SW8060311_HISTORICAL FILE_20100108

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SWs
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
Z U l V O l O `d
YYYYMMDD

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H Sullins
Governor Director
January 8, 2010
Mr Mike Ashcraft - President
Port City Community Church
250 Vision Drive
Wilmington NC 28403
Subject State Stormwater Management Permit No SW8 060311 MOD
Port City Community Church
High Density Commercial Wet Detention Pond Project
New Hanover County
Dear Mr Ashcraft
Dee Freeman
Secretary
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Port City Community Church on December 10 2009 Staff review of the
plans and specifications has determined that the project, as proposed, will comply with
the Stormwater Regulations set forth in Title 15A NCAC 2H 1000 and Session Law
2008-211 We are forwarding Permit No SW8 060311 MOD dated January 8 2010 for
the construction of the subject project
This permit shall be effective from the date of issuance until April 18 2016 and shall be
subject to the conditions and limitations as specified therein Please pay special
attention to the Operation and Maintenance requirements in this permit Failure to
establish an adequate system for operation and maintenance of the stormwater
management system will result in future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you
have the right to request an adjudicatory hearing upon written request within thirty (30)
days following receipt of this permit This request must be in the form of a written
petition conforming to Chapter 150B of the North Carolina General Statutes and filed
with the Office of Administrative Hearings, P O Drawer 27447 Raleigh, NC 27611-
7447 Unless such demands are made this permit shall be final and binding
If you have any questions or need additional information concerning this matter please
contact Aisha Lau or me at [phone]
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/ ahl S\WQS\STORMWATER\PERMIT\06031 1 MOD jan10
cc Mr Jay R Carmine, P E — Coastal Land Design, PLLC
New Hanover County Building Inspections
City of Wilmington Development Services
Beth E Wetherill, New Hanover County Engineering
Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension Wilmington North Carolina 28405
Phone [phone] FAX [phone] Customer service 1 877-623 6748
Internet vvvvw ncwaterquality org
An Equal Opportunity 1 Affirmative Action Employer
NorthCarohna
Naturally

State Stormwater Management Systems
Permit No SW8 060311 MOD
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY COMMERCIAL 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
Mr Mike Ashcraft and Port City Community Church
Port City Community Church
250 Vision Dnve, Wilmington, New Hanover County
FOR THE
construction, operation and maintenance of two wet detention ponds and a permeable
pavement parking lot in compliance with the provisions of 15A NCAC 2H 1000 and
Session Law 2008-211 (hereafter collectively referred to as the "stormwater rules') the
approved stormwater management plans and specifications and other supporting data
as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit
This permit shall be effective from the date of issuance until April 18, 2016, and shall be
subject to the following specified conditions and limitations
I DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data
This stormwater system has been approved for the management of stormwater
runoff as described in Section 18 on page 3 of this permit The stormwater
control has been designed to handle the runoff from 499,690 square feet of
impervious area
A 50 wide vegetative buffer must be provided adjacent impounded structures,
streams, rivers and tidal waters
4 The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans The built -upon area for the future
development is limited to 15,500 square feet This project proposes 99 300 sq f1
of permeable pavement area draining to Pond 2 The amount of built -upon area
accounted for in Pond 2 for permeable pavement is 39,720 sq ft because it is
constructed of turf cells, a flexible pavement, and seven (7) inches of gravel
base
Page 2 of 8

State Stormwater Management Systems
Permit No SW8 060311 MOD
5 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
6 The runoff from all built -upon area within the permitted drainage area(s) of this
project must be directed into the permitted stormwater control system
7 The following design criteria have been provided in the wet detention ponds and
must be maintained at design condition
Pond 1
Pond 2
a
Drainage Area, acres
14
608
Onsite, ft
610,000
265,000
Offsite, ft
None
None
b
Total Impervious Surfaces, ft
396,310
103,380
Previously Permitted, ft
365,914
0
Additional Impervious Sur ace subject to
Session Law 2008-211, ft
14896
103,380
Future, ft
15,500
c
Pond Depth, feet
30
5
d
TSS removal efficiency
90
90
e
Design Storm, inches
Previously Permitted, inches
1
Additional Impervious Surface, inches
1 5
1 5
f
Permanent Pool Elevation, FMSL
35
37
g
Permitted Surface Area @ PP, ft
43,596
12,225
h
Permitted Storage Volume, ft
70,340
13,958
1
Storage Elevation, FMSL
365
379
j
Controlling Orifice (0 pipe)
2 5"
2 0"
k
Permanent Pool Volume, fto
139,149
36,840
1
Forebay Volume, ft
30,442
7,574
m
Maximum Fountain Horsepower
1/2
1/8
n
Receiving Stream/River Basin
Spring Branch/Cape Fear
o
Stream Index Number
18-74-63-1
p
Classification of Water Body
C SW
II SCHEDULE OF COMPLIANCE
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
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
Page 3 of 8

State Stormwater Management Systems
Permit No SW8 060311 MOD
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 Mowing and re -vegetation of slopes and the vegetated filter
d Immediate repair of eroded areas
e Maintenance of all slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping
g Access to the outlet structure must be available at all times
4 Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ The records will indicate the date,
activity, name of person performing the work and what actions were taken
5 Decorative spray fountains will be allowed in the stormwater treatment system
subject to the following criteria
a The fountain must draw its water from less than 2 below the permanent
pool surface
b Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond
c The falling water from the fountain must be centered in the pond, away
from the shoreline
d The maximum horsepower for fountains in Pond 1 and Pond 2 is 1/2 HP
and 1/8 HP respectively
6 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
conditions of this permit, the approved plans and specifications and other
supporting data
7 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
8 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
9 Access to the stormwater facilities for inspection and maintenance shall be
maintained via appropriate recorded easements at all times
Page 4 of 8

State Stormwater Management Systems
Permit No SW8 060311 MOD
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 development, subdivision, acquisition, lease or sale of any, all or
part of the project area The project area is defined as all property owned
by the permittee, for which Sedimentation and Erosion Control Plan
approval or a CAMA Major permit was sought
f Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan
10 Prior to the construction of any permitted future areas shown on the approved
plans, the permittee shall submit final site layout and grading plans to the
Division for approval If the proposed BUA exceeds the pemitted amount, a
modification to the permit must be submitted and approved prior to construction
11 A copy of the approved plans and specifications shall be maintained on file by
the Permittee at all times
12 The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days
13 The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made
III GENERAL CONDITIONS
This permit is not transferable to any person or entity 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
signed by both parties, to the Division of Water Quality, accompanied by the
supporting documentation as listed on page 2 of the form The approval of this
request will be considered on its merits and may or may not be approved
2 The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request Neither the sale of the protect
nor the transfer of common area to a third party constitutes an approved transfer
of the stormwater permit
3 Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215 6A to 143-215 6C
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
Page 5 of 8

State Stormwater Management Systems
Permit No SW8 060311 MOD
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 remains in force and effect until modified, revoked terminated or
renewed The permit may be modified, revoked and reissued or terminated for
cause The filing of a request for a permit modification, revocation and re -
issuance or termination does not stay any permit condition
8 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 permittee shall notify the Division of any name, ownership or mailing address
changes at least 30 days prior to making such changes
11 The permittee shall submit a permit renewal request at least 180 days prior to the
expiration date of this permit The renewal request must include the appropriate
documentation and the processing fee
Permit issued this the 8th day of January, 2010
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Uoleen H Sullins Uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No SW8 060311 MOD
Port City Community Church
Stormwater Permit No SW8 060311MOD
New Hanover County
Designer's Certification
I , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the protect,
(Protect)
for (Protect Owner) hereby state that to the
best of my abilities, due care and diligence was used in the observation of the protect
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 specifications
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No SW8 060311 MOD
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 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 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 and located 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
16 All components of the stormwater BMP are located in either recorded
common areas, or recorded easements
cc NCDENR-DWQ Regional Office
New Hanover County Budding Inspections
Page 8 of 8

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
.So.S, o D
Applicable Rules M Coastal SW -1995 V Coastal SW - 2008 19 Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
SEP 0 1 2009
STORMWATER MANAGEMENT PERMIT APPLICATIC}MF-QRM
This form may be photocopied for use as an original
I GENERAL INFORMATION
1 Project Name (subdivision facility or establishment name - should be consistent with project name on plans,
specifications letters operation and maintenance agreements etc)
Port Citv Communitv Church
2 Location of Project (street address)
City Wilmington County New Hanover Zip 28403
3 Directions to project (from nearest major mtersechon)
From mtersection of Cardinal Drive Extension and Market Street Go approximately 0 3 miles South
along Cardinal Drive Extension Turn Right onto Vision Drive Site is on both sides of Vision Drive
approximately 010 miles ahead
4 Latitude 34' 14' 44 N Longitude 77° 51 23 W of the main entrance to the project
II PERMIT INFORMATION
1 a Specify whether project is (check one) ❑New ®Modificahon
b If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 060311 , its issue date (if known)April 18, 2006 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 ❑Drams to an Offsite Stormwater System ❑Other
3 If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application list the stormwater project number if
assigned, Not Apphcable and the previous name of the project if different than currently
proposed, Not Applicable
4 a Additional Project Requirements (check applicable blanks, information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748)
❑LAMA Major ❑Sedimentation/Erosion Control ac of Disturbed 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 Not Applicable
Form SWU-101 Version 07July2009 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 project)
Applicant/Organization Port City Community Church
Signing Official & Title Mike Ashcraft - President
b Contact information for person listed in item la above
Street Address 250 Vision Drive
City Wilmington State NC Zip 28403
Mailing Address (if applicable) 250 Vision Drive
City Wilmington State NC Zip 28403
Phone (910 ) 202 - 8800 Fax (910 ) 202 - 8900
Email richre marshallQportcrtychurch org
c Please check the appropriate box The applicant listed above is
® The property owner (Skip to Contact Information item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information item 2a and 2b below)
2 a Print Property Owner s name and title below if you are the lessee, purchaser or developer (This is the
person who owns the property that the project is located on)
Property Owner/Organization
Signing Official & Title
b Contact information for person listed in item 2a above
Street Address
City State Zip
Mailing Address (if applicable)
City State Zip
Phone ( ) Fax ( )
Email
3 a (Optional) Print the name and btle of another contact such as the project's construction supervisor or other
person who can answer questions about the project
Other Contact Person/Organization Richie Marshall Executive Pastor / Project Manager
Signing Official & Title
b Contact information for person listed in item 3a above
Mailing Address
City State Zip
Phone ( ) Fax ( )
Email
4 Local jurisdiction for building permits New Hanover County
Point of Contact Inspections Department Phone # (910 ) 798 - 7175
Form SWU 101 Version 07July2009 Page 2 of 6

'IV PROJECT INFORMATION
1 In the space provided below, briefly summarize how the stormwater runoff will be treated
Stormwater pond #1 (DA#1) is existing and will treat a small addition of BUA over the previously permitted
amount Stormwater pond #2 (DA#2) is proposed and will treat the impervious associated with the proposed
pervious parking lot The uncaptured BUA is listed under DA#3 and the total site BUA is listed under DA#4
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 Identify the regulation(s) the project has been designed in accordance with
❑ Coastal SW -1995 ® Ph It - Post Construction
3 Stormwater runoff from this project drams to the Cape Fear River basin
4 Total Property Area 32 5840 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* 313041 acres
Total project area shall be calculated to exclude the followingg the normal pool of um ounded structures the area
between the banks of streams and rivers, the area below the Nornal High Water (NM line or Mean High Water
W) (MHline and coastal wetlands landward from the NHW (or MHI9 line Die resultant project area is used to
calculate overall percent built upon area (BUA) Nan -coastal wetlands landward of the NHW (or MH1M line may
be included in the total project area
8 Project percent of impervious area (Total Impervious Area / Total Project Area) X 100 = 37 25
9 How many drainage areas does the project have?4 (For high density, count 1 for each proposed engineered
stormwater BMP For low density and other projects, use 1 for the whole property area)
10 Complete the following information for each drainage area identified in Project Information item 9 If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below POND # I POND ALL 7—UNC6P U1ZM EO-TY
Basin Information
Drama e Area 1
Drama e Area 2
Drama e Area 3
Drama a Area 4
Receiving Stream Name
Spring Branch
Spring Branch
Spring Branch
Spring Branch
Stream Class *
C Sw
C, Sw
C, Sw
C, Sw
Stream Index Number *
18-74-63-1
18-74-63-1
18-74-63-1
18-74-63-1
Total Drainage Area (so
610 000sf
265,OOOsf
544,361sf
1,419,361sf
On -site Drainage Area (so
610 000sf
265 000sf
544 361sf
1,419,361sf
Off -site Drainage Area (so
-0-
-0-
-0-
-0-
Proposed Impervious Area** (so
396 310sf
103,380sf
8 310sf
508,OOOsf
Impervious Area** total
64 97%
39 01%
1 53%
35 79%
Impervious Surface Area,
Drainage Area 1
Drainage Area 2
Drainage Area 3
Drainage Area 4
On -site Buildings/Lots (so
84 600sf
-0-
-0-
84 600sf
On -site Streets (so
64 520sf
-0-
3 980sf
68 500sf
On -site Parking (so
199 590sf
103 210sf
-0-
302 800sf
On -site Sidewalks (so
32100sf
170sf
4 330sf
36 600sf
Other on -site (so
-0-
-0-
0
-0-
Future (so
15 500sf
-0-
-0-
15,OOOsf
Off -site (so
-0-
-0-
-0-
-0-
Existing BUA*** (so
352 624sf
-0-
7 770sf
360 394sf
Total (so
396 310sf
103 380sf
8 310sf
508 000sf
Stream Class and Index Number can be determined at hUp//h2o enr state tic ns/buns/reports/reportsWB Wall
" Imgetvnous 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 extshng 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 07July2009 Page 3 of 6

11 How was the off -site impervious area listed above determined? Provide documentation Not Applicable
Proiects in Union County Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that maybe subject to more stringent stormwater requirements as per 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 / /h2o enr state nc us/su/bmp_ forms htm
VI SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ)
A complete package includes all of the items listed below A detailed application instruction sheet and BMP
checklists are available from http / /h2o enr state nc us/su/bmp forms htm The complete application
package should be submitted to the appropriate DWQ Office (The appropriate office may be found by locating
project on the interactive online map at hUp //h2o enr state nc us/su/msi maps htm )
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 / /h2o enr state nc us/su/bmp forms htm
Imhals
1 Original and one copy of the Stormwater Management Permit Application Form J9r-
2 Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants JAL
Form (if required as per Part VII below)
3 Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M JRL
agreement(s) for each BMP
4 Permit application processing fee of $505 payable to NCDENR (For an Express review, refer to tZC
http //www envhelp org/2ages/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 KC
the project This is required in addition to the brief summary provided in the Project
Information item 1
6 A USGS map identifying the site location If the receiving stream is reported as class SA or the c( ar—
receiving stream drains to class SA waters within 1/2 mile of the site boundary include the 1/2
mile radius on the map
7 Sealed, signed and dated calculations Jr�
8 Two sets of plans folded to 8 5 x 14 (sealed signed & dated) including J 2C
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 bearmgs & distances
1 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
in 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 (mcluded in the main set of plans, not as a separate document)
p Vegetated buffers (where required)
Form SWU 101 Version 07July2009 Page 4 of 6

9 Copy of any applicable soils report with the associated SHWT elevations (Please identify J RL
elevations in addition to depths) as well as a map of the bormg 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 sod type, expected infiltration rate and the method of determining the infiltration rate
(Infiltration Devices submitted to WiRO Schedule a site visit for DWQ to venfij the SHWT pnor
to submittal [phone] )
10 A copy of the most current property deed Deed book 5124/5366 Page No 1863/2858 .1f2C
11 For corporations and limited liability corporations (LLC) Provide documentation from the NC J1ZC
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 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
hqp / /www secretary state nc us/Corporations/CSearch aspxx
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
http //h2o enr state nc us/su/bmlforms htmt deed restrictions Download the latest versions for each submittal
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ and that they will be recorded prior to the sale of any lot
VIII CONSULTANT INFORMATION AND AUTHORIZATION
Applicant Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information)
Consulting Engineer jay R Carmine, P E
Consulting Firm Coastal Land Design, PLLC
Mailing Address P O Box 1172
City Wilmington State NC Zip 28402
Phone (910 ) 254 - 9333
Email lcarmine@coastallanddesign net
Fax (910 ) 254 - 0502
IX PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I (print or hjpe 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 Infornmtimn item la) with (print or hjpe name of organization listed in
Contact Information item 1b) 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 07July2009 Page 5 of 6

As the legal property owner I acknowledge, understand and agree by my signature below that if my designated
agent (entity listed in Contact Information item 1) dissolves their company and/or cancels or defaults on their
lease agreement or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me the property owner As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days otherwise I will be operating a stormwater treatment
facility without a valid permit I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-2151 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
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit Witness my hand and official seal
SEAL
My commission
X APPLICANT'S CERTIFICATION
I, (print or hype name of person listed in Contact Information, item 2) Mike Ashcraft
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 storpnw9,tertrulesipnder 15A NCAC 2H 1000 SL 2006-246 (Ph II - Post Construction) or SL 2008-211
Signature Date 1�10
I �2MhikGr " lYl a Notary Public for the State of N G County of
tYw+HAMeyGY —do hereby certify that YYl iKe. RShcr&44 personally appeared
before me this2today of 19 AA%&r. h Zooq , and acknowledge the ((due execution of the application for
a stormwater permit Witness my hand and official seal, Q,PAuu �cN QaS a1M��✓
Jennifer Y Scoggms
Notary Public
New Hanover County
North Carolina
My Commission Ex ires 12/18/2012
SEAL
My commission
Form SWU 101 Version 07July2009 Page 6 of 6

Coastal Land Design, PLLC.
P O Box 1172 Wilmington, NC 28402
Phone [phone] Fax [phone]
To
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington NC28405
(910) 796 — 7215
Attn C
`Aisha Lau - 1f
❑ As Requested
❑ Sent via Mad
❑ For Your Files
❑ Sent via Courier
Transmittal
Date December 9 2009
File 400 01
Subject
E:oFt ityj m ntltyryChusrch
SiSW8_060311 — MoAii ationl
❑ For Distribution ® For your Review / Action / Approval
Quantity Drawing No Description
1 Original Response Letter to Request for Additional Information
2 Copies Revised Sheets SW 1 SW 4 and SW 5
0
IM
REMARKS I Please contact our office if you have any questions or concerns �-�—�
CC File .�.tst/C' al I.,md D'esu�rrl
PE
400 01 Transmittal NCDENR DWQ 120909 docx

