SW8061006_HISTORICAL FILE_20070111 (2)

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 Q U kooU
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
31 HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 d O"\ O t \ \
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.F. Director
Division of Water Quality
January 11, 2007
Mr. H.G. Miller, Rector
All Saints Church AMIA, Inc.
5058 Highway 70 West, Suite E4
Morehead City, NC 28557
Subject: Stormwater Permit No. SW8 061006
All Saints Episcopal Church
High Density Development
New Hanover County
Dear Mr. Miller:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for All
Saints Episcopal Church on November 28, 2006. Staff review of the plans and specifications has determined that
the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We
are forwarding Permit No. SW8 061006, dated January 11, 2007, for the construction of the subject project.
This permit shall be effective from the date of issuance until January 11, 2017, 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 adjudicatory hearing upon written request within sixty (60) 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 either
Paul Bartlett or at [phone].
Sincer
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:\WOS\STORMWATER\PERMIT\061006.janO7
cc: Susan H. Sayger, P.E., KSMJ, PLLC
Katrina Marshall, Carteret County Building Inspections
Paul T. Bartlett, P.E.
Wilmington Regional Office
Central Files
o `
NhCarolma
�1 atura//y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: w%wrewaterouality.ore Fax [phone]
An Equal OpportunirylAffnnative Action Employer — 50% Recyded110% Post Consumer Paper

State Stormwater Management Systems
Permit No.SW8 061006
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
H. G. Miller & All Saints Church AMIA, Inc.
All Saints Episcopal Church
290 McCabe Road, Newport — Carteret County
FOR THE
construction, operation and maintenance of 1 sand filter and an overall 30% low density
development 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.
The Permit shall be effective from the date of issuance until January 11, 2017 and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
Approved plans and specifications for projects covered by this permit are
incorporated by reference and are enforceable parts of the permit.
This project is overall low density with a designated pocket of high density. The
low density areas are permitted for stormwater runoff treatment by sheet flow,
and the runoff from the high density area is treated in a sand filter.
The stormwater system to treat the runoff generated by the designated high
density area has been approved for the management of stormwater runoff as
described in Section 1.11 on page 3 of this permit. The system designated as
Sand Filter 1 has been approved to treat a maximum of 47,916 square feet of
built -upon area in Drainage Area 2.
4. The overall tract built -upon area percentage for the project must be maintained
at 30% or less per the requirements of Section .1005 of the stormwater rules.
The current permitted maximum amount of built -upon area for the entire project
is 60,984 square feet (Drainage Areas 1 plus 2). This permit makes no
allocation for any future built -upon area.
5. The low density areas of this project propose runoff treatment by sheet flow.
Runoff conveyances, such as perimeter swales, must be vegetated with side
slopes no steeper than 3:1 (H:V).
6. No piping shall be allowed in low density areas of this project except those
minimum amounts necessary to direct runoff beneath an impervious surface
such as a road or driveway to provide access.
Page 2 of 8

State Stormwater Management Systems
Permit No.SW8 061006
7. Projects covered by this permit in low density areas will maintain a minimum 30-
foot wide vegetative buffer between all impervious areas and surface waters.
8. All roof drains for this project must terminate in the stormwater conveyance
piping system to the permitted stormwater control system.
9. The runoff from all built -upon area within the designated high density area
(approved Drainage Area 2 per Sheet #3) shall be directed to the permitted
stormwater control system.
10. The sand filter must be operated with a 30' vegetated filter.
11. The following design elements have been permitted for sand filter system and
must be provided in the system at all times.
Units
Sand Filter 1
a. Drainage Area
Onsite
Offsite
ft2
68,389
68,389
0
b. Total Impervious Surfaces
OS Buildings
OS Streets
OS Parking
Sidewalks
Offsite
ft2
47,916
10,890
9,583
22,216
5,227
0
c. Design Storm
inches
1.0
d. Sand Filter Depth
feet
1.5
e. TSS Efficiency
%
85
f. Filter Bottom Elevation
FMSL
16.2
g. Filter Area @Bottom
ft2
65.2
h. Sediment Area @Bottom
ft2
65.2
i. Storage Volume
W
3,844
j. Top of Sand
FMSL
17.7
k. Filter Area @ Top of Sand
ft2
905
I. Storage/Bypass Elevation
FMSL
18.2
m. Controlling Orifice Diameter
inches
6
n. Number of Orifices
number
1
o. Receiving Stream
Hull Creek
p. River Basin
White Oak
q. Stream Index Number
21-15
r. Classification of Water Body
'.C.,
II. SCHEDULE OF COMPLIANCE
The stormwater management system, swales and other vegetated conveyances
shall be constructed, vegetated and operational for their intended use prior to the
construction of any built -upon surface.
No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage
feature (such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
Page 3 of 8

State Stormwater Management Systems
Permit No.SW8 061006
3. During construction, erosion shall be kept to a minimum and any eroded areas of
the swales or other vegetated conveyances will be repaired immediately.
4. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
5. Prior transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
6. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function 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 side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times
7. 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.
8. 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 each 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.
9. 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.
10. 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 the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, 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.
Page 4 of 8

State Stormwater Management Systems
Permit No.SW8 061006
11. The Director may determine that other revisions to the project should require a
modification to the permit.
12. The permittee shall submit all information requested by the Director or his
representative within the time frame specified in the written information request.
13. Access to the stormwater facilities shall be maintained via appropriate
easements at all times. Stormwater conveyances will be located in either
dedicated right-of-way (public or private), recorded common areas or recorded
drainage easements. The final plats for the project will be recorded showing all
such required easements, in accordance with the approved plans.
14. 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. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water
surface of swimming pools.
15. Unless specified elsewhere, permanent seeding requirements for the swales
must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
III. GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to an enforcement action by the Division of Water Quality,
in accordance with North Carolina General Statutes 143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until revoked or terminated.
3. 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.
4. The issuance of this permit does not Prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules, and regulations contained in Title 15A of the North
Carolina Administrative Code, Subchapter 2H.1000; and North Carolina General
Statute 143-215.1 et. al.
5. The permit is not transferable to any person or entity except after notice to and
approval by the Director. The Director may require modification or revocation and
reissuance of the permit to change the name and incorporate such other
requirements as may be necessary. A formal permit request must be submitted
to the Division of Water Quality accompanied by the appropriate fee,
documentation from both 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.
6. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the permit transfer request. Transfers to third
parties by the permittee where the required documentation has not been
submitted to the Division does not relieve the permittee of responsibility for
transferring the permit.
7. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state and federal) which have Jurisdiction. If
any of those permits result in revisions to the plans, a permit modification must
be submitted.
Page 5 of 8

State Stormwater Management Systems
Permit No.SW8 061006
8. The permittee grants permission to DENR Staff to enter the property during
business hours for the purposes of inspecting the stormwater management
system and it's components.
9. The permittee shall notify the Division of Water Quality of any name, ownership
or mailing address changes within 30 days.
Permit issued this a 11th day of January 2007.
NOR D1 CAROLINA EWMIRQNMENTAL MANAGEMENT COMMISSION
forNdn—W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 061006
Page 6 of 8

State Stormwater Management Systems
Permit No.SW8 061006
All Saints Episcopal Church
Stormwater Permit No. SW8 061006
Carteret County
Designer's Certification
Page 1 of 2
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No.SW8 061006
Certification Requirements: Page 2 of 2
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 elevations are per the approved plan.
6. The bypass structure is located per the approved plans.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
10. The permitted amounts of surface area and/or volume have been
provided.
11. All required design depths are provided.
12. All required parts of the system are provided.
13. The required system dimensions are provided per the approved plans.
cc. NCDENR-DWQ Regional Office
Katrina Marshall, Carteret County Inspections
Page 8 of 8

_06 _&� �v D J orate or r4ortn Laronna
Deportment of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
At- 5&'VrS CH-JrJCCW ^tA-LA =1JC
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
G. M tt_Lere (l7rCc�Q
3. Mailing Address for person listed in item 2 above:
5058 HiaNWAY
city: Moiztsrr GAO C r%e State: N G Zip:—? 65S ¢
Telephone Number: ( L'32 ) 24 7 - 1.'DO!j
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
ALL S&AIJ S 17P13 CO( -,et. GN VrtGI4
5. Location of Project (street address):
290 MccAlser R.oAv
City: N (: VdPO¢.r County: Ce¢rrratT
6. Directions to project (from nearest major intersection):
1+6A9ED CA3T Ot-t KIsAWAY 700 Iry 1?tV rate, 647 OtU rp MC"IsE
ROAO, FpQ th Mt-e SOUr'V{ rve0 e14" on ry Pao10&ar-,r /S�
i
.
7. Latitude: L l•0 �• Lon itude: - -74 of project
Orbt�sb(se/Elt,� `5o'ZZ'
S. Contact person who can answer questions about the pro,(kct:
Name: 15vSAti 11. pAYf Mo tic Telephone Number: (252 ) S49 5 03
it. PERMIT INFORMATION:
1. Specify whether project is (check one): New Renewal Modification
Fonn SWU-101 Version 3.99 Page I of 4

1&10ro • 4y /t ,�. 2-
2. If this.application. is being subudttud as the result of a renewal or-modllitatian-ta-anexisting. permit, list the
existing permitnutober.- _)gam_. _ and its issue date (if known)
3, Specify, the type of project (check one):
✓ Lo Density Nigh Density .--Redevelop Genr General Pemit.Other
4. Addit onal Project Requirements (check applicable btanks).
CAMA Major _f Sedimentation/Erosion Control _404/401 Petttiit -_ NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-677-623-6748.
ILL. PROJECT INFORMATION
1. In the space provided below, summarize how Auru water will by U01e.d. Also attach a detailed narrative
(one to two pages) descrlbing stormwater management for the project.
TH!S_i_I_, • s1.1a_ live • _2j_ A y ae- ewa - an -6 401'!! -R__.. FAcx .r T
V rip P�cK�..JL. S.pf .+s�rc. t•07-LV Awt°�•'•"r' •fin lti �tyr er
sS OpOcKir prsrt ppral• am s t•C.o p.�+rStr+: ALb f efty-ors weFAt"
ryQArwi 1"O �h�et�r8 e�r.� NCI '---,"__-.-
2. Stormwater runoff from this in eject drairu to the N wY POR r &IR, w N t r f _ v A IC River basin.
3. Total Ptcrject Area:_:1—__acres 4. Project Built Upon Area:__,. _96
5, How many drainage areas does the project have?__ '4 r//I/a7
6. 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.
52 f r sea t--ir
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
IIq
SWAMP ea4ow�
1 Vt.�. SW^Hf. ee#&
Receiving Stream Class
G
<=�
Drainage Area
15Pe C46 3. (. ,A a teA
(;� g 8 1. 5 7 Ace as
Existing Impervious Area
13060 0. �j Agefu6
-®- $
Proposed Impervious'Area
1306p, O. 3 A e V es
47016 1. 1 4 t m s s
%Impervious' Area (total)
O %• L%
Impervious Surface Area
Drainage Area 1
Drdlrkzge Area 2
On -site Buildings
0
0890 0.2$ 4ee-4-
On-site Streets
7g05 0.1 a
9503 O. EZ AS eer
On -site Parking
5 bG3 O t t A c-
2221 b o. 5 1 e t CM
On -site Sidewalks
CP
Z Z 7 cn t A C a t
Other on -site
0
0
Ofr-site
p
O
Total: 13065 D. 6 ,OG f.F 1
Total: Z171)(p 1. 1 adze -
Impervious; area is denned as the built upon area including, but not limited to. buildings. roads, parking areas,
sidewalks, gravel areas, etc.
FonnSWU-101 Vefsion3.99 Page 2of4

ti
14:

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
low Density _High Density _Redevelop _General Permit _Other
4. Additional 1' 'ec[ Requirements (check applicable blanks):
_CAMA Majo Sedimentation/Erosion Control
Information on require , gate permits can be obtained by q
1-877-623-6748.
Ill. PROJECT INFORMATION
Permit _NPDES Stormwater
the Customer Service Center at
1. In the space provided below, summarize flow stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
2. Stormwater runoff'
3. Total Project
project drains to the
4. Project,Built Upon
River basin.
5. How mangy/drainage areas does the project have?
6. Comp] t� the following information for each drainage area. If there are m\in
wo drainage areas in the
projeetgattach an additional sheet with the information for each area provisame format as below.
Basin Information
Drainage Area31
Drainage Area
Receiving Stream Name
U 6S W A, tAp
0 L. 5 M P
Receiving Stream Class
if
Drainage Area
0.1N G
S, A. G
Existing Impervious' Area
—�--
d
Proposed Impervious"Area
% Impervious" Area (total)
p070
Impervious" Surface Area
Drainage Area
Drainage
On -site Buildings
On -site Streets
On -site ParkingOn-site
Sidewalks
qea
Other on -site
Off -site
Total:
Total:
" Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
F� SWU-101 Version 3.99 Page 21f4
2p
0

7. How was the off -site impervious area listed above derived? #%) —A
1V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following Italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 cannotbe 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.
Form SWU-102
Wet Detention Basin Supplement
V Form SWU-103
Infiltration Basin Supplement ✓
d Form SWU-104
Low Density Supplement ✓
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

1015106-bYAel/.4.4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
Original and one copy of the Stormwater Management Permit Application Form s7 _
One copy of the applicable Supplement Form(s) for each BMP
Permit application processing fee of $420 (payable to NCDENR) 99
Detailed narrative description isormwa[er treatment/management
Two copies of plans and specifications, including:
- Development/Project name✓
- Engineer and firm/
- Legend -
- North arrow,
- Scale /
- Revision number & date i
- Mean high water One ,
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist •/
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations'
- Drainage areas delineated
- Vegetated buffers (where required)
VIL AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): 3USnN 14. 5^YG6R., 3�E.i KSM?y pile
Mailing Address: '500 M e Q0rT&2 Fat.Vi2
City: State: lk3L zip: 25532
Phone: ( 25Z ) 0349- Sto 3 Fax: 445z ) 44'3- 5165
VBL APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2) 1A.6.
P'l l t—trF_ C
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000. / i
Date: 9• L O.OG
Form SWU-101 Version 3.99 Page 4 of 4

KSMMpIIC..
Planning, Engineering, Permitting
388 McCotter Boulevard
Havelock, NC 28532
252-444-5765
lielifforl
Mr. Paul'f. Bartlett, PE
NC DENR, Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405 RE(
NOV �•
Re: Stormwater Project No. SW8 0 1006
All Saints Episcopal Church, C rot_
o -County
Paul:
Rp' EYVED
v,., J 2 8 Z006
l�'a';5�g O�0/lif%
Thanks for your patience and help with this project. We received your review and
comment letter and have addressed each comment accordingly.
✓C`omment 1: Provide a 30' vegetated filter at the discharge from the sand filter
outlet/bypass pipe, illustrate and label the 30' vegetated filter on the plans, and provide a
detail.
Response 1: The filter and detail was added to sheet 4.
,--Comment 2: Provide the bentonite liner for both the sediment and sand filter chambers
and label specifications for thickness, compaction, and hydraulic conductivity on the
detail on Sheet #4. Refer to 15A NCAC 21-1.0219(f) for design requirements Inatural
materials 1' thick minimum & hydraulic conductivity no greater than 1 X 10 cm/sec
when compacted).
Response 2: The liner specifications were added to sheet 4.
We feel this addresses your concerns and the stormwater management plan and permit
can be approved. If you have any questions please call.
Sincerel ,
8 McCotter Blvd
Havelock, NC 28532
252-444-ksmj(5765)

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* COMMUNICATION RESULT REPORT ( NOV.16.2006 11:5BAM )
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OPTION ADDRESS (GROUP) RESULT PAGE
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State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
Date:
11 /16/06
To:
Sue Sayger
Company:
KSMJ, pllc
FAX #: [phone]
William G, Ross, Jr., Secretary
FAX COVER SHEET
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 061006
Project Name: All Saints Church
MESSAGE:
Sue,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Rev. Miller, and a copy will be mailed to you.

