

L-unnecitjin.
Page 1 of I
Parcels (Update 914/2008)
OWNER: HYMP LLC PIN15: 63360483849100C, HOUSE NUMBER j7 0000000
D/BiA [Nsft Ex. 0000912):
STREET NAME: STREET TYPE: CITY:
MAILING ADDRESS MAIL14C ADDRESS
HOUSE .NUMBER: DIPECT*K)N:
MAILING FW14 EAST MAILING.. ADDREPSS MAILING ADDRESS
ADDRESS STREET: STREET TYPE: CITti:
NiAILING HC MAiLiNG ADDRESS 28570 NIARANG ADDRESS
ADDRESS STATE: ZIP: Po SOX:
TOTAL ACRES: 7.534 DEED DATE: 2006052.2 USED BOOK: 1172
DEED PAGE: 366 TOWNSHIP: MOREHEAD BEDROOMS: 0
BATHROOMS: G TOTAL SQUARE 0 YEAR BUILT: 0
FEET:
CITY LiWT: LEGAL TPACT 14 W P DISTRIC-f: BROADiGALLS
Ft E DESCRIPTION: TAYLOR LAND CE FIRE
RESCUE BRAGALES CK
DISTRICT: RESCUE M07HER: CONDO_-
8491 STRUCTURE VALUE: G LAND VALUE: 685656
TAX VAL UP: 695656 .OTHER VAI LIE: SALE I RICE: 695003
BLT CONDO: 0 P R., I, . 1302180719 ROL'— TYPE: R
Noise: alcLz.: Risk Ievet:
1: 1085 feet
el connectgi S P6 ntk i �,Px �p c Cl CO11, .

u
7-J
4♦
J limp'
o
zoom
0200yd
errr�(,fLlse Privacv Statement

PRELIMINARY LAND & SOILS MAP OF
THE SINGLETON - TAYLOR TRACT (-8 acres)
Morehead City West Area - Morehead Township - Carteret Co - NC
Lat 34.73089 N, Long 76.87206 E; PIN #633604838491000
Deep +70", tveli drained, sandy soils for potential stormwater infiltration usage Estimated
seasonal high water table +48 - 65', Estimated permeability 5 - 10 minlin (+6 -121ll.hr)
to +70" depths Wardt, soil types,
Deep +70" moderately well drained. sandy soils for potential shallow to ritra-shalla.
placed stormwater infiltration usage Estimated seasonal high water table +30 - 47",
Estimated permeability 5 - 10 minfin (+6 - 12 irdhr) to ­170" Copilot, Wanda, Onslow, and
Seabrook soil types
0 orio +70', somewhat poorly to moderately well drained, sandy soils for potential
ultra -shallow to fill site improved stormwater infiltration usage Estimated seasonal high
water table + 5 - 29', Estimated permeability 5 - 15 min/in (+4 - 12 in/hr) to , 70" depths
Mandarin. Carteret, Seabrook, Pactolus. and Leon -dry phase sell types.
Poorly to somewhat poorly drained sandy soils with possible hardpan spods horizons
which are considered unusable for potential stormwater infiltration usage without
major fill site impnovernents, Estimated seasonal high perched water table <1 2 - 14
Estimated permeability 5 - !GO minfirn (+OS - 12 in/hr) to +50t depths Leon Pactolus-
wet share. and Lynn -haven s oil types
Potential 404 wetlands or 404/CAMA tidal wetlands that may come under USACOE
N C DENR-DVVQ-DWQ jurisdictions.These areas cannot be filled of massively
disturbed without the proper Federal & State permits These a,-eas unsuitable for
stormwater infiltration usage Leon
Open scat waters of Etoque Sound classified as S,A VVai­ C44A reviews or
development a0vidoe 75 f, andwand of the r—mal high tide line Satranwatc,
structures are � K ft from the normal high tide line.
Approximate locations of proposed stormwater infiltraliort systems per McAdams
cor-ceptual drawings
SC
ALE; I Inch = -300 Feet
(aU lines paced & approximate)
8�a