DEC 1 0 2009
Coastal (Land Desl n BY1_
(,nd him me,nnv/l and«ipe \rthdulure Conitnidwn htvngcnnnl —'
M ni LS 1 inn L«nct No P 0"'09
110no%1172 1hon, 91025491
V1 iLnmgton NC 28402 P t1 910 254 0502
to ut di andD,stgn n<t
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Attn Aisha Lau
December 9, 2009
Re Request for Additional Information for Stormwater Project No SW8 060311 MOD
(Port City Community Church, New Hanover County)
Dear Ms Lau
We have received and reviewed your request for additional information dated December 8, 2009
pertaining to the Port City Community Church stormwater project For ease, your comments are
repeated in bold, and our responses are listed in normal font
Please update the *note* on plan page SW-5 to refer to the corrected 7 inches of
stone in the pervious pavement instead of the 6 inches referred to
The note was left unchanged due to oversight Please refer to the updated note on the
copies of the revised sheet SW-5 included with this response
Please either remove or significantly raise the pipe proposed to be added between
the forebay ad main pond for pond #1 Forebays are designed to contain sediment as
much as possible so that when ponds are properly maintained only the forebay will
need to be scooped out If a pipe is laid along the bottom of the pond, it will readily
allow the transport of sediment to the main pond from the forebay and likely be a
maintenance nightmare due to clogging
The originally designed plan showed the inverts of the proposed connector pipe to be
above the sediment cleanout elevation for both the forebay and main pond The
maintenance schedule of the pond, and required sediment cleanout elevation, would
allow regular operation and maintenance of the pond without having to clean out the
pipe However, to alleviate any concern of sedimentation in the pipe, a 4'x4' riser has
been added to the forebay The elevation of the riser is the same as the permanent pool,
so there is no hydraulic difference between the previous submittal The only way for
sediment to enter the main pond from the forebay would be through the riser Please refer
to the copies of the revised plan sheets SW-1 and SW-4 included with this response

The site was inspected today to ensure compliance with the existing permit before a
modification is made to it The existing permit was found to be in compliance, and
the Compliance Inspection Report is enclosed However, there was a scoured out
hole adjacent to a fire hydrant and a the stream on the Southwestern side of the
property Since it is adjacent to waters of the state it has a high likelihood of
negatively impacting these waters as it scours more in the future Please provide
clarification about what caused this hole and how it will be filled and/or stabilized
The hole appears to be possibly from some pipe flushing It has been brought the
attention of the Owner and the hole will be filled back to existing grade and stabilized per
erosion control standards Thank you for bringing this to our attention
4 Please remember that a change to one number may have a domino effect on other
numbers Please check all plans, calculations, and forms and make the necessary
changes
There are not changes to the calculations or forms Please see the copies of the revised
sheets SW-1, SW-4, and SW-5 included with this response
We appreciate the prompt and thorough responses you have had with our comments regarding
the request for additional information Please feel free to contact this office should you have any
further questions or concerns regarding this project
Sincerely,
Jay R Carmine, P E
NC License Number 033196

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H Sullins Dee Freeman
Governor Director Secretary
December 8, 2009
Mr Mike Ashcraft
Port City Community Church
250 Vision Drive
Wilmington NC 28403
Subject Request for Additional Information
Stormwater Project No SW8 060311 MOD
Port City Community Church
New Hanover County
Dear Mr Ashcraft
The Wilmington Regional Office received and accepted a modified State Stormwater
Management Permit Application for Port City Community Church on September 1,
2009 A preliminary in-depth review of that information has determined that the
application is not complete The following information is needed to continue the
stormwater review
1 Please update the 'note' on plan page SW-5 to refer to the corrected 7
inches of stone In the pervious pavement instead of the 6 inches referred to
Please either remove or significantly raise the pipe proposed to be added
between the forebay and main pond of pond #1 Forebays are designed to
contain sediment as much as possible so that when ponds are properly
maintained only the forebay will need to be scooped out If a pipe is laid
along the bottom of the pond it will readily allow the transport of sediment to
the main pond from the forebay, and likely be a maintenance nightmare due
to clogging
The site was inspected today to ensure compliance with the existing permit
before a modification is made to it The existing permit was found to be in
compliance, and the Compliance Inspection Report is enclosed However,
there was a scoured out hole adjacent to a fire hydrant and the stream on the
Southwestern side of the property Since it is adjacent to waters of the state it
has a high likelihood of negatively impacting these waters as it scours more in
the future Please provide clarification about what caused this hole and how it
will be filled and/or stabilized
4 Please remember that a change to one number may have a domino effect on
other numbers Please check all plans, calculations and forms and make
changes as needed
Please note that this request for additional information is in response to a preliminary
review The requested information should be received in this Office prior to Friday,
January 8, 2010, or the application will be returned as incomplete The return of a
protect will necessitate resubmittal of all required items including the application fee
Wilmington Regional Office
127 Cardinal Drive Extension Wilmington North Carolina 28405 One
Phone [phone]FAX [phone]Customer service 1877-623-6748 NOrthCaroltna
Internet w ncwaterquality org Naturally
An Equal Opportunity 1 Alfirmative Action Employer

If you need additional time to submit the information, please mail email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter The request must indicate the date by which you expect to submit the
required information The Division is allowed 90 days from the receipt of a completed
application to issue the permit
The construction of any impervious surfaces other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215 1 and
is subject to enforcement action pursuant to NCGS 143-215 6A
Please reference the State assigned project number on all correspondence Any
original documents that need to be revised have been sent to the engineer or agent All
original documents must be returned or new originals must be provided Copies are not
acceptable If you have any questions concerning this matter please feel free to call me
at [phone] or email me at aisha IauCcDncdenr gov If you have specific questions
please contact me by Thursday afternoon since I will be out of the office from Friday,
December 11, 2009 through Tuesday, January 5, 2010
Sincerely,
/.z 'I/ /�
Aisha H Lau
Environmental Engineer
Enclosure Compliance Inspection Report
GDS/ahl S\WQS\STORMWATERWDDINFO\2009\060311MOD dec09
cc via e-mail — Mr Jay R Carmine, P E , Coastal Land Design, PLLC
Wilmington Regional Office Stormwater File
Page 2 of 2

Compliance Inspection Report
Permit SW8060311 Effective 04/18/06 Expiration 04/18/16 Owner Port City Community Church
Project Port City Community Church
County New Hanover 250 Vision Dr
Region Wilmington
Wilmington NC 28405
Contact Person Mike Ashcraft Title President Phone [phone]
Directions to Project
From intersection of Cardinal Drive and Market St go approx 0 3 miles south along Cardinal Drive right onto Vision Drive site on
both side of Vision Dr
Type of Project State Stormwater HD Detention Pond
Drain Areas 1 (Spring Branch) (03 0623 ) ( C Sw)
On Site Representative(s)
Related Permits
Inspection Date 1210812009 Entry Time 12 30 PM
Primary Inspector Aisha H Lau
Secondary Inspector(s)
Reason for Inspection Routine
Permit Inspection Type State Stormwater
Facility Status ® Compliant 0 Not Compliant
Question Areas
® State Stormwater
(See attachment summary)
Exit Time 01 02 PM
Phone [phone]
Inspection Type Stormwater
Page 1

Permit SW8060311 Owner Project Port City Community Church
Inspection Date 12/08/2009 Inspection Type Stormwater Reason for Visit Routine
Inspection Summary
Everything appeared to be in order with the existing stormwater system The Inlets for pond #1 were not visible but the
location of the closest drop inlets were in line with them so there is no reason to suspect that they re not where the plans
indicate
The only concern was a scoured out outlet/inlet? adjacent to the stream on the southwestern side of the property This
area was outside of the existing project but appears to be within the project area of the modification request that is
currently in house Since it is adjacent to waters of the state it has a high likelihood of negatively impacting these waters
as it scours out more Please provide clarification about what this hole was caused by and how it will be removed and/or
stabilized
Page 2

State Stormwater Inspection Report
General
Project Name
Permit No SAV04 03 � �
Expiration Date
Contact Person
A ��
k
Phone Number ,'Zs�_ CJ333
Inspection Type CQ P k C
Inspection Date
/ b
0 "1
Time In n 3 p k
Time Out
Current Weather
C (V k �
�✓ G o
Recent Ram (Date)?
Ram — in
Location
Facility Address / Location 'P- So V, $ � V h `,!/P,i ve
City k f 0ti Zip Yl 0 31
County N f% Lat 0 1`N Long W
Permit Information
Rule Subject to (circle one) 1988 Coastal Rule-- 1995 Co 2008 Coastal Rule Session Law 2006-246
Goose Creek igh Quality Waters�"buisfandIng Resource Waters
Density (cu cle one) ($igh Low (LD)
Sto water Best Management Practices (BMPs) (insert number of each)
Wet Ponds Infiltration Basins Infiltration Trenches LD Swales _Stormwater Wetlands
Dry Ponds Bwretention 7Permeable Pavement Sand filters (circle one) Open Closed
_Cistern _Level Spreader/Filter Strip Other (specify)
File Review vac Nn N/A NIF
1 Is the permit active?
2 Signed Engineer s Certification on file?
3 Signed Operation and Maintenance agreement on file?
4 Recorded Deed Restrictions on file?
Site Visit Rmit Ilnnn Aran /RIIA1 ved Kt.. raiA KI/C
5 BUA is constructed and consistent with the permit requirements?
6 BUA (aspermitted) is graded such that the runoff drains to the system? (high density only)
7 Drainage area is consistent withpermit? i e no un ermitted drainage to the SW BMPs
8 Drainage area is stabilized9 to reduce risk of sedimentation to the SW BMPs
Site Visit Stnrmwatar RMPe
Va�/ Nn N/A NIF
9 Stormwater BMPs are located per the approvedplans?
10 Stormwater Is have dimensions (eg length width area matching the approved plans9
11 Stormwater BMPs are constructed per the approvedplans?
Site Vicut OnP.ratlnn and Maintananra Vey/M- GUA Ai/C
12 Access points to the site are clear and well maintained?
13 Trash has been removed as needed?
14 Excessive landscape debris(grass clippings, leases etc is controlled?
15 Stormwater BMPs being operated and maintained as per the permit requirements?
16 Inspection and Maintenance records are available for inspection? In h density only 1995 — resent only)
N/A N/E
17
18 Is the site compliant with other water quality issues as noted durme the inspection? I I _F__F__l
z
State Stormwater Inspection Report Version 3 0 Page I of 2

State Stormwater Inspection Report
c
of the pictures taken dunno the site
Compliance Status v Compliant ❑ Non -Compliant
Letter Sent (circle one) Yes No Letter type CEI NOV NOVRE Other
Date Sent
Inspector Name and Signature
Reference Number
a
Date
State Stonnwater Inspection Report Version 3 0 Page 2 of 2

Coastal Land Design, PLLC.
P O Box 1172 Wilmington, NC 28402
Phone [phone] Fax [phone]
To
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 77215
Arm
r_Aisha Lau
❑ As Requested
❑ Sent via Mail
❑ For Your Files
❑ Sent via Courier
REM N 01,/ 0 9 2001
Transmittal
Date
November 9 2009
File
400-01
Subject
Port City Community Church
SW8 060311 —Modification
❑ For Distribution ® For your Review / Action / Approval
Quantity
Drawing No
Description
1
Original
Response Letter to Request for Additional Information
1
Copy
USACE Wilmington District— General Permit (Regional and Nationwide) Verification
1
Copy
Missing Sheet from Wet Detention Basin 42 Calculation Section
1
Original
Permeable Pavement Supplement (Page #1)
1
Copy
Stormwater Narrative (Page #1)
2
Copies
Revised Plan Set
C�+
NOV
By
REMARKS I Please contact our office if you have any questions or concerns
CC File
R Carmine, P E
400 01 Transmittal NCDENR DWQ 110909 docx

W
Coastal Land Design, PLLC
Cn d hnyn,,nng/ I anduiPL VrhlteOum C onstnt�lton Minagmenl
NC B1 1 S 1 mu I t,,n, , Nn P 0'69
P O Bo% 1172 Pluate 910 ^_4 9
\N dmmgtou NC 24402 1 t\ 910 254 0502
%ton Cu nhlLendDwgn nct
NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
Ann Aisha Lau
NOV 0 9 2009
By
November 6, 2009
Re Request for Additional Information for Stormwater Project No SW8 060311 MOD
(Port City Community Church, New Hanover County)
Dear Ms Lau
We have received and reviewed your request for additional information dated November 3, 2009
pertaining to the Port City Community Church stormwater project For ease, your comments are
repeated in bold, and our responses are listed in normal font
Please provide documentation that a permit was received for the elimination of the
4' wide ditch and the rerouting of the 5 to 6' wide stream which are both shown on
the approved USACE jurisdictional delineation
Please refer to the copy of the USACE — Wilmington District General Permit (Regional
and Nationwide) Verification for this property that is included with this response
2 The continuation of the Surface Area Calculations as well as the Temporary Storage
Volume Calculations for Pond #2 appear to be missing Please provide them
Please refer to the page that was missing from the original calculations set that is
included with this response We apologize for the confusion
Please submit the enclosed sods investigation request form in order to have the
results of the provided sods report verified in the field by DWQ This verification
must be completed before this permit can be issued
As per our phone conversation on 11/6/09, this comment does not require any action for
this project Thank you for working with us to clarify this comment
Please remove the Typha Spp (cattail) from the plan's list of "Plant Species
Encouraged for Vegetated Shelf' This plant will likely show up on its own, but
should not be planted
The cattails have been removed from the detail Please refer to the revised copies of sheet
SW-03 that is included with this response

5 Please show the dimensions of all roads, parking, and sidewalks on the plans
As per our phone conversation on 11/5/09, because of the parking lot's `organic' shape,
the dimensions are shown as a function of stationing along the centerline of the parking
lot travel ways This was clarified in our phone conversation and concluded that this
comment does not require any further action from this project
6 Please delineate the banks of the 5 to 6' stream that is shown on the approved
USACE jurisdictional delineation of this site, and delineate the 50' buffer measured
from the banks of the stream Please note that no BUA is allowed within the 50 foot
vegetated buffer
The parking lot shape has been modified slightly along the west entrance such that all
BUA is outside of the 50' stream bank buffer The top of bank and the 50' offset line
have been delineated and shown on the plans Please refer to the copies of the revised
sheets SW-0, SW-01, and SW-05 that are included with this response
7 Please note that in order to receive the 60% BUA credit for flexible permeable
pavement, there has to be at least 7" of washed stone basin Please adjust the plans
and/or design accordingly
The stone base has been increased to 7" accordingly Please refer to the revised cross-
section details on the copies of the revised plan sheets SW-06 and SW-07 that are
included with this response Thank you for working with us to clarify this comment
Please remember that a change to one number may have a domino effect on other
numbers Please check all plans, calculations, and forms and make the necessary
changes
The slight shape modification to the west entrance loop of the parking area did not have
an appreciable effect on the BUA quantities The first sheet of the Permeable Pavement
Supplement needed to be modified to indicate the use of Flexible pavement with 7"
gravel base so it is included with this response The first page of the narrative also was
modified to describe the use of 7" of stone base for the 60% credit It is also included
with this response
Since the only sheets that were not modified as part of actions necessary to answer the request
for additional information were SW-02 and SW-04, a complete set of drawings is included with
this response for ease Sheets SW-02 and SW-04 are copies of the sheets that were sealed on
8/31/09, but are incorporated into the remainder of the set that was sealed on 11/6/09
We appreciate the prompt and thorough responses you have had with our comments regarding
the request for additional information Please feel free to contact this office should you have any
further questions or concerns regarding this project
Si y,
ay R Carmine, P E
NC License Number 033196

U S ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID SAW-2006-32283-065 County New Hanover USGS Quad Wrightsville Beach
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent Next Step Properties of Wilminyon LLC
Address 1506 Military Cutoff Roid
State 302
Wilmington, NC 28403
Telephone No 910-256-0101
Size and location of property (water body, road name/number, town, etc ) The 32 308 acre parcel is located at 200
Cardinal Drive Extension, beMeen Market Street fNC Hi2hw'1y 17) and Eastwood Road in unnamed tribut iries
to Spring Branch, in Wilmington North Carolina
Description ofpiolects area and activity Frcavation of and chsclruye of nli material in aaproxim itelw 0 6 acre of
Lsdictiona] waters to facilitate the development of the Poi t Citw Communitv Church
Applicable Law ® Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization Regional General Pemut Number _
Nationwide Permit Number 39
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans Any violation of the attached conditions or deviation from your submitted plans may subject the
pernuttee to a stop work order a restoration order and/or appropriate legal action
This verification is valid until the NWP is modified, reissued or revoked All of the existing NWPs are scheduled to be modified
reissued or revoked prior to March 18 2007 It is incumbent upon you to remain informed of changes to the NWPs We will issue a
public nonce when the NWPs are reissued Furthermore if you commence or ale undei contract to commence this activity before the
date that the televant nationwide peirmt is modified or revoked you will have melve (f 2) months from the date of the modification of
revocation of the NWP to complete the activity under the present terms and conditions of this nationwide pernut If prior to the
expiration date identified below the nationwide permit authorization is reissued and/or modified this verification will remain valid
until the expiration date identified below provided it complies with all new and/or modified terms and conditions The District
Engineer may at any time, exercise his discretionary authority to modify suspend or revoke a case specific activity s authorization
under any NWP
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements
For actnities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA)
prior to beginning work you must contact the N C Division of Coastal Management in Wilmington NC at [phone]
This Department of the Army verification does not relieve the pernuttee of the responsibility to obtain any other required Federal
State or local approvals/permits
If there are any questions regarding this verification any of the conditions of the Pernut or the Corps of Engineers regulatory
program, please contact Jennifer Frye at 910 251 4923
Corps Regulatory Official S—t�,J' �� Date 05/22/2006
Expiration Date of Venfication 03/18/2007
NOV 0 9 2009

Determination of Jurisdiction
A ❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project
area This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331)
B ❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act Unless there is a change in the law or our
published regulations this determination may be relied upon for a period not to exceed five years from the date of this
notification
C ❑ There are waters of the US and/or wetlands within the above described project area subject to the pernut requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344) Unless there is a change in the law or our published regulations
tlus determination may be ielied upon for a period not to exceed five years from the date of this notification
D ® The jurisdictional areas within the above described project area have been identified under a pre�tous action Please reference
jurisdictional determination issued 4/8/2006 Action ID 200500598
Copy Furnished
Frank Braxton, Coastal Land Design, PLLC, PO Box 1172, Wilmington, NC 28402
Noelle Lutheran, DENR-DWQ, WiRO, 127 Cardinal Drive Ext , Wilmington, NC 28405

YAW
NCDENR
North Carolina Department of Environment and
Beverly Eaves Perdue
Governor
November 3, 2009
Mr Mike Ashcraft
Port City Community Church
250 Vision Drive
Wilmington NC 28403
Division of Water Quality
Coleen H Sullins
Director
Subject Request for Additional Information
Stormwater Project No Sill 060311MOD
Port City Community Church
New Hanover County
Dear Mr Ashcraft
Natural Resources
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a (modified?) State Stormwater
Management Permit Application for Port City Community Church on September 1,
2009 A preliminary in-depth review of that information has determined that the
application is not complete The following information is needed to continue the
stormwater review
1 Please provide documentation that a permit was received for the elimination
of the 4' wide ditch and rerouting of the 5 to 6' wide stream which are both
shown on the approved USACE jurisdictional delineation
The continuation of the Surface Area Calculations as well as the Temporary
Storage Volume Calculations for Pond #2 appear to be missing, please
provide them
Please submit the enclosed soils investigation request form in order to have
the results of the provided soils report verified in the field by DWQ This
verification must be completed before this permit can be issued
4 Please remove Typha Spp (cattail) from the plan's list of "Plant Species
Encouraged for Vegetated Shelf' This plant will likely show up on its own,
but should not be planted
5 Please show the dimensions of all roads, parking, and sidewalks on the
plans
6 Please delineate the banks of the 5 to 6' stream that is shown on the
approved USACE jurisdictional delineation of this site, and delineate the 50'
buffer measured from the banks of the stream
Please note that no BUA is
allowed within the 50 foot vegetated buffer
Wilmington Regional Office
127 Cardinal Drive Extension Wilmington North Carolina 28405
One
Phone [phone] FAX [phone] Customer Service 1-877-623 6748
NorthCarolma
Internet vrww ncwaterquality org
ati(Nnl/y
An Equal Opponumty 1 Affirmative Action Employer
�/!L`D[` K `