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
Date:
11 /16/06
To:
Sue Sayger
Company:
KSMJ, pllc
FAX #: [phone]
William G. Ross, Jr., Secretary
FAX COVER SHEET
No. of Pages: 3 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 061006
Project Name: All Saints Church
MESSAGE:
Sue,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Rev. Miller, and a copy will be mailed to you.
i4
ENB\ptb: S:\WQS\STORMWATER\ADDINFO\2006\061006.nov06
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Michael 1'. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
November 16, 2006
Reverend H.G. Miller, Rector
All Saints Church AMIA, Inc.
5058 Highway 70 West, Suite E4
Morehead City, NC 28557
Subject: Request for Additional Information
Stormwater Project No. SW8 061006
All Saints Episcopal Church
Carteret County
Dear Reverend Miller:
The Wilmington Regional Office received a Stormwater Management Permit Application for All
Saints Episcopal Church on October 10, 2006, and a revised application on November 2,
2006. A preliminary review of that information has determined that the application is not
complete. The following information is needed to continue the stormwater review:
Please provide a 30' vegetated filter at the discharge from the sand filter
outlet/bypass pipe, illustrate and label the 30' vegetated filter on the plans, and
provide a detail.
Please provide the bentonite liner for both the sediment and sand filter chambers
and label specifications for thickness, compaction, and hydraulic conductivity on the
detail on Sheet #4. Refer to 15A NCAC 2H.0219(f) for design requirements (natural
materials 1' thick minimum & hydraulic conductivity no greater than 1 X 10-6 cm/sec
when compacted).
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to November 28, 2006, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
No
jlathCarolma
turally
North Carolina Division of Water Quality 127 Cardinal [hive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwatcrqualitv.org Fax [phone]
An Equal OpportunitylAffinative Action Employer- 50% Recycled110% Post Consumer Paper

Reverend H.G. Miller
November 16, 2006
Stormwater Application No. SW8 061006
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Since ly,
/ 9�j
_�
�.
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2006\061006.nov06
cc: Susan H. Sayger, KSMJ, pllc
Paul Bartlett

KSM�pIJ�.,
Planning, Engineering, Permitting
388 McCotter Boulevard
Havelock, NC 28532
252-444-5765
RECEIVED
10-25-06
NOV 0 2 20 6
Mr. Paul T. Bartlett, PE�
NC DENR, Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
Re: Stormwater Project No. SW8 Unassigned#
All Saints Episcopal Church, Carteret County
Paul:
Thanks for your patience and help with this project. We received your review and
comment letter and have addressed each comment accordingly.
Khesite
nt 1: Please clarify the longitude and latitude in Section 1.7 of the application.
appears to be closer to 34°44'32" N and-76°50'22"W.
Response I: The application has been revised to this latitude and longitude. Topo map of
with latitude and longitude is included for verification.
Comment 2: Provide 2 copies of Sheet #2 with a signed and dated Registered Surveyor's
`, or 1'I stamp.
Response.2. 2 copies of Sheet 2, with the Registered Surveyor, are included.
Comment 3: Clearly illustrate: (a) the limits of disturbance on Sheets #3 and #4,
including a symbol in the legend; and (b) the drainage areas (hand -marked Sheets #2 - #4
will suffice.
Response 3: ,Sheet 5 has been revised to increase the clarity of limits of disturbance. A
legend was added depicting limits of disturbance is on Sheet 5. The drainage areas are
shown on Sheets 3, 4, and 5.
mment 4: Provide a copy of the soil consultants report for soil type, infiltration rate,
r/ and SHWT at all test locations.
Response 4: Copy of soils report is included.

KSM�pII�,
Planning, Engineering, Permitting
388 McCotter Boulevard
Havelock, NC 28532
252-444-5765
omment 5: Clarify the basin's drainage area. The calculations list 1.1 ac and the plans
Response 5: The basin's drainage area is 1.5 acres. The revised, sealed calculations are
included in this submission package.
Comment 6: Provide: (a) a bypass for the basin for runoff that exceeds the 1" design
OFr storm; and (b) a detail of the bypass structure, including invert elevations.
Response 6: The basin by-pass is a .section of ertical 6" pvc, wit invert in at 19.4.
�ai/� can befiound on Sheet 4.21�v�
Uve%F(a f'� p. iz IJeY a.K (.cd tki( I,,-- ((c.
dL f e t .a r t Q 41- t t(s ✓ 5
,womment 7: provide a cross-section detail of the basin. 1 recommend that the proposed
eir be removed to configure the system as an infiltration basin with a bottom elevation
VVVVVV of 17' (approx. 29" W X 66' L) using the proposed contours and 3:1 side slopes. Storage
requirements are met at approximately 18.6' (see attached calculations).
Response 7: A cross section of the basin was provided in the profile, with 3:1 side
slopes. For clarity, we have included a cross section at a larger scale. The basin is
submitted as a .sand filter, requiring the weir.
Comment 8: Provide PE -stamped calculations incorporating the above revisions,
vincluding a stage -storage table with surface areas and accumulated volumes.
Response 8: PE stamped calculations with above revisions, including stage -storage
table, are included with the submission package.
We feel this addresses your concerns and the stormwater management plan and permit
can be approved. If you have any questions please call.
S�niincerely, �OO mfu
✓.,...>� ✓e� ✓lam,
388 McCotter Blvd
Havelock, NC 28532
252-444-ksmj(5765)

1;
McCabe Road
Town of Morehead City, North Carolina
Stormwater Narrative -Sand Filter
.gnAaawGoa This stormwater narrative discusses the stormwater management design and permit
application for the construction of a stormwater management sand filter with sedimentation basin
to serve a new, slab on -grade, church facility, All Saints Episcopal Church. The church will be
located on an 11.9-arce parcel, in the Town of Morehead City, Carteret County (one of NC
DNER's coastal counties). Zoned residential (church facility is a permitted use), the parcel
fronts McCabe Road (south of NC Highway 70) and borders on 1-lull Swamp Creek which
ultimately drains into the White Oak River. Hull Swamp Creek is classified as a C class water.
There are no applicable AECs associated with the parcel. No disturbance, grading or
construction will take place within 240 feet of the creek. We see no applicable CAMA issues.
There are no CAMA jurisdictional wetlands within the scope of this project, per discussions with
and provided documentation from Land Management Group.
�l�t!oaddw" Currently, the existing topography of the entire parcel is flat, with the
majority of the parcel draining westerly across a minimum grade (less than one percent). For
over 90% of the site, these existing drainage divides are honored, including the two existing
ditch lines. These ditch lines will continue to act as vegetative filters for the parcel, including the
0.3 acres of existing impervious surfaces, which will remain. As seen in the attached
calculations, the pre-existing run-off from the site for the 2-year and 10- year event are 12.8 and
34.1 cfs, respectively.
�Londa4ana Although the project meets the requirements for low density of less
than 30%, with only 1.1 Acres of impervious surface out of the total 11.9 Acres, or 9.2%, we
respectfully submitted this sand filter with sedimentation basin, providing for a pocket of high
density. This method of storage was mandated by site conditions, particularly the complete lack
of topographical relief on the site and high water table. The percentage of proposed
imperviousness, includes building area (10,890 sq ft) and paved and sidewalk area (37,026 sq ft).
All impervious surfaces will drain through roof drains and catch basins into culverts and into the
two -chamber, sand filter basin. Run-off will first settle and flow through the pre-treatment,
sediment chamber. The sediment chamber meets the depth (16.2-17.7, 1.5 feet), volume (1276

t, '
,W,5 .& f 6--d
McCabe Road
Town of Morehead City, North Carolina
Stormwater Narrative -Sand Filter
cu ft, 810 required) and surface area (905 sq ft, 540 cu ft required) requirements. From the
sediment chamber, run-off will flow over the weir into the sand filter chamber, which includes
18 inches of sand, surrounded by an impervious, bentonite clay liner and filter fabric. In the
center is a filter fabric -wrapped, 85' section of perforated 6" pvc for drainage. The sand filter
chamber meets the depth (16.2-17.7, 1.5 feet), volume (1276 cu ft, 810 required) and surface
area (905 sq ft, 540 cu ft required) requirements. The 1-inch storm is completely contained
between the top of the sand and by-pass invert, allowing the 1-inch event to drain through the
sand filter in 7.09 hours. Events greater than the 1-inch will by-pass the filter, with 0.6-fect of
freeboard.
Without the basin, the post -development run-off from the site for the 2-year and 10- year event
are 16.5 and 40.8 cfs, respectively. With the basin, the post -development run-off from the site
for the 2-year and 10- year event are 12.96 and 33.86 cfs, respectively. The velocity for the 2-
year event is not at an erosive levels, however, the rip -rap from the check dam will be left in
place to minimize the potential for erosion in the existing channel.
' .w. The proposed design includes only 1.1 Acres of impervious surface out of the total
11.9 Acres, or 9.2%. In addition to the existing vegetative swales which will remain and provide
filtering, we have provided stormwater management to mitigate the additional imperviousness
through a two -chamber sand filter basin, containing the required event, with freeboard, meeting
or exceeding all DNER size and depth requirements.
Susan H. Sayger,PE
KSMJ,pllc
388 McCotter Blvd
Havelock, NC 28532
252-349-5803
252-444-5765
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2

October 19, 2006
Wes McClure
MCCLURE HOPKINS ARCHITECTS
1848 Wake Forest Road
Raleigh, NC 27608
Re: Report of Subsurface Investigation
All Saints Episcopal Church
Morehead, North Carolina
GeoTechnologies Project No. 1-06-1 175-EA
Gentlemen:
3200 Wellington Cour, Suite G
Roleigh. North Caiolino 27615
919-754-1514
Fax [phone]
NOV 0 2 2006
GeoTechnologics, Inc. has completed the authorized subsurface investigation to evaluate site
grading and foundation support considerations for a proposed new church to be constructed in Morehead
City, North Carolina. Subsurface conditions at the site were investigated by advancing seven soil test
borings at the approximate locations shown on the attached Figure 1. The locations were established in the
field by estimating distances from existing site features and should therefore be considered as approximate.
The proposed locations were provided by the architect. Test boring B-4 was eliminated, and test boring B-3
and B-5 were extended to 40 feet below site grade due to site conditions encountered. All of the remaining
borings were terminated at 15 feet below site grade. All borings were advanced utilizing standard
penetration test procedures at selected intervals to evaluate the consistency and density of the subsurface
soils. This report presents the findings of our investigation and our recommendations for site grading and
foundation support.
SITE AND PROJECT INFORMATION
It is our understanding that the new construction of the proposed All Saints Episcopal Church will
include a single story worship space with a support wing with finish floor elevations of 20.5 feet. The site is
approximately 12 acres and located on Hwy-70 west of Morehead City, Carteret County, North Carolina.
The site is relatively flat, and no development currently exists in the proposed building area. No detailed
information concerning structural loads was available at this time; however, we anticipate the structure will
be supported on a combination of interior columns and exterior load bearing walls. We anticipate the
proposed building will be surrounded by asphalt paved parking and drive areas.
SUBSURFACE CONDITIONS
A generalized subsurface profile prepared from the test boring data is attached to this report as
Figure 2 to graphically illustrate subsurface conditions encountered at this site. More detailed descriptions
of the conditions encountered at the individual test boring locations are thenapresented on the attached test
boring records.
9eotechnicol and Construction Motorials resting Services

McClure Hopkins Architects
All Saints Episcopal Church
October 19, 2006
Page: 2
Subsurface conditions on the site were characterized by the presence of a surface veneer of topsoil
extending approximately 8 to 10 inches below site grade. The topsoil was underlain by silty and clayey
sands to the boring termination depth. Test borings B-3 and B-5 were extended to 40 feet below existing
site grade. All other borings were terminated at 15 feet below site grade. Penetration resistances in the silty
sands were on the order of 1 to 15 blows per foot (bpO above an elevation of 36 feet. Materials below a
depth of 36 feet below site grade resulted in resistances of 50 blows per 4 inches of penetration at B-3 and
77 bpfat 13-5.
Groundwater was encountered at approximately 2.5 feet below site grade. It should be noted that
temporary pert ed water conditions may occur during inclement weather and regional groundwater levels
will fluctuate with seasonal and climatic changes and will be different at other times.
RECOMMENDATIONS
The following recommendations are made based upon a review of the attached test boring data, our
understanding of the proposed construction, and past experience with similar projects and subsurface
conditions. Should site grading or structural plans change significantly from those now under consideration.
we would appreciate being provided with that information so that these recommendations may be
confirmed, extended, or modified as necessary. Additionally, should subsurface conditions adverse to those
indicated by this report be encountered during construction, those differences should be reported to its for
review and comment.
Suitability of Site. Subsurface conditions on the site are suitable for the proposed construction;
however, due to the presence of very loose sands encountered in the upper 35 feet, special considerations
may be required to prevent excessive settlements, depending on actual structural loads which are not
currently known. This could include pile support if column loads warrant, or undercut and stone
replacement which will also require dewatering. We anticipate the most suitable type of foundation system
would be driven timber or concrete piles. Timber piles driven to depths of 35 to 40 feet below site grade
could achieve allowable capacities of 20 tons per pile. Twelve (12) inch square concrete piles driven to the
same depth could achieve allowable capacities of 50 tons. Additionally, the ground surface will be very
unstable and may require importing some granular fill materials and raising elevations to stabilize
subgrades.
Site Grading Considerations. Site grading should initially begin with removal of any vegetation or
topsoil from the areas which will be developed with the new structure and/or paved areas. Due to the
shallow groundwater table encountered, it may be necessary to raise grade on the project to create a
platform for construction. The exposed subgrades will be very unstable, and fill materials will need to be
placed in a 24 inch lift consisting of a clean sand followed by compaction with a vibratory roller.
Additional lilts can then be placed in typical 8 to 12 inch lifts. Raising grade in this manner should create a
platform for the construction operation and stable pavement subgrades. If undercut and stone replacement
is used, we anticipate neat line cuts of up to 5 feet will be necessary in some areas. This will require
aggressive dewatering, probably with closely spaced well points.
�t
GeoTedinologies,lnc.