ttc
Deep 17 0' ' well drained, sandy soils for potential stormwatef infiltration usage Estimated
seasonal high water table +48 - 65 Estimated permeability 5 - 10 min/in (+6 12 in(hr)
to +70" depths. Wanda soil types
Deep +70', moderately well drained, sandy soils for potential shallow to ultra -shallow
p, aced stormwater infiltration usage Estimated seasonal high water table 130 - 47" F - 10 min/in - 12 inithr) to +70' depths Wanda, Onslow. and
_ stmoned permeability 5 (+6 Seabrook soil types
Deep + 70". somewhat poorly to moderately well drained, sandy soils for potential
ultra -shallow to fill site improved stormwater infiltration usage Estimated seasonal high
water table 15 - 29' Estimated permeability 5 - 15 min/in (+4 - 12 indri-) to 170" deaths
Mandarin Conermt, Seabrook, Pactolus. and Leon -dry phase soil types.
Poorly to somewhat poorly drained, sandy soils wild possible hardpan anodic horizons
which are considered unusable for potential stormwater infillilabon usage without
major fill site improvements Estimated seasonal high perched water table <12 - 14"
Estimated permeability 5 - 100 minion l+0,6 - 12 inmrt to +50` depths, Leon Pactolus
wet phase, and Lynn -haven soil types
Potential 404 wetlands or 404/CAMA tidal wetlands that may come under USACOE
NICDEN R -DVVC-0'1,(Q jurisdictions, These areas cannot be filled or niassiveti,
41scirte - a without the proper Federal & State permits These areas linsuilane for
stormwate, infihrtion usage Leon
r caper total —tens of Bwue Sound ctassificd as SA Vva-s OAMW, reviews all
deg didmenf activities 75 It landward of the normal nigh Joe line Suot—wer
innu-hger, are + 5p lit from the. normal high tide line
Apprcsml noostli"s of proposed stormwater infiftraticr systems per McAdams
cc oceplual drawings.
'ZCALE: I Inch = -300 Feet
(at[ lines paced & approximate)
ROUMM��
Land
Management
Group, inc.

I I I a 11 1 11 .
Morehead City West Area - Morehead Township - Carteret Co -BBC
Lat 34.73089 N, Long 76.87206 E; PIN #633604838491000
Deep +70" well drained sandy soils for potential stormwater infiltration usage. Estimated
seasonal high water table +48 - 65" Estimated perrywabifity 5 - 10 mmoin (�6 - 12 inmr)
to +70' depths. Wanda sod types
Deep -7 0, moderately well drained, sandy soils for potential shallow to ultra shallow, ly aced star mwater infiltration usage. Estimated seasonal high water table 4 30 - 47' r
sfirmated permeability 5 - 10 minlin (+6 - 12 inkhr) to 1,70' depths, Wanda, Onslorn, and
Seabrook soil types
Deep 70", somewhat poorly to moderately well drained sandy soils for potential
ultra -Shallow to fill site improved sto"water infiltration usage Estimated seasonal high
.ate, table + 15 - 29" Estimated permeability 5 - 15 min/in (+4 - 12 Whir to +70" depths r", andann Comers, Seabrook, Pactops. and Leon -dry pripso sod types
Poorly to somewhat poorly fiamodr Sandy Soils With Possible hardpan spod,c horizons
which are
cons al unusable for potential stormwater infiltration usage without
major fill site improvements Estimated seasonal high fileichetf water table -12 - 14
Estimated permeability 5 - 1,00 minAn (1+0,6 - 112 rft! to +50 depths Lear., PacraiLs
wot phew, and Lynn -haver roil types
Potential 404 wetlands a, fNiOAMIA fidar wetlands that may come under USACOE
h[CDENR-EfVVQ-lDWQ jansdictoris These press cannot be filled or massively
disturbed .,Tnoul the proper Federal 8 State permftis Those -areas unsuitable for
" formwf:Ter rnGluatior. usage Leon
Open tidal v,atcrs of Rogue Sound classvfec as S A Watcrs CAPAIA re,re.s all
devetop.mcm activities 75 ft landward of the normal Inch tide fi-ic SldfrriwaTer
structures are + 50 fl from the no -al high tide line.
Approximate rocalront, of proposed stormwater firfiffiefion systems per McAdams
conceptual d—mq,
Sr -ALE: I inch = -300 Feet
(all lines pacea & apprcfximate�
September - 200S