7 Please note that in order to receive the 60% BUA credit for flexible permeable
pavement there has to be at least 7 of washed stone base Please adjust
the plans and/or design accordingly
8 Please remember that a change to one number may have a domino effect on
other numbers Please check all plans, calculations and forms and make
changes as needed
Please note that this request for additional information is in response to a preliminary
review The requested information should be received in this Office prior to Tuesday,
December 1, 2009, or the application will be returned as incomplete The return of a
project will necessitate resubmittal of all required items, including the application fee
If you need additional time to submit the information, please mail, email or fax your
request for a time extension to the Division at the address and fax number at the bottom
of this letter The request must indicate the date by which you expect to submit the
required information The Division is allowed 90 days from the receipt of a completed
application to issue the permit
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215 1 and
is subject to enforcement action pursuant to NCGS 143-215 6A
Please reference the State assigned project number on all correspondence Any
original documents that need to be revised have been sent to the engineer or agent All
original documents must be returned or new originals must be provided Copies are not
acceptable If you have any questions concerning this matter please feel free to call me
at [phone] or email me at aisha lau@ncdenr gov
Sincerely,
Aisha H Lau
Environmental Engineer
GDS/ahl S\WQS\STORMWATER\ADDINFO\2009\06031 1 MOD nov09
cc via e-mail — Mr Jay R Carmine, P E , Coastal Land Design, PLLC
Wilmington Regional Office Stormwater File
Page 2 of 2

Date
I Project Location MA R ,Kcc., I Add Info reauired (ves/166)1 Date received I
Q% Symbols for completinn form ✓'= Yes/OK, x = No/Deficient, n/a or \ or /
Rule(s) Subject (check all that apply)
01'�1995 Coastal (C r) n}�008 Coastal flow b v� ❑ Phase II El Universal
Paperwork ?1e6,N`N� Ji�501,00o t �o4aj
V;heck for $505 (must be no older than 6 months)
Application form with correct/original signatures (original lus 1 copy) If Comoration or LLC Iso
o Print the info from the NCSOS l "W �0(} FcR ight<v,w5 pacc pav-e
o Either 1 ) The applicant is listed on the NCS with his/her orr t title or 2 ) A notarized letter of
authorization has been provided 'A(A-got-0 �^ �"6s#A p
W Supplements (1 original per BMP) BMP type(s) ?Oran %%) 316ro2 1q0% 1 vn Vg�UNY aVW aoNp
�C ( &M with correct/original signatures (1 original per BMP excep level spreaders/ ter strips and swales) i_ , 5
eed restrictions if outparcel or subdividing) �r�"x ( p g) (original plus 1 copy) �j�
o Deed restriction template (signed and notarized) or $uA
o Proposed Declaration of t;Ovenant nd Restrictions (signed and notarized) VV\c fU/%A
Ct3`Soils report Identifying the SHWTCC?oNo °�
CC
2" Supporting calculations signed & sealed (if necessary)
111"Receiving stream classification C If SA or ORW also
o SA USGS topo map with the site the receiving waters and the '% mile radius shown to scale
,-,, / o ORW 575 ft of MHW L for Area of Environmental Concern and max BUA per rule
3 Modifications 1 ) if built Designers Cert 2 ) If partially built Partial Cert 3 ) If not built No Cert needed
.Arevelopment Type (check all that apply)
❑ Residential or 19'Commercial �O 6 ed restrictions match?
❑ Subdivision or l] Single Lot D ed restrictions match?
@,* High Density or ❑ Low Density 9�Deed restrictions match?
❑ Offsite project ❑ Redevelopment Ji-l�odification 5w4 0(a031\ ❑ Exempt
N1R❑ NCG02 (bulkhead) ❑ NCG03 (clear/grade) ❑ NCG04 (linear)
,,Zensity
Lkf3UA calculations include common areas clubhouse sidewalks etc
YBUA % 3195 Matches high/low density requirement for rule and receiving stream class
No obvious math errors—}D uwlcr.plvncd'
Lklf High Density Design storm correct for rule and receiving stream class 1 5
Plans, spgned and sealed (2 sets)
LW TWO sets received 0' Layout (with proposed BUA dimensions) Inds rptxa c��MW151uv\5
CKGrading Jr Drainage area map (all HD systems & curb outlet swales)
Ql Vicinity map 0' Project Boundaries Ef"Legend
do Wetlands n
o Delineated on plans o No wetlands onsite on plans 't\O \n e?C\C & lmpacis 7
Details
Roads o Cul-de-sacs W C&rbing w1gidewalk
a/BMPs/ Level spreaders/ Filter strips/ Curb outlet swales
Offsite Projects
❑ Desig s Certification has been submitted for the Offsite BMP receiving the runoff from the project o h
❑ restrictions have been recorded and a copy submitted for the Offsite BMP permit
Lot size has not changed from what was approved under the Master Plan
❑ Correct lot number is referenced on the supplement form a'
❑ Offsite system is in compliance with its permit if known Qoad \ �� cMHizd
Inf ltraho rojects
Soils report SHWT soil type and expected infiltration rate are provided PQ — 354ri.s1
ElDWQ has conducted a site visit? Date QoNO a �QvciQcYaAd
Wet Ponds Permanent Pool Meets One of the Following SHwI — 37 rr\5l p°T
Lills located no lower than 6 below the estimated SHWT 9Q _ Supp
❑ Incoming groundwater is quantified and evaluated AND Storage volume verified AND Outlet evaluated for free
drainage to the receiving waters under SHWT conditions
Decisio heck one)
El Complete Return file to admin (Jo Casmer) to log in (Stamped in received date = BIMS date)
❑ Slightly incomplete E-mail consultant request information to be returned within one business day (24 hours after
request Info requests on Friday allow a return on the following business day) If info not returned issue an
application return letter and give everything to admin (Add info received date = BIMS date)
❑ Substantially incomplete Issue an application return letter and give everything to admin

Coastal Land Design, PLLC.
P O Box 1172 Wilmington, NC 28402
Phone [phone] Fax [phone]
To
NCDENR— Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
(910) 796 — 7215
Attn
Stormwater Supervisor
❑ As Requested
❑ Sent via Mail
RECD S E P 0 12009
Transmittal I � aIf
Date September 1, 2009
File 40001
Subject
Port City Community Church
SW8 060311 —Modification
❑ For Your Files ❑ For Distribution ® For your Review / Action / Approval
❑ Sent via Courier
Quantity
Drawing No
Description
1
Original
Designer s Certification for SW8 060311
1
Check
In the Amount of $505 [Check# 40151
1
Original
Stormwater Management Application
1
Copy
Stormwater Management Application SEP o 1 2009
1
Original
Wet Detention Basm # I Supplement B
1
Original
Wet Detention Basin #2 Supplement
I
Original
Permeable Pavement Supplement
I
Original
Wet Detention Basin # I Operation and Maintenance Agreement Form
1
Original
Wet Detention Basin 42 Operation and Maintenance Agreement Form
I
Original
Permeable Pavement Operation and Maintenance Agreement Form
I
Copy
Stormwater Narrative
I
Copy
USGS Map of Property
I
Copy
Stormwater Calculations
I
Copy
Soils Report for Proposed Pond #2
1
Copy
Property Deed (BK 5124, PG 1863-1867 & BK 5360 PG 2858 2861)
I
Copy
Port City Community Church Corporate Authorization Resolution
2
Copies
Construction Plans
REMARKS I Please contact our office if you have any questions or concerns
CC File
PLLC
Carmine P
400 01 Transmittal NCDENR DWQ docx

'JO
Stormwater Design Calculations
For
Port City Community Church
Cardinal Drive Project
Modification to permit SW8 060311
Wilmington, New Hanover County, NC
Prepared for
Port City Community Church
250 Vision Dilve
Wilmington, NC 28403 r^c�
J
Prepared by
�E. \e
I\\\
Coastal sand Design, PLLc
Crvd Entmeenn5 / Landsclpe 1TehlteetWe / Constmcnon Management
P 0 Box 1172
Wilmington NC 23402
20-August-2009
Phonc 910 254 9333
Fs� 910 254 0502

r
Wet Detention Basin #1 NCDENR Analysis
(Existing Pond)

Wet Detention Basin Design Sheet
Drainage Basin 91
lots]Druniye Aren \d= 610000 m
On Site Buildmys lmpenmis=M��
Istl
On Site Sheets lmpentaus=Ist]
On Site Patking lmpenwus=Is(1
On Site Sidetsalks Impen ous=Isq
Other On Site lmpenmus(Future)=Ist]
Off Site Impen sous
=
Isq
Total lmpen tons Area Ai = 39G 310[s9
Surf me Are i Cllculation5
Forehat Permanent \ of uic
Fmcbm
Contour Elet anon
Forebm
Contour Area
Incremental
Volume
Accumulatne
Volume
fins][so
n
cu fi
cu ft
0 00
50,0
Sediment Storage
�I 00
5 832
3I OS
5 875
0
0
32 00
6 690
5 968
5 968
33 00
7 605
7 148
13 116
34 00
8 68a
8 144
a l 259
35 00
9 683
9 18a
a0 442
\lam Pond Permanent \ olumc
btam Pond
Contour Elesat.m
Main Pond
Contour Area
Incremental
Volume
Accumulatne
Volume
fmslj
[sq ft
cu ft
cu fl
3000
�0277
Sediment Stomc_e
3100
2I 928
0
0
J200
ao 6o5
22782
22782
33 00
25,400
24 518
47 299
34 00
31 802
28 601
75 900
35 00
33 813
32,808
108 708
5terage Depth (it)= Accumula Dle Volume/ Permanent Pool S k
d(ft)= In9149 =32ft
43 496
4lrmmu m 4ret age Depth =aft < 32 ft < 75ft= 419aunum As erige Depth 06
Percent 1 m pm i inns (Imp)
Imp= EAt/Ad
Imp— 3963101610000
hop= 6497 j of
Sediment Remosal Effictenq= 90 ji1
S VD 1 It,tio Determination
Hit hu Percentate =
70
SA/DA °
I liyher Depth =
n 5
700
Lover Depth =
3
8 10
I_ovcrl tr"tuage=
60
SA/DA
141111 Dynh
o 5
600
Lone Depth =
700
Interpohuon (Bi Directional)
Ist SA/DA n Depth Interpolation
SA/DA °
SA/D4 at Inip=70° d=321`1
SArD4atlmp=60° d=32f1
766
660
2nd SA/DA i Impusious Interpolation
SAID \
SVD\Rom at Imp =6497° and d=3ID
71,

Pond Shill Hne an As emge Depth of a 2 fl end Be Designed to Remo,e 90% rss
SA/DA= 7In [ ]
Required Surface Area it Permanent Pool Ele,auon (n ft) for Pond
SAmQ = (S VDA) Ad
SAapQ = (7 1 l00)'610000sf
SAmQ = 43 484 [so
-11 SA Pro, riled(so= 43496 > 43484 =Sk Reguired(so 06
Tent lorar5 Stor,ge Volume Cilculgtlons
Mmmu1m Required Volume (Simple Method b, Tom Schueler)
Rfcel, ung hater bads name Spring Branch Cv eFesr Ra er Basin
Recen ung eater bad, clasvficstmn ind i D C So 18 74 63 1
Recenma cater bad, locuion 11 Ven Home, er Counts Vonh Carolina
First I lush Volume Required P= i 5 [m]
R,= 00c 0009*(Imp
)
R,= 0Oc +0009'(6497)
R, = 0 635
Volume = P'R,'Ad
VetoVeto c 05/12)'(0635'(610000sf)
Volume= 1 48397 [cf]
I ain[ Pond Smite Volume
Contour Contour
Elevation Area
IncremenMl
Storage
Accumulative
Stoage
fmsl s
35 00 43 496
0 I f
0
36 00 46 440
44 968 I I
44 968
37 00 49,544
47 992 __./
92 960
38 00 55 715
52 6n0-
145 590
Minimum Temporan Storage Volume
Height of First Flush of Runoff
Permanent Pao[ Lle,ntion
Minimum Temporan Pool Ele, aeon
Designed 1 emporary Pool Elevinon
Surface Area at Temporary Pool Ele, anon
Designed Temporary Stooge Volume,
48,97
[cQ
1 071
[ft]
n500
[fmsl]
n607
[fmsl]
3650
[fmsl]
47992
]
68 964
lcf]
%.I Pto,idrd(cf)= 1"(68964 �� 48397r =Vol Rcgmrcd(co OK
Ysi ���1 �.IJf/.,l
1 onl Permanent Volume= 139149 (Foreba, Volume — \tam Pond Volume)
Desired'Ainumm Foreba, Volume= (I80 )'(7 onl Permanent Volume)
Desired Minimum roreba5 Volume = 08%)' (139149cO
Desired minuounm rorebn Volume= 25047 [ef]
Desued Mieimunm roreb,, Volume = (22 o) (Toll Permanent Volume)
Desired Mamanum l orebm Volume= (22A) 1o9149ct)
Desired tifammum Foreba, Volume= r 061, [ct)
FF31in\oi(cf)= 25047 < 30442 1 30613 =Ma, Nol(co OK

DramdovN❑ Orifice Sang Calculvions
Orifice Diameter D = 2 5 [m]
Onfice Coef ctent Cd = O fi
Ao = 0 25-7- D)
An 078540 (25in/ 12un/Qy2
An 0034 [sf]
Qonfice= Cd'Ati-Qg'Fl,*,oso
Qonfice = (0 6)*(0 034so'(64 4fpss'0 47fif 0 5
Qonfico= OIL [cfs]
I4 v=(DTPE PPE pe /3
11 r=(obcfl o5ft 050*25in/12in/it)/�
H p= 047 [ft]
p*5
im= %Iimmotion Storage Volume / Orin fice
tm = (48a97cf / 0 112cfs) / 86 400sec/das
tm= 30 [dais]
4
11 \LmnuunIli iwdown2d,is < 5doii < Maximum Dnxdown5dni Oh 11
StonmSater Pond Outlet Design
IO it Post Deielopment ln0o, Qiupon
Total Length of Riser Box Wen L =
Outlet Structure Weir Coefficient Co
Outlet Structure(Pipe) Inside Dimension D=
Number of Barrels Nb =
Outlet Stricture Coefficient of Discharge Cd
Outlet Pipe Im en P Im
Riser Elewuon R Elea
Spillway Elei atmn S Elei =
Fop of Pond Etc%ation I pond
Pnnci al S ilhSaS Riser Design 10 Sear Storm ESent
[cfs] Seeliidrognph Rouon6
Ift]
[m] Set. Hidrograph Routmg
[each] See H)drograph Routmg
[fmsl] See Hidrograph Routine
[fmsl]
[fmsl] See Hidro6mph Routing
[fmsl] See lhdro6riph Routing
Aimlable Head On Riser Hr = S Elev R Elei
Aimlable Head On Riser Hr= n75finsl 365fmnl
Available Head On Riser FIT = 100 [ft] Riser Freeboard
Aiaihble Flo, Through Riser is Weir Or, = Cw*(L)*Iir 0"
Available Flow Through Riser as w Weir Qr= 3 33*10R)" IN^I 50
Available Flow Through Riser as Weir Qni = 66 b [cfs]
tialliblellow Qr, (cfs)= 666 > 497 =Qo. «" (cfs) OR
Avaihble Flow Through Riser as Orifice Qro= Cd A'(2g*Hr)uso
Available Flow Through Riser as Orifice Qro = 0 ii)"(>4s • 2N32 2f ss* 1 ft)^0 5
Avmhble Flow Through Riser as Orifice Qro= I156 [cfs]
bailable l low Oro (cfs)= 1156 > 497 =Qu, oi.m Will Oh
Principal S ilhSaS Hirrel Design 10 ieir Storm I Sent
Bead On Barrel Hb= S Elev ( P In% -0 50*13 )
Head On Ballet Hb= 375fmsl (34256nsl-050*(nOm/12nJtt))
Head On Barrel Hb = 2 00 1 [ft]
Area ofBmnl %b= 021 a*(D)
Area of Barrel 1b= 078540'30m/I am/ft) I
Area of Barrel 1b= 1 4909 1 [so
Aiailablc Fla, Ihrou6h13arnA Qb= Nb*Cd*A1b'(16*Hb)'0

1, actable Flo„ Through Barrel Qb= (2)*(06)'(9909sq•(2'322Cpss'I 0) 05
Maadable Floe, Through Barrel Qb= 669 1 [cfs]
\,ndable Flo,, Qla(cfs)= 669 > 497 =Qm" i (cfs) Oh
DniergeneN S ilhea, Design 100 .r Storm Gent
100 er Post Dc,clopment Inflm, Qmo = 78 I (cfs] See H,drobraph Routing
Emergent) Spillnae 1 ength Ls = 25 [Ft] See Hadrogriph Routmg
Emergence Spdhw, Coefficient Ca, = 3 0 (broid crested)
Emergence Spdhea, Side Slope m= 0' [in II
bbmmum R en Height Hs= ( Qua /Co*Ls ) (1/150)
Minimum WmrFleight Hs= ( 78 1 cfs / 3 '25 ft ) (I/150)
M In lmum R en Haight Its = 103 [Bl
M, mmum I op of Pond n r t Hon Through Spill" ae = S Elea — Hs
Minimum Top of Pond o r t rlo,a Through Spolo ae= 375fmI-103fl
Minimum Top of Pond o r l rloo Through Spilhe%,— 38 3 [fmsl]
\ I in um Top of Pond(fmsl)= 3853 < 390 =Top of I and 01,
I op of Pond Design 0 50 � A N r Storm f\ ent Plee ahon
50, r Pond Eie,ation PEse= 3786 ifmsll See H,drograph Routing
Minimum Top of Pond o r t Stage= PE5e,0 Aft
Minimum Top of Pond o r t Stage= 37 86feal + 0 50ft
Minimum Top of Pond o r t Stage= F 3836 (fmsl]
M11 m more To p of Pond(fmsl)= 3836 < 390 = Top of Pond(fmsl) Oh

Wet Detention Basin #2 NCDENR Design
(Proposed Pond)