McClure Hopkins Architects
All Saints Episcopal Church
October 19, 2006
Page: 3
If'off-site borrow will be imported, we recommend importing a clean to silty or clayey sand with
Unified soil classifications of SP, SM or SC as structural fill. Granular material containing fines less than
10% passing a 9200 sieve will be necessary to obtain compaction if placed in a 20 to 24 inch lift. All new
fill should be compacted to not less than 95% of the standard Proctor maximum dry density except in the
final foot beneath pavements and floor slabs where this requirement should be increased to 98% of the
standard Proctor maximum.
Shallow Foundation Considerations. Existing subsurface conditions on the site are not well suited
to the use of shallow spread lootings due to the presence of loose sands and settlement potential. We
estimated settlements of shallow footings using the FILA procedure that correlates soil compressibility to soil
type and N-value. Figure 3 shows the estimated settlement of column footings embedded 2 feet below grade
and sized for 3,000 psf bearing pressure plotted versus column load and Figure 5 shows estimated settlements
for a bearing pressure of 2000 psf. We estimate footings supporting 100 kip column loads with a contact stress
of 3000 psf will settle more than 1.5 inches In our experience, the diflerential settlements will be
approximately half the maximum settlements. Some stone replacement techniques can be implemented to
reduce settlements to within acceptable limits. Included on Figures 3 and 4 are estimated settlements utilizing 4
feet of washed stone under the foundations to reduce total settlements. Due to shallow groundwater and loose
sands, over -excavation of foundations will be extremely difficult and we recommend several test pits be
conducted on the site to allow the contractor to best determine means and methods for excavation of
foundations. Dewatering with closely spaced well points will likely be required.
We recommend that bearing conditions for shallow footings be inspected by a geotechnical
engineer to verify actual bearing conditions prior to stone placement. We recommend that over -excavated
footings be backtilled to design bearing elevation utilizing uniformly graded #57 or #67 washed stone.
Pile Foundation Support. If the estimated settlements for shallow foundations are considered
excessive by the structural engineer, we recommend that the structure be supported on pile foundations. In
order to evaluate potential capacities, a static analysis was performed for an 8 inch timber pile. Figure 5
shows plots of the ultimate skin friction and total load plotted vs. depth in feet for timber piles. Timber
piles with a design capacity of 20 tons would need to penetrate to a depth of 36 to 42 feet below existing
site grade. Figure 6 plots capacities vs. depth for concrete piles. If concrete piles are used, we suggest that
they be driven with a hammer having a minimum rated energy of not less than 19,500 ft. lbs. until
achieving a dynamic set indicative of the design capacity based on either the old North Carolina State
Building Code formula or the fiiley equation. Two alternatives are possible for evaluating the in -place
capacity of the piles. Full scale pile load tests can be performed but will be quite expensive due to the
requirements for developing uplift capacity on the reaction piles at the site. Another alternative would be to
utilize a pile driving analyzer (PDA) to evaluate the apparent safe design working load for the piles. If
timber piles are used, we suggest that they be driven with a hammer having a minimum rated energy of
15,000 ft. lbs. until achieving a dynamic set corresponding to the desired design capacity. Timber piles
would not require load testing since they have a design capacity of less than 40 tons.
It is recommended that several penetration test piles be driven at the start of construction in order to
establish pile driving criteria and to better evaluate the required length of piling before the order is placed
for the remaining production piles. We suggest obtaining overlength piles then driving with a hammer
selected for the project until achieving a dynamic set indicative of the design capacity based on the old
State Building Code. In the case of concrete piles, a PDA should be mobilized to the site to perform
restrikes afler a minimum waiting period of 72 hours. The PDA can then be used to confirm the design

McClure Hopkins Architects
All Saints Episcopal Church
October 19, 2006
Page: 4
working load, establish final driving criteria, and the penetration test pile data can be used by the contractor
to then place a production pile order. It should be recognized that the actual required pile lengths may be
different from those calculated using static equations, and actual lengths may be longer or shorter than the
estimated lengths.
Slab -on -Grades. Provided granular material is imported to the site, the near surface soils will then
provide adequate support for lightly loaded slab -on -grades. Even if the structural loads are supported on
driven piles, we do not anticipate the need for a structural slab. Assuming that at least 24 inches of
compacted granular structural fill is placed over the site, the slab can be designed assuming a subgrade
modulus of 100 pci.
General Pavement Design Considerations. No detailed laboratory testing was completed to enable
as to perform a final pavement design. The subgrades following topsoil removal will not be stable due to
the shallow groundwater and loose sands on the site. As previously discussed, if elevations of the site are
raised during the earthwork operation, CBR values will be dependent or the quality of the imported rill
material. Regardless, the exposed subgrades will have to be proofrolled to determine if subgrade stability
will be adequate for pavement sections. In order to achieve stability in parking areas, some geotextiles will
likely be necessary for subgrade improvement.
The most important factors affecting pavement life in the area of the site are the condition of the
subgrade immediately prior to base course stone placement and post -construction drainage. It is important
that site grades be detailed to promote positive drainage away from paved areas and that all subgrades be
recompacted to 98% of the standard Proctor maximum dry density immediately prior to base course stone
placement. As previously discussed, we recommend that the subgrades of all paved areas be proofrolled
and that any yielding areas be identified and repaired during the initial grading operations. We recommend
that all pavement areas be properly graded to promote runoff of water and to prevent ponding of water on
the pavement surface which will lead to eventual saturation of subgrade soils and potential loss of
pavement support.
Seismic Design Considerations. The potential for liquefaction of the very loose clean sands
encountered in several layers in the site soil profile indicate that the site should be classified as a seismic
site class "I" according to the North Carolina Building Code. The measured response spectra for sites that
have actually liquefied which are reported in the literature, have been less than the IBC class "E" response
spectra at periods of one second or less. Therefore, the class "E" response spectra provides a maximum
surface ground motion for structural design of two story structures, which have natural periods well less
than one second, and the risks associated with liquefaction should be treated separately. This site's
liquefiable sands start at the ground surface and extend to 40 foot below existing ground surface.
Liquefaction will result in estimated post -earthquake settlements on the order of 10 inches but will likely
not cause a total bearing capacity failure. Therefore, liquefaction of the loose sands caused by the design
earthquake event will likely result in significant structural damage, but without any loss of life. The owner
will need to weigh the cost of soil improvement required to reduce liquefaction risks with the risk of the
IBC design earthquake occurring, which has a reoccurrence interval on the order of 2,500 years. The risks
associated with the design earthquake events include the cost of significant repairs with the potential for
replacement.
01:
GeoTe(iliologies, Int.

McClure Hopkins Architects
All Saints Episcopal Church
October 19, 2006
Page: 5
Several different soil improvement techniques have been used on similar sites to mitigate
liquefaction concerns. The various techniques include densification methods such as vibrocompaction,
vibroreplacement, deep dynamic compaction, and compaction grouting; hardening techniques such as soil
mixing and grouting, or the installation of earthquake drains. Some of the available techniques may be
more feasible than others for this specific case, but the choice will also depend on what type of foundation
system is considered. No matter what soil improvement method is selected, the general geotechnical
recommendations presented in this report will need to be reviewed by a specialty contractor. If
consideration will still be given to proceeding with construction on the site, GeoTechnologics would be
happy to recommend subcontractors for the different soil improvement techniques.
GeoTechnologics, Inc. appreciates the opportunity to be of service on this phase of the project.
please contact us if you have any questions concerning this letter or if we may be of additional service on
this or other projects.
Sincerely,
GcoTechnologies, Inc.
� 'Roby Mallik, E. NC Registration No. 264
TM/pr-dli/lam
Attachments
061175ca.dou
l
GeoTechnologies, Inc:

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L!1 ,S 0E1FT + T
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502-,5'
-01
All Saints Episcopal Church
Newport, North Carolina
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SCALE: Not to Scale
JOB No: 1-06-1175-EA
FIGURE No: 1
C7[ GT.:4�L

Depth (Feet)
GENERALIZED SUBSURFACE PROFILE
B- 1
B- 2
13-{3
B- 5
B- 6
B- 7 P-1 A
o
6
3
�] J 2
�% 3
L%FIII 3
Q 3 7
5
15
3
15
12
6 15
N=1
7
11
13
7
10
2
9
10
6
6
6
r
8
3
7
15
8
7
4
7
14
6
1 20 IrMl 5 IEI11 4
1 25 IN111 1 It111 3
1 30 Mil 2 IFI11 7
1 35 IN11 9 I[I11 7
40 IM 5014" LEW 77
45
All Saints Episcopal Church =Mrf MOM I
JOB No:1-06-1175-EA
Newport, North Carolina FIGURE No:2
LEGEND
■ Topsoil
Silty Sand
Partially Weathered Rock
® Low Plasticity Clay
8 Standard Penetration Resistance
❑N=8 Estimated Penetration
Resistance
Q Groundwater at Time of Boring
1 Groundwater after Time of Boring
//xw' Auger Refusal

c
2
1.8
1.6
1.4
1.2
0I
0.6
0.4
0.2
0
ESTIMATED SETTLEMENT vs COLUMN LOAD FOR INDICATED BORING LOCATIONS
R stone
lent
0 50 100 150 200 250 300 350
Column Loads(kips)
FIGURE 3
Assumes 3000 psf contact stress

I
1
1
'1
H
91
ESTIMATED SETTLEMENT vs COLUMN LOAD FOR INDICATED BORING LOCATIONS
i
)
i
6 B-3
—4111— 8-3 & 4 ft stone
replacement
..v ivv VV GVV GJV
Column Loads(kips)
FIGURE 4
Assumes 2000 psf contact stress

M
60
50
40
PAl
iD
Ultimate Capacity for 8" inch Tip Timber Piles
All Saints Chuch
^�b - Ult
-UIt.
Friction B-3 _
Total B-3
1
a
d
d
_...
A —°
♦ �d
rr
°
d°
♦
- —
.'—
--...r.r..
a
4r4
c
Lr• •trtrtrtrl
AIC
10 20 30 40 50
Depth(R)
Divide ultimate capacities by factor of safety of 2 to determine allowable capacity.
Figure 5
1-06-1175-EA
10/20/2006

Ultimate Capacity for 12" inch Square Concrete Piles
All Saints Church
140
130
120
110
100
90
N
c 80
_T
A 70
6
A
u 60
50
40
30
20
10
0
0 10 20 30 40 50 60
Depth(ft)
Divide ultimate capacities by factor of safety of 2 to determine allowable capacity.
Figure 6
1-06-1175-EA
10/20/2006

U.S. Standard Sieve Sizes
+^ E/ C10 s20 i40 060 #100 4200
10o
90
80
70
60
60
♦0
00
20
10
0
100 e s 4 2 10 a e a 2 1 e e 4 2 3.1 e 6 < 2 0.01 e c a 2
0.001 e e
Grain Size In Millimeters
GRAVEL
SAND
FINES
COARSE I
FINE
I COARSE
I MEDIUM
I FINE
SILT SIZES
I CLAY SIZES
Boring No.
Elev./Depth
Nat W.C.
LL.
P.L.
P.I.
GRAIN SIZE DISTRIBUTION
\....
S
Grey Slightly Silty Fine Sand
Proiect:
Job No.:
All Saints Episcopal Church
Morehead City, North Carolina
Date: 10/11/06

DEPTH
(FT.)
0.0
0.8
6.0
15.0
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
O lO 20 aO 60 1OO
Topsoil
2-3-3
1-7-8
4-"
333
5--4-4
t
Medium Dense Light Gray Silty Fine SAND
SM
Loose Gray Silty Fine to Medium SAND
SM
Boring terminated at 15'
Groundwater encountered at 2' alter 24 hours.
JOBNUMBER 1-06-1175-EA
BORING NUMBER B- I
DATE 9-20-06
PAGE 1 OF I
GcoTechnologies, lnc.

DEPTH DESCRIPTION
(FT.)
n.a
0.7
15.0
TEST BORING RECORD
ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWSIFT.) SIB INCHES
0 10 20 40 60 100
'IU Soll
SM
I
I
I
2-1-2
I-1-2
6-6-5
3-3-3
I-4-3
Q
Lowe Gray Silty fine to Medium SAND
Boring terminated or IS'
I
Groundwater encountered at 3' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06-1175-EA \ „
B- 2
9-20-06

DEPTH
(FT.)
0.0
0.7
36.0
40.0
40.5
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWSPER
(FT.) (BLOWS/FT.) SIX INCHES
0 10 20 40 60 100
Topsoil
SM
I
1-I-I
1=12"-3
4-2-5
3-2-4
1-2-2
3-3-2
2-1=12"
1-4-s
29-46-50/4"
Q
Loose Gray Clayey Silty Fine to Medium SAND
Very Dense Gray Silly Fine to Medium SAND
SM
Naniall Weathered Rock - No Rccove
Boring terminated at 40.5'
Groundwater encountered at 3' at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06-1 175-EA \
B- 3
9-21-06
a

DEPTH
(FT.)
0.0
0.7
3.5
6.0
36.0
40.0
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWSIFT.) SIX INCHES
n In 711 do 6n 1M
-
1-I-2
3-7-8
4-4-6
2-3-5
3-4-3
2-2-2
2-1-2
1-1-1
4-34
32-43-34
V
Loose Gray Silty line SAND
SM
Medium Dense Light Brown Gray Silty Fine
SAND
SM
Loose Gray Silty Fine to Medium SAND
SM
Very Dense Gray Silty Fine to Medium SAND
SM
Boring terminated tit 40'
vrounowater encountered at L.Y at time of boring.
,JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06•II75-EA
B- 5
9-20-06
J

DEPTH
(Fr.)
0.0
0.
kl
6.
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
8 To soil
—
+v
vv
.vu
2-34
578
i
i
i
i
e
t
Y
Loose Yellow &own Slightly Clayey Silty Pine to
Medium SAND
SM
Medium Dense Gory Silly Pine Io Medium SAND
SM
Haring terminated at 6'
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
u, .v a. wuc ut vunug.
1-06-1175-EA
P-IA
9-21-06
GeoTechnologies, Inc.

DEPTH
(FT.)
0.0
0..
15.c
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.)SIX INCHES
n In in An <n Inn
9 Topsoil
Loose Gray Silty Fine SAND SM
1.2-I Q
3-3-5
44-5
2A-3
I
L3oring temtinatcd at IS' 4-3-3
v1VUnUw41c1 ntunuactcu at G.T at time Or oormg.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06-1175-EA
B- 7
9-20-06 1 1
v1VUnUw41c1 ntunuactcu at G.T at time Or oormg.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06-1175-EA
B- 7
9-20-06 1 1

DEPTH
(FT-)
0.0
0.8
2.:
6.1
6.:
TEST BORING RECORD
DESCRIPTION ELEVATION PENETRATION BLOWS PER
(FT.) (BLOWS/FT.) SIX INCHES
n In 9n An cn Inn
Topsoil
--
--
-
--
-
1-I-2
5-6-6
N-1
1-1-I
I-I-2
2-6-8
Q
-
Black Loose Silty Fine to Medium SAND
SM
Medium Dense Yellowish Gray Silty Fine to
Medium SAND
SM
Soft Light Yellow Gray time Sandv Siltv CLAY
G
SM
Very Loose Gray Silty Pine to Medium SAND
L
17ib
Medium Dense Gray Silty Fine to Medium SAND
SM
noting lerminated at 15,
urotmuwaier encountered at 2.�, at time of boring.
JOB NUMBER
BORING NUMBER
DATE
PAGE I OF I
1-06-1 175-EA
B- 6 ...
:
9-20-06 _ o

