SW7140501_CURRENT PERMIT_20220223

ROY COOPER
Governor _ —
ELIZABETH S.BISER a,a
Secretary
BRIAN WRENN NORTH CAROLINA
Director Environmental Quality
February 23, 2022
Towne South Church of Christ
Attention: Brad Giffin, Pastor
2224 Peartree Road
Elizabeth City, NC 27909
Subject: Stormwater Permit Renewal
Stormwater Management Permit SW7140501
Towne South Church of Christ —Addition and Parking Expansion
Pasquotank County
Dear Pastor Giffin:
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SW7140501 for a stormwater treatment system consisting of a wet
detention pond serving the Towne South Church of Christ Addition and parking lot
expansion located at 2224 Peartree Road, Elizabeth City, NC expires on June 9, 2022.
This is a reminder that permit renewal applications were due 180 days prior to
expiration. We do not have a record of receiving a renewal application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal within 30 days. Also, it was noted in the file review that a designer's
certification that the project was constructed in accordance with the approved plans as
required by the existing permit has not been submitted. Please include this with your
application. Permit application forms for renewal can be found on our website at:
httos://deg nc . ov/abo_it/di✓isions,energy-mineral-and-lancl-
resources/stormwaa er./storm*niater-program/oost-construction-procirarn/oermit-transfers-
renewals. North Carolina General Statutes and the Coastal Stormwater rules require
that this property be covered under a stormwater permit.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application forms. You can request a copy by e-mailing me at
roaer.thorceCnoder.r.ciov
Sincerely,
Ro er K. Thorpe
Environmental Engineer
D '� n > > > > n ent of Ens enrrental QUJIL - t,:c of c ierec.Mires and Land Resoun es
q{rrai Fcc 94 Ja,h,n9to,, p a loll n,nm9t:n.V rth^_ar�Ilna_788n
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��i� "'ate°
NCDEE R
North Carolina Department of Environment and Natural Resources
Pat McCrory John E. Skvarla, III
Governor Secretary
June 9, 2014
Towne South Church of Christ
Attn.: Mr. David A. Brothers
2224 Peartree Road
Elizabeth City, NC 27909
Subject: Stormwater Permit No. SW7140501
Towne South Church of Christ—Addition & Parking Expansion
High Density Commercial Wet Pond Project
Pasquotank County
Dear Mr. Brothers:
The Washington Regional Office received a complete Stormwater Management Permit
Application for the Towne South Church of Christ—Addition & Parking Expansion project
on May 5, 2014. Staff review of the plans and specifications has determined that the
project, as proposed, will comply with the Stormwater Regulations set forth in Session Law
2008-211 and Title 15A NCAC 2H.1000. We are forwarding Permit No. SW7140501 dated
June 9, 2014, for the construction of the subject project.
This permit shall be effective from the date of issuance unti June 9 202 and shall be
subject to the conditions and limitations as specified therein. ease 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.
This project is located within 5 miles from the Elizabeth City Regional Airport. The
Permitee was advised of Session Law 2012-200, Part VI.
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 thirty (30)
days following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699-6714.
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 me at [phone].
Sincerely,
Samir Dumpor, PE
Environmental Engineer
SD: G:\LR\SWP\SD\Permits-wetpond\SW7140501
Division of Energy,Mineral,and Land Resources. Land Quality Section
Washington Regional Office
943 Washington Square Mall,Washington,North Carolina 27889•Phone:[phone]/FAX:[phone]
Internet:hth»//Portal.ncdenr.orQ/web/lr/land-civality
An Equal Opportunity\Affirmative Action Employer—50%Recycled 110%Post Consumer Paper

cc: Sean C. Robey, PE, Hyman & Robey, PC
Pasquotank County Building Inspections
Scott Hinton, Airport Manager, Elizabeth City Regional Airport, (1028
Colsolidated Road, Elizabeth City, NC 27909)
Washington Regional Office

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL, AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Towne South Church of Christ
Towne South Church of Christ—Addition & Parking Expansion
Pasquotank County
FOR THE
construction, operation and maintenance of one wet detention pond in compliance with
the provisions of Session Law 2008-211 and 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 Energy, Mineral, and Land Resources and considered a part of this
permit.
This permit shall be effective from the date of issuance until June 9, 2022, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.7 of this permit. The stormwater control has been
designed to handle the runoff from 85,667 square feet of imperious area.
3. The tract will be limited to the amount of new built-upon area indicated in Section
I. of this permit, and per approved plans.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built-upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
6. The built-upon areas associated with this project shall be located at least 50 feet
landward of all perennial and intermittent surface waters.
Page 2 of 7

7. The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, ft2: 132,442
b. Total Impervious Surfaces, ft2: 85,667
C. Design Storm, inches: 1.5
d. Pond Depth - average, feet: 3.5
e. TSS removal efficiency: 90%
f. Permanent Pool Elevation, FMSL: 7.00
g. Permanent Pool Surface Area required, ft2: 8,609
h. Permanent Pool Surfacs Area, ft : 9,252
i. Min. Volume required, ft : 10,846
I.
Permitted Storage Volume, ft3: 11,292
k. Temporary Storage Elevation, FMSL: 8.00
I. Controlling Orifice: 1.125"0 pipe
M. Permitted Forebay Volume, ft3: 4,971
n. Receiving Stream/River Basin: Newbegun Creek/Pasquotank Basin
o. Stream Index Number: 30-3-16-(1)
P. Classification of Water Body: "C; Sw"
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built-upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all time provide the operation and maintenance necessary
to assure the permitted stormwater system functions at optimum efficiency. The
approved Operation and Maintenance Plan must be followed in its entirety and
maintenance must occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowin.9 and re-vegetation of slopes and the vegetated filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, level
spreader, filter strip, catch basins and piping.
g. Access to the outlet structure must be available at all times.
4. Records of maintenance activities must be kept for each permitted BMP. The
records will indicate the date, activity, name of person performing the work and
what actions were taken.
5. The permittee shall submit to the Division of Energy, Mineral, and Land
Resources an annual summary report of the maintenance inspection records for
each BMP. The report shall summarize the inspection dates, results of the
inspections, and the maintenance work performed at each inspection.
6. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
7. The facilities shall be constructed as shown on the approved plans. This permit
shall become void unless the facilities are constructed in accordance with the
Page 3 of 7

conditions of this permit, the approved plans and specifications, and other
supporting data.
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 the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built-upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
12. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
13. A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form, to the Division of Energy,
Mineral, and Land Resources, signed by both parties, and accompanied by
supporting documentation as listed on page 2 of the form. The project must be in
good standing with the Division. The approval of this request will be considered
on its merits and may or may not be approved.
Page 4 of 7

2. The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Energy, Mineral,
and Land Resources, in accordance with North Carolina General Statute 143-
215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
5. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re-issuance or
termination does not stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
10. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2008-
211, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. The permittee shall notify the Division of any name, ownership or mailing
address changes at least 30 days prior to making such changes.
12. This permit shall be effective from the date of issuance until April 15, 2022.
Application for permit renewal shall be submitted 180 days prior to the expiration
date of this permit and must be accompanied by the processing fee.
Permit issued this the 9th day of June, 2014.
NORTH CAROYNA ENVIRONMENTAL MANAGEMENT COMMISSION
for
Tracy E' Davis, PE, CPM
Division of Energy, Mineral, and Land Resources
By Authority of the Environmental Management Commission
Stormwater Permit No. SVV7140501
Page 5 of 7

Towne South Church of Christ —Addition & Parking Expansion
Stormwater Permit No. SW7140501
Pasauotank County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
Page 6 of 7

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

ll��C7
DEMLR USE ONLY
Date Received Fee Paid Permit Number
Jr
Applicable Rules: ❑Coastal SW—1995 ❑Coastal SW—2008 ❑Ph II-Post Construction
(select all that apply) ❑Non-Coastal SW-HQW/ORW Waters ❑Universal Stormwater Management Plan
❑Other WQ MEmt Plan: S Jt
State of North Carolina E C 's, / 1
Department of Environment and Natural Resources Y `� V D
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM MAY - 5 2014
This form may be photocopied for use as an original
I. GENERAL INFORMATION AVAtk 0
1. Project Name(subdivision,facility,or establishment name-should be consistent with project name on plans,
specifications,letters,operation and maintenance agreements,etc.):
Towne South Church of Christ-Addition&Parking Expansion
2. Location of Project(street address):
2224 Peartree Road
City:Elizabeth City County:Pasquotank Zip:27909
3. Directions to project(from nearest major intersection):
From Hughes Blvd(US 17) turn Southeast onto Halstead Blvd for 1.7 miles Turn right onto Peartree Road
(SR 1101)and Towne South Church of Christ will be 2 miles on the left
4. Latitude:36°15'19.39"N Longitude:76*13'58.19"W of the main entrance to the project.
II. PERMIT INFORMATION: I
1.a.Specify whether project is(check one): ®New ❑Modification ❑ Renewal w/ Modificationt
1Renewals with modifications also requires SWU-102-Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing perm t,list the existing
permit number ,its issue date(if known) ,and the status of
construction: ❑Not Started ❑Partially Completed* ❑Completed* *provide a designer's certification
2. Specify the type of project(check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is bemg submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application,list the stormwater project number,
if assigned, and the previous name of the project,if different than currently
proposed,
4.a.Additional Project Requirements(check applicable blanks;information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major ®Sedimentation/Erosion Control:5 ac of Disturbed Area
❑NPDES Industrial Stormwater ❑404/401 Permit:Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name,Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? [—]No ®Yes ✓
If yes,see S.L.2012-200,Part VI:litt�//portal.ncdenr orR/tveb -and-regulation/1r/rules s
Form SWU-101 Version Oct.31,2013 Page 1 of 6

III. CONTACT INFORMATION
1.a.Print Applicant / Signing Official's name and title (specifically the developer,property owner,lessee,
designated government official,individual,etc.who owns the oroiect):
Applicant/Organization:David A Brothers for Towne South Church of Christ
Signing Official&Title: Representative for Elders at Towne South Church of Christ
b.Contact information for person listed in item 1a above:
Street Address:2224 Peartree Road
City:Elizabeth City State:NC Zip:27909
Mailing Address(if applicable):2224 Peartree Road
City:Elizabeth City State:NC Zip:27909
Phone: (252 ) 338-2248 Fax: ( )
Email:no more [e-mail]
c.Please check the appropriate box.The applicant listed above is:
®The property owner(Skip to Contact Information,item 3a)
❑ Lessee*(Attach a copy of the lease agreement and complete Contact Information,item 2a and 2b below)
❑ Purchaser*(Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑Developer*(Complete Contact Information,item 2a and 2b below.)
2,a.Print Property Owner's name and title below,if you are the lessee,purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official&Title:
b.Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State:NC Zip:
Phone: ( ) Fax: ( )
Email:
3.a. (Optional)Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization: Kim Hamby/Hyman and Robey,PC
Signing Official&Title: Engineerig Project Manager
b.Contact information for person listed in item 3a above:
Mailing Address:PO Box 339
City:Camden State:NC Zip:27921
Phone: (252 ) 337-8918 Fax: (252 ) 338-5552
Email:kim®hymanrobey.com
4. Local jurisdiction for building permits:Pasquotank
Point of Contact:Paul Kahl Phone#: (252 ) 338-1144
Form SWU-101 Version Oct. 31,2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below,briefly summarize how the stormwater runoff will be treated.
Runoff from all new impervious surfaces will be collected via grass lined swales and underground amine that
will direct the runoff to a wet detention basin designed for 90%TSS removal A portion of the runoff will
sheet flow to the basin.
2.a.If claiming vested rights,identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b.If claiming vested rights,identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW—1995 ❑ Ph II—Post Construction
3. Stonnwater runoff from this project drains to the Pasquotank River basin.
4. Total Property Area:5.94 acres 5. Total Coastal Wetlands Area:0 acres
6. Total Surface Water Area:0 acres
7. Total Property Area (4)—Total Coastal Wetlands Area (5)—Total Surface Water Area (6) =Total Project
Area*:5.94 acres
Total project area shall be calculated to exclude the following: the normal pool of imppounded structures, the area
between the banks of streams and rivers, the area below the Normal Hi h Water(NHW) line or Mean High Water
(MHW)line,and coastal wetlands landward from the NHW(or MHW)line. The resultant project area is used to
calculate overall percent built upon area(BUA). Non-coastal wetlands landward of the NHW(or MHW)line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area /Total Project Area)X 100 = 48.2 %
9. How many drainage areas does the project have?2 (For high density,count I for each proposed engineered
stormwater BMP. For low density and other projects, use I for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project,attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2 Drainage Area Drainage Area
Receiving Stream Name Newbegun Crk Newbegun Crk
Stream Class * C;SW C;Sw
Stream Index Number* 30-3-16-(1) 30-3-16-(1)
Total Drainage Area(so 132,442 126,114
On-site Drainage Area (so 132,442 126,114
Off-site Drainage Area(so 0 0
Proposed Impervious Area**(so 85,667 38,885
%impervious Area** (total) 64.7% 30.8%
Impervious"Surface Area Drainage Area 1 Drainage Area 2 Drainage Area_ Drainage Area
On-site Buildings/Lots(so 7,329
On-site Streets (so
On-site Parking (so 71,302 21,352
On-site Sidewalks (so 2,491
Other on-site (so 480
Future(so
Off-site (so
Existing BUA*** (so 4,545 1 17,053
Total (so: 85,667 1 38,885
* Stream Class and Index Number can be determined at: htty://portal.ncdenr.orghueb/eoq/ps/csu/classifications
'* Impervious area is defined as the built upon area including,but not limited to, buildings,roads,parking areas,
sidewalks,gravel areas,etc.
**Report only that amount of existing BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31,2013 Page 3 of 6