Net Detention Basin Design Sheet
Drainage Basin 82
Tat,l Dmm.ugc Area Ad = 165.000 11 m
On Site Buildings Imperious = 0 Ist)
On Site Streets Impemous =0 ((sso
On Site Asphnh ucas (60- a mus = 6�At,,
f
11
On Site Penions Padmy lmpemm�s (GO° etedtQ= J>m99300n.�—;— e s� G
On Site Snle,alks Impemous= �170'— Isq
Other On See Impemous = 0 Is9
Off Sne Iinpentous— 0 Ise
Total hnpernous %rei \t = 103 380 lsQ
Sllrf9el Are? C Jculahons
East Ferro, Permanent \ plume
Forebas
Contour Elewuon
Forebn
Contour Area
Incremental
Volume
Accunrulatne
Volume
IRnsll
(Sq RI
(Cn ftl
(Cn fll
P 00
411
Sediment Storafe
3 00
G 5
0
0
34 00
854
740
740
35 00
1 109
982
1 721
36 00
1 389
1 249
2 970
3700
1830
1610
4580
South horebaa Permanent %olume
Forebiv Foreba)
Contour Elevation Contour Area
Incremental
Volume
ACemnttlatme
Volume
IRnsll Isg RI
Icu R)
Icu Rl
3400 841
Sediment Storage
35 00 1147
0
0
36 00 1480
1 314
1 314
37 00 1 881
1 G81
2 994
\I tin Pond Permanent \ olmne
Mama Pond
Contain Elo,t
b(vn Pond
Contour Area
Incremental
Volume
Accumulatne
\plume
lostIst,
III
ten R
mt ft
a8 00
489
Sediment Storage
2900
842
0
0
3000
i 309
1076
1 076
31 001
1889
j 1 599
2 675
3200
1 2586
a138
4911
33 00
3 378
2 982
7 894
31 00
4 216
3 797
11 691
35 00
5 119
4 668
16 359
J6 00
G 076
5 598
1 956
3 t 00
8 544
7 310
291266
\t erage Depth (d)= Accunnl tin a Volume/ Permmment Pool S 1
d(R)= 06840 =301R
12 255
FE\Lmmuni berage Depth=aft < 3tt < 75ft=\Iaatmunt it, erage Dytth Ok
Percent Inn penmus (Imp)
Imp = "rV / \d
hop = 103380 / 16 000
hap= 3901 I I
Sediment Remoral ERnencs = 90 I I

SAIDA Ratio Determmahon
Higher Percentage= 40 SAIDA/
Higher Depth = 3 5 400
Lower Depth = 3 450
Lower Percentage = 30 SAIDA /
Higher Depth = 3 5 3 00
Lower Depth = 3 3 50
Pond Shall Have an Average Depth of 3 ft and Be Designed to Rcmove 90 A TSS
SAIDA= 440 1/1
Required Surface Area at Permanent Pool Elevation (37 ft) for Pond
SA,,, = (SA/DA)'Ad
SA,,, = (4 4/100)'265000sf
SAa , = I 1 647 [st]
Interpolation (Bu Directional)
Ist SAIDA n Depth Interpolation
SAIDA /
SA/DAatlinp=40/ d=311
SA/DAatrmp=30/ d-aft
449
349
2nd SAIDA a Inrpervmus Intcrpohhon
SAIDA /
SAIDA Ratio at Imp =39 01 / and d=3 It
440
SA Provided (so = 12255 > 11647 =SA Reguired(sf) Oh
I emporary Storage Volume Calculations
Minimum Required Volume (Simple Method by Tom Scheeler)
Receiving water body name Sprinj, Bnnch
Receiving water body classification and I D C Su,I8 74 63 1
Receiving water body locati0n New Hanover County North Carolina
First Flush Volume Required P = 1 5 (m]
Rv= 005+0009'(Imp)
Rv= 005+0009
Rv=t odm
Volume= P Rv Ad
Volume= 15/12' 0401)'(265000sf)
Volume= 13287 Icq
Total Pond Stave Volume
Contour Contour
Elevation Area
Incremental
Stooge
Accumulative
Storage
[finsll
3700 12,255
0
0
38 00L 20,549 11
16 402
16 402
39 001 34 253
27 401
43 803
40 00 40,059
37,156
80,959
Minimum Temporary Storage Volume
Height of First Flush of Runoff
Permanent Pool Eleva0m,
Mountain Temporary Pool Elevation
Designed Temporary Pool Elevation
Surface Area at Temporary Pool Elevation
Designed Temporary Stora6c Volume
13 287
[oil
IN
[fesll
[finsl]
[fmsll
[sQ
[cfl
0 886
37 00
37 89
37 90
19 179
13 662
�vLd v�ji1J
NOV 0 9 2009
BY
11 Vol Provided (cf) = 13662 > 13287 =S of Required (co Oh
Fombay Sizing Calculations
Approx Percentage of Basin to East Forebay /EFB= 67 1/1
Approx Pemenm6eofBasintoSouth Forebay /SPB= 37 1/1
East Forebay Perntenant Volume = 4 580 (co
South Forebay Permanent Volume = 2 994 1cJ1
Total Forebay Pennenant Volume = 7 574 1c11

\Imn Pond Permenant Volume - lcf]
Toni Permanent Volume= 36 840 [cf] = Total Forel — \tam Pond
\hnuumn East Forebas Volmne= (IS°o)•( oEFB)•(Total Permanent\olnnte)
Vlimmuni Dist Porebar Vol time = (I8 1 (63 )•(36810cf)
\lmimmia East Forebas Volume = 4 178 lef]
Vamnmm Last Forebm Volume = (21 /1 ( FFB)(Trail Pemr-ment\olunie)
M,mimmt East l orebas Volume= (aa%)'(63/)'(3684Ocf)
Maximum Fast Forebas Volume = ) 106 1cf]
\II \ol(10= 4178 < 4"0 < 5106= NI" \ol(cn 01,
Minimum South Forebas Volume = (18 )•(° SFB)•(Tonl Permanent \ olimte)
VLnununr South rorebas Volume= (I S, )'(37%)'(16840cf)
\Lmmum South Forebas Volume= 2454 [CO
\iasnnum South 1 arebas Volume = (12 )•( SFB)'(Tonl Pernament Volume)
M asmnint South forcbav Voltaire = i12 '(17 )•(36840cf)
%la,unnm South feel Volume = 0 999 [cf]
FE-N
\nl(ef) 24s4 < 2994 < 2999=\In\ol(CO Oh
blimmum Tonl Forebas Volume= (IS )'(Total Peniument V olume)
Maranon, ToN Forebas Volume =(I8 )'(36840c0
Marmnm l otal Forebas Volume= 6631 [cf]
Nhis rum Total Feral Volume= (12 )*(Total Permanent Volume)
Vlasimnm Total Forel Volume= a2/)•(36840e
Ma,unum Total Forebal Volume= 1 8105 [cf]
\Las Vol (en= 6631 < 7574 < 8105=\lar\o1(on Oh
DrasldcuNn Orifice Sizing CalculTtions
Onficc Dnmcter D = 2 0 [in]
Orifice Coefficient Cd= 06
Ao= 021 r-(D)
Ao= 078540•(oM12tN0)^2
Ao= OOn2 (sf]
Qonfice= Cd Ao'(ng•H jse
Qonfice - (0 6)•(0 022sn (64 4fpss•o 17l 5
Qonfice= 0055 ]cfs]
H = ( DTPE PPE D/2 ) / 3
H = ( 37 9fi 370 0 50'2in/12tu/fi) / 3
H 027 [fil
tee = svinumum Stom6e Volume / Qonfice
Im — ( 13287cf / 0 055cfs ) / 86 400sec/day
rut = 8 [di) s]
ilammum Draadown 2dass < 28d.ss < Maximum Drawdman 5dass Oh II
Stonms ater Pond Outlet Design
10 v Post Do%elopntent InOms Qic i, i
Square Outlet Riser Inside Lenyah of0ne Side 1 s
Ortld Stmcmre Wen Coe licicm Css =
Outlet Structure (Pipe) Inside Dimension D =
Vwnberof Barrels hb-
Order Structure Coefficient of Discharge Cd =
Outler Pipe Imes P lin =
Risu Eluamon R Flev=
Spolor Eloatmn S Eles =
Top of Pond Eles room T pond =
[efs] See I lsdrognph Routing
[fl See Hsdrognph Romney
[ut] See Hsdrognph Roumng
leac1Q
See Hsdrognph RotitmR
[finsl]
See Hsdrognph Rouuny
(fnisn
(fills)]
Sec Hsdrognph ROnrrl
(finis)]
See Hsdrognph Roumn,

Pnnct i1 S dl\\a\ Riser Design 10 )ear Storm Gent
A, irhble Head Out Riser Hr = S Ele, R Eles
A.athble He,d On Riser Hr = 9fmsl 37 9finsl
A.nihble Head On Riser Hr = 110 IfQ Riser Fre bond
A%nIible Flo. Through Riser is Weir Qn. = C, •(4 Lr)•Hr so
A. adable Flo,. Through Riser is Weir Qrn= 333 (I 3fi)•(I IIl)^I )0
A.vlable Flc. Through Riser is R eir Qn.= 461 [cfs]
baduble I ion Qrn(cfs)= 461 > 22'=Qm"io(cfs) Oh
N,ndnble Flo, Through Riser as Onfo:e Qro= Cd•Ls ('g•Hgo so
Anil ible Flo, Through Riser as Orifice Quo = (0 6)•1310 '•(' ' �f ss I Ifi) 0 5
A, vPible Flo, Through Riser as Orifice Qro= 45 4 [cfs]
bvdable Flo, Qro(cfs)= 454 > "' =Qu, (cfs) Oh
Pena TI S dlo T\ Barrel Design 10 y ear Sum E\ent
Head Oa Bnrrel Hb= SEIe. (PIn.i050•D)
Heath On Barrel M= 19finsl (34fius1-050•(24n✓I1u✓f))
Held On Barrel Hb = 4 00 IN
Area of Barrel Ab = 0 25•-•(D)
Areaof BniTel Ab= 078340 (24ai/12n✓ft)'
Are, of Bnrrel Ab= 3142 [sn
Uaihbic Flo, Through Barrel Qb= Nb•Cd•Ab•(2e•Hb)om
A\ viable Flo. Through Banel Qb = (1)•(0 6) (3 142sf)• 2.32 2fpss•4fQ 0 5
A\ndable Flo, Thum gh Barrel Qb- 303 [cfs]
\\viable hams Qb(cfs)= 303 > 221 =Qiaraii (cfs) Oh 11
Ether enc\ S ill, a\ Design 100 \r Stonn Lvent
100 \r Post Development lnito.. QIM= 36' [cfs] See H.drograph Routing
Laorgency Spdh.a. I ength Ls- 15 [Rl See H\drograph Routing
Eniergenev Spol..a\ Coefficient Cs. = 30 (broad crested)
Enragene) Spilka. Side Slope m= 0 [in 11
Minunuin Weu Heroin Ils= (Qmo/C.. Ls )At 1/130)
Minimum W eu Height Ils= 362efe/ 3. 15d)A(1/I 50)
Mmanuni Wes, Height Hs= 086 Ifil
100 \r Storm Elenbon through Weir= S E)e. i Hs
100 ar Stonn Ele\ationthrough Wen= 39fms11086ft
100)r Stonn Flevatioi tbrough Weu= 3986 [finsl]
M immum Top of Pond (fmsl) = 39 86 < 400 =Top of I and Oh
Top of Pond Design 0 50 + )0 i Stoma F\ent Ele anon
cO .r Pond Ele.anon PEyo= }g 6i [find] See lhdragnph Ronong
Minimum fop of Pond , r t Stage = PL o - 0 30ft
Mnumum Top of Pond, it Stage- 3867fiisl-050n
Muunnnn lopof Pond, it Stage= 3917 [fnsi)
\h ranm 1 op of Pond (first)= 3917 1 400 = l on of l nod(fnrsl) Oh

Stormwater Ponds Routing & Pre- and Post -
Development Discharge Design

Hydraflow Table of Contents Pre Post agpw
Hydraflow Hydrogfaphs by Intelisolve v9 2 Thursday Jul 16 2009
Watershed Model Schematic 1
Hydrograph Return Period Recap 2
2 - Year
Hydrograph Reports
3
Hydrograph No
1 SCS Runoff, Basin #1 Pre
3
Hydrograph No
2, SCS Runoff Existing Pond Influent
4
Hydrograph No
3, Reservoir Basin #1 Post
5
Pond Report
- Existing Stormwater Pond
8
Hydrograph No
5, SCS Runoff, Basin #2 Pre
9
Hydrograph No
6 SCS Runoff Proposed Pond Influent
10
Hydrograph No
7 Reservoir, Basin #2 Post
11
Pond Report
- Proposed Stormwater Pond
13
Hydrograph No
9 SCS Runoff, Site Remainder Pre
14
Hydrograph No
10, SCS Runoff, Site Remainder Post
15
Hydrograph No
12 Combine Total Site Pre
16
Hydrograph No
13, Combine, Total Site Post
18
10 -Year
Hydrograph Reports
21
Hydrograph No
1, SCS Runoff, Basin #1 Pre
21
Hydrograph No
2 SCS Runoff, Existing Pond Influent
22
Hydrograph No
3, Reservoir Basin #1 Post
23
Hydrograph No
5 SCS Runoff, Basin #2 Pre
25
Hydrograph No
6, SCS Runoff, Proposed Pond Influent
26
Hydrograph No
7, Reservoir, Basin #2 Post
27
Hydrograph No
9 SCS Runoff, Site Remainder Pre
29
Hydrograph No
10, SCS Runoff, Site Remainder Post
30
Hydrograph No
12, Combine Total Site Pre
31
Hydrograph No
13, Combine, Total Site Post
33
50 - Year
Hydrograph Reports
35
Hydrograph No
1, SCS Runoff, Basin #1 Pre
35
Hydrograph No
2, SCS Runoff, Existing Pond Influent
36
Hydrograph No
3, Reservoir, Basin #1 Post
37
Hydrograph No
5 SCS Runoff, Basin #2 Pre
39
Hydrograph No
6, SCS Runoff, Proposed Pond Influent
40
Hydrograph No
7 Reservoir Basin #2 Post
41
Hydrograph No
9, SCS Runoff, Site Remainder Pre
43
Hydrograph No
10 SCS Runoff, Site Remainder Post
44
Hydrograph No
12, Combine, Total Site Pre
45
Hydrograph No
13, Combine, Total Site Post
47
100 - Year
Hydrograph Reports 49

Contents continued
Pre Post a gpw
Hydrograph No
1, SCS Runoff Basin #1 Pre
49
Hydrograph No
2, SCS Runoff, Existing Pond Influent
50
Hydrograph No
3, Reservoir, Basin #1 Post
51
Hydrograph No
5, SCS Runoff, Basin #2 Pre
53
Hydrograph No
6, SCS Runoff, Proposed Pond Influent
54
Hydrograph No
7, Reservoir, Basin #2 Post
55
Hydrograph No
9, SCS Runoff, Site Remainder Pre
57
Hydrograph No
10, SCS Runoff, Site Remainder Post
58
Hydrograph No
12 Combine, Total Site Pre
59
Hydrograph No
13, Combine Total Site Post
61

Fond Report s
Hydraflow Hydrographs by Intelisolve v9 2
Thursday Jul 16 2009
Pond No 1 - Existing Stormwater Pond
Pond Data
Contours User defined contour areas Average end area method
used for volume calculation
Begining Elevation = 30 00 ft
Stage / Storage Table
Stage (ft) Elevation (it) Contour area (sqft)
Incr Storage (cult)
Total storage (tuft)
000 3000 25 307
0
0
1 00 31 00 27 760
26 534
26 534
200 3200 30 325
29 043
55 576
300 3300 33 005
31 665
87 241
400 3400 40 444
36 725
123 966
500 3500 43 496
41 970
165 936
600 3600 46 440
44 968
210 904
700 3700 49 544
47 992
258 896
800 3800 55 715
52 630
311 525
900 3900 65 179
60 447
371 972
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRSr]
[A]
[13]
[C]
[D]
Rise (in)
= 3000
250
000
000
Crest Len (ft)
= 2000
2500
000
000
Span (in)
= 3000
250
000
000
Crest El (fit)
= 3650
3750
000
000
No Barrels
= 1
1
0
0
Weir Coeff
= 333
300
3 33
3 33
Invert El (it)
= 3425
3500
000
0 00
Weir Type
= Rect
Broad
Length (ft)
= 6000
1 00
000
000
Multi Stage
= Yes
No
No
No
Slope (%)
= 075
1000
000
n/a
N Value
= 011
011
013
n/a
Orifice Coen
= 060
060
060
060
Exit (m/hr)
= 0 000 (by Contour)
Multi Stage
= n/a
Yes
No
No
TW Elev (ft)
= 000
Stage (ft)
1000
800
MR
4 00
200
000 l l
00 200
Total O
Note Culvert/Onfice ou flo s are analyzed under inlet (ic) and outlet led) control Weir risers 0eded for orifice conditions (ic) and submergence (s)
Stage / Discharge
400 600 800 1000 1200 1400 160 0 1800
Elev (ft)
4000
3800
3600
3400
91041D1
3000
2000
Discharge (cfs)

Drainage Basin #2 Characteristics
Pre Deselopment Woods Good Condition
Sod 1 At ea 1 SI IG CN
Rational C
Area \ CN
Area \ C
name s
[ ]
[sfl
[sq
Murntlle fine sand undrmned (Mu) 70 000 D 77
0 �4
390 000
37 800
Scigite fine sand droned (Se) 180 000 0 70
1 040
12 600 000
72 000
7 orhunta Iovm fine surd (To) 1 000 © 70
040
1 050 000
6 000
Total 1 263 000 1 1
1
1 19 040 000
1 11 ) 800
Area Weighted CNp,e = Z( Area x CN ) / r( Area )
Atea Weighted C\PM = 19040000sf / 26e000sf
At ea Weighted CNP, = 71 8
Area %%etghted Cp,e = E( Area \ C ) / r( Area )
Area Weighted Cp,e= 11 D800sf / 26:tOOOsf
Area Weighted CP" =1 044
Post Dnelonment Conditions
Item
Area
Inn pcn sous
o n)
Rational C
Area x Imp
Area N C
name
s
%1
1 [ I
I isa
I Fsf1
On Site Buildings
0
I00
0 9)
0
0
On Site Sri eets and Cur
0
0
On Site Pvhure As halq R Cmb
63 l90
100
0 9e
63 490
60 316
On Site Parkin(Pervious 60% CrediQ
99 300
40
0 48
39 720
47 664
On SiteStde%lalhs
170
100
09)
170
162
Other On Site
0
mooj
0 9)
0
0
Off Site
0
100
095
0
0
Mana ed Lmn
102 040
0
0 44
0
44 590
Total
1 265 000
1
1
103 380
1 152 731
Area Weighted Impervious %Imp = L( Area x Imp) / E( Area )
Area Wetghtedlmperwous%Imp= 103380sf/265000sf
Area Weighted Impervious %Imp = 39 Ol 10/61
Area Weighted Coat = E( Area a C ) / E( Area )
Area Weighted CP°st = 152731sf / 265000sf
Area Weighted CP°,t =1 058
Area Weighted CNp°„= (I %Imp/100)*CNp„+(%Imp/100)*98
Area Weighted CN,, = (1 39 01/100)*71 8 + (39 01/100)*98
Area Weighted CNP°., =1 82 1