ALL SAINTS EPISCOPAL CHURCH
9120/2",,rmad 102S-W
OEnmr olooks inAws, vp(�L
KSMJ,plle
388 McCotter Blvd, Havelock, NC 28532
Design Requirments
sediment chamber
11.9 total sae (aces)
1.5 drainage acre (aCla3)
1.1 InpeMousrresa (ace)
0,092436975 % of site arpervioua
47916 imperviousness, SO FT
810 cf voltme Md(540Cf/dr area
540 surface area 360sMaca
15 depth
sandfdter
11.9
1.5 drainage ace (aces)
0.092436975 % of site impeMous
1.1 imperviouness area (errs)
810 a volume rgdS40erdr area
540 surface area 380agWaee
1.5 depth
Filter rate
Time to infiltrate
SAND FILTER BASIN CALCULATIONS
1'stam 3865.95 Cuft
7.087036385 tvs for the 1' event to chain though send ®0.04 gaVmhnr2
Bev through send .04ga9mirM•2 8.91E-05 m&socA 0.151526887 oMsec Send, not oudall pipe Llmlfing Factor
area of am opening 0.001 sal B ®85' of 0.5In openings each .5 fast or 340 openings
full flow through all openings 2.578 cis through openings
hrn Bon through 6' pips (miter send) 0.467 cis through pipe
DESIGN VOLUME EVENT event
1' 1
Design Parameters
47915 arpervious(eq B)
1.5 drainage area ACRES
0.092436975 %of see developed
DESIGN VOLUME
0.7.1 rv-.05..009(%ImPeM0us)
3885.95 REDD voarne-m*dra tag*J12)
3993 From TR55 . cos , rhw*
STAGE -STORAGE
INov2 zoos
�:.LScv� w0001
SEDIMENT CHAMBER VOLUME
ELEV OF
PROVO
PROVIDED
REOD
PROVIDED
ELEV
INCREMENTAL
TOTAL
RODSED
SEDIMENT
SEDIMENT
SEDIMENT
STORMWATER
FREEBOARD 20
DELTAAREA
1.2
0.9
LENGTH
85
83.2
WIDTH
20.3
19.1
DELTAELEV
0.4
AREA
1726
1589
VOLUME
663
VOLUME
3054
VOLUME,
$10 CU FT
VOLUME
01.5 DEPTH
SURFACE AREA
(Sq Ft)
01.5 DEPTH
SURFACE AREA
(Sq F0
VOLUME
663
BY-PASS
F19.4�
19
V-MEAD
18.7
3
3
- 3 -
3.6
80.2
77.2
-74I2-
70.6
18.2
15.2
-12.2
8.6
0.3
0.5
0.5
0.6
1460
_7173_
905
607
457
-_658_�
520
454
23
_
C.- 7
756
17.
1276
905
457
658
520
WEIR
TOP SAND
17.7
17.1
BOTTOM
16.2
5.4
65.2
/
0.9
65
303
303
9715
17.20
1276
905
540
2298
SAND
FILTER CHAMBER VOLUME
ELEV OF
PROVD
PROVIDED
REDD
PROVIDED
ELEV
INCREMENTAL
TOTAL
ROD FILTER
SAND FILTER
SAND FILTER
SAND FILTER
STORMWATER
FREEBOARD
20_
DELTAAREA
1.2
0.9
LENGTH
85
83.2
WIDTH
20.9
20
DELTAELEV
0.4
AREA
1776.5
16U
VOLUME
688
VOLUME
e3062
VOLUME,
810 CU FT
VOLUME
®1.S DEPTH
SURFACEAREA
(Sq Ft)
SURFACEAR
(Sq Ft)
VOLUME
ear
BY-PASS
1 09V7
19
V-HEAD
18.7
3
3
80.2
77.2
17
15.2
0.3
0.5
1363.4
1173.M
454
634
2
19 0
454
-
WEIR
2296
VOLUME
ABOVE
SAND FILTER
2298
2296
STORMWATER
VOLUME
TO
19377
-V1 44 S4-all Vol Irl%101

jam bw 6rav747d r4 alrr0av
@0,4%
00.4% 00.3%
17.1
220
0,88
17.98
0.004
73
0.292
18.272
0.003
136
0.544
18.816
97
0.388
19.204
115
0.46
19.664
0.636
7.832
arbor dl"dimsr 61ubm
f6
636m G.r
slope
0.003
0.003
diameter
1,250
1.250
ores
1227
1,227
perimeter
3.927
3.927
R
0.313
0.313
n
0.011
0.011
pi
3.142
3.142
v (fps)
3.403
3.403
0 fop (cfs)
4.177
4.177
0 2-yr ® 4.7 inmr (cfs)
4.360
4.360
00.3% STA
0.66
17.76
0
0.219
17.979
220
0.408
18.387
293
0.291
18.678
429
0.345
19.023
525
0.636
1.277
641
7.632
15.324
61rber73i
616c732
0.003
0.003.
1.250
1.250
1.727
1.227
1927
3.927
0.313
0.313
0.011
0.011
3.142
3,142
3,403
3.403
4.177
4.177
4.000
1.615
ALL SAINTS EPISCOPAL CHURCH SAND FILTER BASIN CALCULATIONS
9120/200 ,,rend 1425-06
0&mx r ci6,i*ff O59ye,', wa
KSMJ,pllc
388 McCotter Blvd, Havelock, NC 28532
61t&W21 Ck%0-,<d
i5k�-t 69R-pp
0-A(cv(zgnp.s
0.003
0.005
0.687
0.500
0.500
0.349
0.196
0.196
2.094
1.571
0.157
0.125
0.011
0.011
3.142
3.142
3,142
2.234
2.378
0.780
0.467
0.799
1.196119373
0 (de)
0pair 6'bmnd
0=A(Cv(2ghy`.5
0.005
0.005172414 slope
0.500
2.000 side
0.042 diameter
0.196
2.000 Ode
0.001 area
1.571
0.030 n
0.125
4.000 bottom width
0.011
1.500 depth
3.142
9.000 area
3.142 pi
2.378
3.329 v(fps)
0.467
29.957 oC®1.5' deom
4,380 0 2-yr 04.71rVhr(ds)
10 perimeter
0.007582657 0 full (Cs)
0.9 r
2.57610337 0 fop (ds)

w
* COMMUNICATDJN RESULT REPORT ( OCT.11.2006 7:51RM )
P. 1
FILE MODE
704 MEMORY TX
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) 1,10 ANSWER
ADDRESS (GROUP)
9-12524445765
TTI NCDENR WIRO
PAGE
--- -------------
K P. 4/4
`C'/4-e74�.'
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
FAX COVER SHEET
William G. Ross, Jr., Secretary
Date:
10/10/06
No. of Pages: 4 (Incl. Cover)
To:
Sue Sayger
From: Paul Bartlett
Company:
KSMJ, pllc
Water Quality Section -
Stormwater
FAX #:
[phone]
FAX #: [phone]
Phone M. 910-796-7301
DWQ Stormwater Project Number: SW8 Unassigned
Project Name: All Saints Church
MESSAGE:
Sue,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Rev, Miller, and a copy will be mailed to you.
14

* * * COMMUNICATION RESULT REPORT ( OCT.10.2006 5:05PM ) * * *
P. 1
FILE MODE
702 MEMORY TX
OPTION
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
ADDRESS (GROUP)
5-12524445765
RESULT PAGE
E-3)3)3)3)3) P ✓o
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
Date:
10/10/06
To:
Sue Sayger
Company:
KSMJ, pllc
FAX #: [phone]
William G. Ross, Jr., Secretary
FAX COVER SHEET
No. of Pages: 4 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 Unassigned
Project Name: All Saints Church
MESSAGE:
Sue,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Rev. Miller, and a copy will be mailed to you.
If

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
Date:
10/10/06
To:
Sue Sayger
Company:
KSMJ, pllc
FAX #: [phone]
William G. Ross, Jr., Secretary
FAX COVER SHEET
No. of Pages: 4 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SWS Unassigned
Project Name: All Saints Church
MESSAGE:
Sue,
A Request for Additional Information is attached for the subject project. The original will
be mailed to Rev. Miller, and a copy will be mailed to you.
ENB\ptb: S:\WQS\STORMWATER\ADDINFO\2006WIISaints.oct06
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

Michael F. Fasley, Govemor
William G. Ross .h., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 10, 2006
Reverend H.G. Miller, Rector
All Saints Church AMIA, Inc.
5058 Highway 70 West, Suite E4
Morehead City, NC 28557
Subject: Request for Additional Information
Stormwater Project No. SW8 Unassigned#
All Saints Episcopal Church
Carteret County
Dear Reverend Miller:
The Wilmington Regional Office received a Stormwater Management Permit Application for All
Saints Episcopal Church on October 10, 2006. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please clarify the longitude and latitude in Section 1.7 of the application. The site
appears to be closer to 34044'32" N and—76°50'22" W.
i
2. /Please provide 2 copies of Sheet #2 with a signed and dated Registered
Surveyor's or PE -stamp.
3. Please clearly illustrate: (a) the limits of disturbance on Sheets #3 and #4,
1,_",_�Ircluding a symbol in the legend; and (b) the drainage areas (hand -marked
Sheets 42-- #4 will suffice).
4. ease provide a copy of the soil consultants report for soil type, infiltration rate,
r //and SHWT at all test locations.
V�! Please clarif the basin's drainage area. The calculations list 1.1 ac and the
✓✓✓ plans lis 1��a
6. Please (provide: (a) a bypass for the basin for runoff that exceeds the 1" desipp ( �
p�Wp� f sYbrth;,andb) a e�ail .f the bypass structg, including invert ele atio �C.7
1 fti t1� f l yq� Co 6 low ( 9
�. 7. Please provide a cross-section detail of the basin.` 1 recomm n that the
proposed weir be removed to configure the system as an infiltration basin with a
bottom elevation of 17' (approx. 29" W X 66' L) using the proposed contours and
3:1 side slopes. Storage requirements are met at approximately 18.6' (see
attached calculations).
C,/ Please provide PE -stamped calculations incorporating the above revisions,
including a stage -storage table with surface areas and accumulated volumes.
NoyhCarolina
A4turaUy
North Carolina Division of Water Quality 127 Cardinal Drive Fxtension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Intemee www.ncwatetqua] ityore I Fax [phone]
An Equal OpportunilylAtf rmative Action Employer - 50% Recycledl10% Post Consumer Paper

Reverend H.G. Miller
October 10, 2006
Stormwater Application No. SW8 Unassigned#
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to October
18, 2006, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance
under an approved Sedimentation Erosion Control Plan, is a violation of NCGS
143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sinc ly,
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2006\AIISaints.oct06
cc: Susan H. Sayger, KSMJ, pllc
Paul Bartlett

TppoZone - USGS Mansfield (NC) Topo Map Page 1 of 1
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0 0.3 0.6 0.9 1.2 1.5 km
a
0 0.1 0.2 0.3 0.4 0.5 mi
340 44' 32"N, 760 50' 22"W (NAD83/WGS84)
USGS Mansfield (NC) Quadrangle M=-9.842
Projection is UTM Zone 18 NAD83 Datum G=-:L.049
http://www.topozone.com/print.asp?lat=34.74222&Ion=-76.83949&s=48&size=m&u=6... 10/ 10/2006

TopoZone - USGS Mansfield (NC) Topo Map
Page 1 of 1
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UTM 18 331565E 3845788N (NAD27)
USGS Mansfield (NC) Quadrangle M=-9.842
Projection is UTM Zone 18 NAD83 Datum G=-1.049
http://www.topozone.com/print.asp?lat=34.7421 &Ion=-76.83992&s=48&size=m&u=0&1... 10/10/2006

11 'ropoZone - Bonham Heights (subdivision), USGS Mansfield (NC) Topo Map
Page I of 1
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s (subdivisio SGS Mansfield (NC) Quadrangle M--9.679
Projection is UTM Zone -NAD83 Datum G--1.013
http://www. topozone.com/print. asp?lat=34.72722& Ion=-76.77778 &s=48 &size=m&u=6... 10/l 0/2006

KSMJ,PLLC
388 MCCOTTER BLVD
FIAVELOCK,NC 28532
252-349-5803,252-4445765
TRANSMITTAL SHEET
'I'O: FROM:
DNER, Mr. Paul Bartlett Susan Sayger,PE
COMPANY:
DATE:
KSMJ,pllc
10/5/2006
FAX NUMBER:
TOTALNO. OF PAGES INCLUDING COVER:
check
111IONIL NUMBER:
RE:
All Saints Episcopal Church
SLNDER'S REBERLNCL NUMBER:
YOUR REFERENCF NUMBER:
❑ URGENT X FOR REVIEW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLF.ASF. RECYCLE
NOTES/COMMENTS:
Paul,
1-lere is the check for the additional funds. If you need anything let me know
Thanks
Sue
388 McCotter Blvd
Havelock, NC 28532
252-444-ksmj(5765)
0c, 1. a ZO

KSMJ,PLLC
388 MCCOTTER BLVD
1IAVELOCK,NC 28532
252-349-5803.252-4445765
TRANSMITTAL SHEET
TO: FROM:
DNER, Mr. Paul Bartlett Susan Sayger,PE
COMPANY:
DATE:
KSMJ,pllc
10/2/2006
FAX NUMBER:
TOTAL NO. OF PAGIS INCLUDING COVER:
3
PHONE NUMBER:
RL:
All Saints Episcopal Church
SENDER'S REFERIiNCH NUMBER:
YOUR REPERLNCE NUMBER:
❑ URGEINT X FOR RFV1EW ❑ PLEASE COMMENT ❑ PLEASE REPLY ❑ PLEASE RECYCt.F.
NOTES/COMMENTS:
Paul,
Received this after I sent out the package. Please add to the review package for All Saints.
As the letter and the plan states, there are no jurisdictional wetlands within the area of
development
Thanks
Sue
388 McCotter Blvd
Havelock, NC 28532
252444-ksmj(5765)
,ECEIVED
L"05ll"
BY_ 5t4-6100(0

TO:
DNElt r
COMPANY:
KSMJ,pllc
FAX NUMBER:
PHONE? NUMBER -
RE
KSM),PLLC
388 MCCOTTER BLVD
HAVELOCK,NC 28532
252-349-5803,252-4445765
TRANSMITTAL SHEET
✓y�/' (/� �� ,{)/ FROM:
)%I, � /— Susan
All Saints Episcopal Church
3
DATE:
9/28/2006 C
TOTAL NO. OF PAGES INCLUDING COVER:
SENDER'S RIIFLR17NCII NUMBER:
YOUR
to/✓
_V/ xv9tw V )
I o
❑ URGIiNT is FOR REVIEW ❑ PI.RASI3 COMMIiN'r ❑ PI.IiASIi RIiPI.Y ❑ PLEAS
NOTES/COMMENTS:
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DATE: September 27, 2006
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SUBJECT: Preliminary 404 wetland evaluation of the All Saints Episcopal Church Tract (-12 acres, north portion). Tract
located on the W side of McCabe Road NCSR 1147, Morehead City West area, Morehead Township, Carteret
County, North Carolina. UTM 18 331565 E; 3945788 N
TO: All Saints Episcopal Church
Ms. Susan H. Sayger PE (agent)
KSMJ, PLLC
388 McCotter Blvd.
Havelock, NC 28632
[phone]; 349-5803
OCI 0 5 N06
Land Management Group completed a preliminary evaluation of the Saints Episcopal Church Tract (-12 acres, Phase-1 or north
portion only) to determine the upper limit of potential 404 wetland areas. This evaluation was completed through transacts within
the tract, aerial photo interpretation, and/or soil/vegetative investigations. A delineation of the upper limits of potential 404 wetland
areas has not been performed as this is a preliminary evaluation. The currently used U.S. Army Corps/EPA "1987 Federal
Wetlands Delineation Manual" was used as guidelines to determine potential 404 Wetland areas.
The enclosed map shows the general locations potential of uplands vs. potential 404 wetland areas (see map). The uplands are
gently rolling broad ridges of Onslow and Lynchburg soil types (see map "yellow" areas), which are currently open fields. Potential
404 wetland areas are confined and immediately adjacent to an unnamed intermittent tributary of Hull Swamp within the extreme
western portion of the tract (see map "gray" area). The proposed development will be within the eastern two-thirds of the tract
according to KSMJ engineering plans of Aug-2006 (see map "red" line). Thus, 404 potential 404 wetland areas would not be
impacted by the proposed development activities with standard sedimentation & erosion control measures.
Any final 404 Wetlands or "Waters of the U.S." delineation will need to be reviewed and surveyed before final approval by the
USACOE. This report and preliminary map should be used for general planning purposes, as specific on -site evaluations,
delineations, approvals, and permits are required by respective regulatory agencies before initiating any development activities.
c5 ;;;; /
�i / � - ✓ / 1. /" y V r
Larry F. Baldwin, CPSS/SC
ARCPACS #2183; NCLSS #1040

All Saints Episcopal Church
Subject: All Saints Episcopal Church
From: Paul Bartlett <[e-mail]>
Date: Tue, 03 Oct 2006 10:53:01 -0400
To: [e-mail]
CC: Cameron Weaver <[e-mail]>
Sue,
The fee is $4,000 for the application since it has a pocket of high density; only
$2,000.00 was submitted. Also, for page 2 of application, Section III.6, bottom of
table: please enter impervious area in square feet. FAX of changes OK.
Paul
FAX: [phone]
1 of 1 10,13/2006 10:53 AM