11. How was the off-site impervious area listed above determined?Provide documentation.N/A
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened&
Endangered Species watershed that may be subject to more stringent stormwater requirements as per/SA NCAC 02B.0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from http://portal.ncdenr.org/web/wq/ws/su/bmp-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy,Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
httn://12ortal.ncdenr.org/web/wq/ws/su/statesw/forms docs. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at http://12ortal.ncdenr.org/web/­wq/ws/­su/maps.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item.All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from http://portal.ncdenr.org/web/wq/ws/su/statesw/forms docs.
als
1. Original and one copy of the Stormwater Management Permit Application Form. �7�
2. Original and one copy of the signed and notarized Deed Restrictions &Protective Covenants
Form. (if required as per Part V1I below) ►�l�Y'3. Original of the applicable Supplement Form(s)(sealed,signed and dated) and O&M
agreement(s)for each BMP.4. Permit application processing fee of$505 payable to NCDENR. (For an Express review,refer to kJ ! '
h�://www.envhelporg/pa�es/onestopexpress.htmlwww.envhelporg/pa�es/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)5. A detailed narrative(one to two pages)describing the stormwater treatment/managementfor K'P!/f l
the project. This is required in addition to the brief summary provided in the Project
Information,item 1. r^
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the r I
receiving stream drains to class SA waters within 1/2 mile of the site boundary,include the 1h
mile radius on the map. +^
7. Sealed,signed and dated calculations(one copy). Y 1
8. Two sets of plans folded to 8.5"x 14" (sealed,signed,&dated),including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures,the banks of streams and rivers,the MHW or NHW line of tidal
waters,and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures,the banks of streams or rivers,and the MHW(or NHW)of tidal waters.
i. Dimensioned property/project boundary with bearings&distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours,proposed contours,spot elevations,finished floor elevations.
1. Details of roads,drainage features,collection systems,and stormwater control measures.
m.Wetlands delineated,or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations.
o. Drainage areas delineated (included in the main set of plans,not as a separate document).
Form SWU-101 Version Oct. 31,2013 Page 4 of 6

p. Vegetated buffers(where required).
9. Copy of any applicable soils report with the associated SHWT elevations(Please identify kLh
elevations in addition to depths)as well as a map of the boring locations with the existing
elevations and boring logs.Include an 8.5"xll"copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs,the report should also
include the soil type,expected infiltration rate,and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO:Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed.Deed book:543 Page No:57
11. For corporations and limited liability corporations(LLC):Provide documentation from the NC
Secretary of State or other official documentation,which supports the titles and positions held
by the persons listed in Contact Information,item la,2a,and/or 3a per 15A NCAC 21-1.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State,otherwise the application will be returned.
http://www.secretaty.state.nc.us/CorRorations/CSearch.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions,outparcels,and future development,the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary,a table listing each lot number,lot size,and the allowable built-upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from ham://12ortal.ncdenr.org/web/Ir/state-stormwater-
forms docs.Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner,it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s)below,the permit holder(s)certify that the recorded property restrictions and
protective covenants for this project,if required,shall include all the items required in the permit and listed
on the forms available on the website,that the covenants will be binding on all parties and persons claiming
under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR,and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm(such as a
consulting engineer and/or firm)so that they may provide information on your behalf for this project(such as
addressing requests for additional information).
Consulting Engineer:Sean C.Robey
Consulting Firm:Hyman and Robey,PC
Mailing Address:150 U.S. 158
City:Camden State:NC Zip:27924
Phone: (252 ) 338-2913 Fax: (252 ) 338-5552
Email:sean®hymanrobey.com
IX. PROPERTY OWNER AUTHORIZATION(if Contact Information,item 2 has been filled out,complete this
section)
I,(print or type name of person listed in Contact Information,item 2a) certify that I
own the property identified in this permit application,and thus give permission to(print or type name of person
listed in Contact Information,item 1a) with(print or type name of organization listed in
Contact Information,item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal,which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version Oct. 31,2013 Page 5 of 6

As the legal property owner I acknowledge,understand,and agree by my signature below,that if my designated
agent(entity listed in Contact Information,item 1)dissolves their company and/or cancels or defaults on their
lease agreement,or pending sale,responsibility for compliance with the DEMLR Stormwater permit reverts back
to me,the property owner.As the property owner,it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days;otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to$25,000 per day,pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of County of
do hereby certify that personally appeared
before me this_day of .and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in Contact Information,item la) David A.Brothers
certify that the information included on this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective covenants will be recorded,and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
Signature: 14 y� Date: 8 7 o
I, OluiuL P. a Notary Public for the State of /16 L 1 .County of
Ptt�( do hereby certify that ✓0A u personally appeared
before me this,�? day of , tn'4 .and acknowledge the due
execution
of the application for
a stormwater permit. Witness my hand and official seal,
.•`•��lL D,Lik)"'%
��Q.,..
C. NOTARy ':F,� SEAL
My Comm.Expires
v; February 9,2019 U' p
p'•., PUBL%G dam•; My commission expires
ell,
• . .`
�T�NK C�J•`•••
Form SWU-101 Version Oct.31,2013 Page 6 of 6

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected,repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public,and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed,until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established,it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potentialproblem: How I will remediate theproblem:
The entire BMP Trash/debris is present. Remove the trash/debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully,and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potentialproblem: How I will remediate theproblem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds,preferably by
hand. If pesticide is used,wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead,diseased or Determine the source of the
dying. problem: soils,hydrology,disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds,preferably by
hand. If pesticide is used,wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails,phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide(do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potentialproblem: How I will remediate theproblem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present, consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office,or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 6.5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 7.00
Sediment Removal .2.00 Pe anen Pool
Volume Sediment Removal Elevation 0.50 Volume
Bottom Elevatio 1.00 ftMin. ---------------------------- ------------ ------
Sediment Bottom Elevation-0.50 1-ft n.
Storage Sediment
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Towne South Church of Christ-Addition and Parking Expansion
BMP drainage area number: 1
Print name: David A. Brothers
Title: Representative for Elders of Towne South Church of Christ
Address:2224 Peartree Road,Elizabeth City, NC 27919
Phone: [phone]
Signature: ZQkl � A fgZ4 -M
Date: e//a7�2 �{
Note: The legally responsible party should not be a homeowners association unless more than 50%of
the lots have been sold anda resident of the subdivision has been named the president.
I, [J �� �Cd'�, a Notary Public for the State of
yllnZt 0/e/%via County of PI Apz��' , do hereby certify that
Ct i t AA s //L1n4/ tl
personally appeared before me this 22
day of 444i �O/I/ , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
�. ...Nn�
i My Comm.Expires =
February
ong,2019 ;V
?P '. 'OUft
INK coV %•
SEAL
My commission expires 9i oZ0 /9
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

Permit No.
(to be provided by DWO)
AMA Qa0p W A
re9O�
h
NCDENR
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form most be filled out,printed and submitted.
The Required Items Checklist(Part 1111)must be printed,filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Towne South Church of Christ
Contact person lomberly D.Hamby
Phone number 252-337.8918
Dale 412912014
Drainage area number 1
_ II. DESIGN INFORMATION
Site Characteristics Dk 1
Drainage area 132,442 ft ✓
Impervious area,post-development 85,667 fl2 ✓
%impervious 64.68% ✓
Design rainfall depth 1.5 in ✓
Storage Volume: Non-SA Waters /
Minimum volume required 10,846 rya
Volume provided 11,292 ft K,volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters �[��W[[///
1.5'runoff volume its
Pre-development 1-yr,24-hr runoff is
Post-development 1-yr,24-hr runoff its
Minimum volume required fit"
Volume provided to
Peak Flow Calculations
Is the prelposl control of the lyr 24hr storm peak flaw required? N (Y or N)
1-yr,24-hr rainfall depth 3A in
Rational C,pre-development 0.33(unitless)
Rational C,post-development OAS(unidess)
Rainfall intensity:1-yr,24-hr storm 3.46 irdhr OK
Pre-development 1-yr,24-hr peak flow 8.17 flslsec
Post-development 1-yr,24-hr peak flow 9.53 Its/sec
Pre/Post 1-yr,24-hr peak low control 1.36 ft'/sec
Elevations ✓
Temporary pool elevation 8.00 fmsl /
Permanent pool elevation 7.00 fmsl I/
SHWf elevation(approx,at the perm.pool elevation) 7.00 fmsl
Top of 10ft vegetated shelf elevalon 7.50 fmsl
Bottom of 1 Oft vegetated shelf elevalon 6.50 fmsl
Sediment cleanout,lop elevation(bottom of pond) 0.50 fmsl
Sediment cleanoul,bottom elevation -0.50 fmsl
Sediment storage provided 1.00 ft
Is there additional volume stored above the state-required temp.pool? Y (Y or N)
Elevation of the top of the additional volume 8.0 fmsl OK
Form SW481-Wet Detention Basin-Rev.9 4118/12 Paris I.S II.Design Summary,Page i of 2