2Ao
NG N`N't
Land
Management
Group, Inc.
PRELIMINARY LAND & SOILS MAP OF
THE SINGLETON - TAYLOR TRACT (-8 acres)
FOR POTENTIAL STORMWATER INFILTRATION USABILITY
Morehead City West Area - Morehead Township - Carteret Co - NC
Lat 34.73089 N, Long 76.87206 E; PIN #633604838491000
EMOssp +70". well drained, sandy soils for potential stormwater infiltration usage. Estimated
seasonal high water table 448 - 65". Estimated permeability 5 - 10 minlin (+6 - 12 in/hr)
to N0" depths. Wando soil types.
11 Deep +70". modemmly wail drained, sandy sails for potential shallew to 0—hallow
placed stormwaler infiltration usage. Estimated seasonal high water table +30 - 47".
Estimated permeability 5 - 10 minfo (+6 � 12 m/M) to *70" depths. Wando, Onslow, and
Seabrook soil types.
ODeep +70", somewhat poorly to moderately well drained, sandy sails for potential
ultra -shallow to fill site improved stormwater infiltration usage. Estimated seasonal high
water table +15 - 29'. Estimated permeability 5 - 15 minlin (+4 - 12 Mint) to +70' depths.
Mandarin, Conetoe, Seabrook, Paddles, and Leon -dry phase soil types.
Poorly to somewhat poorly drained, sandy soils with possible hardpan spodic horaces
which am considered unusable for potential stormwaler infiltration usage without
major fill site improvements. Estimated seasonal high perched wator table <12 - 14-.
Estimated permeability 5 - 100 mintn (+0.6 - 12 iMtr) to +50" depths. L eon, Paclolus-
wel phase, and Lynn -haven soil types.
Potential 404 wetlands or 404/CAMA tidal wetlands that may come under USACOE,
NCDENR-DWO-DWO jurisdictions. These areas cannot be (filled or massively
dishiPoed wilhnul the proper Federal 8 State permits These areas unsuitable for
stormwater infiltration usage. Leon
Open tidal wafers of Bogus Sound classified as S A. Wailers. CAMA reviews all
development activities 75 fit landward of the normal high tide line. StormwaWr
structures are +50 it from the normal high tide line.
Approximate locations of proposed stormwater infiltration systems per McAdams
conceptual drawings.
SCALE: 1 Inch = -300 Feet
(all lines paced & approximate)
September - 2008

P 01
TRANSACTION REPORT
OCT-17-2008 FRI 09 49 AM
FOR NCDENR 910 350 2004
l< �
� >K
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
OCT-17 09 47 AM 912526725477 11351, 8 FAX TX OK 396
TOTAL 1M 35S PAGES 8
l< �
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F Easley, Governor
FAX COVER SHEET
Date
To
Co fYl nl L L- �-
Fax o� S oa - L9-Z a- �a 4 -1~)
Re`
J
William G Ross, Jr, Secretary
No Pages (excl cover)
Express Permritmg
from SandraExum
Phone [phone]
Fax [phone]
127 Cardmal Drive Extension Wilmington NC 28405. [phone] • An Equal Opportunity AFtirntative Action Employer

t P 01
t TRANSACTION REPORT t
t OCT-17-2008 FRI 09 57 AM t
t t
FOR NCDENR 910 350 2004
t t
SEND
t t
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
OCT-17 09 55 AM 919193612269 I'll" 8 FAX TX OK 397
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F Easley, Governor
FAX COVER SHEET
Date ilk_-_1 -I- U
To
Co R t? 1—r uAil LS
Fax aR
Re
Hard copy to follow
ff'iUram G Rasa, Jr, Secretary
No Pages (excl cover)
Express Permitting
rrom Sandra Fxum
Phone [phone]
Fax [phone]
127 Cardinal Drive Extcnsion Wilmington, NC 28405 • [phone] • An rqual Opportunity Atfirmanve Action Employer