Pond Report 13
Hydraflow Hydrographs by Intellsolve v9 2 Thursday Jul 16 2009
Pond No 2 - Proposed Stormwater Pond
Pond Data
Contours User defined contour areas Average end area method used for volume calculation Begining Elevation = 28 00 it
Stage / Storage Table
Stage (ft) Elevation (it) Contour area (soft) Incr Storage (tuft) Total storage (tuft)
000
2800
489
0
0
1 00
2900
842
666
666
200
3000
1 309
1 076
1 741
300
31 00
1 889
1 599
3 340
400
3200
2 997
2 443
5 783
500
3300
4 003
3 500
9 283
600
3400
5 91 1
4 957
14 240
700
3500
7 375
6 643
20 883
800
3600
8 945
8 160
29 043
900
3700
12 255
10 600
39 643
1000
3800
20 549
16 402
56 045
11 00
3900
34 253
27 401
83 446
1200
4000
40 059
37 156
120 602
Culvert / Orifice
Structures
Weir Structures
[A]
[Bl
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 24 00
200
000
000
Crest Len (ft)
- 1200 1500
0 00
000
Span (in)
= 2400
200
000
000
Crest El (ft)
= 3790 3900
000
000
No Barrels
= 1
1
0
0
Weir Coeff
= 333 300
333
333
Invert El (ft)
= 34 00
3700
000
000
Weir Type
= Rect Broad
Length (ft)
= 7500
1 00
000
000
Multi Stage
= Yes No
No
No
Slope (%)
= 1 00
1000
000
n/a
N Value
= 011
011
013
n/a
Orifice Coeff
= 060
060
060
060
Exfil (in/hr)
= 0 000 (by Contour)
Multi Stage
= n/a
Yes
No
No
TW Elev (ft)
= 000
Stage (ft)
1200
1000
. r4
400
MIA
000 ' '
000 800
�— Total Q
Note C.Nert/eObCe oudlows are analyzed under inlet (m) and outlet (oc) control We r risers crecked for orifice conditions (ic) and submergence (s)
Stage / Discharge
1600 2400 3200 4000 4800 5600 6400 7200
Elev (ft)
4000
3800
3600
lti[Qr:
3200
3000
1 2800
8000
Discharge (cfs)

Remainder of Site Characteristics
Pre Development Woods Good Condition
Sort
Are1
SHG
CN
Rational C
Area N CN
Area % C
name
s
[ ]
[so
[so
Kureb urban land coin le% 1 8%(Ku)
14 900
A
30
0 U
447 000
2 230
Kureb sand 1 8% (Kr)
10 000
0
3 L_j
0 U
300 000
1 )00
Murs illc f utc surd undrmned (Mu)
7 ] 100
0
77
0 54
5 474 700
08 394
Seagate fine sand drained (Se)
23a 261
0
70
0 t0
16 468 270
94 104
Stallmgs fine sand (St)
17 100
©
70
040
1 197 000
6 840
forhunta lomm fine sand (l o)
040
11 991 000
68 220
Woodmgton fine sands loam undrained (We)
24 700
0
77
0 54
1 901 900
]3 338
Total
544 361
37 779 870
224 931
Area Weighted CNp,e _ £( Area \ CN ) / £( Area )
Area Weighted CNp, = 37779870sf / )44361 sf
Area Weighted CNpre =1 694
Area Weighted CP,, _ £( Area x C ) / £( Area )
Area F eighted C,,,— 224931 sf / �44361 sf
Area Weighted Cp,�= 041
Post De�clo nient Conditions
Item
Area
Imp en mus
Rational C
Area x Imp
Area \ C
name
s
%
s
s
On Site Buddurgs
0
100
0 9�
0
0
On Site Streets
3 980
100
0 95
3 980
3 781
On Site Parking
0
l00
0 95
0
0
On Site Sidessalks
4 330
100
0 9�
4 330
4 114
Other On Site (Future)
100
095
0
0
Off Site
0
100
0 95
0
0
Maria ed Lawn
536 O51
0
041
0
221 498
Total
544 361
8 310
229 392
Area Weighted Impere rous %Imp = £( Area x hnp) / E( Area )
Area Weighted Impervious %Imp= 8310sf/544361sf
Area Weighted Impervious %Imp = l 53 [%]
Area Weighted C,,, _ £( Area x C) / £( Area)
Area Weighted Cp°„ = 229392sf / 544361 sf
Area Weighted Cp°„ =F 042
Area Weighted CNp°„= (I %Imp/100)*CNp,+(%Imp/I00)*98
Area Weighted CN, _ (1 l 53/100)*69 4 — (1 �3/100)*98
Area Weighted CNPp„ =1 698

Refer to 100 yr Routing Analysis, Page 2
Drainage Basin 42 100 yr Influent 36 2cfs
Percent of Basin Draining to East Forebay 63%
Amount of Flow to East Forebay Swale
(36 2cfs)*(63%) = 22 8cfs
Given Input Data
Shape
Trapezoidal
Solving for
Depth of Flow
Flowrate
22 8000 cfs
Slope
0 0050 ft/ft
Manning s n
00250
Height
24 0000 in
Bottom width
0 0000 in
Left slope
0 3333 ft/ft (V/H)
Right slope
0 3333 ft/ft (V/H)
Computed Results
Depth
18 0555 in
Velocity
3 3567 fps
Full Flowrate
48 7011 cfs
Flow area
6 7924 ft2
Flow perimeter
114 2033 in
Hydraulic radius
8 5646 in
Top width
108 3439 in
Area
12 0012 112
Perimeter
151 8030 in
Percent full
75 2313 %
Critical Information
Critical depth
0 0000 in
Critical slope
0 0000 ft/ft
Critical velocity
0 0000 fps
Critical area
0 0000 ft2
Critical perimeter
0 0000 in
Critical hydraulic radius
0 0000 in
Critical top width
0 0000 in
Specific energy
0 0000 ft
Minimum energy
0 0000 ft
Fronde number
00000
Flow condition
Critical
East Swale Design txt
Page 1

Refer to 100 yr Routing Analysts Page 2
Drainage Basin 42 100-yr Influent 36 2cfs
Percent of Basin Draining to South Forebay 37%
Amount of Flow to South Forebay Swale
(36 2cfs)*(37%) = 13 4cfs
Given Input Data
Shape
Trapezoidal
Solving for
Depth of Flow
Flowrate
13 4000 cfs
Slope
0 0050 ft/ft
Manning's n
00250
Height
24 0000 in
Bottom width
0 0000 in
Left slope
0 3333 ft/ft (V/H)
Right slope
0 2000 ft/ft (V/H)
Computed Results
Depth
13 2123 in
Velocity
2 7634 fps
Full Flowrate
65 8257 cfs
Flow area
4 8492 112
Flow perimeter
109 1542 in
Hydraulic radius
6 3972 in
Top width
105 7021 in
Area
16 0006 112
Perimeter
198 2780 in
Percent full
550511 %
Critical Information
Critical depth
0 0000 in
Critical slope
0 0000 ft/ft
Critical velocity
0 0000 fps
Critical area
0 0000 112
Critical perimeter
0 0000 in
Critical hydraulic radius
0 0000 in
Critical top width
0 0000 in
Specific energy
0 0000 ft
Minimum energy
0 0000 ft
Froude number
00000
Flow condition
Critical
South Swale Design txt
Page I

RIP RAP APRON DESIGN SHEET
DAIS AiAY2020aB "WPM
'Hou ECT ID NO
PROJECT NO OWOt FILE
DESCRIPTION Proposed Pond DB M2) R PRap Apron LOCATION
Rip Rap Zone Delineation
25
P46
iJ
SWBM0311 MOE ii
CM 1WM e1 Nrmc In
O
0 5 10 15 20 25
D. Depth of Flow (ft.)
Nobs 1 UM ert her.
b gnul" 10%
2 F Pe r r M MR Pew r I. MD,1m . rue I Idbr Nw
Number of Culverts 1
Design Velocity Vd 13711 nr
Flow 0 27444
Pipe Diameter D 2 rt
Slope s I_= I rtIrt
Using NCDOT Rip Rap Apron Design
Use Zone 3
LI 6IT
L2 12 It
W SON
W 6Rft
CLASS B RIP RAP
USE MINIMUM 18 STONE THICKNESS
TOTAL STONE VOLUME= 540It'
122 4 R'
Design Point
Based upon LI
Based upon L2
6XEET 1 OF 1
DESIGN BY JRC
CHECKEDBV JBP
MINIMUM
CLASS
L
STONE
NCDOT RIP
OF
CDaroent
L C ffis nl
THICKNESS
ZONE
RAPCLASS
STONE
B
B
I12
1
A
THE
3
4
2
a
LIGHT
3
B
19
3
1
MEDIUM
4
2i
4
1
HEAW
4
3B
5
2
NEAW
5
10
36
S
2
NEAW
5
10
36
T
G B
GM 5
IT, MMr E
L1 Lmpint PmtMC YINL2 Le, PI—H am H b
HAWS
WEIGHT
SIZE
SPECIFCATONS
I Win
RIP
RAP
CLASS
Shq
3n% SHALL WEIGH AT LEAST N Me
EACH NO MORE THAN tn%SHALL WEIGH
LESS THAN 15 LEE EACH
OLA552
25250
SO% SHALL WEIGH AT LEAST SO HIS
EACH NO MIXtE THAN 5%SHALL WEIGH
LESS THAN 50 LBS EACH
ROSION
CONTROL STONE
uI.SA
28
1 n% TOP B BOTTCM SIZES
NO GRADATION SPECIFIED
CLASSB
153M
Sty
NOGRA➢ATICNSPEOFIED

M
2
Hydrograph Return Period Recap
Hydraflow Hydrographs by Intelisolve v9 2
Hyd
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No
type
Hyd(s)
description
(origin)
1 Yr
2 Yr
3 Yr
5 Yr
10 Yr
25 Yr
50 Yr
100 Yr
1
SCS Runoff
— —
—
3029
— —
4970
— —
6955
7808
Ex Pond #1 Influent
2
Reservoir
1
11 39
2812
4984
6039
Ex Pond #1 Discharge
3
SCS Runoff
— —
—
2714
5956
—
9685
11366
WKD Inland Greens (Mkt4)
4
SCS Runoff
--
1280
---
2221
31 97
3617
Pro Pond #2 Influent
5
Reservoir
4
—
6 611
— —
1692
—
2549
2744
Pro Pond #2 Discharge
6
SCS Runoff
— —
--
1393
--
2930
--
4647
5408
Remainder of Site Discharge
7
Combine
2 3
--
3065
--
— —
6532
-- -
10546
12349
Ex Ditch Section 1 Influent
8
Reach
7
— —
3035
—
—
6490
— —
10492
12292
Ex Ditch Section 1
9
Combine
5 6 8
3325
71 07
12110
14680
Ex Ditch Outlet Influent
10
Reach
9
— —
3326
—
— —
71 41
121 91
14850
Ex Ditch Outlet
Prot file Ditch Analysis gpw
Monday Aug 24 2009

Channel Calculator
Given Input Data
Shape
Solving for
Flowrate
Slope
Manning n
Height
Bottom width
Left slope
Right slope
Computed Results
Depth
Velocity
Full Flowrate
Flow area
Flow perimeter
Hydraulic radius
Top width
Area
Perimeter
Percent full
Trapezoidal
Depth of Flow
148 5000 cfs
0 0020 ft/ft
00250
60 0000 in
60 0000 in
0 3333 ft/ft (V/H)
0 3333 ft/ft (V/H)
34 5819 in
3 7761 fps
519 3475 cfs
39 3263 ft2
278 7348 in
20 3168 in
267 5121 in
100 0075 112
439 5075 in
57 6365 %
Critical Information
Critical depth
0 0000 in
Critical slope
0 0000 ft/ft
Critical velocity
0 0000 fps
Critical area
0 0000 112
Critical perimeter
0 0000 in
Critical hydraulic radius
0 0000 in
Critical top width
0 0000 in
Specific energy
0 0000 ft
Minimum energy
0 0000 ft
Froude number
00000
Flow condition
Critical
Existing Ditch Analysis txt
Page l

Hydro Stom sewers 2W8 vl 2 01

r p
Port City Community Church (Modification to SW8 060311)
New Hanover County North Carolina
East Section Stormwater Catchbasm Drainage Areas Revised
Catch Basin
ID
Dramage
Basin
Total Basin
I
Budding
Im rvious
Roadway
Im rnous
Parking
Im rvlOus
Sidewalk
Im rvious
Remaining
Pervious
Ban
C
no
name I
I IsfIf
Sf I
I IsfSf
I
I I s
1
CB#02
3800
0
2250
0
0
1550
062
2
CB#03
3 100
0
1,560
610
340
590
080
3
CB404
9 400
0
0
8,450
0
950
087
4
CB405
It 700
0
0
10,900
0
800
090
5
CB406
6 700
0
0
5 630
130
940
084
6
CB#07
7 800
0
0
6 430
630
740
087
7
CB#08
8 000
0
0
6,320
720
960
085
8
CB#09
21 300
0
0
16 540
2 410
2 350
086
9
CB# 10
7200
0
0
6 540
0
660
088
10
CB# 11
1 400
0
0
1,220
0
180
085
11
CB#12
900
0
0
800
0
100
086
12
CB# 13
5 600
0
0
4,730
0
870
083
13
CB# 13A
15 600
0
3 730
2 720
1 280
7 870
055
14
CB#14
10000
0
0
8910
0
1090
086
15
CB#28
9 500
0
4 630
0
1 500
3 370
067
16
YI#21
7 500
4 840
0
0
0
2 660
067
17
CB#32
3 500
0
0
2 750
280
470
084
18
CB#36
5100
0
4530
0
0
570
086
19
CB#15
1400
0
1010
0
0
390
073
20
CB#29
7 100
0
4 540
0
0
2 560
066
21
YI#22
7 000
4 840
0
0
0
2 160
070
22
CB#33
5200
0
0
4 180
590
430
088
23
DG# 16
13 400
0
0
11,590
1 040
770
090
24
YI#23
5 800
4 840
0
0
0
960
082
25
CB#33A
5,100
0
0
3,770
800
530
087
26
CB#33B
10000
0
1 750
2050
510
5 690
049
27
CB#33C
10200
2410
1760
2410
0
3620
067
28
YI# 17
6 900
4 840
0
0
0
2060
071
29
YI#24A
5 500
4,840
0
0
0
660
085
30
YI#18
6700
4840
0
0
0
1860
073
31
YI#24
6 500
4 840
0
0
0
1660
075
32
YI#25
6 700
4 840
0
0
0
1860
073
33
YI#19
6400
4840
0
0
0
1560
076
34
YI#20
9 700
4,840
0
0
0
4,860
055
35
CB#34
800
0
0
740
0
60
089
36
CB#30
1 900
0
0
1380
370
150
089
37
DG#26
15 400
0
0
11770
2 870
760
091
38
DG#35
8 300
1 4 840
0
0
3 430
30
095
39
CB#31
1,900
0
0
1 010
660
230
085
40
DG#27
15,100
0
0
13 500
1 030
570
092
11 Inlet FES#01
Totals
1 295 100 1
55 650
25 760
134 950
18 590
1 l5 800
0 82

MyReport
Page 1_
Line
DnStm
Line
Drng
Runoff
Flow
Line
Capac
Val
Line
Line
n val
Invert
Invert
GndfRlm
Gnd/Rim
HGL
HGL
HGL
Junct
Inlet
Inlet
No
Ln No
ID
Area
Coeff
Rate
Size
Full
Ave
Length
Slope
Pipe
Dn
Up
El Dn
El Up
Dn
Up
Jnct
Type
Spread
Depth
(ac)
(C)
(cfs)
(in)
(cfs)
(fUs)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
Outfall
cb02 fes01
009
062
2393
30
3283
488
64
064
0 013
3000
3041
3500
3935
3650
3672
3697
Comb
060
006
2
1
cb03 cb02
007
080
2376
30
2900
484
28
050
0 013
3041
3055
3935
3935
3698
3707
3781
Comb
060
006
3
2
cb04 cb03
022
087
1526
30
29 16
311
89
051
0 013
3055
31 00
3935
3980
3802
3815
3827
Comb
1 40
014
4
3
c1b05 c1b04
027
090
1341
24
1592
427
115
0 50
0 013
31 50
3207
3980
39 80
3827
38 67
38 81
Comb
1 60
0 16
5
4
cb06 cb05
015
084
1255
24
1604
399
175
0 50
0 013
3207
3295
3980
4080
3885
39 39
3975
Comb
100
010
6
5
cb07 cb06
018
0 87
12 14
24
1599
3 87
130
0 50
0 013
32 95
3360
4080
41 80
3976
4014
4025
Comb
1 20
0 12
7
6
cb08 cb07
018
085
11 56
24
1599
368
122
0 50
0 013
33 60
34 21
41 80
41 80
4027
4059
4091
Comb
1 20
0 12
8
7
cb09 cb08
049
0 86
7 82
24
1596
249
229
0 50
0 013
3421
35 35
41 80
41 80
41 02
41 30
41 35
Comb
343
023
9
8
cb10 cb09
017
0 88
573
24
1665
1 83
24
0 54
0 013
3535
3548
41 80
41 80
41 39
41 41
41 48
Comb
1 20
0 12
10
9
cb11 cb10
003
0 85
236
18
1059
1 33
115
1 02
0 013
3598
37 15
41 80
41 80
41 51
41 57
41 62
Comb
040
0 04
11
10
clot cb11
0 02
0 86
1 69
18
1050
096
22
1 00
0 013
3715
3737
41 80
41 80
41 63
41 64
41 64
Comb
030
003
12
11
013 012
013
0 83
1 60
18
1050
0 91
16
1 00
0 013
3737
37 53
41 80
41 80
41 64
41 65
41 67
Comb
1 00
0 10
13
12
cb13a cb13
036
0 55
1 04
18
9 19
0 59
30
077
0 013
3753
3776
41 80
41 93
41 67
41 68
41 68
Comb
1 30
0 13
14
2
cb14 cb03
023
0 86
9 15
24
22 62
2 91
40
1 00
0 013
34 20
3460
39 35
3980
3804
3811
3825
Comb
1 40
0 14
15
3
cb28 cb04
022
067
1 33
18
1050
075
65
1 00
0 013
3359
34 24
39 80
3869
38 41
3842
3843
Comb
1 20
0 12
16
7
y21 cb08
017
067
333
24
2248
1 06
81
0 99
0 013
36 03
3683
41 80
4425
41 10
41 12
41 15
Dp Grate
920
0 07
17
9
cb32 cb10
008
084
277
24
1599
088
126
050
0 013
3548
3611
41 80
4280
41 52
41 54
41 55
Comb
070
0 07
18
10
036 cb11
012
0 86
0 54
15
1247
044
59
373
0 013
37 15
39 35
41 80
41 85
4164
4165
41 65
Comb
090
0 09
19
14
cb15 cb14
0 03
073
8 15
24
2262
2 59
52
1 00
0 013
3460
35 12
3980
41 50
3828
38 34
38 54
Comb
040
0 04
20
15
cb29 cb28
016
066
0 56
15
646
045
28
1 00
0 013
3449
3477
3869
3869
3844
3844
3844
Comb
090
0 09
21
16
y22 y21
016
070
278
18
1050
1 57
54
1 00
0 013
3733
3787
44 25
4425
41 15
41 18
41 23
Dp Grate
9 13
0 06
22
17
cb33 cb32
012
088
248
18
743
1 40
168
0 50
0 013
3661
3745
4280
4280
41 55
41 64
41 66
Comb
090
009
Project File 401 00 East Piping System Const
Number of lines 40
Date 08 20 2009
NOTES ' Critical depth 10— YR 5 tstOAM -�+
t�' EN 1
6/ENT
Hydreilaw Storm Sewers 2W8