Permit No.
(to be provided by DWO)
II. DESIGN INFORMATION
Surface Areas
Area,temporary pool 12,485 ftr
Area REQUIRED,permanent pool 8109 fir
SAIDA ratio 6.50(unifless
Area PROVIDED,permanent pool,Aa._, 9,252 feOK
Area,bottom of 10ft vegetated shelf,Ab,t_" 6,822 fe
Area,sediment cleanout,lop elevation(bottom of pond),Aye. 1,413 fe
Volumes )))
Volume,temporary pool 11,292 it' lv JOK
Volume,permanent pool,V,,,,_P,d 27,173 fts ✓
Volume,forebay(sum of forebays if more than one forebay) 4,971 fts
Forebay%of permanent pool volume 18.3%% ✓ OK
SAIDA Table Data
Design TSS removal 90%
Coastal SA/DA Table Used? Y (Y or N)
Mountain/Piedmont SAIDA Table Used? N (Y or N)
SAIDA ratio 6.60(uni8ess)
Average depth(used in SAIDA table):
Calculation option 1 used?(See Figure 10-21b) N (Y or N)
Volume,permanent pool,Vge„2D,d 27,173 fe
Area provided,permanent pool,Ao,r 9,252 fe
Average depth calculated 3.70 It OK
Average depth used In SAIDA.d.,(Round to nearest 0.5ft) 3.5 ft OK
Calculation option 2 used?(See Figure 10.2b) (Y.or
Area provided,permanent pool,An,,,y,, 9,262 ft
Area,bottom of 1 Oft vegetated shelf,Ay psi„y 6,822 fe
Area,sediment cleanoul,top elevation(bottom of pond),Ay,, 1,413 ftr
"Depth"(distance btw bottom of 10ft shelf and top of sediment) 6.00 ft
Average depth calculated 3.70 It OK
Average depth used in SAIDA,dn.,(Round to down to nearest 0.5ft) 3.5 k OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N) i
Diameter of orifice(if circular) 1.13 in W„f
Area of orifice(if-non-circular) inr
Coefficient of discharge(CD) 1.00(unitiess)
Driving head(He) 0.33 it
Drawdown through weir? N (Y or N)
Weirtype (unidess)
Coefficient of discharge(C„) (uni8ess)
Length of weir(L) it
Driving head(H) It
Pre-development 1-yr,24-hr peak flow 8A7 fa/sec
Post-development 1-yr,24-hr peak flow 9.53 @'Isec
Storage volume discharge rate(through discharge orifice or weir) 0.05 f(slsec
Storage volume drawdown time 2.41 days OK,draws down in 2-5 days.
Additional Information
Vegetated side slopes 3:1 OK
Vegetated shelf slope 10:1 OK
Vegetated shelf width 10.0 It OK
Length of flowpalh to width ratio 4:1 Of
Length to width ratio 4.0:1 OK
Trash rack for overflow 8 orifice? Y (Y or N) OK
Freeboard provided 1.5 it OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? N (Y or N) Insufficient. Recorded drainage easement required.
Capures all runoff at ultimate build-out? N (Y or N) Required to capture all runoff from the ultimate build-out
Drain mechanism for maintenance or emergencies is: pump
Form SW401-Wet Detention Basin-Rev.9-4/1e/12 Pens I.a II.Design Summary,Page 2 ol2

Towne South Church of Christ
Attachment to Wet Detention Basin Supplement
Section II.
• No recorded drainage easement is provided as the detention basin is located entirely on the
church property it is designed to receive runoff only from improvements on the church site.
• The detention basin does not capture all runoff from the site. The site is currently developed.
The basin does capture all runoff from the new impervious surfaces as well as approximately
42%of the existing impervious surfaces. (Current site coverage is 66,438 sf and the amount of
coverage from which runoff will remain untreated 38,885 sf)
Section III.
9. No deed restrictions are provided as the detention basin is located entirely on the church
property it is designed to receive runoff only from improvements on the church site.

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent,the agent may initial below. If a
requirement has not been met,attach justification.
Pagel Plan
Ini ' Is Sheet No.
C300 1. Plans(1"-50'or larger)of the entire site showing:
-Design at ultimate build-out,
-Off-site drainage(if applicable),
-Delineated drainage basins(include Rational C coefficient per basin),
-Basin dimensions,
-Pretreatment system,
-High Flow bypass system,
-Maintenance access,
-Proposed drainage easement and public right of way(ROM,
-Overflow device,and
-Boundaries of drainage easement.
C902&C903 2. Partial plan(1"=30'or larger)and details for the wet detention basin showing:
-Outlet structure with trash rack or similar,
-Maintenance access,
•Permanent pool dimensions,
-Forebay and main pond with hardened emergency spillway,
-Basin cross-section,
-Vegetation specification for planting shelf,and
-Filter strip.
JAhC902 3. Section view of the wet detention basin(1"=20'or larger)showing:
-Side slopes,3:1 or lower,
-Pretreatment and treatment areas,and
-Inlet and outlet structures.
JihC901 4. If the basin is used for sediment and erosion control during construction,clean out of the basin is specified
on the plans prior to use as a wet detention basin.
_ narrative 5. A table of elevations,areas,incremental volumes&accumulated volumes for overall pond and for Forebay,
1�1 to verify volume provided.
C901 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
narrative 7. The supporting calculations.
1 h attached 8. A copy of the signed and notarized operation and maintenance(O&M)agreement.
0 1r a' N/A 9. A copy of the deed restrictions(if required).
narrative 10. A soils report that is based upon an actual field investigation,soil borings,and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.94/18/12 Part III.Required Items Checklist,Page 1 of 1

RECEHIWEAD
Drainage Narrative MAY ' S 2014
For
Towne South Church of Christ
Pasquotank County
North Carolina
ENGINEER
HYMAN ■
R®BEY
License C-0598
150 US Highway 158 East
Camden, NC 27921
[phone] PHONE [phone] FAX
Principal Engineer: Sean C. Robey, PE
SEAL
= 18550
April 15, 2014
Revised May 1, 2014

HYMAN
ROBEY
DRAINAGE NARRATIVE
TOWNE SOUTH CHURCH OF CHRIST
Project #140070
Pasquotank County— North Carolina
April 15, 2014
Revised May 1, 2014
Towne South Church of Christ is proposing to construct an addition to the existing church and to
improve and expand the existing gravel parking lot. The new addition will provide additional
classrooms, offices, restrooms, and a new entrance lobby. The church is located on a 5.94 acre
tract of agriculturally zoned (Zone A-1) land on Peartree Road in Pasquotank County. The
building is connected to the county's water system and has an existing on-site septic system.
The existing site coverage consists of 12,223 sf of roof, 9,785 sf of paved driveway, 810 sf of
concrete, and 43,620 sf of gravel parkingTr a total coverage of 66,438 sf.
Construction will include t e 7,200 sf� ilding addition, paving and expanding the existing
parking lot including installa ' second driveway, construction of an underground drainage
system and detention pond, and installation of landscape buffers along the road frontage and
the property lines adjacent to the new construction. Construction of these improvements will
increase lot coverage from 25.70%to 48.17%. Stormwater runoff from all of the new
improvements and some of the existing impervious surfaces will be routed to a detention pond
designed for 90%TSS removal. For permitting purposes, the area draining to the pond will be
identified as Drainage Area 1.
Drainage Area 1 is 132,4�j2 sf and will contain 4,545 sf of the existing building, 7,329 sf of new
building coverage, 2,491 sf of sidewalk and 71�s of asphalt parking. Runoff from this area
will be collected in a swale across the front of the Dwlding an a pipe drainage system in the
parking lot with a portion of the parking lot sheet flowing directly to the pond. The pond's
surface area of 9,252 sf exceeds the minimum required nr thic_de,Plnnment bv_about 7.5%.
The pond's increased size provides the additional storage that meets the requirements--
Pasquotank County's Stormwater Design Manual which requires that the post-development
runoff does not exceed pre-development runoff rates during the 10-year, 24-hour statistical
storm. Per the attached pre and post development runoff calculations, the 10-year post
development runoff from the site is 10.46 cfs while the pre-development runoff is 12.43 cfs.
Drainage Area 2 will contain the remaining 126,114 sf of the site and will contain 7,051 sf of
existing building, 9,785 sf of existing asphalt drive, 697 sf of concrete sidewalk and dumpster
pad, and 21,352 sf of parking lot that is currently gravel but is intended to be paved.
The new driveway pipe for the site has been set at 15" diameter which is the minimum allowed
by NCDOT. The pipe is located within 30 feet of the beginning point of the ditch and has a
contributing drainage area of approximately 4,500 sf. The existing downstream pipe is also 15"
in diameter.
IRP, 4.� �� ­�-1)u \s l e ss 4.CL---
, aeS, G6 7 + crr}y� SRuroc�
P.O.Box 339 Camden, North Carolina 27921
[phone] License C-0598
Hyman& Robey,PC www.hymanrobey.com

2
Towne South Church of Christ
Revised April 29,2014
The disturbed area for the site will not exceed 5 acres. Standard erosion control measures
including silt fence, rock check dams, block and gravel inlet protection, and a gravel
construction entrance are shown on the plans. Runoff from approximately 30,000 sf of
disturbed area, where the existing gravel parking will be graded and paved, will sheet flow to the
existing ditches on the north and south side of the site. Most of the areas disturbed for
installation of the landscape buffer will also drain to adjacent ditches that are also protected by
silt fence and stone check dams. The remaining disturbed area, which is approximately 3
acres, will drain to the stormwater BMP which will be used as a sediment basin during
construction.

APPENDICES
APPENDIX A: STORMWATER&EROSION CONTROL CALCULATIONS
APPENDIX B: USDA SOILS INFORMATION
APPENDIX C: USGS QUAD MAP
APPENDIX D: FEMA FIRMETTE
APPENDIX E: PRECIPITATION DATA
APPENDIX F: CURRENT PROPERTY DEED
APPENDIX G: SOILS REPORT BY GET SOLUTIONS
APPENDIX H: ARTICLES OF INCORPORATION/SIGNING OFFICIAL DESIGNATION

APPENDIX A
STORMWATER&EROSION CONTROL CALCULATIONS

140070- Skimmer Basin Sizing.xls
Skimmer Basin
Okay
Disturbed Area (Acres)
14.4 Peak Flow from 10-year Storm (cfs)
9000 Required Volume ft3
4696 Required Surface Area ft2
48.5 Suggested Width ft
96.9 Suggested Length ft
Trial Top Width at Spillway Invert ft
Trial Top Length at Spillway Invert ft
Trial Side Slope Ratio Z:1
Trial Depth ft (2 to 3.5 feet above grade)
50 Bottom Width ft
178 Bottom Length ft
8900 Bottom Area ft2
9596 Actual Volume ft3 Okay
10304 Actual Surface Area ft2 Okay
Trial Weir Length ft
Trial Depth of Flow ft
25.9 Spillway Capacity cfs Okay
Skimmer Size(inches) Skimmer Size
0.333 Head on Skimmer(feet) (Inches)
®Orifice Size(1/4 inch increments) 1.5
3.20 Dewatering Time(days) 2
Dewatering Time should be 2-5 days 2.5
3
4
5
6
8

0 140010 Ttyne 60u.+h
Disehar�e -�rorn
3Do
Outlet W = Do + 0.41a 120 - - - .
pipe I� . . :: .i I Ali II is
diameter(Do) 1a I10
T- - -91efilr= SUo
100
.,I III I� i II, IIIIIIi I. ,' � r R
80
u v
T.
�O 60 _
-
ACC 50 y "
3
30
2
20
44
F (�
10 I
0 I II I � I � vll l�I Iil a a c o0 0 'D' 0 . D D 1 CL
a o
' v e 10 •d � +I
0--
3 5 10 20 50 100 �200 500 1000
Discharge(ft3/sec)
Cis 6h5e
Yfo = 4. 2. j4p5
Curves may not be extrapolated. d go
Figure ll Design of outlet protection from around pipe flowing full,maximum lailwater condition(Tw 2 0.5 diameter).
Do = 12 I
W Zkof
8.06.4 3 t
3 Do _ Rev.12/93

140070 - Pre-Dev Runoff 4/29/2014
AREA & COVERAGE
140070 - Towne South Church of Christ
Total Total
Drainage Square Total Total Pavement Total
Description Footage Roof SF Grass SF SF Acreage
Pre Develoment Site 258556 12223 192118 54215 5.94
CURVE NUMBER TABLE
Area Breakdown
Area Description Acreage Pavement Roof Grass
Pre Develoment Site 5.94 1.24 0.28 4.41
TIME OF CONCENTRATION
Area Description Acreage CN Length (ft) High Pt. Low Pt.
Pre Develoment Site 5.94 85 540 11.00 6.70
RATIONAL METHOD- RUNOFF ESTIMATE - 1 year storm
Area Description Area(A) Rational 'C' TC (mins.) Intensity (in.) Q (1) cfs
Pre Develoment Site 5.94 0.33 11.2 4.15 8.13
RATIONAL METHOD- RUNOFF ESTIMATE - 10 year storm
Area Description Area(A) Rational 'C' TC (mins.) Intensity (in.) Q (10) cfs
Pre Develoment Site 5.94 0.33 11.2 6.35 12.43