0
�J
CLINT D ROUTSON - 5451
From Clark Amos [Clark@ecoengr com]
Sent Thursday September 25 2008 2 19 PM
To CLINT D ROUTSON 5451
Subject FW Bogue Sound Church
Let's discuss this
-----Original Message-----
FromJanet Russell [mailto Janet Russell@ncmail net]
Sent Thursday, September 25, 2008 12 34 PM
To cdr@wardsmith com Clark, Amos
Subject Bogue Sound Church
September 25, 2008
*Bogue Sound Church*
The Express Program is in receipt of your Express Request to review the Bogue Sound Church
proDect for a stormwater permit In the Express Program I cannot schedule a submittal
date until I know when Vince Lewis
is doing the field verification for the seasonal high water table This
requirement is relative to infiltration pro3ects *only * These are
the only types of pro3ects where a field inspection is consistently made
prior to the review of the application (due to the nature of infiltration as treatment)
You indicate that the stormwater application has been submitted into the
regular stormwater program or will be prior to the October 1, 2008 rule change That is a
good idea Once Vince Lewis makes the site visit and
verifies that there is adequate separation for an infiltration system to
work for stormwater treatment, the pro3ect can be transferred into the Express Program
As long as the application package has not already been reviewed in the regular program,
we will deduct the $505 00 regular
application fee from the Express fee if the pro3ect is transferred I can go over that
process more thoroughly if you decide to go that route
*By submitting your Express Request prior to October 1st, you are vested
under the old stormwater rules as long as your application package is significantly
complete when it does come in on the scheduled meeting date in Express (this is per Lind
Lewis) *
Please let me know how you want to proceed
Thanks,
Janet Russell
Express Coordinator
Customer Service
1
y EXHIBIT
9 8

about blank
September 26, 2008
Bogue Sound Church
Gentlemen
The Express Stormwater submittal meeting for Bogue Sound Church has been scheduled with Chris
Baker on October 14, 2008 at 11 00 AM here in the Wilmington Regional Office, 127 Cardinal Drive
Extension, 28405 The applicant or his assistant is required to attend the meeting
Please be sure to carefully go over the checklist for a complete project application on the BMP Manual
website This is the same checklist that our reviewers use when determining whether or not the
application package is complete Also, please note that plans should be submitted folded to 9" x 14" to
tit our file system
Please respond within 2 business days to confirm and reserve the submittal meetine date The
"registered" number that the computer assigns has not been assigned yet It will be assigned next week
When the stormwater application package is received as complete the registered status will be changed
to the standard permit number Having expended the money for the plan design and submitting the
Express Request prior to October 1 should provide the vested requirement for your project under the
law I have been told that it does
Thanks,
Janet Russell
Express Coordinator
Clark, Amos wrote
Janet -
As per our discussion this afternoon, I have talked with the client, and he wants to go ahead and schedule the
Express Review for the week of October 13th Please do send me an email confirmation of this and the
actual date and time and please also send to me the SW8 permit number that is assigned to the project
Thanks for all your help
Amos
D Amos Clark PE
Division Director
Office 919-287-4262
Cell 919-417-2547
.Add to address book
FFg]EcoEngineering
A di% mon ul I ha John R McAdams ( ompan) Inc
I of 2 9/26/2008 5 31 PM

about blank
Amos
I believe that we received this project in the regular stormwater program Please verify I guess that
you'll transfer the project on the 14th into Express?
Janet
Clark, Amos wrote
Janet -
This date will work for us Please reserve that time for the express
review Thank you for working with us on this project
Amos
-----Original Message-----
FromJanet Russell [mailto Janet Russell@ncmail net]
Sent Friday, September 26, 2008 5 33 PM
To Clark, Amos, cdr@wardsmith com
Subject Re Bogue Church Request
September 26, 2008
*Bogue Sound Church
Gentlemen
The Express Stormwater submittal meeting for Bogue Sound Church has been
scheduled with *Chris Baker on October 14, 2008 at 11 00 AM* here in the
Wilmington Regional Office, 127 Cardinal Drive Extension, 28405 The
applicant or his assistant is required to attend the meeting
Please be sure to carefully go over the checklist for a complete project
application on the BMP Manual website This is the same checklist that
our reviewers use when determining whether or not the application
package is complete Also, please note that plans should be submitted
folded to 9" x 14" to fit our file system
Please respond within 2 business days to confirm and reserve the
submittal meeting date The "registered" number that the computer
assigns has not been assigned yet It will be assigned next week When
the stormwater application package is received as complete the
registered status will be changed to the standard permit number Having
expended the money for the plan design and submitting the Express
Request prior to October 1 should provide the *vested* requirement for
your project under the law I have been told that it does
Thanks,
Janet Russell
Express Coordinator
Clark, Amos wrote
Janet -
I of 2 9/30/2008 5 49 PM