MyReport
Page 2
Line
DnStm
Line
Drng
Runoff
Flow
Line
Capac
Val
Line
Line
n val
Invert
Invert
GndlRim
GndlRim
HGL
HGL
HGL
Junct
Inlet
Inlet
No
Ln No
ID
Area
Coeff
Rate
Size
Full
Ave
Length
Slope
Pipe
Dn
Up
El Dn
El Up
Dn
Up
Jnct
Type
Spread
Depth
(ac)
(C)
(cfs)
(m)
(cfs)
(ft/s)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
19
dg16 c1b15
031
090
778
24
1959
248
80
075
0 013
35 12
3572
41 50
4225
3855
3865
3882
Dp Grate
1428
0 12
24
21
y123 y22
013
082
224
18
922
1 27
74
077
0 013
3787
3844
4425
4425
41 24
41 28
41 29
Dp Grate
894
006
25
22
cb33a cb33
012
087
1 94
18
743
1 10
22
050
0 013
3745
3756
4280
4280
41 67
41 68
41 70
Comb
090
009
26
25
c1b331b cb33a
023
049
1 40
18
733
079
41
049
0 013
3756
3776
4280
4207
41 71
41 72
41 72
Comb
079
009
27
26
cb33c cb33b
023
067
081
15
457
066
28
050
0 013
3801
38 15
4207
4207
41 73
41 73
41 74
Comb
097
011
28
23
y07 dg16
016
071
323
24
1959
1 03
112
075
0 013
3572
3656
4225
4425
3890
3892
3896
Dp Grate
919
007
29
24
y24a y23
013
085
1 70
18
743
096
36
050
0 013
3844
3862
4425
4425
41 30
41 31
41 32
Dp Grate
908
006
30
28
yi78 y07
015
073
1 76
18
9 11
1 05
85
075
0 013
3706
3770
4425
4425
3896
3898
3899
Dp Grate
904
006
31
29
y24 y24a
015
075
1 15
18
844
065
65
065
0 013
3862
3904
4425
4425
41 33
41 34
41 34
Dp Grate
915
006
32
31
y25 y24
015
073
058
18
743
033
142
050
0 013
3904
3975
4425
4425
41 35
41 35
41 35
Dp Grate
1031
008
33
30
y09 yi18
015
076
1 22
18
743
097
90
050
0 013
3770
38 15
4425
4425
3899
3900
3901
Dp Grate
921
007
34
33
y20 yi19
022
055
064
18
739
1 26
121
050
0 013
3815
3875
4425
4325
3903
3911
3917
Dp Grate
946
007
35
14
cb34 cb14
002
089
009
18
1050
005
19
1 00
0 013
3531
3550
3980
4000
3838
3838
3838
Comb
030
003
36
19
cb30 cb15
004
089
037
18
1050
070
60
1 00
0 013
3766
3826
41 50
4300
3862
3862
3865
Comb
050
005
37
23
dg26 dg16
035
091
332
18
9 11
1 88
121
075
0 013
3590
3681
4225
4225
3886
3898
3901
Dp Grate
1532
013
38
28
dg35 y07
019
095
095
18
1050
323
90
1 00
0 013
3885
3975
4425
4425
39 16
4012
4012
Dp Grate
11 43
009
39
36
c1b31 c1b30
004
085
018
18
1050
098
24
1 00
0 013
3826
3850
4300
4300
3867
3868
3871
Comb
050
005
40
37
dg27 d926
035
092
1 70
18
907
099
126
075
0 013
3681
3775
4225
4225
3905
3908
3909
Dp Grate
1541
013
Project File 401 00 East Piping System Const stm
Number of lines 40
Date 08 20 2009
NOTES Critical depth (Q - YK SMRM &6,%jr
Hydra/lm Storm Sewers 2008

Hydraflow Storm Sewers 2008 02 01

Port City Community Church (Modification to SW8 060311)
New Hanover County North Carolina
West Section Stomwater Catchbasm Drainage Areas Revised
Catch Balm
ID
I Drainage
Basin
Subbasm
Drainage Area
Building
Im rvmus
Roadway
Im rnous
Parking
Im rvwus
Sidewalk
Impernous
Remaining
Pervious
Basin
C
as
name I
I IsfIf
s
Sf I
I [Sfl
I Isf
41
CB438
1 200
0
750
0
230
220
080
42
CB439
4,300
0
0
3 760
0
540
085
43
CB440
800
0
0
710
0
90
086
44
CB#41
1400
0
0
1110
0
290
078
45
DG442
8 700
0
0
6,460
710
1,530
081
46
DG443
7,300
0
0
4 700
1 110
1 490
179
47
YI#45
6500
5790
0
0
0
710
086
48
YI#46
6 700
5 790
0
0
0
910
084
49
YI#47
7 700
5 790
0
0
0
1,910
075
50
YI#49
6100
5790
0
0
70
240
092
51
YI#50
6200
5790
0
0
70
340
091
52
CB#51
9 100
0
0
7,420
360
1 320
083
53
DG#58
8200
0
0
7 130
600
470
090
54
CB#52
15 000
0
4 570
0
1 870
8 560
049
55
CB#59
11 000
0
0
8 860
1 260
880
089
56
CB#59A
11 000
0
4 540
0
1 420
5 040
058
57
CB#59B
10 300
0
7 990
0
0
2,310
077
58
CB#60A
7 000
0
2 490
0
1,000
3 510
055
59
CB#60B
2 800
0
2 490
0
0
310
086
60
CB453
5 500
0
1 480
0
440
3 580
043
61
CB#60
7 300
0
0
6200
390
710
087
62
CB454
13 300
0
0
11 560
260
1 480
086
63
CB#55
6,000
0
1 180
2 630
380
1810
071
64
CB#56
3 700
0
1 170
1 660
140
730
079
65
CB#57
10 000
0
5 580
0
1 180
3 240
069
66
CB#61
14 300
0
4 810
790
1 560
7 140
055
67
CB462
7,700
0
1,710
1,650
460
3,880
055
Inlet FES#37 7 units
199,100
28,950
38,760
64,640
13,510
82 190
072

MyReport
Page 1
Line
DnStm
Line
Drng
Runoff
Flow
Line
Capac
Val
Line
Line
n val
Invert
Invert
Gnd/Rim
Gnd/Rim
HGL
HGL
HGL
Junct
Inlet
Inlet
No
Ln No
ID
Area
Coeff
Rate
Size
Full
Ave
Length
Slope
Pipe
Dn
Up
El Dn
El Up
Dn
Up
Jnct
Type
Spread
Depth
(ac)
(C)
(cfs)
(in)
(cfs)
(ft1s)
(ft)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
Outfall
c1b38 fes37
003
080
1277
24
2463
406
97
1 19
0 013
3000
31 15
3000
3984
3650
3681
37 12
Comb
030
003
2
1
cb39 cb38
0 10
085
1270
24
2262
404
21
1 00
0 013
31 15
31 36
3984
3980
3712
3719
3776
Comb
070
007
3
2
c1b40 cb39
002
086
007
18
1050
004
19
1 00
0 013
3531
3550
3980
4000
3801
3801
3801
Comb
030
003
4
2
cb41 cb39
003
078
754
18
1040
427
52
098
0 013
31 86
3237
3980
3980
3776
3803
3837
Comb
030
003
5
4
dg42 cb41
020
081
750
18
1059
424
61
1 02
0 013
3237
3299
3980
4225
3838
3869
3883
Dp Grate
960
007
6
5
dg43-dg42
0 17
079
694
18
1050
393
103
1 00
0 013
3299
3402
4225
4350
3887
3932
3972
Dp Grate
882
006
7
6
yA5 jb44
0 15
086
254
18
1050
1 43
55
1 00
0 013
3673
3728
4350
4425
3993
3996
4001
Dp Grate
867
006
8
7
y146 yi45
015
084
204
18
1050
1 15
60
1 00
0 013
3728
3788
4425
4425
4002
4004
4005
Dp Grate
858
006
9
8
y147 yA6
0 18
075
1 55
18
867
088
66
068
0 013
3788
3833
4425
4375
4006
4008
40 10
Dp Grate
884
006
10
9
y149 y148
0 14
092
1 03
18
895
082
135
073
0 013
3833
3931
4375
4425
4010
40 12
4013
Dp Grate
866
006
11
10
y150 y149
0 14
091
052
18
743
095
88
050
0 013
3931
3975
4425
4425
40 13
4015
40 18
Dp Grate
862
006
12
2
cb51 cb39
021
083
492
18
1055
278
111
1 01
0 013
31 46
3258
3980
4080
3789
38 14
3820
Comb
1 10
Oil
13
6
dg58 jb44
0 19
090
397
18
9 10
225
149
075
0 013
3402
35 14
4350
4250
3988
4010
4016
Dp Grate
984
007
14
12
cb52 cb51
034
049
426
18
1050
241
55
1 00
0 013
3258
33 13
4080
3953
3823
3832
3845
Comb
1 10
Oil
15
13
c1:59 cb58
025
089
333
18
909
1 89
104
075
0 013
3514
3592
4250
41 80
40 18
4029
4037
Comb
1 30
0 13
16
15
cb59a cb59
025
058
1 87
18
903
1 06
23
074
0 013
3592
3609
41 80
4052
4041
4042
4044
Comb
348
023
17
16
cb59b cb59a
024
077
075
15
646
061
28
1 00
0 013
3632
3660
4052
4052
4045
'40 46
4046
Comb
419
025
18
16
cb60a cb59a
016
055
057
18
743
032
174
050
0 013
3609
3696
4052
41 27
4046
4046
4046
Comb
1 90
0 19
19
18
cb60b cb60a
006
086
021
15
457
017
28
050
0 013
3721
3735
41 27
41 27
4047
4047
4047
Comb
1 55
016
20
14
cb53 cb52
0 13
043
295
18
1047
1 67
172
099
0 013
33 13
3484
3953
4061
3850
3863
3870
Comb
050
005
21
15
cb60 cb59
0 17
087
060
18
740
034
159
050
0 013
3651
3730
41 80
41 80
4042
4043
4043
Comb
1 00
010
22
20
cb54 cb53
031
086
236
18
911
1 34
121
075
0 013
3484
3575
4061
4050
3871 1
3877
3879
Comb
1 40
014
Project File 401 00 West Piping System Const stm
Number of lines 27
Date 08 20 2009
NOTES Critical depth
Hydraflow Storrs Sewers 2008

MyReport
Page 2
Line
DnStm
Line
Drng
Runoff
Flow
Line
Capac
Vel
Line
Line
n val
Invert
Invert
GndfRlm
Gnd/Rim
HGL
HGL
HGL
Junct
Inlet
Inlet
No
Ln No
ID
Area
Coeff
Rate
Size
Full
Ave
Length
Slope
Pipe
Dn
Up
El Dn
El Up
Dn
Up
Jnct
Type
Spread
Depth
(ac)
(C)
(cfs)
(in)
(cfs)
(ff/s)
(ft)
M)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
22
cb55 cb54
014
0 71
1 29
18
915
073
25
076
0 013
3575
35 94
40 50
41 00
3881
38 81
38 82
Comb
0 80
008
24
23
cb56 cb55
008
079
0 90
18
743
0 51
28
0 50
0 013
3594
3608
41 00
41 00
38 82
38 82
3883
Comb
058
006
25
24
cb57 c1b56
023
069
064
15
457
052
48
0 50
0 013
36 33
3657
41 00
4082
38 83
38 83
38 84
Comb
096
010
26
14
cb61 cb52
0 33
055
074
15
646
060
28
1 00
0 013
3533
35 61
39 53
39 53
3853
38 54
3854
Comb
1 10
Oil
27
20
cb62 cb53
018
0 55
040
15
646
0 33
28
1 00
0 013
36 41
3669
4061
4061
3874
3874
3874
Comb
080
0 08
Project File 401 00 West Piping System Const stm
Number of lines 27
Date 08 20 2009
NOTES `Critical depth
Hydra7low Storrs Sewers 2008

V
&y sFa
I ,;)o
Port City Community Church
Corporate Information

A
CORPORATE AUTHORIZATION RESOLUTION
By PORT CITY 'COMMUNITY CHURCH
613 SHIPYARD BLVD , STE 104
l WILMINGTON ITC 28412
I
Referred to in this document as F)nancia) Institution
Referred to in this document as Corporation
f ✓Girl a ltu3 h r certify that I am Secretary (clerk) of the above named corporation organized under the laws of
o{ or' L'4(o(t rl <L Federal Employer I D Number 562159428 engaged in business under the trade name of
r-1 d r i,,V Ccmma/!, A/ Gifurr-h and that the resolutions on this document are a correct copy of the resolutions
adopted at a meeting of the Board of Directors of the 'Corporation duty and properly called and held on (date)
These resolutions appear in the minutes of this meeting and have not been rescinded or modified
AGENTS Any Agent hsled below subject to any written limitations is authorized to exercise the powers granted as indicated below
Name and Title or Position
A Vrtl -C Cnlz.�_I.. L.AA�hnrn p'F'/�'
B M CL ( {'S4 ."r-4y QrCsi �
C t1 a1a +tr rkS �+rcc(ar of DReF.� �s
lh9at7�s!„�.11
E l r-bl
F
X
Smnnh ire
Facsimile Signature
(If used)
X
X
x
x
X
X
POWERS GRANTED (At sch one or more Agents to each power by placing the letter corresponding to their name In the area before each power
Following eadi power indicate the number of Agent signatures required to exercise the power )
Indicate A B C Description of Power
Indicate number of
E and/or F
signatures required
Iti Exercise all of the powers listed in this resolution
(2) Open any deposit or share account(s) in the name of the Corporation
L ,L7 (3) Endorse checks and orders for the payment of money or otherwise withdraw or transfer funds on deposit
2
with this Financial Institution
(4) Borrow money on behalf and in the name of the Corporation sign execute and deliver promissory notes
or other evidences of indebtedness
oZ
L (5) Endorse assign transfer mortgage or pledge bills receivable warehouse receipts bills of lading stocks
_
bonds real estate or other property now owned or hereafter owned or acquired by the Corporation as
security for sums borrowed and to discount the same unconditionally guarantee payment of all bills
received negotiated or discounted and to waive demand presentment protest notice of protest and
notice of non payment
Z
(6) Enter into a written lease for the purpose of renting maintaining accessing and terminating a Safe
Deposit Box in this Financial Institution
(7) Other
LIMITATIONS ON POWERS The following are the Corporation s express limitations on the powers granted under this resolution
EFFECT ON PREVIOUS RESOLUTIONS This resolution supersedes resolution dated If not comp4.tod all resulutions remain in effect
CERTIFICATION OF AUTHORITY
I further certify that the Board of Directors of the Corporation has and at the time of adoption of this resolution had full power and lawful authority to
lost the resolutions on page 2 and to confer the powus granted above to the persons named who hive full power and lawful authority to exercise
.,� ie ame (Apply seal below where appropriate I
2If checked the Corporation Is a non profit corporation In Witness ereof I have subscribed my name to this document and affixed the seal
Cor a lion on q O (date) in _a1d v
Attest by Other Officer Secretary
(page r at 2)
r p 1985 1997 Sonars Sycwms r a St Ctuud MN FVM CA t eft 7003

2011111111
06871380
FM REGiSTROTION REG[GTER K OEEaS
NfliRNW�lGi vERRGGSM T HG
BK 5124 PG186 -1BfiPM
14F� $
00
IIVSiRUiENi 1201
(Excise Tax) 0-
Tax Parcel No Part of R05000-002 004 000
R05014-002 001 000 and R05014-002 002 000
Prepared By James A MacDonald Attorneys
1508 Military Cutoff Road, Suite 102
Wilmington North Carolina 28403
After recording mail to Port City Community Church
3304 Brucemont Drive
Wilmington North Carolina 28405
S rATE OF NORTH CAROLINA
GIFT DEED
COUNTY OF NEW HANOVER
THIS DEED made this 22tilay of December 2006 by and between NEXT STEP
PROPERTIES OF WILMINGTON, LLC, a North Carolina hmtted liability corporation
Grantor of New Hanover County North Carolina, and PORT CITY COMMUNITY CHURCH,
a North Carolina Non -Profit corporation Grantee The designation Grantor and Grantee as used
herein shall include said parties their heirs successors and assigns, and shall include singular
plural masculine feminine or neuter as required by context
WITNESSETH
WHEREAS the Grantor in recognition of and as a contribution toward achieving the goals
of the Grantee has upon as motion duly authorized by the members of the Grantor voted to gift the
hereinafter described Property to the Grantee said Property having a valuation at the time of gift of
one million eight hundred thousand dollars, now therefor the Grantor has granted donated
transferred and conveyed and by these presents does hereby give, donate transfer and convey unto
the said Grantee their heirs and assigns in the following described tract or parcel of land lying and
being in New Hanover County North Carolina and more particularly described as follows
BEING ALL OF THAT PROPERTY SHOWN ON EXHIBIT °A,^ WHICH 1S
HERETO ATTACHED AND INCORPORATED BY REFERENCE
Together with all and singular the tenements hereditament and appurtenances thereunto
belonging or in anywise appertaining
TO HAVE AND TO HOLD in the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple
And the Grantor covenants with the Grantee that Grantor is seized of the premises in fee
simple and has the right to convey the same in fee simple that title is marketable and free and clear
of all encumbrances except 2006 ad valorem taxes and ordinances and municipal budding code
restrictions if any and that Grantor will WARRANT and DEFEND the title against the lawful
claims of all persons whomsoever except for exceptions herein stated

IN WITNESS WHEREOF the Grantor has caused�this instrument to be signed by its duly
authorized manager the day and year first above written 1 ,
NEXT
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
liability company
Manager
Manager
I certify that the following person personally appeared before me this day acknowledging
to me that he voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated JON T VINCENT, Manager of NEXT STEP PROPERTIES OF
WILMINGTON, LLC, a North Carobna limited iiabihty, company [CHECK ONE] M (I)1
have personal knowledge of the identity of the principal or ❑ (u)lhaveseen sansfactoryevrdence
ofthe principal s identityby a current state or federal identification, with the principal sphotograph,
in the form of a
t P me)" oo� Date J 7 .2006
*aTABy
Notary Public Signaf&e
pUBL�� y . �1.� t
deb' Notary Public Printed Name
u may)
My Commission Expires 6- iw to
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
I certify that the following person personally appeared before me this day acknowledging
to me that he voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated D BRUCE CAVENAUGH, Manager of NEXT STEP PROPERTIES OF
WILMINGTON, LLC, a North Carolina hrmted liability company [CHECK ONE] X (I)1
have personal knowledge of the identity of the principal, or ❑ (u)Ihave seen satisfactory evidence
oftheprincipal's identity by a current state or federal identification, with the principal's photograph
in the form of a
�mmnmm�mna
t p, MEy,O Date A. ai 2006
*alARy * qe—1 111 rx._.i � —
° 40- v Notary Public Signature'
Notary Public s ted Name
ruuuWu� My Commission Expires 5- i it- id