140070 - Post-Dev Runoff Data 4/29/2014
AREA& COVERAGE
140070 - Towne South Church of Christ
Total Square Total Roof Total Total
Drainage Description Footage SF Grass SF Pavement SF Total Acreage
1 20628 5552 12541 2535 0.47
2 8799 5991 2808 0 0.20
3 26399 129 1709 24561 0.61
4 16426 0 779 15647 0.38
5 10802 0 1367 9435 0.25
6 49389 202 27572 21615 1.13
7 (drains directly offsite) 128914 7051 90029 31834 2.96
TOTAL TO POND 132443 11874 46776 73793
OVERALL TOTAL 261357 18925 136805 105627

140070 - Post-Dev Runoff Data
CURVE NUMBER TABLE
CURVE NUMBER TABLE
Area Breakdown Weigted Rational
Area Description Acreage Pavement Roof Grass Weighted CN C
1 0.47 0.06 0.13 0.29 87 0.42
2 0.20 0.00 0.14 0.06 92 0.63
3 0.61 0.56 0.00 0.04 97 0.80
4 0.38 0.36 0.00 0.02 97 0.82
5 0.25 0.22 0.00 0.03 96 0.76
6 1.13 0.50 0.00 0.63 88 0.46
7 (drains directly offsite) 2.96 0.73 0.16 2.07 85 0.36
Total 6.00 2.42 0.43 3.14
Curve Numbers Used 0.00 98 98 80
Rational C Used 0.00 0.85 0.85 0.15
weighted CN: 88.58
Neighted Rational C: 0.48

140070- Post-Dev Runoff Data
TIME OF CONCENTRATION
TIME OF CONCENTRATION
SCS
Area Description Acreage CN Length(ft) High Pt. Low Pt. Elev Diff (ft) S (ft/ft) Tc(min)
1 0.47 87 285 11.50 7.80 3.70 0.01298 4.8
2 0.20 65 80 11.90 9.00 2.90 0.03625 2.0
3 0.61 97 160 12.10 9.95 2.15 0.01344 1.9
4 0.38 97 145 11.65 9.95 1.70 0.01172 1.9
5 0.25 96 97 11.05 9.70 1.35 0.01392 1.3
6 1.13 88 97 11.05 9.70 1.35 0.01392 1.9
7 (drains directly offsite 2.96 85 540 11.00 6.70 4.30 0.00796 11.1
Total 6.00

140070 - Post-Dev Runoff Data
RATIONAL METHOD 1 year
RATIONAL METHOD- RUNOFF ESTIMATE - 1 year storm
Area Description Area (A) Rational 'C' TC (mins.) Intensity(in.) Q (1) cfs
1 0.47 0.42 4.8 5.2 1.05
2 0.20 0.63 2.0 5.2 0.66
3 0.61 0.80 1.9 5.2 2.54
4 0.38 0.82 1.9 5.2 1.60
5 0.25 0.76 1.3 5.2 0.98
6 1.13 0.46 1.9 5.2 2.71
7 (drains directly of 2.96 0.36 11.1 4.15 4.44
Total Runoff to Pond 9.53
Runoff not directed to Pond 4.44
XPStorm result for pond discharge (FREE OUTFALL) 1.22
XPStorm result for pond discharge (TAILWATER) - 7' 1.21
TOTAL POST DEV SITE DISCHARGE (FREE OUTFALL) 5.66
TOTAL POST DEV SITE DISCHARGE (TAILWATER) 5.65

140070 - Post-Dev Runoff Data
RATIONAL METHOD 10 year
RATIONAL METHOD - RUNOFF ESTIMATE- 10 year storm
Area Description Area(A) Rational 'C' TC (mins.) Intensity(in.) Q (10) cfs
1 0.47 0.42 4.8 7.94 1.60
2 0.20 0.63 2.0 7.94 1.00
3 0.61 0.80 1.9 7.94 3.87
4 0.38 0.82 1.9 7.94 2.45
5 0.25 0.76 1.3 7.94 1.50
6 1.13 0.46 1.9 7.94 4.13
7 (drains directly offsite) 2.96 0.36 11.1 6.35 6.79
Total Runoff to Pond 14.55
Runoff not directed to Pond 6.79
XPStorm result for pond discharge (FREE OUTFALL) 3.67
XPStorm result for pond discharge (TAILWATER- 9') 3.28
TOTAL POST DEV SITE DISCHARGE (FREE OUTFALL) 10.46
TOTAL POST DEV SITE DISCHARGE (TAILWATER) 10.07

PERMANENT POOL DETENTION PONDS Hyman&Robey,PC
DESIGN OF POND 150-A Hwy 158 East
Camden,NC 27921
Towne South Church (252)-335-1888
10 Yr,24 Hr Storm 04/28/14
DETENTION POND Page 1
SA/DA PERCENTAGES FOR 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
%IMPRV 3.0 FT 3.5 FT 4.0 FT 4.5 FT 5.0 FT 5.5 FT 6.0 FT 6.5 FT 7.0 FT
10% 1.3 1.0 0.8 0.7 0.6 0.5 0.4 0.3 0.2
20% 2.4 2.0 1.8 1.7 1.5 1.4 1.2 LO 0.9
30% 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1
40% 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4
50% 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9
60% 7.0 6.0 5.3 4.8 4.3 3.9 3.4 2.9 2.4
70% 8.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 2.9
80% 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4
90% 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9
100% 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3
WATERSHED AREA: 3.04 ACRES 134,442 sf
WATERSHED%IMPERVIOUS: 65%
PERMANENT POOL ELEVATION: 7 FT
PERMANENT POOL AVG.DEPTH: 3.5 FT
SA/DA PERCENTAGE FACTOR: 6.5 % (FROM ABOVE TABLE-TAKEN FROM DESIGN OF STORM WATER
CONTROL FACILITIES WORKSHOP MANUAL-PENC 1988)
POND SURFACE AREA REQ'D: 8607 SF
FOREBAY AREA: 2582 SF
AT WIDTH=0.33 LENGTH,
WIDTH= 53.5645 LF (BASED UPON MINIMUM SURFACE AREA)
LENGTH= 160.693 LF
Use these dimensions: WIDTH 47.94 LF
LENGTH 193 LF
VOLUME OF 1.5" RAINFALL Normal Pool Elevation 7
AREA OF ROOFS: 0.27 AC
AREA OF PARKING/CONCRETE: 1.7 AC
AREA OF GREEN AREAS: 1.07 AC
VOLUME OF RUNOFF 10846.4 CF VOL(CF)=([(ROOF*1.0)+(PARKING*.95)+(GRASS*0.2)1*43,560/12)*1.5
STORAGE DEPTH FOR MINIMUM AREA = 1.17 FT
ESTIMATED ELEVATION OF 1.5"RAINFALI 8.17
ACTUAL STORAGE VOLUME PROVIDED AS CALCULATED IN CAD: 11292 CF
�V= v.oS + o-9xT,y _ O. G3212 ANea fix•- sA •�k
V = 3�3v • Izv • �D 4- I�14 G 3 �� = G �07. ass

DRAWDOWN - WATER QUALITY Page 2
Q(2 DAYS)= 0.06535 CFS
Q(5 DAYS)= 0.02614 CFS
1.5"RUNOFF STAGE 8.00 FT
DEPTH OF DRAWDOWN DEVICE BELOW OUTLET 1.5 FT
1.5" RUNOFF OUTLET DEVICE: 1.03278 INCH DIA HOLE A=[Q/(Cd*SQRT(2gh))]*144
Rad:SQRT(A/PI)
Dia.=2*Rad.
DIAMETER OF HOLE TO USE: 1.115 INCH DIAMETER
DRAWDOWN RATE 0.05428 CFS
1.5" STORM RUNOFF DRAWDOWN TIME 2.40794 DAYS
V

POND VOLUME CALCULATIONS
FOR
J:IHyman&Robey'141140070- Towne South Church of ChristlPermitslNCDENRIStormwaterICalculationsl
AREA F2
PERMANENT POOL SURFACE AREA 9,251.85
MAIN BASIN SURFACE AREA 6,821.70
FOREBAY SURFACE AREA 2,430.15
AREA AT EDGE OF MAIN BASIN SHELF 5,001.99
AREA OF MAIN BASIN BOTTOM 1,413.45
AREA AT EDGE OF FOREBAY SHELF 1,571.56
AREA OF FOREBAY BOTTOM 193.13
SURFACE AREA AT 1.5"STORAGE 12,485.38
AREA AT TOP OF SHELF 11,715.62
ELEVATIONS F
PP ELEVATION 7.00
ELEVATION AT EDGE OF MAIN BASIN SHELF 6.50
ELEVATION OF MAIN BASIN BOTTOM 0.50
ELEVATION AT EDGE OF FOREBAY SHELF 6.50
ELEVATION OF FOREBAY BOTTOM 2.00
ELEVATION OF TOP OF SHELF 7.50
ELEVATION OF 1.5"STORAGE 8.00
VOLUME CALCULATIONS F9
MAIN BASIN VOLUME BELOW SHELF 19,246.32
FOREBAY VOLUME BELOW SHELF 3,970.55
TOTAL VOLUME BELOW SHELF 23,216.87
AVERAGE POND DEPTH 3.71
MAIN BASIN VOLUME 22,202.24
FOREBAY VOLUME *32, .09
PERMANENT POOL VOLUME FOREBAY PERCENTAGE OF TOTAL PERMANENT POOL VOLUME VOLUME BELOW TOP OF SHELF
TEMP. STORAGE VOLUME(1.5"RUNOFF) ,292.12 , //
4/28/2014 5:57 PM PAGE 1 OF 1

April 15, 2014
140070-Towne South Church of Christ
Volumes of Retention Areas for use in XPStorm
Detention Pond#1 Side Slopes 2.37
Modeled Lake Base Top
length width elev. length width elev.
202.40 45.70 7.00 214.25 69.40 9.50
Volume
29,871.73 Base Area = 9,250
Measured Volume on CADD
bottom 9,251.85 SF
top 14,879.49 SF
Rise 2.50 FT
Volume 29,886.93 CF

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[Max Flow = 3.6671][Max Velocity = 4.56] 10 year storm
No tailwater condition
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[Max Flow = 3.2799][Max Velocity = 4.14] 10 year storm
Tailwater Elev. = 9.0
Upstream Elevation Downstream Elevation
J ?J JJ jWj
Flow Velocity
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Jan 1995 Time