Bogue Church Request
Subject Bogue Church Request
From "Clark, Amos" <Clark@ecoengr com>
Date Thu, 25 Sep 2008 16 45 48 -0400
To "Janet Russell" <Janet Russell@ncmail net>
Janet -
As per our discussion this afternoon, I have talked with the client, and he wants to go ahead and schedule the
Express Review for the week of October 13th Please do send me an email confirmation of this and the actual
date and time, and please also send to me the SW8 permit number that is assigned to the project
Thanks for all your help
Amos
D Amos Clark PE
Division Director
Office 919-287-4262
Cell 919-417-2547
Add to address book
[jlEcoEngineering
A di%scion of Me John R McAdams Company Inc
P O Box 14005, Research Triangle Park, NC 27709
Design Services Focused On Client Success
Please consider the environment before you print this email
1 of 1 9/26/2008 2 11 PM

about blank
September 25, 2008
Bogue Sound Church
The Express Program is in receipt of your Express Request to review the Bogue Sound Church project
for a stonnwater permit In the Express Program I cannot schedule a submittal date until I know when
Vince Lewis is doing the field verification for the seasonal high water table This requirement is
relative to infiltration projects only These are the only types of projects where a field inspection is
consistently made prior to the review of the application (due to the nature of infiltration as treatment)
You indicate that the stormwater application has been submitted into the regular stormwater program or
will be prior to the October 1, 2008 rule change That is a good idea Once Vince Lewis makes the site
visit and verifies that there is adequate separation for an infiltration system to work for stormwater
treatment, the project can be transferred into the Express Program As long as the application package
has not already been reviewed in the regular program, we will deduct the $505 00 regular application fee
from the Express fee if the project is transferred I can go over that process more thoroughly if you
decide to go that route
By submitting your Express Request prior to October 1st, you are vested under the old
stormwater rules as long as your application package is significantly complete when it does come
in on the scheduled meeting date in Express (this is per Linda Lewis)
Please let me know how you want to proceed
Thanks,
Janet Russell
Express Coordinator
Customer Service
1 of 1 9/25/2008 12 32 PM