EXHTAT4 "A"
Being a parcel of land lying and situate in the City of Wilmington Harnett Township New Hanover
County North Carolina and more particularly described as follows
Beginning at an iron pipe in the western nght of way line of Cardinal Drive Extension a 60-foot
public right of way said point of beginning lying and being the following courses and distances from
the interjection of the centerline of the said Cardinal Drive Extension and the centerline of George
Trask Drive (a 60-foot public right of way) N 32° 55' 00" E 290 00 feet to a concrete monument in
the said Cardinal Dnve Extension marking the extended centerline of Inland Greens Drive (a 40 toot
public nght of way) thence S 59" 27' 19 W 67 03 feet to the point of beginning thence from the
point of beginning and with the western right of way line of Cardinal Drive Extension
(1) S 32" 54 0T W 199 98 feet to an tron pipe marking the intersection of the right of way of
Cardinal Drive Extension and the northern right of way line of the said George Trask Drive thence
with the northern line of George Trask Drive
(2) N 57 ° 05 00" W 200 25 feet to an iron pipe marking the southwesterlymost comer of Lot 106
Section 3 Long leaf Acres as recorded in MB 6 P 57 in the New Hanover County Registry said iron
pipe also marking the northeasterlymost comer of a 60-foot Utility Right of Way as recorded in MB
27 P 115 thence with the southeasterly line of the said 60-foot Utility Right of Way
(3) S 32 " 57 59 W 60 IS feet to an iron pipe a common comer with lands now or formerly the
property of Carl L Caulder as recorded in DB 1005 P 162 and with lands now or formerly the
property of Betty D Baker as recorded in DB 719 P 572 said iron pipe also marking the
southeasterlymost comer of the said 60-foot Utility Right of Way thence with the said Caulder's
northeasterly line and with the southwesterly line of the said 60 foot Utility Right of Way
(4) N 57 ° 38 30 W 99 95 feet to an iron pipe in the southwesterly line of the said Utility Right of
Way the said Cauldefs northwesterlymost comer thence with the said Cauldei's northwesterly line
(5) S 32 ° 55 00' W 198 92 feet to an iron pipe thence
(6) S 57 05 00" E 300 31 feet to an iron pipe in the western right of way line of the aforesaid
Cardinal Drive Extension thence with the right of way of Cardinal Drive Extension
(7) S 32 ' 54 07 W 20 06 fed to an iron pipe a common comer with lands now or formerly the
property of Emrose Corporation as recorded in DB 1983 P 338 thence leaving the said right of way
and with the northeasterly line of the said Emrose Corporation
(8) N 57 ° 04 26 W 372 95 fed to an iron pipe thence
(9) N 32" 53 36 E 220 10 fed to an iron pipe in the southwesterly line of the aforesaid 60-foot
Utility Right of Way thence with the southwesterly line of the said 60-foot Utility Right of Way and
with the northeasterly line of lands now or formerly the property of the said Emrose Corporation
(10) N 57 ° 02' 25' W 387 90 fed to an iron pipe the northernmost comer of the said Emrose
Corporation thence with the northwesterly line of the said Emrose Corporation and with the
southeasterly line of the aforesaid 60-foot Utility Right of Way
(11) S 32 ° 54 48 W 200 52 feet to an iron pipe in the line of the surd Emrose Corporation, said iron
pipe marking the intersection of the southern right of way line of Vision Drive a 60-foot public right
of way and of the southwesterly line of the aforesaid 60-foot Utility Right of Way thence crossing
Vision Drive and with the southwesterly line of a 40-foot Utility Right of Way as recorded in MB 27
P 115

MMIRTT 'A-
PART 2
(12) N 57 (16 24" W 114 78 feet to anew iron pipe in the northeasterly line of lands now or
formerly the property of Ronald Saucier as recorded in DB 2541 P 64 and in the southwestern line of
d 40-tuot Utility Right of Way as recorded to MB 27 P 115 thence leaving the said Saucier's line and
�rossmg the said 40-toot Utility Right of Way a new line the following new Imes
(13) N 32 53 36 E 243 60 feet to a new iron pipe theni.e
( 14) N 21" 00 40 E 76 47 feet to a new iron pipe them,
(IS) N 30 ° 16 12" E 79 24 feet to a new iron pipe theme
(IN N 40 23 14 E 65 64 feet to a new iron pipe theme
(17) N 56" 40 45" E 93 09 feet to a new iron pipe thence
( 18) N 36 47 33" E 223 37 feet to a new iron pipe theme
(19) N 62 30 25" E 46 55 feet to a new iron pipe them.
(20) N 88 ° 44 38" E 38 75 feet to a new iron pipe theni.e
(21) N 75 06 34 E 65 81 feet to a new iron pipe theme
(22) N 68 57 35" E 376 56 feet to a new iron pipe in the western right of way line of the aforesaid
Cdrdmdl Drive Extension thence with the right of way
(23) S 21 10 08" E 279 10 feet to an iron pipe marking the beginning of a curve to the left whose
chord hearing and distam,e are
(24) S 05 ° 52' 00" W 631 36 tee4 with are distance of 655 41 feet radius of 694 50 feet and delta
angle of 54 04 15" to the point of beginning, containing altogether 15 86 acres more or less and
wnsisting of all that property as conveyed to Next Step Properties of Wilmington LLC by deed
dated October 3 2006 and recorded in DB 4915 P 1596 and also consisting of the remainder of that
property as conveyed to Next Step Properties LLC by deed dated April 5 2005 and recorded in DB
4746 P 965 all in the New Hanover County Registry
SUBJECT TO an easement retained by the Grantor to locate two sixty (60) foot easements for
ingress egress and regress connecting the retained property owned by the Grantor to the private
dLeess drive connecting Cardmal Drive to Vnton Drive and to be located on the Grantee s
property said easements to be located at such site that is mutually satisfactory to the Grantor and
the Grantee

REBECCA P SMITH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
Filed For Registration
Book
Document No
Recorder
WILMINGTON, NC 28401
12/2912006 02 54 35 PM
RE 5124 Page 1863.1867
2006071380
DEED 5 PGS $23 00
PHELPS, MICAH
State of North Carolina, County of New Hanover
YELLOW PROBATE SHEET IS A VITAL PART OF YOUR RECORDED DOCUMENT
PLEASE RETAIN WITH ORIGINAL DOCUMENT AND SUBMIT FOR RE-RECORDING
*2006071380*
2006071380

Z y0
(Excise Tax) $ 8268 00
Tax Parcel No Pt of R05000-002 004-000
2tt08044829
FOR REGISTRRTIOR REGISTER OF DEEM
REBECCA R "IN
NEY NRN R C01MTY NC
2008 NOV 25 03 54 20 PR
BK 5360 PG MR-2861 FEE $20 00
NC REV STAY $8 268 00
lNSival t 204E
Recording time Book and Page
Prepared By & Return to Allen, MacDonald & Davis PLLC
1508 Military Cutoff Road, Suite 102
Wilmington North Carolina 28403
After recording mail to Port City Community Church
250 Vision Drive
Wilmington NC28403
tits##t Ytii#tit#ittt Ntiitii##flit♦qiN#MtgtttttY t##Mgit•#tiNt#tttttY
STATE OF NORTH CAROLINA
WARRANTY DEED
COUNTY OF NEW HANOVER
THIS DEED made this 24th day of November, 2008, by and between NEXT STEP
PROPERTIES OF WILMINGTON, LLC, a Limited Liability Company, Grantor, and
PORT CiTY COMMUNITY CHURCH, a North Carohna Non -Profit Corporation, Grantee
The designation Grantor and Grantee as used herem shall include said parties, their heirs, successors
and assigns and shall include singular, plural masculine, feminine or neuter as required by context
WITNESSETH
THAT the Grantor for a valuable consideration paid by the Grantee the receipt of which is
hereby acknowledged has granted, bargained, sold and conveyed and by these presents does hereby
grant, bargain, sell and convey unto the said Grantee his heirs and assigns in fee simple all that
certain lot or parcel of land situated in the County ofNew Hanover and State of North Carolina, and
more particularly described as follows
SEE EXHIBIT "A" ATTACHED HERETO AND INCORPORATED AND AS
IF FULLY SET FORTH HEREIN
Together with all and singular the tenements, hereditaments and appurtenances [hereunto
belonging or in anywise appertaining
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple
And the Grantor covenants with the Grantee that Grantor is seized of the premises in fee
simple and has the right to convey the same in fee simple that title is marketable and free and clear
of all encumbrances except 2008 ad valorem taxes and ordinances and municipal building code

restrictions if any and that Grantor will WARRANT and DEFEND the title against the lawful
claims of all persons whomsoever except for exceptions herein stated
IN WITNESS WHEREOF, the Grantor has hereunto t his hand and seal the day and year
first above written
NEXT
By
Ln
STATE OF NORTH CAROLINA
COUNTY OF NEW HANOVER
LLC
I certify that the following person personally appeared before me this day acknowledging
to me that he voluntarily signed the foregoing document for the purpose stated therein and in the
capacity indicated Jon T. Vincent and D Bruce Cavenau h Managers of NEXT STEP
PROPERTIES OF WILMINGTON LLC [CHECK ONE] 17 (1) I have personal knowledge of
the identity of the principal, or ❑ (m) I have seen satisfactory evidence of the principal s identity
by a current state or federal identification with the principal s photograph in the form of a
Dale N v er 25 21X18
FL
N ibh Signature
�OTAR,` S � Lvnn R Ward
Notary Public s Printed Name
My Commission Expires 5/18/2013

EXHIBIT "A^
BEING all of Tract 3 consisting of 16 45 acres total as the same is shown on a map dated November
20 2008 prepared by Michael N Underwood P L S and recorded in Map Book 53 at Page 295
and 296 of the New Hanover County Registry reference to which is made for a more particular
descnption

REBECCA P SMITH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
1f ff tf NHMf f tf I NNINNf tMf NHtf fHttNNf Nf f f tttHf f tf INNtINNtHNftlf I1f Hf NtHINf 1tf f IHf Nf If fNf 1f f ttf f
Filed For Registration 11/25/2008 03 54 20 PM
Book RE S38o Page 2858 2861
Document No 2008044829
DEED 4 PGS $20 00
NC REAL ESTATE EXCISE TAX $8,268 00
Recorder CRESWELL, ANDREA
State of North Carolina, County of New Hanover
YELLOW PROBATE SHEET IS A VITAL PART OF YOUR RECORDED DOCUMENT
PLEASE RETAIN WITH ORIGINAL DOCUMENT AND SUBMIT FOR RE-RECORDING
*2008044829*
2008044829

14Y 0 I ? pp9
Stormwater Management Plan
For
Port City Community Church
Cardinal Drive Project
Modification to permit SW8 060311
Wilmington, New Hanover County, NC
Prepared for
Port City Community Church
250 Vision Di 1ve ,�`R� i.0
Wilmington, NC 28403 U� y
air�0P1
Prepared by
Coastal Land IDesign, PLLC
Civil Engmeenn5 / Landwipe ATChltedllie / Constntcnon Minigement
P 0 Box 1172
Wilmington, NC 28402
20-August-2009
Phono 910 254 9333
r,. 910-254 0902

Narrative
Proiect Description
NOV 0 9 2009
By
This stormwater design is for a modification to the existing stormwater permit for the Port City
Community Church (SW8 060311) that was approved on April 18, 2006 The permit
modification will include an update plan for the existing pond that incorporates some impervious
allocation changes and a proposed plan for a pervious overflow parking lot for the church
The existing pond drainage area (Drainage Basin #1) has been increased from 517,565sf to
610,000sf and the total impervious allocation has been increased from 352,624sf to 396,310sf
The 43,686sf increase in impervious incorporates a proposed 2,400sf storage shed and 2,410sf
gravel parking lot on the southern portion of the property, 5,452sf of sidewalk and 1,224sf of
parking associated with the proposed pervious overflow parking lot, an allocation of 15,500sf for
a future wedding gazebo and appurtenances (design not finalized), an additional 4,242sf of
budding due ton floor plan change of the existing church, and the addition of 11,283sf of existing
roadway and 1,175sf of existing sidewalk associated with the relocation of a high point along
Vision Drive
Drainage Basin #I Undate Table
Impervious Surface
As -Permitted
Existm
Pro osed
To -be -Permitted
On -Site Buildings
77,958 ft
82,200 fr
2,406 fr
84,600 ft
On -Site Streets
53,237 ft
64,520 ft
-0-
64,520 ft
On -Site Parkin
195,956 ft
195,956 ft
3,634 f
199,590 ft,
On -Site Sidewalks
25,473 ft
25,473 ft
6,627 ft
32,100 fr
Other On Site (Future)
-0-
-0-
15,500 ft
15,500 ft
Off -Site
-0-
-0-
-0-
-0-
Total Impervious
352,624 ft
368,149 ft2
28,161 fi:2
396,310 ft
Drainage Area
517,565 ft
517,565 ft
92 435 fr
610,000 ft
BUA Percentage
68 13%
71 13%
30 47%
64 97%
The proposed pond drainage basin (Drainage Basin 42) is 265,000sf and the proposed pond is
designed to treat runoff from the overflow parking area and discharge it into the existing
perimeter ditch along the property boundary The parking lot is designed to have a 7" layer of
stone underlayment so that it can receive a 60% credit as pervious space The area of pervious
parking is approximately 99,300sf and is credited as 39,720sf of impervious Surrounding the
proposed pervious parking lot is 63,490sf of proposed asphalt parking lot, ribbon curb, and travel -
ways, and 170sf of sidewalk The overflow parking facility is designed such that it can be used as
a recreational field when not in use as a parking lot Sod will be placed over -top of the
interlocking grass pavers to allow adequate surface for recreational play, as well as vehicular
parking Parking lanes will be indicated by removable posts that can be set into place when the
parking lot is in demand Stormwater will be directed off of the proposed parking lot by sheet
flow and into conveyance swales along the edges of the parking lot The swales discharge into the
two forebays of the proposed pond
The existing permit allows for 13,290sf of impervious from the site to be discharged without
treatment by a stormwater control device This modification reduces the amount of untreated
impervious from this site to 8,310sf In should be noted that the 8,310sf of un-treated runoff in
this modification is the same surface that was included in the permitted amount There are no new

l
sources of un treated discharge for this site The reduction of un-neated unpervrous leaving the
site is mainly clue to a relocation of a high point along Vision Drne
Site Description
The topography in the Port Crt) Community Chinch site is predommnmantl) Flat with only mild
sloping to evstmng ditches These ditches ultnnatel) dram into the Smith Creck a classified C Sw
watcnia) The evstmg drainage patterns and stormwater calculations for the ditches in this area
Nere supplied b) the Crt) of Wilmington and prepared b) W K Dickson & Co , Inc The
elevations of this project ranges from 38 feet MSL to 42 feet MSL and according to the Sod
Survey of New Ilanomet County North Carolina, the nmajonth of underlying soils are mainly
Stallings fine sand and Tohunta loaniN fine send The Stallings fine sands are well draining and
have a soil hychologrc ,coup of A The Tohunta loamy fine sands are poorly draining soils and
hame a soil hydrologic group of C Other soils included in this site are Kureb urban land complex
1 8% Kureb sand 1 8% Norville fine sand, Seagate fine sand, and Woodington fine sand)
loam
As soil investigation was performed by ECS Carolinas LLP on November 12 2008 to determine
the elevation of the SHWT underneath the permeable parking lot area and the proposed pond The
infiltration rate was also determined to insure that the soils will meet the State s minimum
infiltration rate requirement Srx (6) borings were taken, one (1) at the proposed stormwater pond,
four (4) spaced across the permeable parking area, and one (1) at the existing tree conservation
area and natural site low point The seasonal high water table depth var red from 0' at the natural
site low point to 26" at the proposed pervious parking lot The infiltration rate was determined to
range from 1 71n/hr and 3 Om/hr for the borings at the proposed pervious parking lot Please refer
to the soil report Included with this submittal for the specific elevations and infiltration rates at
each sod bor mg
"I he proposed drainage basin #2 is covered by dense woodland vegetation and adjacent properties
to this development are zoned R-10 resrdentrml to the east, and Zone RB to the south, west, and
north
"I reatment System
Drainage Basin # I (Existing Pond)
"Ire existing pond for the church was overdesrgned, when initially permitted, to accommodate
future impervious expansions as well as to satisfy the aesthetic needs of the church However,
additional allocations for future impervious surfaces were not applied for at that time This permit
modification indicates the additional impervious areas that this pond was designed to treat and
demonstrates that the pond was designed accordingly Although the characteristics of the
stormwater runoff reaching the pond have changed, no physical part of the pond is proposed to be
modified due to this modification other than lowering of the sediment cleanout elevation from
31 25' to 31 05 Lowering the cleanout elevation allows the existing pond to satisfy the new
NCDENR wet detention basin calculation guidelines without having to nmochfv the pond Please
refer to the revised calculation set and the Wet Detention Basin Supplement included with this
submittal

Drainage Basin 92 (Proposed Pond)
the proposed pond for the pervious overflow parking lot is designed to stole and treat the first
1 5 of rainfall and to halve a 90% reduction in TSS The tempoiary storage volume is 13 662cf
and is stored betneen the permanent pool elevation of 37 00 and 37 90 The surface area of the
permanent pool is 12 255sf and the tempotary pool is 19,179sf The proposed pond has allo
foiebays designed to treat runoff from different portions of the drainage basin Approximately
63% of the drainage basin thaums to the East foiebay and the remauung 37% of the drainage basin
dhaums to the South foiebay Accoidutgh the Cast foiebay is designed to be approximately 12 4%
of the total pond volume and the South foiebm is designed to be approximately 8 1% of the total
pond volume 7 he total foiebay %olume is approximately 20 5% of the total pond volume The
nsei structine is designed to handle the 10 }ear storm event and the emergency spillway is
designed to handle the 100yeai storm event The enmergencv spillway is 15 aide and at
elevation 39 0 The top of pond is at 40 0'
Pie and Post -Development Dischais�es
The hydrology of the site was modeled using Hydiaflow Hydrographs using SCS runoff
distributions Each pond was designed to have a reduction in runoff during the 2 yr and 10-yr
storm events The pre -development discharges for the existing pond (Drainage Basin #1) for the
2 yi and 10 yr storm events are 13 7cfs and 30 3cfs, respectively The post -development
dischai ges for the same two storm events are 1 14cfs and 28 1 cfs, respectively The pre -
development discharges for the proposed pond (Drainage Basin 92) for the 2 yr and 10-yr storm
events are 8 6cfs and 17 3cfs, respectively The post -development discharges for the same two
stogy in events are 6 6cfs and 16 9cfs, respectively The remainder of the site was modeled as well
to ensure that the entire site would have a post -development discharge less than the pre -
development discharge for the 2 yr and 10-yr storm events The pre -development discharges for
the i emainder of the site for the 2-yr and 10-yr storm events are 13 6cfs and 28 9cfs,
respectively The post -development discharges for the same two storm events are 13 9cfs and
29 3cfs, respectively
The total pie development discharges for the entne site for the 2-yr and 10 }r storm events are
35 Ocfs and 74 I cfs The total post -development dischru ges for the entire site for the 2-yr and
10 yr storm events me 24 7cfs and 69 5cfs, respectively Since the aforementioned post -
development discharges for each stormwater pond, as well as the entire site, is less than the pre -
development discharges for the same two storm events this site meets the City of Wilmington s
pre and post -discharge requirement
The existing perimeter ditch was analyzed for the 100-yr stoi m event pel the City of
Wilmington stornnwater manual, and it was found that it has the capacity to carry the additional
discharge fiom this site