14
McCabe Road
Vwn of Morehead City, North Carolina
Stormwater Narrative
944ad«Ciaa This stormwater narrative discusses the stormwater management
design and permit application for the construction of a new, slab on -grade church facility,
All Saints Episcopal Church on an 11.9-arce parcel, located in the Town of Morehead
City, Carteret County. Zoned residential (church facility is a permitted use), the parcel
fronts McCabe Road (south of NC Highway 70) and borders on Hull Swamp Creek
which ultimately drains into the White Oak River. Hull Swamp Creek is classified as a C
class water. There are no applicable AECs associated with the parcel. No disturbance,
grading or construction will take place within 300 feet of the creek. We see no applicable
CAMA issues. There are no CAMA jurisdictional wetlands within the scope of this
project, per discussions with and following letter from Land Management Group.
&� &daya" Currently, the existing topography of the entire parcel is flat, with
majority of the parcel draining across a minimum grade (less than one percent) draining
towards the creek. For over 90% of the site, these existing drainage divides are honored,
including the two existing ditch lines. These ditch lines will continue to act as vegetative
filters for the parcel, including the 0.3 Acres of existing impervious surfaces which will.
remain. As seen in the attached calculations, the pre-existing run-off from the site for the
2-year and 10- year event are 12.8 and 34.1 cfs, respectively.
Jton" �+a-Ag" Although the project meets the requirements for low density of less
than 30%, with only 1.1 Acres of impervious surface out of the total 11.9 Acres or
0.92%, we respectfully submitted this as a low density design, providing for a pocket of
high density. The percentage of proposed imperviousness, includes building area (10,908
sq fl) and paved and sidewalk area (36,155 sq ft). All impervious surfaces will drain
through roof drains and catch basins into culverts into a two -chamber sand infiltration
basin. The 1-inch storm is completely contained, with one -foot of freeboard. Run-off
will first settle through the pre-treatment, sedimentation chamber. The design meets or

exceeds all DNER size and depth requirements. The entire 1-inch storm will filter
through 18 inches of sand, through a filter fabric wrapped perforated 6" pvc in 7.3 hours.
The 2-inch storm will drain in 24 hours. Without the basin is, as seen in the attached
calculations, the post -condition run-off from the site for the 2-year and 10- year event are
16.5 and 40.8 cfs, respectively. With the basin, the post -condition run-off from the site
for the 2-year and 10- year event are 14.1 and 37.5 cfs, respectively. The velocity for the
2-year event is not at an erosive levels, however, the rip -rap from the check dam will be
left in place to minimize the potential for erosion in the existing channel.
&dam The proposed design includes only 1.1 Acres of impervious surface out of the
total 11.9 Acres or 0.92%. In addition to the existing vegetative swales that will provide
filtering, we have provided stormwater management to mitigate the additional
imperviousness through a two -chamber sand infiltration basin, containing the required
J
evenefreeboard, meeting or exceeding all DNER size and depth requirements.
(Q3u -ea
Susan H. Sayger,PE
KSMJ,pllc
388 McCotter Blvd
Havelock, NC 28532
252-349-5803
252-444-5765

s r-`
Page 1 of 1
Date: 9/20/2006
Click here to:
View Document Filings
Corporation Names
Name
Name Type
NC All Saints Church AMIA, Inc.
Legal
Non -Profit Corporation Information
SOSID:
0680366L
Status:
Cun•ent-Active
2 2p06
Date Formed:
6/24/2003
Citizenship:
Domestic
�Vo
State of Inc.:
NC
$`Z
Duration:
Perpetual
Registered Agent
Agent Name:
Grayson, John H.
Registered Office Address:
2012 Evans Street
Morehead City NC 28557
Registered Mailing Address:
Principal Office Address:
2012 Evans Street
Morehead City NC 28557
Principal Mailing Address:
No Address
http://www.secretary.state.nc.us/CorporationsICorp.aspx?Pitemld=5657825&Printer—True 9/20/2006

Y .
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�-
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`
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Page 1 of 1
Detailed view for record 1
View in new window I Print
Field
Value
AREA
456688.39186
PERIMETER
3931.21923
PARCEL83_
18943
PARGEL83_I
18945
WHAT
0
PIN
MAPNUM
6346
BLOCK
87
PDOT
8740
CONDO_
MOTHER
0
MAPNAM
634608
PRID
PIN15
OWNER
634608878740000
ALL SAINTS
CHURCH AMIA
INC
DBOOK
1069
DPAGE
192
DDATE
0
SALE_PRICE
0
TAX_VALUE
LAND_VALUE
941 00
94160
STRUC VAL
0
OTHER_VAL
0
BLT_CONDO
0
HOUSE_NUM
0000000
DIRECTION
Field
Value
ST_NAME
ST_TYPE
CITY
NEWPORT
ZIP
28570
MAIL_HOUSE
MAIL_DIR
MAIL_ST
MAIL_STTYP
MOREHEAD
CITY
MAIL_CITY
MAIL_STATE
NC
MAIL_ZIP
28557
MAIL_POBOX
PO BOX 309
TOWNSHIP
MOREHEAD
CITY_LIMIT
NBHD
FIRE_DIST
0
WILDWOOD
FIRE
RESCUE_DST
PART TR1
MCELMON
PROPERTY
LEGAL_DSC
TOTAL_ACR
10.77
Y_BLT HOUS
0
TOT_SO_FT
BATHROOMS
0
0
BEDROOMS
0
NOISE_LVL
RISK_LEVEL
Click -Here -for
Disclaimer
LACUIZ
http://maps.co.carteret.nc.us//details.htm 9/26/2006

S
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. r r r Ir ` f- 1 1 j" Ili.

all saints 2006-004
GCZ G Z ZGG6
Proposed Conditions for volume req �..
Name of printed page file:
TR20.out (continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
21.990
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.034
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.079
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.123
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.167
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.211
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.255
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.300
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.344
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.388
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.432
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.477
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.521
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.565
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.609
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.653
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.698
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.742
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.786
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.830
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.074
0.06
0.06
0.06
0.06
0.06
0.06
0.06
WinTR-20 Version 1.0
Page
5
09/1B/2006
15:34
all saints
2006-004
Proposed
Conditions
for volume
req
Line
Start Time
------------
Flow
Values @ time
increment
of 0.006
hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
22.919
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.963
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.007
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.051
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.095
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.140
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.184
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.228
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.272
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.317
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.361
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.405
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.449
0.06
0.06
0.06
0.05
0.05
0.05
0.05
23.493
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.538
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.582
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.626
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.670
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.714
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.759
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.803
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.847
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.891
0.05
0.05
0.05
0.05
0.05
0.05
0.05
WinTR-55, Version 1.00.08 Page 6 9/18/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name of printed page file:
TR20.out (continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
13.502
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.546
0.21
0.21
0.21
0.21
0.21
0.21
0.20
13.590
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.634
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.679
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.723
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.767
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.811
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.855
0.19
0.19
0.19
0.19
0.19
0.19
0.19
13.900
0.19
0.19
0.19
0.19
0.19
0.19
0.19
13.944
0.19
0.19
0.19
0.19
0.19
0.19
0.19
13.988
0.19
0.19
0.19
0.19
0.19
0.19
0.19
14.032
0.19
0.19
0.19
0.19
0.19
0.18
0.18
14.077
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.121
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.165
0.18
0.18
0.18
0.18
0.1B
0.18
0.18
14.209
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.253
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.298
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.342
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.386
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.430
0.18
0.18
0.18
0.18
0.1B
0.18
0.18
14.474
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.519
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.563
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.607
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.651
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.695
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.740
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.784
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.828
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.872
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.917
0.17
0.17
0.17
0.17
0.17
0.17
0.16
14.961
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.005
0.16
0.16
0.16
0.16
0.16
0.16
0.16
WinTR-20 Version 1.0
Page
7
09/1B/2006
15:34
all saints
2006-004
Proposed Conditions
for volume
req
Line
Start Time
------------
Flow
Values @ time
increment
of 0.006 hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
15.049
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.093
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.138
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.182
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.226
0.16
0.16
0.16
0.16
0.16
0.16
0.15
15.270
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.314
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.359
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.403
0.15
0.15
0.15
0.15
0.15
0.15
0.15
WinTR-55, Version 1.00.08 Page 8 9/18/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name of printed page file:
TR20.out (continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
17.392
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.437
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.481
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.525
0.10
0.10
0.10
0.10
0.10
0.09
0.09
17.569
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.613
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.658
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.702
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.746
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.790
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.834
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.879
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.923
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.967
0.09
0.09
0.09
0.09
0.08
0.08
0.08
18.011
0.08
0.08
0.08
0.08
0.08
O.OB
0.08
1B.055
0.08
0.08
0.06
0.08
0.08
0.08
0.08
18.100
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.144
0.08
0.08
0.08
0.08
0.08
0.08
0.08
10.188
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.232
0.08
0.08
0.08
0.08
O.OB
0.08
0.08
18.277
0.08
0.08
0.08
0.08
0.06
0.08
0.08
18.321
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.365
0.06
0.08
0.08
0.08
0.08
0.08
0.08
18.409
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.453
0.08
0.08
0.08
0.08
0.00
0.08
0.08
18.498
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.542
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.586
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.630
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.674
0.08
O.OB
0.08
0.08
0.08
0.08
0.08
18.719
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.763
0.08
0.06
0.08
0.08
0.08
0.08
0.08
L8.807
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.851
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.895
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.940
0.08
0.OB
0.08
0.08
0.08
0.08
0.08
18.984
0.09
0.OB
0.08
0.08
0.08
0.08
0.06
19.028
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.072
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.117
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.161
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.205
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.249
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.293
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.338
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.382
0.08
O.OB
0.08
0.08
0.08
0.08
0.08
19.426
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.470
0.08
0.08
0.08
0.08
0.08
0.06
0.08
19.514
0.08
0.08
0.08
0.08
0.08
0.08
0.08
WinTR-20 Version
1.0
Page
9
09/18/2006
15:34
all saints
2006-004
Proposed
Conditions
for volume
req
WinTR-55,
Version 1.00.08
Page
10
9/18/2006
3:36:45 PM

all saints
2006-004
Proposed
Conditions
for volume
req
Name
of printed
page file:
TR20.out
(continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
Line
Start Time
------------
Flow
Values @ time
increment
of 0.006
hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
19.559
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.603
0.08
0.08
0.08
0.07
0.07
0.07
0.07
19.647
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.691
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.735
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.780
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.824
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.868
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.912
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.957
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.001
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.045
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.089
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.133
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.178
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.222
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.266
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.310
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.354
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.399
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.443
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.487
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.531
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.575
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.620
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.664
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.708
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.752
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.797
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.841
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.885
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.929
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.973
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.018
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.062
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.106
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.150
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.194
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.239
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.283
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.327
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.371
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.415
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.460
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.504
0.07
0.07
0.07
0.07
0.07
0.07
0.06
21.548
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.592
0.06
0.07
0.07
0.07
0.06
0.06
0.06
21.637
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.681
0.06
0.06
0.06
0.06
0.06
0.06
0.06
WinTR-55, Version 1.00.08 Page 11 9/18/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name
of printed
page file:
TR20.out
(continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
21.725
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.769
0.06
0.06
0.06
0.06
0.06
0.06
0.06
WinTR-20 Version 1.0
Page
10
09/18/2006
15:34
all saints
2006-004
Proposed Conditions
for volume
req
Line
Start Time
------------
Flow
Values @ time
increment
of 0.006 hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
21.813
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.85E
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.902
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.946
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.990
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.034
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.079
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.123
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.167
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.211
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.255
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.300
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.344
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.388
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.432
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.477
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.521
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.565
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.609
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.653
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.698
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.742
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.786
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.830
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.874
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.919
0.06
0.06
0.06
0.06
0.06
0.06
0.06
22.963
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.007
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.051
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.095
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.140
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.184
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.22E
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.272
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.317
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.361
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.405
0.06
0.06
0.06
0.06
0.06
0.06
0.06
23.449
0.06
0.06
0.06
0.05
0.05
0.05
0.05
23.493
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.538
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.582
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.626
0.05
0.05
0.05
0.05
0.05
0.05
0.05
WinTR-55, Version 1.00.08 Page 12 9/18/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name of printed page file:
TR20.out (continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
IO or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
23.670
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.714
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.759
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.803
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.847
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.891
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.935
0.05
0.05
0.05
0.05
0.05
0.05
0.05
23.980
0.05
0.05
0.05
0.05
0.05
0.05
0.05
WinTR-20 Version 1.0
Page
11
09/18/2006
15:34
all saints
2006-004
Proposed
Conditions
for volume
req
Area or
Drainage
-----------
Peak Flow by Storm -----------
Reach
Area
Alternate
1-Yr
Identifier
(sq mi)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
Tract 1
0.02
0.5
OUTLET
0.02
0.5
WinTR-55, Version 1.00.08 Page 13 9/18/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name of printed page file:
TR20.out
STORM 1-Yr
Area or Drainage Rain Gage Runoff ------------ Peak Flow ---
Reach Area ID or Amount Elevation Time Rate
Identifier (sq mi) Location (in) (ft) (hr) (cfs)
WinTR-20 Version 1.0
Page 12
(continued)
Rate
(csm)
09/18/2006 15:34
WinTR-55, Version 1.00.08 Page 14 9/19/2006 3:36:45 PM

habersaygr all saints 20 -004
Proposed Conditions r volume req
t orth Carolina
Rydrograph Peak/Peak Time Table
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
(hr) (hr) (hr) (hr) (hr) (hr)
----------------------------------------------------------------------
SUBAREAS
Tract 1 16.54 40.77 49.55 60.56 71.81 0.45
12.12 12.12 12.11 12.11 12.11 12.35
REACHES
OUTLET 16.54 40.77 49.55 60.56 71.81 0.45
OCj 0 2 2006
WinTR-55, Version 1.00.08 Page 1 9/28/2006 2:18:07 PM

WinTR-55 Current Data Description
--- Identification Data ---
User: habersaygr Date: 9/18/2006
Project: all saints 2006-004 Units: English
SubTitle: Proposed Conditions for volume req Areal Units: Acres
State: North Carolina
County: Carteret
Filename: C:\mclure 2006-0004\calculations\proposed-rqd volumeAll Saints.w55
--- Sub -Area Data ---
Name
Description
Reach
Arealac)
RCN Tc
------------------------------------------------------------------------------
Tract 1
entiretractsnewimpervs
Outlet
11.9
64 0.1
Total area:
11.90 (ac)
--- Storm
Data
--
Rainfall Depth by Rainfall
Return Period
2-Yr
5-Yr 10-Yr
25-Yr
50-Yr
100-Yr 1-Yr
(in)
(in) (in)
(in)
(in)
---------
(in) (in)
------7---------
4.
-----------
—
6.27.4
-
83
-
9
-----------
1052.0
Storm Data Source: User -provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

habersaygr all saints 2006-004
Proposed Conditions for volume req
Carteret County, North Carolina
Watershed Peak Table
Sub -Area Peak Flow by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
-------------------------------------------------------
SUBAREAS
Tract 1 0.45
REACHES
OUTLET 0.45
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

habersaygr all saints 2006-004
Proposed Conditions for volume req
Carteret County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's
End
Wetted
Travel
Identifier/
Length
Slope n
Area
Perimeter
Velocity
Time
--------------------------------------------------------------------------------
(ft)
(ft/ft)
(sq ft)
(ft)
(ft/sec)
(hr)
Tract 1
SHALLOW
50
0.0080 4.7
0.010
CHANNEL
641
0.0030 0.013
1.30
3.50
3.237
0.055
Time of Concentration 0.1
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

habersaygr
all saints 2006-004
Proposed Conditions for volume req
Carteret County, North Carolina
Sub -Area Land Use and Curve Number Details
Sub -Area
Hydrologic
Sub -Area
Curve
Identifier Land Use
Soil
Area
Number
----------------------- __-------------------------------------
Group
(ac)
Tract 1 Open space; grass cover > 75%
(good) B
10.8
61
Paved parking lots, roofs, driveways
B
1.1
98
Total Area / Weighted Curve Number
11.9
64
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

habersaygr all saints 2006-004
Proposed Conditions for volume req
Carteret County, North Carolina
Sub -Area Summary Table
Sub -Area Drainage Time of Curve Receiving
Identifier Area Concentration Number Reach
(ac) (hr)
--------------------------------------------------------
Tract 1 1.1.90 0.100 64 Outlet
Total Area: 11.90 (ac)
Sub -Area
Description
------------------------
entiretract&newimpervs
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

habersaygr all saints 2006-004
Proposed Conditions for volume req
Carteret County, North Carolina
Storm Data
Rainfall Depth by
Rainfall
Return Period
2-Yr
5-Yr 10-Yr
25-Yr
50-Yr 100-Yr 1-Yr
(in)
(in) (in)
(in)
(in) (in) (in)
-----------------------------------------------------------------------------
4.7
6.2 7.4
8.3
9.4 10.5 2.0
Storm Data Source: User -provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