APPENDIX B
USDA SOILS INFORMATION

Hydrologic Soil Group--Pasquotank County,North Carolina x
4
a �
HJ4). 1AIID 389im 393310 mm 39em XAmm 1 um .10 389450
ffiISMN
2
{y
M1'
II�
l )
i
t d"r
f j �
' ff
t
's
mvm 83rm 303rN AY2io ffi31V m>xm 3d33m 3a33'A m io 383150
x a
it
Kr p Sap:I:I,ISe Y pNaaf m q pnhap E(1l"K a.S')9a:1.
M es
N o 25 So ]00 lao R
A0 eb 300 20a ]Ip
PaP po1��:NE01.NGaor('miampirt'uia:NC561 rfl2etlo:UlM 2ixe taNN4�4
1�5 Natural Resources Web Soil Survey 3112QD14
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group--Pasquotank County,North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AM) 0 C The soil surveys that comprise your AO l Were mapped at 1:24,000.
U 11 Area of interest(Aap ■ CID
Warning:Sell Map may not be valid at this scale.
Sells
Sell Rating Polygons ■ D Enlargement of maps beyond the scale of mapping can cause
Q A [3 Nor rated or not available misunderstanding of the detail of mapping and accuracy of soil line
water Features placement.The maps do not show the small areas of contrasting
C] uD soils that could have been shown at a mare detailed Scale.
.-. Streams and Canals
B
Transportation Please rayon the bar scale on each map sheet for map
0 amsH Rails measurements.
O C w Interstate Highways Source of Map: Natural Resources Conservation Service
0 c/D Web Soil Survey URL: hftp:/ANebwilsuNey.nres.usda.gov
.a US Routes Coordinate System: Web Mercator(EPSG:3857)
0 D Major Roads Maps from the Web Soil Survey are based on the Web Mercator
Q Nor sled or not available Local Roads projection,which preserves direction and shape but distorts
Sell Riling Linea distance and area.A projection that preserves area,such as the
Background Albers equal-area conic projection,should be used if more accurate
- IA . Aerial Photography calculations of distance 0r area are required.
AT) This product is generated from the USDA-NRCS certified data as of
y B the version dale(s)listed below.
.ar BID Soil Survey Area: Pasquotank County,North Carolina
..r C Survey Area Data: Version 14,Dec 16,2013
Soil map units are labeled(as space allows)for map scales 1 50,000
^A Call, or larger.
've D Date(&)aerial images were photographed: Feb 15,2011—Apr 4,
. i Nol rated or not available 2011
Sell Ailing Polnta The odhophoto or other base map on which the soil lines were
■ A compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor shifting
■ No of map unit boundaries may be evident.
■ B
■ B/D
Natural Resources Web Soil Survey 3/12=14
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Pasquotank County,North Carolina
Hydrologic Soil Group
Hydrologic Soil Group—Summary by Map Unit—Pasquolank County,North Carolina(NC139)
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
HyA Hyde mucky silt loam,0 C/o 4.2 67.9%
to 2 percent slopes
PeA Perqulmans silt loam,0 CID 2.0 32.1%
to 2 percent slopes
Totals for Area of Interest 6.2 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D)and
three dual classes (A/D, B/D, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture orfine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method., Dominant Condition
uSDA Natural Resources Web Soil Survey 3/12/2014
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Pasquotank County,North Carolina
Component Percent Cutoff.- None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 3/1 212 01 4
Conservation Service National Cooperative Soil Survey Page 4 of 4

APPENDIX C
USGS QUAD MAP

PASQUOTANK COUNTY
TOWNE SOUTH CHURCH
/014
io
, 1
W4
4013 c
�P
a• �
sa•15 '88 '89 190 2 820 000 FEET
76°75' 12'
Produced by the Urdted States Geological Survey
North American Datum of 1983(NAD83)
World Geodetic System of 1984(WGS84). Projection and
1 000-meter grid:Universal Transverse Mercator,Zone 19S
le 000-foot tleks-North Carolina Coordinate System of 1983 Igg"lelCg o
0°42' _
U WS
Imagery............................................NAIR September 2008 UTM GRID AND 2010 MAGNETIC NOM
Bonds..............................................©200f>2010 Tele Atlm
DECLINATION AT CENTER OF SHEET
Names...............................................................GNIS. 2008
HydrogmAy.................Natlorol Hydrogmphy,Datasea 2008 U.S.Natianal God
Contours............................National ETwadon Dataset, 2" 100.1IDWnCrNwslO
OF
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SCALE 1:24 000 WAURANOULOCATION
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METERS
1 05 0 1
MILES sgramnk Di
1000 0 1000 2000 310 YXXI SOW MOO 7000 fdlf8 !OOO IE000 City SNbh
FEET
Mmnton VveluNlle 1V°de
Polnt
CONTOUR INTERVAL SFEET
NORTH AMERICAN VERTICAL DATUM OF 1988
ADJOINING 7.5 QUADRANGLES
ELIZABETH CITY, NC
2010

APPENDIX D
FEMA FIRMETTE

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APPENDIX E
PRECIPITATION DATA

Precipitation Frequency Data Server Page 1 of 3
NOAA Atlas 14,Volume 2,Version 3
Location name:Elizabeth City,North Carolina,
AfV US" {
Latitude:36.Elevation:
Longitude:-76.1833° (�
Elevation:7 it*
ap 'I'MR
'source:Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonin,D.Martin,B.Lin,T.Pamybok,M.YeMa,and D,Riley
NOAA,National Weather service.Silver Spring,Maryland
DEPTH PF tabular I PF graphical I Maps & aerials DEPTH
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence Intervals(in inches)'
Duration
Average recurrence Interval(years)
��� ��
1 2 5 10 25 50 100 200 500 1000
5-min 0.433 0.608 0.58J 0.662 0.747 -0818 0.886 0.953 1.04 1.11
0.391-0.478) 0.460-0.581) 0.527-0.644) 0.597-0.730 0.670-0.823)(0.732-0.900)(0.789-0.974 0.844-7.05 0.910-1.14) 0.969-1.22)
10-min 0.692 0.813 0.934 1.06 1.19 1.30 1.41 1.51 1.84 1.76
(0.625-0,764) 0.735-0.897) (0.845-1.03) (0.954-1.17) (1.07-1.31) (1.17-1.43) (1.25-1.55) (1.34-1.66) (1.44-1.80) (1.53-1.93)
15-min 0.866 1.02 1.78 1.61 1.66 1.78 1.91 2.06 2.20
(0.782-0.955) 0.924-1.13) (1.07-1.31) 7.21-1.48) 11 (1.35-1.66) 11 (1.48-1.82 1.59-1.96) (1.69-2.09) (1.81-2.27) (1.91-2.42)
7-1
30-min 1.19 1.41 1.68 1.94 2.24 2.49 2.73 2.97 3.28 3.55 )
(7.07-1.31) (1.28-1.56) 11.52-1.85) (1.75-2.14) (2.00-2.46) (2.22-2.73) (2.43-3.00) (2.63-3.28) (2.88-3.81) (3.10-3.92
60-min 1.48 1.77 2.15 2.55 2.98 3.37 3.75 4.18 4.70 6.19
(1.34-1.63) 1 (1.60-1.95) 1 (1,95-2.38) (2.28-2.79) 1 (267-3.28) 1 (3.01-3.71) 11 (3.34-4.13) (3.69-4.57) (4.74-5.18) (4.53-5.72
2-hr 1.73 2.08 2.58 3.09 3.72 4.2-9-7-14.86 5.47 6.32 7.07
(1.55-1.93) (1.87-2.32) (2.32-2.88) (2.76-3.43) (3.31-4.12) (3.80-4.75) (4.28-5.39) (5.49-7.00) (6.10-7.84
3-hr 1.85 2.23 2.77 3.34 4.07 4.74 5.44 6.19 7.26 8.24 )
(1.67-2.07) (2.00-2.49) (2.49-3.09) (2.99-3.72) (3.62-4.53) (4.20-5.26) (4.79-6,02) (5.42-634) (6.28-8.03) (7.06-9.11
6-hr IF-2-2 2.65 3.31 3.99 4.87 6.69 8.65 7.49 8.82 10.0
2.00-2.45) 1 (2.39-2.95) 1(2.98-3.68 3.58-4.43 4.35-5.40 5,06-6.29) 5.78-7.21 6.56-8.23 7.63-9.69) 8.58-11.1)
12-hr 2.59 1.12 J.90 4.73 5.82 6.84 7.9J 9.1J 10.6 12.4
(2.34-2.88) (2.87-3.47) (3.51-4.34) (4.24-5.24) (5.18-6.43) (6.05-7.55) (6.94-8.72) (7.91-10.0) (9.28-11.9) (10.5-13.7)
24-hr 2.82IF 3 03.36 3.3�4.09 4,42-5.27 5.25�6.26) 6.440771 7.3-8.98 (8.0-10.3 9.64-91.9 113'14.2 128416.2)
2-day 3.54 4.29 5.50 6.66 8.12 9.48 11.0 12.7 ) 15.2 ) ( 17.4
(3.25-3.87) (3.94-4.68) (5.05-6.00) (6.99-7.13) (7.37-8.82) (8.53-10.3) (9.78-11.9) (11.1-13.8 (13.1-16.6 14.8-19.1)
3-day 3
.77 4.67 5.84 6.91F 8.49 9.83 11 F 12.9 15.4 17.6
3.49-4.10) (4.22-4.97) (5.38-6.34) (6.35-7.49) 1 (7.75-9.19) (8.92-10.6) 11 (10.2-12.2) (11.5-14.0) (13.4-16.8) (15.1-19.3)
4-day 4.01 4.85 6.17 7.26 8.86 10.2 11.8 13.2 15.6 ) ( 17.7
(3.72-4.34) (4.50-5.26) (5.72-fi.88) (fi.71-7.85) (8.13-9.58) (9.32-11.0) Q0.5-12.6) (11.8-14.3) (13.7-16.9 15.4-19.4)
YJF 4.89 5.65 7.10 8.29 10.0 11.4 13.0 14.6 17.0 19.0
(4.38-5.04) 1 (5.29-6.08) 6.62-7.62) 1 (7.71-8.89) 1 (9.27-10.7) 11 (10.5-12.3) 11 (11.8-13.9) (13.2-15.7) 15.1-18A) (16.6-20.6)
10-de 5.29 6.35 7.87 9.11 10.9 12.4 14.0 16.7 18.1 20.1
y (4.966) (5.97-8.78) (7.38-8.39) (8.54-9.71) (10.2-11.6) (11.5-13.2) (12.9-14.9) (14.3-16.8 16.2-19.5) (17.8-21.8)
20-day 7.20 8.68 10.4 12.0 1� 15.9 17.7 19.7 ) ( 22.4 24.6
(6.81-7.63) (8.11-9.09) (9.85-11.0) (11.2-12.6) (13.2-74.9) (14.8-7fi.8) (16.3-188) (18.0-21.0) (20.2-24.1) (21.9-26.6)
30-day 8.88 10.5 12.7 14.4 16.8 18.6 20.6 22.5 25.3 27.4
(8.41-9.40) (9.99-11.2) (12.0-13.4) (13.6-15.2) (75.7-17.7) (17.4-19.8) (19.1-21.8) (20.8-24.0)l(23.1-27.1) (24.8-29.5)
45-day 11.0 13.0 15.8 17.7 20.8 23.0 25.5 28.1 31.7 34.6
(10.4-11.7) (12.3-13.8) (147-16.5) (16.6-18.7) (79.3-21.9) 11 (21.5-24.4) 11 (23.6-27.1) (25.8-29.9) (28.8-33.9) (31.2-37.2)
60-day 13.2 15.8 18.4 20.7 23.8 26.2 28.7 31.2 34.6 37.3
12.5-74.0 14.7-16.5 (17.4-19.5 (19.5-21.9) 22.3-25.1 245-27.8) 26.7-30.5 28.9-33.2 31.7-37.0) (33.9-40.0)
Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
coked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_3rintpage.html?lat=36.2667&lon=-76.1833&data... 3/12/2014