For DENR Use ONLY
©� North Carolina Department of Environment and Reviewer CSg
RA Natural Resources Subing
NCDENR Request for Express Permit Review Tim
Confirm cA A�, 'i.Q�
FILL IN all the information below and CHECK the Permit(s) you are requesting for express review FAX or Email the completed form to Express
Coordinator along with a completed DETAILED narrative, site plan fPDF rile) and vicinity map (same Items expected in the application package
of the project location Please Include this form in the application package �J k p P l3t'—
• Asheville Region -Alison Davidson 828 296-4698,ahson davidson@,ncmail net
• Fayetteville or Raleigh Region David Lee 919-7914203, davd lee(e ncmad net
• Mooresville & Patrick Grogan 704 663.3772 or patrick groganfi9ncmad net
• Washington Region -Lyn Hardison 252 946 9215 or Ivn hardisonfp)ncmail net
• Wilmington Region Janet Russell910-350-2004 orlanet russelloncmad net
NOTE Project application received after 12 noon will be stamped in the following work day
Project Name BOGUE SOUND CHURCH County CARTERET
Applicant THOMAS SINGLETON Company HVMP. LLC E C E 1 V E D
Address 1001 COLLEGE COURTCity NEW BERN, State NC Zip 28562- IunSu
Phone [phone] Fax [phone] Email cdr @wardsmith com SEP 1 3 2008
Physical Location NC 24 AND WHALEY LANE, CARTERET COUNTY ow4
Project Drains into BOGUE SOUND waters —Water classification SA (for classification see- PROD a
http /d12o enr state nc us/bims/reports/reportsWB html)
Project Located in WHITE OAK River Basin Is project draining to class ORW waters? N within Y2 mile and draining to class SA waters Y. or
within 1 mile and draining to class HQW waters? Y
Engineer/Consultant AMOS CLARK, PE Company THE JOHN R MCADAMS COMPANY, INC
Address 2905 MERIDIAN PARKWAY City DURHAM, State NC Zip 27709-_
Phone [phone] Fax [phone] Email clark@ecoengrcom
(Check all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER _
❑ Stream Origin Determination # of stream calls — Please attach TOPO map marking the areas in questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW _ (Provide permit #)]
❑ High Density Detention Pond _ # Treatment Systems ® High Density -Infiltration 3 #Treatment Systems
❑ High Density -Bio Retention _ # Treatment Systems ❑ High Density—Stormwater Wetlands _ # Treatment Systems
❑ High Density Other _ # Treatment Systems /❑ MODIFICATION ❑ Major ❑ Minor ❑ Revision SW
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed (CK # (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
❑ Wetlands (401) Check all that apply Isolated wetland on Property ❑ Yes ❑ No
Wetlands on Site ❑ Yes ❑ No Buffer Impacts ❑ No ❑ YES acre(s)
Wetlands Delineation has been completed ❑ Yes ❑ No Minor Variance ❑ No ❑ YES
US ACOE Approval of Delineation completed ❑ Yes ❑ No Major General Vanance ❑ No ❑ YES
404 Application in Process wl US ACOE ❑ Yes ❑ No 401 Application required ❑Yes ❑ No If YES, ❑ Regular
Permit Received from US ACOE ❑ Yes ❑ No Perennial, Blue line stream, etc on site ❑ yes ❑ No
I or DI NR uu only
Fee SDlitformul6DleDermits (Check# 1 Total Foe Amount t
SUBMITTAL DATES
Fee
SUBMITTAL DATES
Fee
CAMA
$
Variance Mal, El Min
$
❑ SW HD, ❑ LD, ❑ Gen
$
401
$
LQS
$
Stream Deter,_
$
NCDENR EXPRESS July 2008

BOGUE SOUND CHURCH
Express Review Project Narrative
General Description
The proposed project is located at the southwest quadrant of the intersection of NC 24
and Whaley Lane, in Carteret County, North Carolina The tract is a long, narrow parcel
approximately 125 feet wide and 2,650 feet long, containing approximately 7 51 acres
The site is described as Lot 14 of the Vernon B Taylor Lots subdivision, and further
identified by PIN 6336-04-83-8491 The proposed use for this property is as a church,
with an outdoor recreation area, a covered open air assembly area, and associated
driveway and parking areas Applicable stormwater management requirements for
development on this site are those found in 15A NCAC 02H 1000, effective December
1, 1995 The site will comply with 15A NCAC 02H 1005 (2) (b) Since the site will be
developed under the high density option, stormwater runoff from the site will be treated
using above ground infiltration basins, as shown on the attached site sketch The site will
be designed and constructed in one phase No development is planned in any area
considered to be a "protected buffer" area
The State Soil Scientist (Vincent Lewis) is scheduled to visit this site on October 2, 2008
to verify the findings made by our soil scientist, Land Management Group, Inc Final
designs, computations, and narrative for this site will be submitted at the scheduled
Express Review We are requesting an express review for this site for either September
29, 2008 or September 30, 2008
Site Spect�cs
• Total project area (area of legal parcel) — 7 51 acres
• Approximate disturbed area foi project — 5 9 acres
• Proposed site impervious surface (BUA) — 2 75 acres There are no current built
upons areas on site
• Proposed impervious percentage — 36 6%
• The site drains to the Bogue Sound, which is classified as an SA, HQW surface
water The stteam index number is 20-36-(8 5)
• Area of project in jurisdictional wetlands — 0 21 acres total, 0 06 acres of which is
CAMA wetlands, the remainder are section 404 jurisdictional wetlands Any wetland
disturbances planned for this project will be permitted as required under sections 401
and 404 of the Clean Water Act Wetland areas are noted on the site sketch and
enclosed soils map
• All BUA will be collected and treated in one of the above ground infiltration basins,
using vegetated swales where possible and piping where necessary Offsite drainage
will be diverted away from the site stormwater facilities to the extent possible
• A soils investigation has been completed by Land Management Group, Inc The
areas identified on the enclosed sketch plan are suitable for use as infiltration per this
report A summary of the soils findings are included with this narrative
• 1 here are areas of environmental concern (AECs) on the sound end of the site,
however, there is no development proposed within 75 feet of any AEC delineated
area
• The site will be served by public water and private septic for wastewater disposal
CIE C IE 1 11 ED
SEP 2 3 2008
DWQ
PROJ #