habersaygr all saints 2006-004
Proposed Conditions for volume req
Carteret County, North Carolina
Hydrograph Peak/Peak Time Table
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
------------------------------------------------------------------------
SUBAREAS
Tract 1 0.45
12.35
REACHES
OUTLET 0.45
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:37:01 PM

all saints 2006-004
Proposed Conditions for volume req
Name of printed page file:
TR20.out
STORM 1-Yr
Area or Drainage Rain Gage Runoff ------------ Peak Flow ------------
Reach Area IO or Amount Elevation Time Rate Rate
Identifier (sq mi) Location (in) (ft) (hr) (cfs) (csm)
Tract 1
0.019
0.118
12.35
0.45
24.35
Line
Start Time
------------
Flow
Values @ time increment
of 0.006
hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
12.131
0.05
0.07
0.08
0.10
0.11
0.13
0.15
12.175
0.16
0.18
0.20
0.21
0.23
0.25
0.27
12.220
0.28
0.30
0.31
0.32
0.33
0.34
0.35
12.264
0.36
0.37
0.38
0.39
0.40
0.40
0.41
12.308
0.42
0.43
0.44
0.44
0.45
0.45
0.45
12.352
0.45
0.45
0.45
0.45
0.45
0.45
0.45
12.397
0.45
0.45
0.45
0.45
0.45
0.45
0.45
12.441
0.44
0.43
0.42
0.41
0.41
0.40
0.39
12.485
0.38
0.37
0.37
0.37
0.36
0.36
0.36
12.529
0.35
0.35
0.34
0.33
0.33
0.32
0.31
12.573
0.30
0.30
0.29
0.29
0.28
0.28
0.28
12.618
0.28
0.28
0.27
0.27
0.27
0.27
0.27
12.662
0.27
0.26
0.26
0.26
0.26
0.26
0.26
12.706
0.26
0.26
0.26
0.26
0.26
0.26
0.26
12.750
0.26
0.26
0.26
0.25
0.25
0.25
0.25
12.794
0.25
0.25
0.25
0.25
0.25
0.25
0.25
12.839
0.25
0.25
0.25
0.25
0.25
0.24
0.24
12.883
0.24
0.24
0.24
0.24
0.24
0.24
0.24
12.927
0.24
0.24
0.24
0.24
0.23
0.23
0.23
12.971
0.23
0.23
0.23
0.23
0.23
0.22
0.22
13.015
0.22
0.22
0.22
0.22
0.22
0.22
0.22
13.060
0.22
0.22
0.22
0.22
0.22
0.21
0.21
13.104
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.148
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.192
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.237
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.2B1
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.325
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.369
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.413
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.458
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.502
0.21
0.21
0.21
0.21
0.21
0.21
0.21
13.546
0.21
0.21
0.21
0.21
0.21
0.21
0.20
13.590
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.634
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.679
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.723
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.767
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.811
0.20
0.20
0.20
0.20
0.20
0.20
0.20
13.855
0.19
0.19
0.19
0.19
0.19
0.19
0.19
WinTR-20 Version 1.0
Page
1
09/18/2006
15:34
all saints
2006-004
Proposed Conditions
for volume
req
Line
WinTR-55, Version 1.00.08 Page 1 9/18/2006 3:36:45 PM

all saints
2006-004
Proposed
Conditions
for volume
req
Name
of printed
page file:
TR20.out
(continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
Start Time
------------
Flow
Values @ time
increment
of 0.006 hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
13.900
0.19
0.19
0.19
0.19
0.19
0.19
0.19
13.944
0.19
0.19
0.19
0.19
0.19
0.19
0.19
13.988
0.19
0.19
0.19
0.19
0.19
0.19
0.19
14.032
0.19
0.19
0.19
0.19
0.19
0.18
0.18
14.077
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.121
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.165
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.209
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.253
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.298
0.18
0.18
0.10
0.18
0.18
0.18
0.18
14.342
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.386
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.430
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.474
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.519
0.18
0.18
0.18
0.18
0.18
0.18
0.18
14.563
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.607
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.651
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.695
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.740
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.784
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.628
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.872
0.17
0.17
0.17
0.17
0.17
0.17
0.17
14.917
0.17
0.17
0.17
0.17
0.17
0.17
0.16
14.961
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.005
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.049
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.093
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.138
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.182
0.16
0.16
0.16
0.16
0.16
0.16
0.16
15.226
0.16
0.16
0.16
0.16
0.16
0.16
0.15
15.270
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.314
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.359
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.403
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.447
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.491
0.15
0.15
0.15
0.15
0.15
0.15
0.15
15.535
0.15
0.14
0.14
0.14
0.14
0.14
0.14
15.580
0.14
0.14
0.14
0.14
0.14
0.14
0.14
15.624
0.14
0.14
0.14
0.14
0.14
0.14
0.14
15.668
0.14
0.14
0.14
0.14
0.14
0.14
0.14
15.712
0.14
0.14
0.14
0.14
0.14
0.14
0.14
15.757
0.14
0.14
0.14
0.14
0.13
0.13
0.13
15.801
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.845
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.889
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.933
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.978
0.13
0.13
0.13
0.13
0.13
0.13
0.13
16.022
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.O66
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.11.0
0.12
0.12
0.12
0.12
0.12
0.12
0.12
WinTR-55,
Version 1.00.08
Page
2
9/18/2006
3:36:45 PM

all saints
2006-004
Proposed
Conditions
for volume
req
Name
of printed
page file:
TR20.out
(continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
WinTR-20 Version 1.0
Page
2
09/18/2006
15:34
all saints
2006-004
Proposed
Conditions
for volume
req
Line
Start Time
------------
Flow
Values @ time
increment
of 0.006
hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
16.154
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.199
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.243
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.287
0.12
0.12
0.12
0.12
0.12
0.12
0.12
1.6.331
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.375
0.12
0.12
0.12
0.12
0.12
0.12
0.12
1.6.420
0.12
0.12
0.12
0.12
0.12
0.12
0.12
1.6.464
0.12
0.12
0.12
0.12
0.12
0.12
0.12
16.508
0.12
0.12
0.12
0.12
0.11
0.11
0.11
16.552
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.597
0.11
0.11
0.11
0.11
0.11
0.11
0.11
1.6.641
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.685
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.729
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.773
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.818
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.862
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.906
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.950
0.11
0.11
0.11
0.11
0.11
0.11
0.11
16.994
0.11
0.11
0.11
0.11
0.11
0.11
0.11
17.039
0.11
0.11
0.11
0.10
0.10
0.10
0.10
17.083
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.127
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.171
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.215
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.260
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.304
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.348
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.392
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.437
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.481
0.10
0.10
0.10
0.10
0.10
0.10
0.10
17.525
0.10
0.10
0.10
0.10
0.10
0.09
0.09
17.569
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.613
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.658
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.702
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.746
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.790
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.834
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.879
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.923
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.967
0.09
0.09
0.09
0.09
0.08
0.08
0.08
18.011
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.055
0.08
0.08
0.08
0.08
0.08
0.08
0.08
WinTR-55, Version 1.00.08 Page 3 9/18/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name
of printed
page file:
TR20.out
(continued.)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(so mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
18.100
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.144
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.188
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.232
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.277
0.08
0.08
0.08
0.08
0.08
0.08
0.08
1.8.321
0.08
0.08
0.08
0.08
0.08
0.08
0.08
1B.365
0.08
0.08
0.08
0.08
0.08
0.08
0.08
WinTR-20 Version 1.0
Page
3
09/18/2006
15:34
all saints
2006-004
Proposed
Conditions
for volume
req
Line
Start Time
------------
Flow
Values @ time
increment
of 0.006
hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
18.409
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.453
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.498
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.542
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.586
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.630
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.674
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.719
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.763
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.807
0.08
0.08
0.08
0.08
0.06
0.08
0.08
18.851
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.895
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.940
0.08
0.08
0.08
0.08
0.08
0.08
0.08
18.984
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.028
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.072
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.117
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.161
0.OB
0.08
0.08
0.08
0.08
0.08
0.08
19.205
0.08
0.08
0.08
O.OB
0.08
0.08
O.OB
19.249
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.293
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.338
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.382
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.426
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.470
0.08
0.08
0.08
0.08
O.OB
0.08
0.08
19.514
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.559
0.08
0.08
0.08
0.08
0.08
0.08
0.08
19.603
0.08
0.09
0.08
0.07
0.07
0.07
0.07
19.647
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.691
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.735
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.780
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.824
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.868
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.912
0.07
0.07
0.07
0.07
0.07
0.07
0.07
19.957
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.001
0.07
0.07
0.07
0.07
0.07
0.07
0.07
WinTR-55, Version 1.00.08 Page 4 9/1B/2006 3:36:45 PM

all saints 2006-004
Proposed Conditions for volume req
Name of printed page file:
TR20.out (continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
20.045
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.089
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.133
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.178
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.222
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.266
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.310
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.354
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.399
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.443
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.487
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.531
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.575
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.620
0.07
0.07
0.07
0.07
0.07
0.07
0.07
WinTR-20 Version 1.0 Page 4 09/18/2006 15:34
all saints 2006-004
Proposed Conditions for volume req
Line
Start Time ------------ Flow Values @ time increment of 0.006 hr------------
(hr) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
20.664
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.708
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.752
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.797
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.841
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.885
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.929
0.07
0.07
0.07
0.07
0.07
0.07
0.07
20.973
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.018
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.062
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.106
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.150
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.194
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.239
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.283
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.327
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.371
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.415
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.460
0.07
0.07
0.07
0.07
0.07
0.07
0.07
21.504
0.07
0.07
0.07
0.07
0.07
0.07
0.06
21.548
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.592
0.06
0.07
0.07
0.07
0.06
0.06
0.06
21.637
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.681
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.725
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.769
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.813
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.858
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.902
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.946
0.06
0.06
0.06
0.06
0.06
0.06
0.06
WinTR-55, Version 1.00.08 Page 5 9/18/2006 3:36:45 PM

habersaygr all saints 2006-00
Existing Conditions
Ca Nos,' Carol' a
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's
Identifier/
Length
Slope
n
(ft)
(ft/ft)
-----------------------------------------
Tract 1
SHEET
25
0.0080
0.060
SHALLOW
825
0.0080
4.7
End Wetted Travel
Area Perimeter Velocity Time
(sq ft) (ft) (ft/sec) (hr)
-------------------------------------
0.031
0.159
Time of Concentration .19
4 ��_ ' -
J
oCT U `L ZOU6
WinTR-55, Version 1.00.08 Page 1 9/14/2006 3:01:01 P14

habersaygr all saints 2006-004
Existing Conditions
Carteret County, North Carolina
Sub -Area Land Use and Curve Number Details
Sub -Area Hydrologic Sub -Area
Identifier Land Use Soil Area
Group (ac)
-------------------------------------------------------------------------
Tract 1 Open space; grass cover > 75% (good) B 11.6
Paved parking lots, roofs, driveways B .3
Total Area / Weighted Curve Number 11.9
Curve
Number
61
98
62
WinTR-55, Version 1.00.08 Page 1 9/14/2006 3:01:01 PM

habersaygr
all saints 2006-004
Existing Conditions
Carteret County, North Carolina
Sub -Area Summary Table
Sub -Area
Drainage
Time of Curve Receiving
Sub -Area
Identifier
Area
Concentration Number Reach
Description
(ac)
(hr)
--------------------------------------------------------------------------------
Tract 1
11.90
0.190 62 Outlet
Existing Land Use
Total Area:
11.90 (ac)
WinTR-55, Version 1.00.08 Page 1 9/14/2006 3:01:01 PM

habersaygr
all saints 2006-004
Existing Conditions
Carteret County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr
5-Yr 10-Yr 25-Yr 50-Yr
100-Yr
1-Yr
(in)
(in) (in) (in) (in)
(in)
(in)
------------------------------------------------------------------------------
4.7
6.2 7.4 8.3 9.4
10.5
2.0
Storm Data Source: User -provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.08 Page 1 9/14/2006 3:01:01 PM

habersaygr all saints 2006-004
Existing Conditions
Carteret County, North Carolina
Watershed Peak Table
Sub -Area
Peak
Flow by
Rainfall
Return Period
or Reach
2-Yr
10-Yr
100-Yr
1-Yr
Identifier
----------------------------------------------------------------------------------
(cfs)
(cfs)
(cfs)
(cfs)
SUBAREAS
Tract 1
12.84
34.12
62.11
0.20
REACHES
OUTLET 12.84 34.12 62.11 0.20
WinTR-55, Version 1.00.08 Page 1 9/14/2006 3:01:01 PM

habersaygr all saints 2006-004
Existing Conditions
Carteret County, North Carolina
Hydrograph Peak/Peak Time Table
Sub -Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 2-Yr 10-Yr 100-Yr 1-Yr
Identifier (cfs) (cfs) (cfs) (cfs)
(hr) (hr) (hr) (hr)
----------------------------------------------------------------------
SUBAREAS
Tract 1 12.84 34.12 62.11 0.20
12.17 12.16 12.15 12.52
REACHES
OUTLET 12.89 34.12 62.11 0.20
WinTR-55, Version 1.00.08 Page 1 9/14/2006 3:01:01 PM:

WinTR-55 Current Data Description
--- Identification Data ---
User: habersaygr Date: 9/14/2006
Project: all saints 2006-004 Units: English
SubTitle: Existing Conditions Areal Units: Acres
State: North Carolina
County: Carteret
Filename: C:\mclure 2006-0004\calculations\preexistingAll Saints.w55
--- Sub -Area Data ---
Name
------------------------------------------------------------------------------
Description
Reach
Area(ac) RCN Tc
Tract 1
Existing Land
Use
Outlet
11.9 62 .19
Total area:
11.90 (ac)
--- Storm Data
--
Rainfall
Depth
by Rainfall
Return Period
2-Yr
5-Yr
10-Yr
25-Yr
50-Yr 100-Yr 1-Yr
(in)
(in)
(in)
(in)
(in) (in) (in)
--------------------------------------------------------------------------------
4.7
6.2
7.4
8.3
9.4 10.5 2.0
Storm Data Source: User -provided custom storm data
Rainfall Distribution Type: Type III
Dimensionless Unit Hydrograph: <standard>
WinTR-55, version 1.00.08 Page 1 9/14/2006 3:01:01 PM