Precipitation Frequency Data Server Page 1 of 3
NOAA Atlas 14,Volume 2,Version 3
Location name:Elizabeth City,North Carolina, i
L" US*
+�
[T7 Latitude:36. Longitude:Elevation:
{�
Elevation:7 H•
'source:Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Boonin,D.Martin,B.Lin,T.Pamybok,M Vekta,and D.Riley
140A4,National Weather Service,Silver Spring,Maryland
INTENSITY PF tabular PF graphical I Maps & aerials INTENSITY
PF tabular
PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches/hour)'
Duration Average recurrence interval(years)
��� 10 - 25 50 100 200 500 1000
5-min 5.20 6.10 7.00 7.84 8.96 9.82 10.8 11.4 12.4 13.3
(4.69-5.74) (552-8.73 (6.32-7.73) 7.7E-8.76) (8.04-9.88) (8.78-10.8) 9.47-117) (10.1-12.6) (10.9-13.7 11.E-14.7)
10-min 4.15 4.88 5.60 8.35 7.15 7.82 8.44 9.06 9.82 10.5
(3.75-4.58) (4.41-5.38) (5.07-8.19) (5.72-7.01) (6.41-7.87) (7.00-B.60) (7.52-9.29) (8.03-9.96) (8.63-10.8) (9.15-11.6)
15-min 3.4E 4.09 4.73 5.38 6.04 6.60 7.12 7.62 8.24 8.78
(3.13-3.82 3.70-4.51) (4.27-5.22) (4.83-5.91) (5.41-6.65 5,91-7.26) (8.34-7.83) (8.75-8.38 (7.24-9.07) (7.66-9.67)
30-min 2'37 2.82 3.3E 3.88 4.47 4.97 6.46 6.93 8.58 7.11
(2.14-2.62) (2.55-3.11) (3.04-3.77) (3.50-4.28) (4.01-4.93) (4.45-5.47) (4.86-5.99) (5.26-6.52) (5.76-7.21) (6.20-7.83)
60-min 1.48 1.77 2.1E 2.53 2.98 3.37 3.75 4.1E 4.70 5.19
(1.34-1.63) (1.60-1.95) (1.95-2.38) (2.28-2.79) (2.67-3.28) (3.01-3.71) J1 (3,34-4.13) (3.69-4.57) (4.14-5.18) (4.53-5.72)
2-hr 0.864 1.04 1.29 1.54 1.86 2.14 2.43 2.74 3.18 3.54
(0.778-0.964) (0.934-1.16) (7.16-1.44) (1.38-1.71) (1.68-2.06) (1.92 2.37) (2.14-2.70) (Z,10-3.03) (2.75-3.50) 11 (3.05-3.92)
3-hr 0.61E 1 0.1 0.9213 1.11 1.3E 1.58 1.81 2.0E ) 2.42 2.74
(0.555-0.689) 0.667-0.828) (0.831-1.03) (0.996-1.24) (1.21-1.51) (1.40-1.75) (1.60-2.00) (1 28 (.80-2. 2.09-2.67) (2.35-3.03)
6-hr 0.369 0.443 0.563 0.668 0.813 0.951 1.09 1.2E 1.47 1.611
(0.333-0.410) 0.400-0.492 0.498-0.615 0.598-0.739 0.726-0.901 (0.845-1.05 0.966-1.27 1.10-1.37 1.27-1.62 1.43-1.85
INI(O.117-0.140)
0.215 0.259 0.324 0.392 0.483 0.56E 0.658 0.757 0.900 1.03
(0.194-0.239) 0.233-0.288) 0.291-0.360)(0.352-0.435)(0.430-0.534) (0.502-0.627) (0.576-0.724)(0.657-0.832 (0.768-0.989 (0.871-1.13)
0.128 0.158 0.201 0.239 0.295 0.344 0.396 0.46E 0.542 0.61E
0.743-0.170 0.184-0.220 0.219-0.261 0.268-0.321) 0.310-0.374 0.354-0.430 0.402-0.494 0.471-0.591 0.527-0.674
2-day0.074 0.089 0.11E 0.138 0.169 0.197 0.229 0.264 0.317 0.382
(0.066-0.081) (0.082-0.098) 0.1 oil1 25)(0.102 10.149)(0.153-0.184)(0.178-0.214)(0.204-0.249)(0.232-0.287 (0.273-0.347 (0.307-0.399)
3•day 0.052 0.063 0.081 0.098 0.118 0.137 0.157 0.180 0.213 0.244
(
0048-0.057) 0.059-0.069) 0.075-0.088)(0.088-0.104)(0.108-0.128) (0.124-0.148)(0.141-0.170)(0.159-0.195 (0.186-0.233 (0.209-0.268
4-dey 0 0.042 0.051 0.084 0.07E 0.092 0.10E 0.121 0.137 0.162 0.184
( .039-0.045) 0.047-0.055) 0.060-0.070)(0.070-0.082)(0.085-0.100) (0.097-0.115) (0.110-0.131)(0.123-0.149 (0.142-0.176 (0.160-0.202)
7-day 0.028 0.034 0.042 0.049 0.060 0.068 0.077 0.087 0.101 0.113
(0.026-0.030) 0.031-0.036) (0.039-0.045)(0.046-0.053 0.055-0.064)(0.063-0.073) (0.070-0.083)(0.079-0.094 (0.090-0.109 (0.099-0.123)
10•de 0.022 0.02E 0.03J 0.038 0.045 0.062 0.058 0.085 0.07E 0.084
y (0.00.016 24) (0.00.01825 28) 0.031-0-2 - (0.0�(0.042-0.048)(0.04�(0.054-0.062) (0.059-4-1 - (0.068-0.081 (0.074-0.091)
20-day 0.01E 0.018 0.022 0� 0.029 0� 0.037 0.041 0.047 0.051
(0.014-0.016)(0.017-0.019) 0.021-0.023)(0.023-0.028)(0.027-0,031) (0.031-0.035)(0.034-0.039)(0.037-0.044 (0.042-0.050 (0.046-0.055)
30-day 0.012 0.015 0.018 0.020 0.023 0.02E 0.029 0.031 0.035 0.038
(0.012-0.013) 0.014-0.015) 0.017-0.019)(0.019-0.027)(0.022-0.025)(0.024-0.027) (0.027-0.030)(0.029-0.033 (0.032-0.038 EO -0.041)
45-tlay 0.010 ) 0.012 0.014 0.01E )( 0.019 0.021 ) ( 0.024 0.026 0.028 ( 0.032
(0.010-0.011 0.011-0.013) 0.014-0.015)(0.015-0.017 0.018-0.020)(0.020-0,023 0,022-0.025)(0.024-0.028 (0.027-0.031 0.029-0.034)
60-day 0.009 0.011 0.013 0.014 0.017 0.018 0.020 0.022 0.02a ( 0.02E
0.009-0.010 0.010-0.011) 0.012-0.014 0.014-0.015 0.016-0.017 0.017-0.019 0019-0.021 (0.020-0.023 0.022-0.026 0.024-0.028)
r Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less Man the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
B to Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_7rintpage.html?lat=36.2667&Ion=-76.1833&data... 3/12/2014

APPENDIX F
CURRENT PROPERTY DEED

BGGK 5 4 3 PAGE 5 rf
")NORTH CAROLINA Prepared by: G. Elvin Small, III
PASQUOTANK COUNTY Rmun, ro: 'Rxnvs P. Ruh IV
P.O.eox 7686 Elimbe[h City, X 27"
. .. THIS DEED, Made and entered into this the 1/1ch day of
MAY , 1993, by and between MELVIN BRENT JAMES and MIRIAM
J. JAMES, as Co-Trustees of the Ernest M. James Testamentary Trust,
Parties of the First Part; and RONNIE J. WOOLARD, A. EUGENE
ANDREWS, GARRETT D. LEWIS, and DANIEL F. LEASE, as Trustees of and
for Towne South Church of Christ, P. 0. Box 522, Elizabeth City,
North Carolina, Parties of the Second Part( DECD NO. 94-.?7`(
W I T N E S S E T H: Ane
nn�
That the said Parties of 'the First Pert, as Co-�'Yd��t� �Lhe AX DEf•T.
Ernest M. James Testamentary Trust, in consideration of llar
($1,00) and other good and valuable consideration to them paid by
the said Parties of the Second Part, the receipt of which is hereby
acknowledged, have bargained and sold, and by these presents do
bargain, sell, give, grant and convey unto the said Parties of the
Second Part, As Trustees of and for Towne South Church of Christ,
their successors and assigns, all that certain tract or parcel of
land lying and being in Nixonton Township, Pasquotank County, North
Carolina, and more particularly described as follows:
BEGINNING at a point marked by an iron pipe set in the
southeastern margin of the right of way of North Carolina
State Road No. 1101, also known as Peartree Road (present
right of way width 60 feet), said point of beginning
being 990 feet in a northeasterly direction along and
with the southeastern right of way of State Road No.
1101, from the center line of North Carolina State Road
1135; said point of beginning lies on the center of the
ditch which forme the northeastern boundary line of the
property now or formerly owned by Gone Meade; thence from
.aid point of beginning proceeding North 44° 00' East
o w x along and with the southeastern margin of the right of
m X way of State Road No. 1101, a distance of 485.46 feet to
y a point in the center of a ditch; thence Leaving the
.F w °� southeastern margin of the right of way line of State
CN m 0 Road No. 11011 and proceeding South 490 45' East, along
Kr ¢df and with the center line of a ditch, a distance of 551.24
feet to a point marked by an iron pipe, a corner; thence
South 440 00' West, a distance of 464.83 feet to a point
in the center of the ditch which forms the northeastern
boundary line of the lands now or formerly owned by Gene
� j Meads, a corner; thence North 51° 53' West, along and
with the center line of said ditch, a distance of 552,97
Q feet to a point marked by an iron pipe set in the
V Xj southeastern margin of the right of way line of State
oplo „ Road No. 1101, this being the point and place of
3 o beginning. And being that same tract or parcel of land
shown and delineated as 6 acres on that certain map or
plat entitled "Land Being Sold by Ernest M. James Test.
Trust to Town South Church of Christ" dated March 23,
1993, by henry Cunningham, Registered Land Surveyor, a
copy of which map or plat is attached hereto, designated
Exhibit "A° and by reference incorporated herein for a
more complete description of the aforesaid property.
And being a portion of the lands conveyed under that
certain Partition Deed dated February 17, 1986, between
Vernon G. James, at ux, at al, and Melvin Brent James and
Miriam James, Co-Trustees of the Ernest M. James
Testamentary Trust, recorded in Deed Book 470, Page 496,
Pasquotank County Public Registry.

bullK 543 bntL 5t5
Note; This lot is in flood hazard area C EXHIBIT "A"
according to FEMA map 3 70164 0115 B
December 4, 1985
Location Map
4i
� Site °a
SR 110i 9
4o
4
SR y�
Ernest M, James
i1 II
II I
I
II S 44.00 W 464,83' 1 I
I lip pl '
11 I
_ II II
1t II
II ll
I I 261,357 sq. ft. o I II
I � i
I t 'N 51°53' W
6 Acres p l 552,9T
11 sal
l i a l l
S 49045' E 1 I
551.24' I I Gene
I 1111 Moods
I
I1, 11
Ernest M.
I1S
James I ! a I
I I 9-
I L4 I I
11 II. I
�I ► I
�I I II
� I II
I 1 11990' to t
t I I lof SR 113a
Ip i t N 44000 E 485.46'
Peartree Road 60' R/W SR 1101
I Henry Cuninghom-registered surveyor-
do certify that this map was drawn from Land Being Sold By
an acfuol survey by me, that this map was
drawn in accordance with board rules Ernest M. James Test. Trust to
that this map shows a portion of the land described Town South Church of Christ
in Db. 470 P 496 in the Posquolank Nixonton Township
County public registry; Thot the
....... _4 „i_...._ i_ i i nn nnn Pn cnunlnnL r`nirn4v N ('

BGGR J 4 3 PAGE J 1
Pasquotank County Public Registry for further description of
'aid right of way.
But this land is conveyed subject to certain restrictions
as to the use thereof, running with said lands by
whomsoever owned; said restrictions, which are expressly
assented to by the Parties of the Second Part in
accepting this Deed, are as follows:
(1) No house trailer, mobile home, modular home, or
similar trailer or structure shall be permitted to remain
on the property on a permanent basis; for purposes of
this provision, the term "permanent basis,- shall be
defined as a period of more than one (1) year.
(2) The property conveyed herein shall not be
utilized for the storage of any junked or inoperative
boats, care, trucks, or other vehicles, or as a storage
facility for automobile parts or any other items of
property, and shall not be used as a scrap yard.
(3) The Parties of the First Part, as Grantors in
this Deed, together with their successor and/or assigns
e hall be entitled to enforce these Restrictive Covenants
by instituting proceedings at law or equity against any
persona or entity who violates this provision, and
seeking damages on account of and/or injunctive relief
from any such violation.
TO HAVE AND TO HOLD the aforesaid tract or parcel of land and
all privileges and appurtenances thereunto belonging unto the said
Parties of the Second Part, in their capacity as Trustees and their
successors in office, but subject always to the restrictions
hareinabove set out.
And the said Parties of the First Part, as Co-Trustees of the
Ernest K. James Testamentary Trust, do covenant that they are
seized of said premises in fee and have the right to convey the
same in fee simple; that the same are free from encumbrances with
the exception of the 30 foot right of way hereinabove mentioned;
and that they will warrant and defend the said title to the same
against the claims of all persons whomeoeverl provided, however,
that no warranties are made with respect to the area of the
aforesaid property shown and delineated on the attached plat as the
30 foot right of way lying along the southern boundary line of the
property hereby conveyed.
IN TESTIMONY whereof, the said Parties of the First Part have
set their hands and seals, this the day and year first above
written.
SEAL)
Molvin�es, C Trustee of
the Ernest M. JameJ Testamentary
Trust
(SEAL)
Miriam
J. Ja 2o-Trustee of
the Ernest M. ames Testamentary
Trust
NORTH CAROLINA
COUNTY OF PASQUOTANK