NC HY 24
VICINITY MAP
INFILTRATION AREAS
I I 1 (na)
I III
1
( I\I
I I
� II CIE C E i V
�pp^�Sp► SEP 2 3 201
j ➢ DWQ
I
1 I� POW
I `IMI➢
I Im
VERNON B TAYLOR
LOTS SUBDIVISION
RE ERENCE MB 12 PG 95
PROPOSED TRACT la
I 1 RECREATIONAL AREA >51 AC
PROPOSED CHUCH
BUILDING
1
a04 WETLAND PREn
IY
1
1
PROPOSED OPEN MR
COVERED AREA
FLOOD
ONE I u
1 GRAPHIC SCALE
G
—1� 1 Hs AEC UNE
ECM L Inch 200 It
FLOOD ZONE ME ELIN ] ^"— SIC NOTE C
SOUND WETLAND EC �`�
UNE �NARSH AND WATER LINE
MARSH AND LAND LME
HOGUE SOUND
rMs-oe000 BOGUE SOUND CHURCHJiMCOMPAJOHN
THE R
YINC cADAMS
® me.µ. rlMs-oe0000
I =2.1 PROPOSED SITE LAYOUT
m CAR'IERL+1'COUNIY NC .tee uwxN rmre-.em
1° 09—IB-08 Ivml xl�•wmnea

Subject
From "Clark, Amos" <Clark@ecoengr com>
Date Tue, 23 Sep 2008 16 02 40 -0400
To "Janet Russell" <Janet Russell@ncmail net>
CC "CLINT D ROUTSON - 5451" <CDR@wardandsmlth com>
Janet —
Please find attached our request for express review for the Bogue Sound Church project in Carteret
County We are shooting for a submittal prior to 10/1, therefore we are requesting either Monday 9/29
or Tuesday 9/30 This is the project that I spoke with you about on September 12, 2008 At that time,
you indicated that the state soil scientist (Vincent Lewis) would have to visit the site prior to submittal in
order for the Project to be accepted into the Express Permit Review, however, the state soil scientist was
to be on vacation starting September 18th and will not be able to visit the site until October 2nd As you
are aware, on October 1, 2008, the stormwater rules for the coastal counties change Since Vincent is on
vacation and unable to visit the site prior to October 1 , but he will be able to visit the site on October 2,
the developer of the Project feels the State's denial of the Express Review Application due to the
requirement of the visit by the state soil scientist pnor to acceptance could be deemed arbitrary by a
court, and if the denial becomes detrimental to the Project, the developer wants to establish and
document what occurred to protect his rights should he decide to pursue legal action The developer also
has requested that we submit under the Standard Review process prior to October 1, 2008, to establish
rights under the stonnwater program under the pre -October 1 rules Since we enjoy a good working
relationship with your office, I wanted you to understand what was occurring, and request that you
reconsider allowing this project into the Express Review Program
Thanks,
Amos
D Amos Clark, PE
Division Director
Office 919-287-4262
Cell 919-417-2547
Add to address book
[JEcoEngineering
A di%mon of fhc John R WAdams lompam Inc
P O Box 14005, Research Triangle Park, NC 27709
Design Services Focused On Client Success
Please consider the environment before you print this eanall
i Content -Description request form_001 pdf
uest form_001 pdfl,
Content -Type application/octet-stream
1 of 2 9/24/2008 4 53 PM