all saints 2006-004
existing Conditions
Name of printed page file:
TR20.out (continued)
STORM 100-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
23.091
1.02
1.02
1.02
1.02
1.02
1.01
1.01
23.175
1.01
1.01
1.01
1.01
1.01
1.01
1.01
23.259
1.01
1.00
1.00
1.00
1.00
1.00
1.00
23.343
0.99
0.99
0.99
0.99
0.99
0.99
0.99
23.427
0.99
0.99
0.99
0.98
0.98
0.98
0.98
23.511
0.98
0.98
0.97
0.97
0.97
0.97
0.97
23.595
0.97
0.96
0.96
0.96
0.96
0.96
0.96
23.679
0.96
0.95
0.95
0.95
0.95
0.95
0.95
23.763
0.95
0.95
0.94
0.94
0.94
0.94
0.94
23.847
0.94
0.94
0.93
0.93
0.93
0.93
0.93
23.931
0.92
0.92
0.92
0.92
0.92
0.92
0.92
24.015
0.91
0.90
0.89
0.B6
0.83
0.78
0.72
24.099
0.66
0.59
0.52
0.45
0.39
0.33
0.28
24.183
0.24
0.20
0.17
0.14
0.12
0.10
0.09
24.267
0.08
0.06
0.05
STORM 1-Yr
Area or
Drainage Rain Gage
Runoff
------------ Peak
Flow ---
Reach
Area ID or
Amount
Elevation Time
Rate
Identifier
(sq mi) Location
(in)
(ft) (hr)
(cfs)
Tract 1
0.019
0.081
12.52
0.20
Line
Rate
(csm)
10.97
�„ act2
?
Start Time
------------
Flow
Values @ time increment
of 0.012
hr------------
(hr)
(cfs)
(cfs)
(cfs) (cfs)
(cfs)
(cfs)
(cfs)
12.312
0.06
0.07
0.08 0.10
0.11
0.12
0.14
12.396
0.15
0.16
0.17 0.18
0.18
0.19
0.20
12.480
0.20
0.20
0.20 0.20
0.20
0.20
0.20
12.564
0.20
0.20
0.19 0.19
0.19
0.19
0.18
WinTR-20 Version 1.0
Page 22
09/18/2006
13:59
all saints 2006-004
existing Conditions
Line
Start Time
------------
Flow
Values @ time
increment
of 0.012
hr -----
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
12.648
0.18
0.18
0.18
0.17
0.17
0.17
12.732
0.17
0.17
0.17
0.17
0.17
0.17
12.816
0.17
0.17
0.17
0.17
0.17
0.17
12.900
0.16
0.16
0.16
0.16
0.16
0.16
12.984
0.16
0.16
0.16
0.16
0.16
0.16
13.068
0.15
0.15
0.15
0.15
0.15
0.15
13.152
0.15
0.15
0.15
0.15
0.15
0.15
13.236
0.15
0.15
0.15
0.15
0.15
0.15
13.320
0.15
0.15
0.15
0.15
0.15
0.15
13.404
0.15
0.15
0.15
0.15
0.15
0.15
13.488
0.15
0.15
0.15
0.15
0.15
0.15
13.572
0.15
0.15
0.15
0.15
0.15
0.15
WinTR-55,
Version 1.00.08
Page 25
9/18/2006
0.17
0.17
0.16
0.16
0.16
0.15
0.15
0.15
0.15
0.15
0.15
0.15

all saints
2006-004
existing Conditions
Name
of printed
page file:
TR20.out
(continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
13.656
0.15
0.15
0.15
0.15
0.15
0.15
0.15
13.740
0.15
0.15
0.15
0.15
0.15
0.15
0.15
13.824
0.15
0.15
0.15
0.15
0.15
0.15
0.15
13.908
0.15
0.15
0.15
0.14
0.14
0.14
0.14
13.992
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.076
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.160
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.244
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.328
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.412
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.496
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.580
0.14
0.14
0.14
0.14
0.14
0.14
0.13
14.664
0.13
0.13
0.13
0.13
0.13
0.13
0.13
14.748
0.13
0.13
0.13
0.13
0.13
0.13
0.13
14.B32
0.13
0.13
0.13
0.13
0.13
0.13
0.13
14.916
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.000
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.084
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.168
0.13
0.13
0.13
0.13
0.13
0.12
0.12
15.252
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.336
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.420
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.504
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.588
0.12
0.12
0.11
0.11
0.11
0.11
0.11
15.672
0.11
0.11
0.11
0.11
0.11
0.11
0.11
15.756
0.11
0.11
0.11
0.11
0.11
0.11
0.11
15.640
0.11
0.11
0.11
0.11
0.11
0.11
0.11
15.924
0.11
0.11
0.10
0.10
0.10
0.10
0.10
16.008
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.092
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.176
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.260
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.344
0.10
0.10
0.10
0.10
0.10
0.10
0.09
16.428
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.512
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.596
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.680
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.764
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.848
0.09
0.09
0.09
0.09
0.09
0.09
0.09
WinTR-20 Version
1.0
Page
23
09/18/2006
13:59
all saints
2006-004
existing Conditions
Line
Start Time
------------
Flow
Values @ time increment
of 0.012 hr
--
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
16.932
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.016
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.100
0.09
0.09
0.09
0.09
0.09
0.08
O.OB
17.184
0.08
0.00
0.08
0.08
0.08
0.08
0.08
17.268
0.OB
0.08
0.08
0.08
0.08
0.08
0.08
WinTR-55,
Version 1.00.08
Page
26
9/18/2006
2:01:20 PM

all saints
2006-004
existing Conditions
Name
of printed
page file:
TR20.out
(continued)
STORM 1-Yr
Area or
Drainage Rain
Gage
Runoff
------------
Peak
Flow ------------
Reach
Area ID
or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi) Location
(in)
(ft)
(hr)
(cfs)
(csm)
17.352
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.436
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.520
0.08
0.08
0.06
0.08
0.08
0.08
0.08
17.604
0.0B
0.08
0.08
0.08
0.08
0.08
0.08
17.688
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.772
0.08
0.07
0.07
0.07
0.07
0.07
0.07
17.856
0.07
0.07
0.07
0.07
0.07
0.07
0.07
17.940
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.024
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.108
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.192
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.276
0.07
0.07
0.07
0.07
0.07
0.07
0.07
10.360
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.444
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.528
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.612
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.696
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.780
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.864
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.948
0.07
0.07
0.07
0.07
0.07
0.06
0.06
19.032
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.116
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.200
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.284
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.368
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.452
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.536
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.620
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.704
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.788
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.872
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.956
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.040
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.124
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.208
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.292
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.376
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.460
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.544
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.628
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.712
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.796
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.880
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.964
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.048
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.132
0.06
0.06
0.06
0.06
0.06
0.06
0.06
WinTR-20 Version
1.0
Page
24
09/18/2006
13:59
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2006-004
existing Conditions
Line
Start Time
------------
Flow
Values @ time increment
of 0.012 hr------------
WinTR-55,
Version 1.00.08
Page
27
9/18/2006
2:01:20 PM

all saints 2006-004
existing Conditions
Name of printed page file:
TR20.out (continued)
STORM 1-Yr
Area or
Drainage
Rain Gage
Runoff
------------
Peak
Flow ------------
Reach
Area
ID or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi)
Location
(in)
(ft)
(hr)
(cfs)
(csm)
WinTR-20 Version 1.0
Page
25
09/18/2006
13:59
all saints
2006-004
existing Conditions
Line
Start Time
------------
Flow
Values @ time increment
of 0.012
hr------------
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
14.160
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.244
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.328
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.412
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.496
0.14
0.14
0.14
0.14
0.14
0.14
0.14
14.580
0.14
0.14
0.14
0.14
0.14
0.14
0.13
14.664
0.13
0.13
0.13
0.13
0.13
0.13
0.13
14.748
0.13
0.13
0.13
0.13
0.13
0.13
0.13
14.832
0.13
0.13
0.13
0.13
0.13
0.13
0.13
14.916
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.000
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.084
0.13
0.13
0.13
0.13
0.13
0.13
0.13
15.168
0.13
0.13
0.13
0.13
0.13
0.12
0.12
15.252
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.336
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.420
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.504
0.12
0.12
0.12
0.12
0.12
0.12
0.12
15.5BB
0.12
0.12
0.11
0.11
0.11
0.11
0.11
15.672
0.11
0.11
0.11
0.11
0.11
0.11
0.11
15.756
0.11
0.11
0.11
0.11
0.11
0.11
0.11
15.840
0.11
0.11
0.11
0.11
0.11
0.11
0.11
15.924
0.11
0.11
0.10
0.10
0.10
0.10
0.10
16.008
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.092
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.176
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.260
0.10
0.10
0.10
0.10
0.10
0.10
0.10
16.344
0.10
0.10
0.10
0.10
0.10
0.10
0.09
16.42B
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.512
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.596
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.680
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.764
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.848
0.09
0.09
0.09
0.09
0.09
0.09
0.09
16.932
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.016
0.09
0.09
0.09
0.09
0.09
0.09
0.09
17.100
0.09
0.09
0.09
0.09
0.09
0.08
0.08
17.184
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.268
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.352
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.436
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.520
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.604
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.688
0.08
0.08
0.08
0.08
0.08
0.08
0.08
17.772
0.08
0.07
0.07
0.07
0.07
0.07
0.07
17.856
0.07
0.07
0.07
0.07
0.07
0.07
0.07
WinTR-55,
Version 1.00.08
Page
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all saints 2006-004
existing Conditions
Name of printed page file:
TR20.out (continuedl
STORM 1-Yr
Area or
Drainage Rain
Gage
Runoff
------------
Peak
Flow ------------
Reach
Area ID
or
Amount
Elevation
Time
Rate
Rate
Identifier
(sq mi) Location
(in)
(ft)
(hr)
(cfs)
(csm)
17.940
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.024
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.108
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.192
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.276
0.07
0.07
0.07
0.07
0.07
0.07
0.07
1B.360
0.07
0.07
0.07
0.07
0.07
0.07
0.07
WinTR-20 Version 1.0
Page
26
09/18/2006
13:59
all saints
2006-004
existing Conditions
Line
Start Time
------------
Flow
Values @ time increment
of 0.012 hr --
(hr)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
18.444
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.528
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.612
0.07
0.07
0.07
0.07
0.07
0.07
0.07
1B.696
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.7BO
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.864
0.07
0.07
0.07
0.07
0.07
0.07
0.07
18.948
0.07
0.07
0.07
0.07
0.07
0.06
0.06
19.032
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.116
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.200
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.284
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.368
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.452
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.536
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.620
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.704
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.788
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.872
0.06
0.06
0.06
0.06
0.06
0.06
0.06
19.956
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.040
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.124
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.208
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.292
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.376
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.460
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.544
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.628
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.712
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.796
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20,880
0.06
0.06
0.06
0.06
0.06
0.06
0.06
20.964
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.048
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.132
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.216
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.300
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.384
0.06
0.06
0.06
0.06
0.06
0.06
0.06
21.468
0.06
0.06
0.05
0.05
0.05
0.05
0.05
21.552
0.05
0.05
0.05
0.05
0.05
0.05
0.05
WinTR-55, Version 1.00.08
Page
30
9/18/2006
2:01:20 PM

all saints 2006-004
existing Conditions
Name of printed page file:
TR20.out
Area or Drainage Rain Gage
Reach
Area
ID or
Identifier
(sq mi)
Location
21.636
0.05
0.05
21.720
0.05
0.05
21.804
0.05
0.05
21.888
0.05
0.05
21.972
0.05
0.05
22.056
0.05
0.05
22.140
0.05
0.05
22.224
0.05
0.05
22.308
0.05
0.05
22.392
0.05
0.05
22.476
0.05
0.05
22.560
0.05
0.05
22.644
0.05
0.05
WinTR-20 Version 1.0
Area or Drainage
Reach Area Alternate
Identifier (sq mi)
Tract 1 0.02
OUTLET 0.02
STORM 1-Yr
(continued)
Runoff
------------
Peak
Flow ------------
Amount
Elevation
Time
Rate
Rate
(in)
(ft)
(hr)
(cfs)
(csm)
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
0.05
Page
27
09/18/2006
13:59
all saints
2006-004
existing Conditions
-----------
Peak Flow
by Storm-----------
2-Yr
10-Yr
100-Yr
1-Yr
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
12.8
34.1
62.1
0.2
12.8
34.1
62.1
0.2
WinTR-55, Version 1.00.08 Page 31 9/18/2006 2:01:20 PM

ALL SAINTS EPISCOPAL CHURCH SAND INFILTRATION BASIN CALCULATIONS
05,# al-]202006
O&lvae &e'Av O&rFgn'wa
KSMJ,pllc
388 McCotter Blvd, Havelock, NC 28532
Design Regulmrents
seCimanl clianlim �t
e]9
1. relnega area CRES-��nl�. �ef
00924%Pt ails Egre F �—
e]9/5 @eaie9e Md(50Ff
594 dvaceam01310sgdleree
3.5 depth Brea 390egf9eve
1.5 Oepgi
s-ndNlar
e] 1B
1.5 %
f Me de a (eaael
0 092/47918 %01 age aevelOpeO
4]919 dreirega eree Tan- b O W'7
39a tivdumeead(5a0CTM:rae =25'SP0,01']]'12 532293 gel • 7115.93498 wgCi-meervnll drain n2a ftaun
1.5 depth
eree 390sQI0aoe 1" argon = 3993 Cuff
1.5 dePia 7.31B6143594 In M 91a 1' BveM b dnNn 9inw0a sans!

PROVIDED
REQUIRED
PROVIDED
REQUIRED
SEDIMENT CHAMBER VOLUME
TOTAL
SEDIMENT
SEDIMENT
SEDIMENT
SEDIMENT
ELEV
DELTAAREA
LENGTH
WIDTH
DELTA ELEV
AREA
VOLUME
VOLUME
VOLUME
SURFACE AREA
SURFACE AREA
+
20 _ /9
19.4
3.6
WS
85
23.6
20
0.6
2090.98
1700
1137.288
FREEBOARD
(S4 F0
(Sp Ft)
19
2.4
82.6
17.6
0.4
1453.76
630.752
630.752
14 0.78
18.2
4.B
77.8
12.8
0.8
995.0
979.84
97984
17.7
3
74A
BA
0.5
733.04
432.22
43222
17.1
3.6
71.2
6.2
0.6
"1."
352.344
2941W
16.2
5.4
65.8
1
0.9
85.8
228.258
157.5
3 02
2495.2
594
1453.76
396
REOUIRD
PROVIDED
REQUIRD
PROVIDED
PROVIDED
REQUIRED
SAND INFILTRATION CHAMBER VOLUME
TOTAL
INFILTRATION
INFILTRATION
INFILTRATION
INFILTRATION
TOTAL
STORMWATER
STORMWATER
ELEV
DELTAAREA
LENGTH
WIDTH
DELTA ELEV
AREA
VOLUME
VOLUME
VOLUME
SURFACEAREA
SURFACEAREA
STORAGE
STORAGE
STORAGE
20
88.6
23.6
2090.%
(SR F0
(SQ Ft)
10.4
38
85
20
0.8
1700
1137.2W
FREEBOARD
19
18.2
2d
4 B
US
T7.8
17S
12.8
0.4
0.8
145328
W&U
830352
979.84
630,752
979.84
6W.752
17.7
3
74.8
9.8
0.5
733.04
432.22
432.22
17.1
36
71.2
6.2
0.6
"1A4
352.3u
294.888
18.2
54
65.8
1
0.9
65.8
228.258
157.5
.02
249 .2
94
830.]52
396
TOTAL(CuPt)
7621.4
4990.4
]521.404
4MA
3993

INFILTRATION SITE VISIT REQUEST
Name of the Project : d Lt_ 5A t U 1-`� 6-P I -5c oP-a L-- c t-ti rz c ry
Location (attach a clear vicinity map):
Street address, SR number, community, etc.
C'
Directions from the nearest major intersection: 50UiV- ( "/z M tLci 4� t*U3'1 -70
Owner/ plicant' me: Suc�actatr� PC
Consultant Name: ISvc )ct.4A4PI. PC
Consultant Contact Information: )4 °J— S R 03 ( Ztia.) _
Phone, fax, email, etc.
Existing ground elev. @basin/trench=
SHWT elev.=
SHWT plus 2' (max. bottom elev.)=
Date/Time of Soils Investigation :
#1 . #2 #3 #4 #5 #6 #7 #8
64 f . 36
�, ,..,......,, ram,,....,,,,..,.... _.
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 Soils 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 soils investigation does not take the place of a soils report prepared by
an appropriate professional. The Soils Scientist will only verify the soil conditions that are reported in
the Soils 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 fail.