BOOK 543 PAGE 60
#fitness my hand and official stamp or seal, this .da.y,„gfiy
✓4/ia. 1993.. ) is
Notary Public �'i•' fJ Q`'''.;;'!`.
my C Expires: "i• ' :'.°O '° ;
STATE OF NORTH CAROLINA: COUNTY OF PASQUOTANK '��•'•• • •��:`
The foregoing Certificate(g) of Patricia K. Pecker, a Nnenty '�.` �:••.. .:,:�,.°'
%%Y,dfaY76•(XYt6ltYNXXtiRYgl9tXXYlt%X%Y/dX%LRg%seC7LD(X%XX %% itACKYYilttd<NYX%IrfKM�g%X•
eora§i:imosl:ec xazn:xdtd:gzxrsgi:stemndx:ahx:thax dadtax:eudx>tximex,andxxicaz>lxhex x
Bookxmi&xkAgaxsiton ,mxkhtxxfii:rstc4aaijgKxhern dixx Public of Pasquotank County,
State of North Carolina is certified to be correct. This instrument was Presented for
ragiotration and duly recorded in the office of the Register of Deeds In Pasquotank Co.,
State of N. C. in Book 543_, Page This Ito 14th da of Ma 1993 at 1:49 PM.
eg iu of Deede for
" Vasquotank County
BY:
Deputy Assistant Rog ster--of

APPENDIX G
SOILS REPORT BY GET SOLUTIONS

GET
M.Mir-re May 1, 2014
Grcttilmiad•F.rrvironn,rnln!•Teglinq
TO: Hyman and Robey, PC
PO Box 339
Camden, NC 27921
Attn: Ms. Kim Hamby
RE: Report of Geotechnical Exploration and Testing Services
Towne South Church
Elizabeth City, North Carolina
GET Project No: EC14-177G
Dear Ms. Hamby:
Pursuant to your request G E T Solutions, Inc. has completed our shallow subsurface
investigation services at the above noted project site. The purpose of this report is to
provide the results of our shallow subsurface investigation services to aid in the
development of the design and construction requirements of the proposed storm water
management pond associated with this project.
Site and Project Description
The project site is located at ,.
2224 Peartree Road in
Elizabeth City, North Carolina.
More specifically, the
proposed storm water
management construction area
is located within the
agricultural area to the
southwest of the existing
parking lot area for the Towne
South Church facility. The
project site is bordered to the
north by the existing parking
lot, and to the south, east, and
west by the agricultural areas.
Based on our site
observations, the proposed Figure 1 —Site Location Plan
construction areas appeared to
be relatively level with visually estimated elevation changes less than about 1 foot in 50
linear feet.
106 Capital Trace, Unit E • Elizabeth City, NC 27909 • Phone: [phone] • Fax: [phone]
[e-mail]

Report of Geotechnical E)ploration and Testing Services 5/1/14
Towne South Church
Elizabeth City, North Carolina
GET Project No: EC14-177G
It is our understanding that the proposed development at this site is planned to consist of
constructing an addition to the church and new parking lot areas along with an associated
storm water management pond. The scope of our services was limited to performing shallow
subsurface exploration activities to aid in developing storm water design/construction
parameters.
Field Exploration and Subsurface Soil Conditions
Field Exploration: „1 `
Our field exploration services consisted of � �
two (2)4.5-to 5.5-foot deep hand auger
borings (designated as HA-1 and HA-2)
that were drilled within the proposed
storm water management pond area at
the project site. The hand auger borings
could not be extended below the explored ,-
depths due to cave-ins occurring as a I
result of the encountered groundwater
M".
level.
The boring locations were established
and located in the field by a a
representative of G E T Solutions, Inc. \ `
with the use of a hand held Global `
Positioning System (GPS) unit. The
GPS coordinates were determined by
converting NC State Plane coordinates Figure 2—Site and Test Boring Location Plan
obtained from the project site plan and
converting them to GPS coordinates. The approximate boring locations and the
associated GPS coordinates are provided in the following table (Table I — Boring
Schedule).
Table I — Boring Schedule
Boring Boring GPS Coordinates
Number Depth Boring Location
(feet) Latitude Longitude
HA-1 5.5 Proposed Storm Water Management Pond, 360 15.236' N 760 13.926'W
ApproArnate South End
HA-2 4.5 Proposed Storm Water Management Pond; 360 15.258' N 760 13.913'W
Approximate North End
2
GET

Report of Geotechnical E)ploration and Testing Services 5/1/14
Towne South Church
Elizabeth City, North Carolina
GET Project No: EC14-177G
Subsurface Soil Conditions:
The results of our soil test borings indicated the presence of approximately 8 to 10 inches
of Topsoil at the boring locations. The natural subsurface soils recovered at the boring
locations below the surficial organic material were uniform and consistent to the explored
depths. These soils were noted to consist of SILT (ML) and/or CLAY (CL, CL-ML) with
varying amounts of Sand underlain by SAND (SP, SP-SM, SM, SC) with varying amounts
of Silt and Clay. A brief description of the natural subsurface soil conditions encountered
at the boring locations is provided in the following table (Table III - Subsurface Soil
Summary).
Table III - Subsurface Soil Summary
AVERAGE PCon;istency
elative
DEPTH (Feet) STRATUM DESCRIPTION ensity/ I+l
Boring: HA-1 and HA-2
0
to Topsoil Topsoil N/A
0.7-0.8
0.7to0.8 I SILT (ML)and/or CLAY(CL, CL-ML)with varying Soft
2.5— 3 amounts of Sand
2.5—3 SANDto I (SP, SP-SM, SM, SC)with varying amounts of Silt
4.5-5.5 and Clay. All borings terminated within this stratum Loose
Note (1): The relative density/consistency descriptions noted above were estimated based on the penetration
resistance of our hand operated equipment.
It is noted that the topsoil designation references the presence of surficial organic laden
soil, and does not represent any particular quality specification. This material is to be
tested for approval prior to use.
The subsurface description is of a generalized nature provided to highlight the major soil
strata encountered. The record of the subsurface exploration (Boring Log and
Generalized Soil Profile sheets) should be reviewed for specific information as to individual
soil strata encountered at the boring location. The stratifications shown on the records of
the subsurface exploration represent the conditions only at the actual boring location.
Variations may occur and should be expected at other unexplored locations. The
stratifications represent the approximate boundary between subsurface materials and the
transition may be gradual.
3
GET

Report of Geotechnical E)ploration and Testing Services 5/1/14
Towne South Church
Elizabeth City, North Carolina
GET Project No: EC14-177G
Groundwater Information:
The groundwater level was measured at the boring locations during drilling operations and
was found to occur at depths ranging from 2.5 to 3 feet below the existing site grades. The
bore holes were allowed to remain open for approximately 1 hour and the water level was
re-measured and noted to occur at about 2.5 feet below the existing site grade elevations
Based on the topographic information provided by Hyman and Robey, PC, the
groundwater level of 2.5 feet below existing grades was estimated to correspond to
elevations ranging from 6.5 to 7.5 feet MSL. The hand auger boreholes were backfilled
following the 1-hour groundwater reading for safety considerations. As such, the reported
groundwater level may not be indicative of the static groundwater level. It is recommended
that the contractor determine the actual groundwater levels at the time of the construction
to determine groundwater impact at specific excavation locations and at the time of
construction.
The soils encountered below the surficial organic material (Topsoil) and extending to a
depth ranging from 3 to 4.5 feet below existing grades were noted to consist of SAND (SM
with Clay, SC), SILT (ML), and/or CLAY (CL, CL-ML). These cohesive soils and/or
granular soils with cohesive soil properties can act as a restrictive horizon during periods
of significant precipitation and/or the wet season. Accordingly, perched water levels
occurring near the surface can occur following inclement weather and/or during the wet
season.
The soils recovered from the boring
d' locations were classified in general
accordance with ASTM D 2487 test
a method. Also, the soils recovered from
borings HA-1 and HA-2 were classified
using the Munsell®Soil Color Charts to aid
in indicating the estimated normal
Seasonal High Water Table (SHWT).
Based on the soil texture classifications
located throughout the storm water
a management construction areas, the
shallow subsurface soils appeared to be
ll relatively homogenous consisting
predominantly of SILT (ML) and/or CLAY
(CL, CL-ML)with varying amounts of Sand
underlain by SAND (SP, SP-SM, SM, SC)
with varying amounts of Silt and/or Clay.
P
Figure 3—Soil Survey of Pasquotank GET
County, North Carolina '

Report of Geotechnical Exploration and Testing Services 5/1/14
Towne South Church
Elizabeth City, North Carolina
GET Project No: EC14-177G
The "Soil Survey of Pasquotank County, North Carolina" provided by the U.S. Department
of Agriculture indicates that soils located within the project site consist predominantly of
the Hyde mucky silt loam and Perquimans silt loam series. These associations indicate
very poorly drained and poorly drained soils, respectively. The near surface soils
recovered at the project site appear to be consistent with the information provided on the
"Soil Survey of Pasquotank County, North Carolina".
As previously noted, the soil sample colors were identified using the Munsell®Soil Color
Charts to aid in identifying the estimated normal SHWT at the location of borings HA-1 and
HA-2. It is noted that soil morphology is not a reliable indicator of the SHWT in drained
soils, as indicated in the"Soil Morphology as an Indicator of Seasonal High Water Tables"
(prepared by Peter C. Fletcher; U.S. Department of Agriculture Soil Conservation Service).
However, slight color distinctions were observed within the soil samples collected at the
location of borings HA-1 and HA-2. As such, the normal SHWT depth was estimated to
occur at depths ranging from approximately 1.5 to 2 feet below the existing site grade
elevations at boring locations HA-1 and HA-2. These depths correspond to elevations
ranging from about 7 to 8.5 feet MSL. More detailed information regarding the
encountered ground water depths and corresponding elevations as well as the estimated
normal SHWT depths and elevations for each boring location are provided in the following
table (Table IV — Groundwater Information).
Table IV — Groundwater Information
Groundwater Table Groundwater Table
Depth (ft.) Elevation (ft. MSL)
Boring Boring Location Estimated Estimated
No. Normal Normal
Currenthl Seasonal Currenthl Seasonal
Hi h High
HA-1 Proposed Storm Water Management 2 5 1.5 to 7.5 8 to 8.5
Pond;Approxmate South End 2.0
HA-2 Proposed Storm Water Management 2.5 1.5 to 6.5 7 to T5
Pond;Approximate North End 2.0
Note(1)=The observed groundwater levels noted in this report,on ourBoring Log sheets,and on our Generalized soil
Profile sheets were obtained through soil wetness at the time of our subsurface exploration procedures.
Groundwater monitoring wells are recommended to obtain stabilized readings.
As previously indicated, this site is susceptible to perched water conditions slightly below
the existing site grade elevations. As such, periods of elevated water levels occurring near
the surface and above the estimated normal SHWT indicated in Table IV should be
expected and/or considered in the storm water design process.
5
GET