North Carolina Secretary of State
Page I of 1
Carolina
'r? "r
rN-orth
Elaine F Marshall CDEPARTMENT OFTt1C
Secretary SECRETARY OF STATE
<.
PO Box 20622 Raleigh NC 27626 0622 [phone]
CORPORATIONS
(urporalolt IlOnre
5ewdl Dy Lolpoi tie Nanin-
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Online Annual Retorts
I INNS & LEGISLATION
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SOSf U Number ( or 1 -aeon
2001 Dili Sommai 1es
1999 Senate fi lls
Annual Reports 1�97
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keri,ster for r Procurement
DEpt of Rr venue
ONLINE ORDERS
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New Paym.nt Proccduies
CONTACT US
(_olpol,1bi a, DIVISKIn
TOOLS
bou(tary Of State 1101110
Sr crelar/ of State 511e M ill
Printable Page
Date 9/11/2008
Click here to
View Document Filings I Sign Up for E-Notifications 1
7-1 Print apre populated Annual Report Form I Annual Report Count I File
an Annual Report I
Corporation Names
Name Name Type
NC HVMP, LLC Legal
Limited Liability Company Information
SOSID
0450055
Status
Current -Active
Date Formed
2/10/1998
Citizenship
Domestic
State of Inc
NC
Duration
JAN 2048
Registered Agent
Agent Name WA5LAW 1 LC
Registered Office Address 1001 College Court
New Bern NC 28562
Registered Mailing PO Box 867
Address New Bern NC 28563
Principal Office Address 1463 Hwy 24
Newport NC 28570
Principal Mailing Address 1463 Highway 24
Newport NC 28670
http //www secretary state the us/corporations/Corp aspx9Pitemld=4887667 9/11/2008

r LIMITED LIABILITY COMPANY
J ` ANNUAL REPORT
NAME OF LIMITFD I IABII 1 rY COMPANY HVI11' LLC
SECRETARY Or STATr I L C ID NUMBER 0450055
NA CURL OF BUSINESS il4anagement/nrvestinenl
REGISTERED AGENT WASL4W LLC
REGISTERED OrrICE MAILING ADDRESS PO Box 867
New Bern NC 28563
L-Filed Annual Report
-1 04887667
For year 2008
Do not data enter manually
S1 A I E OF INCORPORATION NC
RFGISTERI D OFFICE S I RLFT ADDRESS 1001 C allege Corti t
New Be) it NC 28562 Cr aven Counly
PRINCIPAL OFFICE TELLPHONI- NUMBER [phone]
PRINCIPAL OFI ICE MAILING ADDRESS 1463 Highway 24
Newport NC 28570
PwNCIPALOrTICESrRLEIADDRESS 1463Hwy24
Neupoit NC 28570
MANAGERS/MEMBERS/ORG AN IZERS
Maine Thomas McLean Singleton 1
Title Manager
Address
1463 Hwy 24
CERTIFICATION Or ANNUAL REPORT MUST 13F COMPI EFED BY ALI. LIMITED LIABILITY COMPANIES
I horuas Smgloon 03/26/2008
rOR&I MUST BE SIGNED BY A MANAGER/MEMBLR
Thomas Singleton
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT T11 Lh
ANNUAL REPORT rEF S200 MAIL TO Secretary of State Corporatro Di"sion Post Office Boa 29525 Raleigh NC 27026 0525

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ACREEVC S AND RIGHTS Of Y OF RECORD
PRIOR TO THE DATE OF rv6 MAP
REFERENCES MAP BOOK 1 PACE 29'
DEED BOOK J59 PACE 236
MAP BOOK 19 PACE 95
FLOOD IN ORMATION TAKEN FROM FIRM
32206336WJ DATED JMLY 16 2303
WETLANDS MAP FOR
TRACT 14 AND LOT 20 TRACT 15
0- THE VERNON B TAYLOR LOTS
SUBDIVISION
BOUNDARY SURVEY FOR
T HVMo LLC
FACT A .P TAYLOR HERS SuBONi510%
: EVAI BASED ON N AV D 988
TOPOGRAPHIC INFORMATION ADDED TO THIS MAP 9-08-2008
WETLANDS ADDED TO T-15 HAP ON APRIL 21 2008
1?
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