THIS w rrsc4 WC.
N
0.
OIG 01jt TtS r
16.
•. 0 S"RAGE BUILD. CH • • 4, er T..
10
' fi t ay a b
JaP �� • ro.o n � • 1 e.� • 16.a
+ f .••».1'" m i "' .9
! t • 1 A
�b I1r Vt DRAGE BWLD. • 19.J I �I rap
727'PO
32 R7
•3____________ _ _E73,OB' •10.0 D.0 1 NAIL
•1E.] •19.1
•,9.3 ___,__; A>r \ , PER B
iIAND S SHELTC91 t -
J II
I '
.4V
0. .0 0 It9.9 .•19.E
i.PRAGE BUILD .%.. .
RESER LIFE ESTATE AREA IH P �4 Rb Sy /7• �� -1 19.0 J
PER GREEMENT r
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FACRIMILE,rItANSMI-I"J'Al. SHEET
FROM
0 Sue sayger'PE
IWIT
(;OMPANY:
DNFR 8/23/2006
'101 A I. NO. Ojm PACT"S I N(:I.L;I)IN(, (OVER:
910-350-2004 2
NIONk NUN11%kil WIMIMIL
910-350 2004
RII: YOUK RIATTIENCL NLIMFIRR:
All Saints F.piqcoTvALMCCabeRd
❑ IIRUISN'r X VOK RI:Vll:.W❑ COMMENT X III.CAS14 AITLY ❑ VEFASE RECYfAX.
vince.111,
Thanks for con -Ling out to the site and helping nic with the conditions. AswedLscii5sc(l,here isacopy (If
the site. I marked I lie areas where wr. look the tests. I am playing tclq)honc tag with Paul, but I an,
na"Vilip, forward Willi all L11filtrItiOn area in the arina,d i he third tCJ%. Will you pk-.aqe forward me a copy
Or the test result,?? Tlialiks again,
S Sue
S 'ayger'pl-"
40 KSMJ,Pllc
388 McCotter Blvd
Havelock, NC 28532
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❑ I!IiC•P.IN V XX I't.I It It 1.1:'11i It'- xx 1`1.1:.AS I.: t",I IMM1:Is I' ❑ PI.FASI: 11IU'IN ❑ I'LI[A G.; lw.,:vcl.P.
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I'lcnsc give me a call and lcr mc. know it all is nk and when .ve could nlcCl.
'Thank,,
Luc $,ygclj i
ASAV
38b' Mc'C nllet B/i d
Havelock, NC
252-34.9 :5)803

Ju1-13-06 09:00
P.02
v
50sA
NCDEM a.l)
North Carolina Department of Environment and Natural esources
127 Cardinal Drive, Wilmington NC 284J5 [phone] FAX [phone]D4
Request for Express Permit Review
L .- 3
FILL-IN all information below :and CHECK required Permit(s).
FAX or email to Cameron. weave ncmail.net along with a narrative and vicinity man of the
project location.
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrangements are made.
APPLICANT
Name ALL SQIr✓i3
Company
�-F�i5cuP4l_ G t*�fZclt
Address �� 7J
County
City/State j 1 J2 E ""' o "-Zip
Phone Z k -?- - v -)O D Fax Z 4 -4 - 5 & 7 Email /
PROJECT
Name
PROJECT SYSTEM(S)TRIBUTARY TO HULL_ 5 w4rAV� (STREAM NAME)
w ri t 1Z. n A v'__ RIVER BASIN
ENGINEER/CONSULTANT _ sv 5n,J `J A C. t az, IBC
Company
►tSr� j f'��G
t
Address 3 L3t3 &
ty
City/State t- � k _Zip Coun
Phone .9 5 2 . 3,�i 0 - 5 it 0 3 Fax i"yr Jr-t'f - 5 7 r 5 Email t+-e r5 c- (2 5 A Y4 rz r4,,)
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required ❑ Yes ❑ No
❑ STREAM ORIGIN Determination; # of stream calls; Stream
Name I+01-1, -6"A.-%P

Jul-13-06 09:00 P-03
eSTORMWATER e'Low Density n High Density -Detention Pond
❑ High Density -Other
Wetlands MUST be addressed below ❑ Low Clensity-Curb & Gutter ❑ High Density -Infiltration
❑ Off Site
❑ COASTAL ❑ Excavation & Fill [] Bridges & Culverts ❑ Structures
Information
MANAGEMENT [I Upland Development ❑ Marina Development ❑Urban Waterfront
--------- --------------
8 LAND QUALITY 12 Erosion and Sedimentation Control Plan with I 3 acres to be
disturbed.
WETLANDS (401) Wetlands on Property ❑ Yes ❑
No Isolated Wetlands on Property ❑ yes ❑ No
Check all that apply Wetlands Will Be Impacted 17Yes ONO Wetland Impacts: `�—
Acre(s) j � y
Wetlands Delineation has beten completed ❑ Yes fia No ❑ Buffers Impacted:
Acre(s)
4COEApproval of Delineation completed 0Yes 0NO
n in process w/USACOE ❑Yes ❑No I Permit received from USACE
❑Yes (3No
ition required ❑Yes Ll No If Yes, 0 Regular ❑ Express
Additional fees, not to exceed 60% of the original Express Review permit application fee, may be
charged for subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW
CAMA
LQS _
401
For DENR use only
Fee Split for multiple permits:
Total Fee Amount $

Jul-13-06 09:00
P_O4
All Saints F.nueonal Church
McCabe Road
Town ol'Morehead City, North Carolina
Express Permit A III�;ation.Review Narrutiyc
This express permit review application is for the construction of" a new, slab on -
grade church facility, All Saints Episcopal Church on an 11.9-arce parcel, located in the
Town of Morehead City, Carteret County. Zoned residential (church facility is a
permitted use), the parcel fronts McCabe Road (south ol'NC I lighway 70) and borders on
Iluff Swamp Creek which ultimately drains into the White (yak River. The existing
topography of the entire parcel is flat, with the minimal grade (less than one percent)
draining towards the creek. The northern boundary is a ditch line which also drains to the
creek.
Regarding Land Quality and Erosion and Sediment Control, approximately ten
percent of the site will he disturbed. Within the ten percent, the site will remain primarily
flat. 'There will be no disturbance within 300 feet of the creek. To contain sediment on
the site we will use sediment fence along the limits of disturbance and a construction
entrance at McCabe Road.
Regarding storm water,.the project is being submitted as a low density design.
I'he percentage of proposal imperviousness, including building area (11,032 sy it) and
paved area (26,963 sq Il)-total 37,995 sy 0, or 7.3 % of the total 11.9 acres_ Additionally,
the design includes no discrete collection system, roof drains will splash out on grade and
all paved surfaces will sheet flow to grassed surfaces. The existing ditch will remain in
place within the 30-foot vegetative butler.
Regarding LAMA, I lull Swamp Cn:ck is classified as a C class water_ There arc
no applicable ADCs associated with the parcel. No disturbance, grading or amstruction
will take place within 300 feet of the creek. We see no applicable C:AMA issues. 'There
are no C;AMA jurisdictional wetlands within the scope of this project.

WILDWOOD
N/C W4 y
O
SITE
N.C.S.R. 1147
N.C. HY. 24 (McCABE ROAD)
S.R. 1268 , 1 S.R. 1297
VICINITY SKETCH
L
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I
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0
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SOS I D: 610366
Date Filed: 6/24/200312:01:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200316700044
State of North Carolina
Department of the Secretary of State
ARTICLES OF INCORPORATION
OF
ALL SAINTS CHURCH AMIA, INC.
A Nonprofit Corporation
This is to certify that we, the undersigned, being of the age
of eighteen (18) years or more, do hereby make and acknowledge
these Articles of Incorporation for the purpose of forming a
nonprofit Corporation under and by virtue of the laws of the State
of North Carolina, as contained in Chapter 55A of the General
Statutes of North Carolina, entitled "Nonprofit Corporation Act",
and the several amendments thereto.
I
The name of the Corporation is All Saints Church AMIA, Inc.
II
The purposes for which the Corporation is organized are
exclusively religious, charitable, and education within the meaning
of Section 501(c)(3) of the Internal Revenue Code of 1986 or the
corresponding provision of any future United 'States Internal
Revenue,law. The purposes are as follows:
1. To provide for and support public worship of God.

-2-
2. To carry out all proper religious activities in
furtherance of the Gospel of Jesus Christ in affiliation with and
according to the Solemn Declaration of the Anglican Mission in
America.
3. Any other lawful purpose .in furtherance of purposes 1 and
2.
III
The period of existence of this Corporation shall be
perpetual.
IV
The Corporation shall have one (1) class of membership.
Members shall have voting rights as provided by the Bylaws.
V
The affairs of the Corporation shall be run by its Board of
Directors, which shall be called a vestry, which shall consist of
not less than three (3) nor more than fifteen (15) Directors,
elected at the annual meeting of :he Corporation, and in accordance
with the Bylaws of this Corporation.
VI
No fees, bonuses, commissr.ons or other payments shall be made
to or inure to the benefit of any officer, director, vestry person,
or member.• of the Corporation. No part of the net earnings of the
Corporation shall inure to the benefit of, or be distributable to,
its members, directors, vestry oersons, officers, or other private

-3-
persons, except that the Corporation shall be authorized and
empowered to pay reasonable compensation for services rendered and
to make payments and distributions in furtherance of purposes set
forth in these Articles of Incorporation. No substantial part of
the activities of the Corporation shall be the carrying on of
propaganda or otherwise attempting to influence legislation, and
the Corporation shall not participate in or intervene in (including
the publishing or distribution of statements) any political
campaign on behalf of or in opposition to any candidate for public
office.
VII
Upon the dissolution of this Corporation, the Board of
Directors (Vestry) shall, after paying or making provision for the
payment of all of the liabilities of the Corporation, dispose of
all of the assets of the Corporation exclusively for the purposes
of the Corporation in such manner, or to such organization or
organizations organized and operated exclusively for religious,
charitable, or educational purposes as shall at the time qualify as
an exempt organization or organizations under Section 501(c)(3) of
the Code as the Board of Directors shall determine, or to federal,
state or local governments to be used exclusively for public
purposes. Any -such assets not so disposed of shall be disposed of
by the Superior Court of the County in which the principal office

-4-
of the Corporation is then located, exclusively for such purposes
or to such organizations, as such court shall determine, which are
organized and operated exclusively for such purposes, or to such
governments for such purposes.
VIII
In addition to the powers granted corporations under the laws
of the State of North Carolina, this Corporation shall have full
power and authority to:
(a) Accept by gift, grant, devise, bequest, purchase or
otherwise and to hold for investment or in trust and to sell,
donate or otherwise dispose of any money or real or personal
property for its own use and for the purpose of obtaining income
from accumulated funds, or for the purpose of accomplishing any of
the objects set forth in this charter.
(b) Lease, rent, purchase, own, operate, develop and encumber
real estate or personal property for its own use, for the purpose
of obtaining income from accumulated funds, or for the purpose of
accomplishing any of the objects set forth in these Articles of
Incorporation.
(c) Employ such agents and employees and pay such expenses as
may be necessary for the operation of the affairs of the Corpora-
tion.
Ix
Notwithstanding any other provision of these Articles of

-5-
Incorporation, this.Corporation shall not carry on any activities
not permitted to be carried on by an organization exempt from
Federal Income Tax under Section 501(c)(3) of the Internal Revenue
Code of 1986 or the corresponding provisions,of any future United
States Internal Revenue Law.
X
Directors (Vestry persons) shall have no personal liability
for monetary damages arising out of an action whether by or in the
right of the corporation or otherwise for any breach of duty as a
director or vestry person except as provided in Section 55A-2-
02 (b) (4) .
XI
The address of the initial registered office and principal
office of this Corporation is: 2012 Evans Street, Morehead City,
Carteret County, North Carolina 28557, and the name of the initial
registered agent of such address is John H. Grayson.
XII
The number of persons consisting of the initial Board of
Directors (Vestry) is one and the name and Post Office address of
the member constituting such initial Board of Directors (Vestry)
is:
NAME
ADDRESS
Richard H. Wray, III 4219 Sound Drive
Morehead City, NC 28557

0
It is understood that the initial Board of Directors will be
succeeded by the leadership body of the Church upon election
pursuant to the Bylaws of the Church.
The name and address of the original incorporator is as
follows:
NAME ADDRESS
Nelson W. Taylor, III 610 Arendell Street
Morehead City, NC 28557
In testimony whereof, I have hereunto set my hand and seal
this the 11" day June, 2003.
Nelson W. Taylor, PII,'Incorporator
STATE OF NORTH CAROLINA
COUNTY OF CARTERET
This is to certify that on the 11`h day of June, 2003, before
me, a Notary Public, personally appeared Nelson W. Taylor, III, who
I am satisfied is the person named in and who executed the
foregoing Articles of Incorporation of All Saints Church AMIA,
Inc.; and I have first made known to him the contents thereof, he
did acknowledge that he signed and delivered the same as his
voluntary act and deed for the purposes and uses therein expressed.
Witness my hand and notarial seal, this the 11`h day of June,
2003.
My commission expires: �u,,,,,,,,,,,,���
July 27„ 2007 SPF,1',<t-,jNotary Pub is
�QTARy
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PRELIMINARY LAND & SOILS MAP OF THE
ALL SAINTS EPISCOPAL CHURCH TRACT (-12 acs, north portion)
FOR POTENTIAL 404 WETLAND AREAS vs UPLAND AREAS
Morehead City West Area - Morehead Township - Carteret County - North Carolina
SCALE: 1 Inch = 200 Feet
(all lines paced & approximate)
SEPTEMBER - 2006
UTM: 18 331665 E 3845788N
x isting
f wildi ngs
\\� o DBvel
m Limits
o 'm
I
Existing
Bullrings
POTENTIAL UPLAND AREAS
These areas have non-hydric soil 8 vegetative indicators. Should not come under
USACOE-EPA nor NCDENR-DWO 404 Wetlands jurisdictions.
POTENTIAL 404 WETLAND AREAS
These areas have hydric soil, vegetative, and/or hydrology indicators. These wetland areas
have the potential to be defined as jurisdictional 404 Wetlands under
USACOE-EPA and NCDENR-DWO jurisdictions.
Land Management Group, Inc.

PRELIMINARY LAND & SOILS MAP OF THE
ALL SAINTS EPISCOPAL CHURCH TRACT (-12 acs, north portion)
FOR POTENTIAL 404 WETLAND AREAS vs UPLAND AREAS
Morehead City West Area - Morehead Township - Carteret County - North Carolina
SCALE: 1 Inch = 200 Feet
(all lines paced & approximate)
SEPTEMBER - 2006
UTM: 18 331565 E 3845788N
f xisting
Buildings
Limits
Existing
Buildings
oCA 0 510
9
POTENTIAL UPLAND AREAS
These areas have non-hydric soil & vegetative indicators. Should not come under
USACOE-EPA nor NCDENR-DWO 404 Wetlands jurisdictions.
POTENTIAL 404 WETLAND AREAS
These areas have hydric soil, vegetative, and/or hydrology indicators. These wetland areas
have the potential to be defined as jurisdictional 404 Wetlands under
USACOE-EPA and NCDENR-DWO jurisdictions.
Land Management Group, Inc.

PRELIMINARY LAND & SOILS MAP OF THE
ALL SAINTS EPISCOPAL CHURCH TRACT (-12 acs, north portion)
FOR POTENTIAL 404 WETLAND AREAS vs UPLAND AREAS
Morehead City West Area - Morehead Township - Carteret County - North Carolina
SCALE: 1 Inch = 200 Feet
(all lines paced & approximate)
SEPTEMBER - 2006
UTM: 18 331565 E 3845788N
L M isMq
Buildings
Existing
Buildings
7
Development
Limits
lil s 0L � 0 2p06
1►]
POTENTIAL UPLAND AREAS
These areas have non-hydric soil & vegetative indicators. Should not come under
USACOE-EPA nor NCDENR-DWQ 404 Wetlands jurisdictions.
POTENTIAL 404 WETLAND AREAS
These areas have hydric soil, vegetative, and/or hydrology indicators. These wetland areas
have the potential to be defined as jurisdictional 404 Wetlands under
USACOE-EPA and NCDENR-DWQ jurisdictions.
Land Management Group, Inc.

TopoZone - USGS Mansfield (NC) Topo Map
Page 1 of 1
•
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- l
Ole G;
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i
b
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M*
0 0.1 0.2 0.3 0.4 0.5 km
0 0.09 0.18 0.27 0.36 0.41 mi
UTM 18 331565E 3845788N (NAD27)
USGS Mansfield (NC) Quadrangle M=-9.842
Projection is UTM Zone 18 NAD83 Datum G=-1.049
http://www.topozone.com/print.asp?lat=34.7421 &Ion=-76.83992&s=24&u=4&layer-DR... 9/29/2006

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