Report of Geotechnical Eploration and Testing SenAces 5/1/14
Towne South Church
Elizabeth City,North Carolina
GET Project No: EC14-177G
Groundwater conditions will vary with environmental variations and seasonal conditions,
such as the frequency and magnitude of rainfall patterns, as well as man-made influences,
such as existing swales, drainage ponds, underdrains and areas of covered soil (paved
parking lots, sidewalks, etc.). Seasonal groundwater fluctuations of ± 2 to 3 feet are
common in the project's area; however, greater fluctuations have been documented. We
recommend that the contractor determine the actual groundwater levels at the time of the
construction to determine groundwater impact on the construction procedures.
We trust that the information contained herein meets your immediate need, and we would
ask that you call this office with any questions that you may have.
Respectfully Submitted,
G E T Solutions, Inc.. 1 f
A. Paul Lankford Jr., E.I.T. Gerald W. Stalls Jr., P.E.
Project Manager Senior Project Engineer
NC Lic. #034336
Attachments: BoringLocation Plan •p•`�o���', CAR0��2,,G
2.:oFF SS/Qy•. 9
Boring Logs :4� yr,
Generalized Soil Profile SEAL
034336
Copies: (3) Client ;�� '•,f y cif, •``
•.,9q . GINS.•' S. •.
6
GET

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UET RECORD OF SUBSURFACE EXPLORATION HAND AUGER
-
® 204 G21'aon Rbad 1592-E IFEnr r a'Road 106 Caplgy Trace Unit E 41SA V,ha'km Wvd VirymaEeach,VA23642 6Hlfiaahurg,VA23185 MaheMCPgNC27909 JeckSMWlle•NC28548 BORING ID
757-51&1708 76758 6452 252,135970 91047&9915 HA-1
GnvMneN•EmtimnrcnW.hsang
PROJECT NAME: Towne South Church PROJECT NUMBER: EC14-177G
CLIENT: Hyman and Robey,PC SURFACE ELEVATION(MSL)(ft): 10
PROJECT LOCATION: Elizabeth City,North Carolina LOGGED BY: G.Stalls PE
BORING LOCATION: See Attached Boring Location Plan DATE STARTED: 411412014
DRILLING METHODS): Hand Auger DATE COMPLETED: 411412014
GROUNDWATER': INITIAL(ft)V:3 AFTER HOURS(ft)E:— CAVE-IN(ft)C:_ DRILLER: GET Solutions,Inc.
Tlreirtib'al ridxmfar re&b are rxN irHerkNdroinc4care Mesrebb Mrrdlerlevd.
p n c TEST RESULTS
c m� o
S STRATA DESCRIPTION o. m E y Plastic Limit ;: Liquid Limit
In
� y E n . 'o Water Content-•
w ❑ N E PeneVaUon-
10 20 3 40 50 60 7
10-Inches Topsoil —
1 12
0.8 '.
1 Gray,mast to very mast,SILT(ML)to Silty CLAY(CL-ML) -
1.5 2 12
Mottled Gray-Tan,very moist,Sandy Lean CLAY(CL)
2
3 12
3 3.0
Mottled Gray-Reddish Tan,wet,Clayey fine SAND(SC)
4 12
4 4.0
Mottled Gray-Reddish Tan,wet,Silty fine SAND ISM)with Clay
4.5
Mottled Tan-Reddish Tan,wet,poorly graded fine to medium SAND(SP)to 5 12
poorly graded fine to medium SAND(SP-SM)with Sill
2 5 5
Light Gray-Tan from 5 Feel 6 6
5.5 Cave In at 5.5 Feet
Boring terminated at 5.5 feet below edsling grade. -
s
A
0
4
d
s
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Sample Type(s): Notes:
AUGER-Auger
Sample
�` PAGE 1 OF 1

CiF® RECORD OF SUBSURFACE EXPLORATION HAND AUGER
® 2niaB90sonA23 Wkamsulg,VA3165 zabap4a17,Nabeffi G2709 41"Wa,(NC2s BORING ID
l4ryiMa Beach,✓Aad 1592-EFan.✓A23fa5 106C lh Qly, ce U,9t E Ja15oA ftsN Bfvd
757-51&1703 757-%4-a452 252daS9765 91047&9915 HA-2
GM,M,nvY1.Exelronn0.`nW.RNvp
PROJECT NAME: To
South Church PROJECT NUMBER: EC14-177G
CLIENT: Hyman and Robey,PC SURFACE ELEVATION(MSL)(ft): 9.25
PROJECT LOCATION: Elizabeth City,North Carolina LOGGED BY: G.Stalls PE
BORING LOCATION: _See Attached Boring Location Plan DATE STARTED: 411412014
DRILLING METHOD(S): Hand Auger DATE COMPLETED: 4114/2014
GROUNDWATER': INITIAL(ft)V: 2_5 AFTER HOURS(ft)3:_ CAVE-IN(ft)L:_ DRILLER: GET Solutions,Inc.
Th imtal nrNa(erre aerafinlendedbintecffie the stale mundmearle9e,'.
n c TEST RESULTS
c m F 2.-. g
£ STRATA DESCRIPTION n m E d Plastic omit r iquid Limit
tj �4 E a m o 1 Water Content-•
Wm ° Penetration-
10 20 30 40 50 60 70
8-Inches Topsoil —
0.7 ��.! 1 12
1
Gray,moist to very moist,Sandy Lean CLAY(CL)
2 12
2
Mottled Gray-Tan from 2 Feet
2.5 3 12
Mottled Gray-Tan,wet,Silly fine SAND ISM)with Clay
3 3.0
Mottled Tan-Reddish Tan,wet,poorly graded fine to medium SAND(SP-SM)
with Silt
' 4 12
4
Reddish Tan from 4 Feet
5 4.5 Cave In at 4.5 Feet 5 6 -
Boring terminated at 4.5 feet below e)dsting grade.
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Sample Type(s):
Notes:
AUGER-Auger
Sample
PAGE 1 OF 1

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APPENDIX H
ARTICLES OF INCORORATION/
SIGNING OFFICIAL DESIGNATION

w
Hi PC N OF CHRIST
REACH.GRO't1.S�JI vE
2224 Peartree Road, Elizabeth City, NC 27909 252.338.2248
www.tscoc.com
Brad Giffin April 15, 2014
Lead Minister
bgiffin@tscoc com
252.338.2248 (office) To Whom It May Concern:
252.619.4303 (cell)
We the undersigned elders of Towne South Church of Christ do hereby appoint
David Brothers, who is also an elder, to act as our representative in matters
requiring signatures for our building expansion project. This document of
authorization is limited to, dealing with contractors, building inspections, permits,
and all other directly related construction matters. David Brother's signature on
any construction related material is heretofore binding on all Towne South
Jonathan Snoots Church of Christ leadership.
Family Life Minister
[e-mail]
252.338.2248 (office)
252.312.3232 (cell) Glenn McGinnis, hairman) �C
Bill Griffin
Mike Baker
Jim Cormode— K
Sissy Giffin
David Brothers_ f�
--
Children's Director
sQirfin@tscoc CDm
252.338.2248 (office)
2.52.619-2592 (cell)
Bring Today's People into a life-long relationship with Jesus Christ

HYMAN ■
ROBEY 1
May 1, 2014
Mr. Samir Dumpor
Dept. of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
943 Washington Square Mall [ (� '� f
Washington, NC 27889 , `E v E V
Subject: Stormwater Management Permit MAY - 5 2014
Towne South Church of Christ
Addition and Parking Expansion
Elizabeth City, NC
HR Project#140070
Dear Mr. Dumpor:
Enclosed for your review and approval, please find the following items:
1. Two (2) copies of the plans for the above referenced project.
2. The original and one (1) copy of the executed Stormwater Permit Application with
required supplement and operation and maintenance agreement.
3. Two (2) copies of the project narrative and appendix containing: Stormwater and Erosion
Control Calculations, a printout from the USDA Web Soil Survey website, a portion of the
USGS quad map showing project location, precipitation data for the site, the current
deed for the property, the FEMA FIRMette for the site, the soils report prepared by GET
Solutions, and the Articles of Incorporation from the Secretary of State website with a
document designating the signing official.
4. A check in the amount of amount of$505.00 for the required fee for the permit
modification.
If you have any questions, please do not hesitate to contact this office at [phone].
Sincerely,
Hyman & Robey, PC /
-�?V�'bosy-0 :- "
Kimberly D. Hamby
Engineering Project Manager
cc: file
Mr. David A. Brothers
P.O. Box 339 Camden, North Carolina 27921
[phone] License C-0598
Hyman&Robey, PC w .hymanrobey.com

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land-disturbing activity on one or more acres as covered by the Act before this
form and an acceptable erosion and sedimentation control plan have been completed and approved by the
Land Quality Section, N.C. Department of Environment and Natural Resources. (Please type or print and, if
the question is not applicable or the e-mail and/or fax information unavailable, place N/A in the blank.)
Part A.
1. Project Name_ Towne South Church of Christ - Addition and Parking Expansion
2. Location of land-disturbing activity: County Pascluotank City or Township Nixonton
Highway/StreetSR 1101-Peartree Latitude 36.255385 Longitude -76.232830
3. Approximate date land-disturbing activity will commence: June 15, 2014
4. Purpose of development(residential, commercial, industrial, institutional, etc.): Institutional
5. Total acreage disturbed or uncovered (including off-site borrow and waste areas): 4.98 Acres
6. Amount of fee enclosed: $ 325.00 . The application fee of$65.00 per acre (rounded
up to the next acre) is assessed without a ceiling amount (Example: a 9-acre application fee is$585).
7. Has an erosion and sediment control plan been filed? Yes X No Enclosed X
8. Person to contact should erosion and sediment control issues arise during land-disturbing activity:
Name Kim Hamby E-mail Address [e-mail]
Telephone [phone] (ext 818) Cell# Fax# [phone]
9. Landowner(s) of Record (attach accompanied page to list additional owners):
Towne South Church of Christ [phone] d F
Name Telephone Fax er D
2224 Peartree Road 2224 Peartree Road MAY - 2014
Current Mailing Address Current Street Address
LAND QUALITY SECTION
Elizabeth City NC 27909 Elizabeth City NC wASHINC�{jf�lNIONAL OFFICE
City State Zip City State L�ZiipUJ
10. Deed Book No. 543 Page No. 57 Provide a copy of the most current deed.
Part B.
1. Person(s) or firm(s) who are financially responsible for the land-disturbing activity (Provide a
comprehensive list of all responsible parties on an attached sheet):
Towne South Church of Christ townesouthcocRembaramail.com
Name E-mail Address
2224 Peartree Road 2224 Peartree Road
Current Mailing Address Current Street Address
Elizabeth City NC 27909 Elizabeth City NC 27909
City State Zip City State Zip
Telephone [phone] Fax Number

2. (a) If the Financially Responsible Party is not a resident of North Carolina, give name and street address
of the designated North Carolina Agent:
Name E-mail Address
Current Mailing Address Current Street Address
City State Zip City State Zip
Telephone Fax Number
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the Certificate of Assumed Name. If the Financially Responsible
Party is a Corporation, give name and street address of the Registered Agent:
Name of Registered Agent E-mail Address
Current Mailing Address Current Street Address
City State Zip City State Zip
Telephone Fax Number
The above information is true and correct to the best of my knowledge and belief and was provided
by me under oath (This form must be signed by the Financially Responsible Person if an individual
or his attorney-in-fact, or if not an individual, by an officer, director, partner, or registered agent with
the authority to execute instruments for the Financially Responsible Person). I agree to provide
corrected information should there be any change in the information provided herein.
David A. Brothers Representative for Elders of Towne South Church of Christ
Type or print
name Title or Authority
60_" 14 G� 1-/b_9/a-O/Lf
Signature Date
------------------------------------------------------------------------------------------------------------------------------------
I, Lh'mc, APolo4lU rr, as Notary
/Public of the County of e'5
State of )f t rRRa, hereby certify thatcDU()I G appeared
personally before me this day and being duly sworn acknowledged that the above form was
executed by him. J
Witness my hand and notarial seal, this day of April 20
Notary
Seal
My commission expires Oy J'/ Ol b