Soils Report for Proposed Pond #2

,
P ECS CARC
WNWOMMMMUMMMUMg
CAKOMmAs Geotechmeal
LLP
Mr Frank Braxton
Coastal Land Design, PLLC
P O Box 1472
Wilmington, North Carolina 28402
Materials * Environmental • Facilities
November 12, 2008
Re Infiltration Evaluation/DCP Testing
Port City Community Church
Wilmington, New Hanover County, North Carolina
ECS Project No 2214556
Dear Mr Braxton,
ECS Carolinas, LLP (ECS) recently conducted an additional infiltration evaluation for the
proposed infiltration areas and an evaluation of the suitability of the underlying subgmde at the
proposed parking lot at the Port City Commnntty Church in Wilmington, New Hanover county,
North Carohna This letter, with attachments, is the report of our evaluation
Field Testing _
On November 12, 2008, ECS met with Mr Frank Braxton with Coastal Land Design on site in
order to provide the requested test locations ECS then conducted an exploration of the
subsurface soil conditions at six requested locations and DCP testing at four requested locations
shown on Test Location Plan (Figure 1)
The purpose of this exploration was to obtain subsurface information of the in -place soils for
the proposed mfdhvtion area ECS explored the subsurface soil conditions by advancing one
hand auger boring into the existing ground surface at the six requested boring locations ECS
visually classified the subsurface soils and obtained representative samples of each soil type
encountered ECS also recorded the groundwater level and the seasonal high water level
(SHWL) observed at the time of each hand auger boring The attached Infiltration Evaluation
Form provides a summary of the subsurface conditions encountered at each hand auger boring
location
The purpose for the evaluation of the underlying subgrade in the roadway areas is to observe if
the soils are suitable for support of a pavement section.
7211 Ogden Business Park- Suite 201 • Wilmington, NC 28411 • [phone]- Fax [phone]• www ecshtmtedcom
Asheville NC Charleston SC Charlotte, NC Conover NC * Greensboro NC Greenville SC Fayetteville NC tittle River SC
Raleigh NC Swansbom NC * Wilmington NC
* testing services only
i

Infihratton EvaluatumMCP testing
Port City Community Church
Wilmington New Hanover County North Carohna
ECSPwJea No 2214556
November 12 2008
The subgrade evaluation was conducted utilizing a hand auger and a Dynamic Cone
Penetrometer (DCP) The existing subgrade conditions were tested to a depth of approximately
five feet below the pavement section at each core location The DCP test procedure consists of
driving a comes] point into the soils to be checked by means of a 15-pound weight which free -
falls a distance of 20 inches The average number of blows required to drive the point through
each of three increments of 1-3/4 inches is recorded as the penetration resistance at that depth
While on -site, our representative classified each subsurface strata by depth and a representative
sample of each major type of soil was obtained for possible laboratory testing The conditions
encountered by the borings are presented on the attached Hand Auger Logs The DCP test
results are provided on the attached DCP test sheets
The SHWL was estimated at each boring location below the existing grade elevation. Below is
a summary of each boring location
Location
SHWL
1
24 inches
2
24 inches
3
24 inches
4
14 inches
5
26 inches
6
0 inches
ECS has conducted six infiltration tests utilizing a compact constant head permeameter near the
hand auger borings to estimate the infiltration rate for the subsurface soils Infiltration tests are
typically conducted at two feet above the SHWL
held Test Results
Below is a summary of the infiltration test results
Location
Description
Depth
Inches/hour
1
Grey fine silty
SAND
10 inches
18
2
Grey fine SAND
w/silt
10 inches
17
3
Grey fine SAND
10 inches
37
4
Grey fine SAND
10 inches
46
5
Tan fine SAND
10 inches
30
6
Black sandy
SILT
10 inches
0 005
2

Infiltration Evaluation/DCP ternng
Port Gty Community Church
Wilmington New Honorer County North Carolina
ECSPwje tNo 2214556
November 12 2008
The subgrade soils encountered consisted of silty SAND and fiee draining SAND with a USCS
classification of SM, SP, SC or SP-SM, SP-SC Based on our DCP test results, the subgrade soils
at the areas and depths tested are suitable for support of a pavement section provided that the upper
one foot of the subgrade is densified in place and that the subgrade is proofiolled successfully
The first step in preparing the site for the proposed construction should be to remove all vegetation,
rootmat, topsoil, deleterious materials, and any other soft or unsuitable materials from the existing
ground surface These operations should extend at least 10 feet, where possible, beyond the
planned hurts of the proposed roadway
After proper clearing, stripping, grubbing, and prior to fill placement, and pavement
construction, the exposed subgrade soils should be carefully evaluated by an experienced
geotechnical engineer to identify any localized unstable or otherwise unsuitable materials
After evaluating the exposed soils, proofrolhng using a smooth drum static roller, having an
axle weight of at least 10 tons, is suggested to be used at tlus time to aid in identifying localized
soft or unsuitable material which should be removed The static proofi-olhng will also densify
the upper exposed subgrade sods and improve their load carrying capability We do not
recommend vibratory rolling within 50 feet of any existing buildings During vibratory rolling,
it may be necessary to allow groundwater brought to the surface during densification to recede
prior to continued densification or subsequent fill,placemcm Any soft or unsuitable materials
identified during proofi-olhng operations should be either repaired m-place or removed and
replaced with an approved backfill placed and compacted in accordance with recommendations
of this report
Site subgrade conditions will be significantly influenced by weather conditions Subgrade that is
evaluated after penods of rainfall will not respond as well to proofiollmg as subgrade that is
evaluated after penods of more favorable weather ECS strongly recommends that rubber toe
equipment not be used if subgrade conditions exhibit elevated moisture conditions The contractor
should use tracked equipment to minnnithe degradation of marginally stable subgrade
Infiltration rates and SHWL may vary within the proposed site due to changes in elevation and
subsurface conditions
If you have any questions regarding this report, please contact us at [phone]
Respectfully,
ECS CAROLINAS,LLP
�L--._
u/OIJa In -'0 (J-v`.+'
K. Brooks Wall
Wand M Sobb, P E
Project Manager
Principal Engineer
NC License No 22983
Attachments Figure 1- Test Location Plan
Infiltration Evaluation/ DCP Data Sheet

I
Port City Community Church
Wilmington, NC
New Hanover county
ECS Project No 22-14556
November 10, 2008
KBW
I
m r�� Ian m
® TEST LOCATIONS
Q DCP TEST LOCATIONS
Figure 1-Test Location Plan i
Provided by Coastal Land Design

Infiltration Evaluation
Port City Community Church
Wilmington, New Hanover County, North Carolina
ECS Project No 22 14566
November 10, 2008
Location Death Soil Description
1 0-20" Grey fine silty SAND
20"-36" Grey fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation
Infiltration Rate 18 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
2 0-10" Grey fine SAND w/silt
10"46" Brown fine SAND w/silt
16"-60" Grey/orange fine SAND w/clay
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation
Infiltration Rate 17 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
3 0-10" Grey fine SAND
10"-36" Tan fine SAND
Seasonal High Water Table was estimated to be at 24 inches below the existing
grade elevation
Infiltration Rate 3 7 inches per hour
Test was conducted at 10 inches below existing grade elevation

Infiltration Evaluation
Port City Community Church
Wilmington, New Hanover County, North Carolina
ECS Project No 22 14566
November 10, 2008
Location Depth
Soil Description
4 0-14"
Grey fine SAND
14"-24"
Hardpan
24"-50"
Brown silty SAND
Seasonal High Water Table was estimated to be at 14 inches below the existing
grade elevation
Infiltration Rate 4 6 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth
5 0-6"
6"-18"
18"-60"
Soil Description
Grey fine SAND w/silt
Tan fine SAND
Tan/orange fine SAND w/clay
Seasonal High Water Table was estimated to be at 26 inches below the existing
grade elevation
Infiltration Rate 3 0 inches per hour
Test was conducted at 10 inches below existing grade elevation
Location Depth Soil Description
6 0-24" Black sandy SILT
Seasonal High Water Table was estimated to be at 0 inches below the existing
grade elevation
Infiltration Rate 0 005 inches per hour
Test was conducted at 10 inches below existing grade elevation

7211 Ogden Business Park, Suite 201
Wilmington, North Carolina 28411
ECS Carolinas, LLP
Dynamic Cone Penetrometer Report
Job Number 14556 Locaton Wilmington NC
Job Name Cape Fear Community Church Required Minimum Blows/l 75"
Contractor ECS General Area Tested Parking lot
Design Soil Bearing Pressure
Ten
Location
- Date
Oi
Elevation
,. �u C7aeelficattoa ,�
Blowe ,
_ _ R®rtta ,y --,
2
11 1 D-08
1
Grey fine SAND w/ At
4-3-4
-2
Ten/aeng fine SAND w/clay
2-2 3
3
Same es above (SAB)
5-5-5
4
SAB
6-9-9
5
SAB
5-8 10
3
11 10-08
1
Grey fine SAND
8810
-2
Tan fine SAND
6-7 8
3
SAB
5-5 5
4
Ten fine SAND w/ clay
5-10-10
5
SAB
8 8-12
4
11 10-08
1
Grey silty SAND
8-8 12
2
Hmdpen
10-1516
3
Brown silty SAND
20+
4
SAB
12-20
-5
SAB
20+
5
11 10-08
1
Grey/ten silty SAND
10 12 13
2
Ten fine SAND
8-10-8
3
Tan/amp fine SAND w/ clay
8-12-14
4
SAB
20+
5
SAS
13 20+

ArF9
�Or
vv0 j
e� "C
March 27, 2007
Mr Jon T Vincent
Next Step Properties of Wilmington, LLC
1508 Military Cutoff Road, Suite 302
Wilmington NC 28403
Subject Request for Additional Information
Stormwater Project No SW8 060311
Pon`. City Community Church
New Hanover County
Dear Mr Vincent
Michael I f asleN Go%unor
WdliamG Ross Jr Secretap
North Carolina Department of fin uonment and Natural Resources
Alan W Klimek P I Duector
Division of Water Quality
The Wilmington Regional Office received a Stormwater Management Permit Application for
Port City Community Church on March 15 2006 A preliminary review of that information has
determined that the application is not complete The following information is needed to
continue the stormwater review
1 Please provide documentation that Mr"'Vi ent is the Manager of Next Step Properties
of Wilmington LLC Only the Articles of rganization have been filed with the Secretary
of State s office They identify the LL as Manager -managed but do not identify the
Manager
2 Please hand -initial the application a�\ pple ent where directed
3 The road on the Southwest side of the prlo� ct does not appear to be collected in the
pond Please collect this roadway for treatment in the pond
4 A portion of the entrance road at the South end/Of the protect does not appear to be
within the property boundary This should ble-6onsidered offsite on the application
Please identify the amount of drainage area and impervious area that are offsite
5 Because there is at least a small portion of the proposed BUA that will not be collected
please include a separate column on the appliIcation that summarizes the proposed
BUA for the overall site Also, there appears to be some existing (road) BUA on the
West edge of the site This should be noted on/the overall site' column of the
application
6 The orifice elevation on the riser detail appears incorrect
7 Please specify a maximum opening size of 4 oon the r sh rack (on the riser)
8 Please provide roof drain details or add a rr��otd to the plans indicating all roof drains will
be directed to the permitted stormwater poivd
9 Please provide vegetation specff tions for the aquatic shelf
NorthCarolma
,Naturally
North Carolina Dn ¢ion of Water Qualit) 127 Cardinal Dme Extension Phone [phone] Customer Sen ice 1 877 623 6748
Nhhnml,ton Regional Office Wilmml ton NC 28405 fax [phone] Internet eew nc%saternu this ore
An Equal OppodunityJAffrmative Action Employer — 50% Recycled110 % Post Consumer Paper

Fort City Community Church
March 27 2006
Stormwater Permit # SW8 060311
10 Please add a note to the drawin s/indiatingphow the pond will be drained for
maintenance or in an emergenc ump)
11 The vegetated shelf is not shown on both sides of the main bay of the pond cross-
section Also the shelf appears to extend from elevation 32 0 to 33 0 on the cross-
section and from 33 to 34 on the plan view In either case, the vegetated shelf is too
deep It should extend from the permanent pool down (a minimum of) 10' at a 6 1 slope
(minimum) It is difficult to get aquatic vegetation to grow if the shelf is any deeper
Please note that this request for additional information is in response to a preliminary review
The requested information should be received by this Office prior to April 10, 2006, or the
application will be returned as incomplete The return of a protect will necessitate resubmittal of
all required items, including the application fee
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter The
request must indicate the date by which you expect to submit the required information
The construction of any impervious surfaces other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215 1 and is subject
to enforcement action pursuant to NCGS 143-215 6A
Please reference the State assigned protect number on all correspondence Any original
documents that need to be revised have been sent to the engineer or agent All original
documents must be returned or new originals must be provided Copies are not acceptable If
you have any questions concerning this matter please feel free to call me at [phone]
Sincerely
�
Robert D Gordon
Environmental Engineer II
ENB/RDG S\WQS\STORMWATER\ADDINFO\2006\060311mar27
cc Jay Carmine, Coastal Land Design
Robert D Gordon

P LC Gw3 I
NEW HANOVER COUNTY
Engineering Department
230 Market Place Drive, Suite 160
Wilmington, North Carolina 28403
TELEPHONE [phone]
Beth Easley Wetherell, C P E S C
Soil Erosion Specialist
January 29, 2007
Port City Community Church
613 Shipyard Boulevard, Suite 104
Wilmington, North Carolina 28412
Attention Mr Michael Ashcraft
CERTIFIED
RE Notice of Violation of Land Disturbing Activity
Grading Permit GP Number 28-06 Port City Commumty Church
Location/DescrigtionofViolation(s) You have failed to follow the construction sequence on the
approved plan by grubbing portions of the site prior to mstallmg and stabilizing the bypass
channel You have also failed to install the construction entrance
Dear Mr Ashcraft
This letter constitutes Notice of Violation of Section 23-250(b), Section 23-243, Section 23-
237(3), Section 23-2480), Section 23-251(a)(1) Section 23 251(a)(2) and Section 23 251(a)(3) of the
New Hanover County's Soil Erosion and Sedimentation Control Ordinance
Section 23-250(b) Inspections and Investigations states
(b) If through an inspection it is determined that a person engaged in land disturbing activity
has failed to comply with the act this article, or rules or orders adopted or issued pursuant to
this article or has failed to comply with an approved plan, a Notice of Violation shall be
served upon that person by registered or certified mail or other means reasonably calculated
to give actual notice The notice shall set forth the measures necessary to achieve compliance
with the plan, specify a reasonable time period within which such measures must be
completed, and warn that failure to correct the violation within the time period will result in
additional civil and criminal penalties for a continuing violation However, no time period
for compliance need be given for failure to submit an erosion control plan for approval or for
obstructing, hampering or interfering with an authorized representative while in the process
of carrying out his official duties If the person engaged in land disturbing activity fails to
comply within the time specified, enforcement action shall be initiated
Section 23-243 Responsibility for Maintenance states
During the development of a site, the person conducting the land disturbing activity shall
mstall and/or maintain all temporary and permanent erosion and sedimentation control
measures or any provision of this article, the act, or any order adopted pursuant to this article
or the act
RECEIVED
FEB 0 8 2007

Section 23-237 Mandatory Standards for Land Disturbing Activity states
(3) Ground Cover Whenever land disturbing activity is undertaken on a tract comprising more
than one acre, if more than one acre is uncovered the person conducting the land disturbing
activity shall install such sedimentation and erosion control devices and practices as are
sufficient to retain the sediment generated by the land disturbing activity within the boundaries
of the tract during construction upon and development of said tract, and shall plant or
otherwise provide a permanent ground cover sufficient to restrain erosion after completion of
construction or development Except as provided in Section 23 238(b)(5), provisions for a
ground cover sufficient to restrain erosion must be accomplished within 30 working days or
120 calendar days following completion of construction or development whichever period is
shorter
Section 23-248 Erosion and Sedimentation Control Plans states
0) Any person engaged in land disturbing activity who fails to file a plan in accordance with
the ordinance or who conducts a land disturbing activity except in accordance with provisions
of an approved plan shall be deemed in violation of this article
Section 23-251(a)(1) Civil Penalties states
(a)(1) Civil Penalties Any person who violates any of the provisions of this article, or rules or
orders adopted or issued pursuant to this article, or order adopted or issued pursuant to this
article by the commission or who initiates or continues a land disturbing activity for which an
erosion control plan is required except in accordance with the terms conditions, and provisions
of an approved plan, shall be subject to a civil penalty The maximum civil penalty for a
violation is $5,000 00 per calendar day A civil penalty may be assessed from the date of
violation Each day of a continuing violation shall constitute a separate violation The person
alleged to be in violation will be notified of the violation by registered or certified mail return
receipt requested or other means reasonably calculated to give actual notice The notice shall
describe the violation with reasonable particularity, specify a reasonable time period within
which the violation must be corrected, and warn that failure to correct the violation within the
time period will result in the assessment of a civil penalty or other enforcement action If after
the allotted time period has expired, the violator has not completed corrective action, a civil
penalty may be assessed from the date of the notice of violation However, no time period for
compliance need be given for failure to submit an erosion control plan for approval or for
obstructing, hampering or interfering with an authorized representative while in the process of
carrying out his official duties Each day of continuing violation shall constitute a separate
violabon
Section 23-251 Penalties states
(a)(2) Civil Penalties The County Manager or his designee, shall determine the amount of the
civil penalty to be assessed under this subsection and shall notify the person who is assessed
the civil penalty of the amount of the penalty and the reason for assessing the penalty In
determining the amount of the penalty the County Manager or his designee shall consider the
degree and extent of harm caused by the violation and the cost of rectifying the damage the
amount of money the violator saved by noncompliance, whether the violation was committed
willfully, and the prior record of the violator in complying or failing to comply with this article
and shall direct the violator to either pay the assessment or contest the assessment withm 30
days after the receipt of the notice of assessment, by written demand for a hearing before the
Board of County Commissioners Notice of the assessment shall be by registered or certified
mail or other means reasonably calculated to give actual notice

Section 23-251(a)(3) Civil Penalties states
(a)(3) Civil Penalties Any appeals from the determination of the Board of County
Commissioners must be filed with the superior court of the county within 30 days following the
Boards issuance of its final determination If payment is not received or equitable settlement
reached within 30 days after demand for payment is made, the matter shall be referred to the
county attorney for institution of a civil action in the name of the county in the appropriate
division of the general courts of justice for recovery of the penalty A civil action must be filed
within three years of the date the assessment was due An assessment that is not contested is
due when the violator is served with a notice of assessment An assessment that is contested is
due at the conclusion of the administrative and judicial review of the assessment
Corrective measure(s) needed Immediately stop all land disturbing activity on site until the bypass
channel has been installed and stabilized and install the construction entrance within 1 day of receipt of
this Notice If land disturbing activity ceases for more than 21 calendar days on any disturbed section
of this site, it must be temporarily stabilized
You can contact Beth Easley Wetherill, Erosion Control Specialist, Engineering Department, 230
Market Place Drive, Suite 160 Wilmington, North Carolina 28403, [phone], regarding the
required compliance action
Sincerely
Beth Easley Wetherill
NHC Soil Erosion Specialist
New Hanover County
cc Dave Weaver, Assistant County Manager
Gregory R Thompson P E , County Engineer
Jim Iannucci, P E , Chief Project Engineer
Kemp Burpeau, Deputy County Attorney
Ed Beck, NCDENR Water Quality
Linda Lewis NCDENR Water Quality
Jeff Walton, City of Wilmington Development Services
Frank Braxton Coastal Land Design
Bryan Knupp, Edifice
Michael Wally, Edifice
Justin Bahr, Cape Fear Paving
David Honeycutt, Cape Fear Paving
Mark Boyer, NHC Public Information
BEW/aj