SW8080527_HISTORICAL FILE_20081216

PERMIT NO
DOC TYPE
DOC DATE
STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
SW8 �$05Z1
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
()() rd 17-. u
YYYYMMDD

Michael 1 I asley Governor
William G Ross Jr Secretar)
North Carolina Department of Environment and Natural Resources
Coleen H Sullins Director
Division of Water Quality
December 16, 2008
Mr Brian McCall, Member and Organizer
East Coast Entertainment of Shallotte, LLC
205 8th Avenue North
North Myrtle Beach, SC 29582
Subject State Stormwater Management Permit No SW8080527
Family Entertainment Center of Shallotte
High Density Commercial Wet Pond Project
Brunswick County
Dear Mr McCall
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for Family Entertainment Center of Shallotte on November 7, 2008 Staff review of
the plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2006-246 and Title 15A NCAC 2H 1000 We
are forwarding Permit No SW8080527, dated December 16, 2008, for the construction and
operation of the subject project
This permit shall be effective from the date of issuance until December 17, 2018, and shall be
subject to the conditions and limitations as specified therein Please pay special attention to
the Operation and Maintenance requirements in this permit Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an 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,
A�"� c.S"j`t
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/ahl S \WQS\STORMWATER\PERMIT\080527 dec08
cc Mr Jay R Houston, P E — Houston and Associates, P A
Brunswick County Inspections
Jeff Phillips, Brunswick County Engineering
(Wilmington Regional Office
Central Files
N,�p�}�`thnCarolina
�vWum/!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wdmmgion NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet www,ncwgterguality.org Fax [phone] 623 6748
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No SW8080527
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 Brian McCall and East Coast Entertainment of Shallotte, LLC
Family Entertainment Center of Shallotte
Whiteville Highway— NC130, Shallotte, Brunswick County
FOR THE
construction, operation and maintenance of a wet detention pond in compliance with
the provisions of Session Law 2006-246 and 15A NCAC 2H 1000 (hereafter referred to
as the "stormwater rules') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit
This permit shall be effective from the date of issuance until December 17, 2018, and
shall be subject to the following specified conditions and limitations
I DESIGN STANDARDS
1 This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data
2 This stormwater system has been approved for the management of stormwater
runoff as described in Section 17 of this permit The stormwater control has been
designed to handle the runoff from 345,431 square feet of impervious area, of
which 135,545 square feet of built -upon area is for future development
3 The tract will be limited to the amount of built -upon area indicated in Section 17
on page 3 of this permit, and per approved plans
4 All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans
5 The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system
6 The built -upon areas associated with this project shall be located at least 30 feet
landward of all perennial and intermittent surface waters
Page 2 of 8

State Stormwater Management Systems
Permit No SW8080527
7 The following design criteria have been provided in the wet detention pond and
must be maintained at design condition
a Drainage Area, acres
Onsite, ft
Offsite, ftZ
b Total Impervious Surfaces, ftZ
Buildings, ftZ
Roads/Parking, ftZ
Sidewalk & Concrete, ftZ
Offsite, ftZ
c Average Pond Design Depth, feet
d TSS removal efficiency
e Design Storm, inches
f Permanent Pool Elevation, FMSI
g Permanent Pool Surface Arel, ft
h Permitted Storage Volume, ft
i Storage Elevation, FMSL
I Pre-dev 1 year 24 hour rate, cfs
k Controlling Orifice
1 Permanent Pool Volume, ft3
m Forebay Volume, ft3
n Maximum Fountain Horsepower
o Receiving Stream / River Basin
p Stream Index Number
q Classification of Water Body
it SCHEDULE OF COMPLIANCE
1220
230,432
301,000
345,431
50,000
159,886
0
135,545
5
90%
15
55
26,889
45,401
7
21
3" O pipe
136,905
26,588
1/2
Mulberry Branch / Lumber
12-25-2-7
"C, S W"
1 The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface
2 During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
3 The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to
a Semiannual scheduled inspections (every 6 months)
b Sediment removal
c Mowing and re -vegetation of slopes and the vegetated filter strip
d Immediate repair of eroded areas
e Maintenance of all slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of outlet structure, orifice device, level
spreader, filter strip, catch basins and piping
g Access to the outlet structure must be available at all times
4 Records of maintenance activities must be kept for each permitted BMP The
records will indicate the date, activity, name of person performing the work and
what actions were taken
The permittee shall submit to the Division of Water Quality an annual summary
report of the maintenance inspection records for each BMP The report shall
summarize the inspection dates, results of the inspections, and the maintenance
work performed at each inspection
Page 3 of 8

State Stormwater Management Systems
Permit No SW8080527
Access to the stormwater facilities shall be maintained via appropriate
easements at all times
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
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
9 If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility
10 The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below
a Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc
b Project name change
c Transfer of ownership
d Redesign or addition to the approved amount of built -upon area or to the
drainage area
e Further subdivision, acquisition, lease or sale of all or part of the project
area The protect area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought
f Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan
11 The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made
12 The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction
13 A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction
Page 4 of 8

State Stormwater Management Systems
Permit No SW8080527
III GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form, to the Division of Water
Quality, signed by both parties, and accompanied by supporting documentation
as listed on page 2 of the form The protect must be in good standing with the
Division The approval of this request will be considered on its merits and may or
may not be approved
2 The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request
3 Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of 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
5 In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems
6 The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility
7 The permit issued shall continue in force and effect until revoked or terminated
The permit may be modified, revoked and reissued or terminated for cause The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition
8 Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual
9 Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit
10 The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H 1000, and NCGS 143-215 1 et al
11 The permittee shall notify the Division of any name, ownership or mailing
address changes at least 30 days prior to making such changes
Page 5 of 8

State Stormwater Management Systems
Permit No SW8080527
12 The permittee shall submit a permit renewal application 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 16th day of December 2008
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
%r Coleen N Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

State Stormwater Management Systems
Permit No SW8080527
Family Entertainment of Shallotte, LLC
Stormwater Permit No SW8080527
Brunswick County
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications
The checklist of items on page 2 of this form is included in the Certification
Noted deviations from approved plans and specification
Signature
Registration Number
Date
SEAL
Page 7 of 8

State Stormwater Management Systems
Permit No SW8080527
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 protect is graded such that the
runoff drains to the system
4 All roof drains are located such that the runoff is directed into the system
5 The outlet/bypass structure elevations are per the approved plan
6 The outlet structure is located per the approved plans
7 Trash rack is provided on the outlet/bypass structure
8 All slopes are grassed with permanent vegetation
9 Vegetated slopes are no steeper than 3 1
10 The inlets are located per the approved plans and do not cause short-
circuiting of the system
11 The permitted amounts of surface area and/or volume have been
provided
12 Required drawdown devices are correctly sized per the approved plans
13 All required design depths are provided
14 All required parts of the system are provided, such as a vegetated shelf,
and a forebay
15 The required system dimensions are provided per the approved plans
cc NCDENR-DWO Regional Office
Brunswick County Building Inspections

DWQ USE ONLY
Date RLcewCd
Fee Paid
Permit Numbi.r
soyt1a6
sws
"4 �/ a'"� State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I GENERAL INFORMATION
1 Applicants name (specify the name of the corporation, individual, etc who owns the project)
East Coast Entertainment of Shallotte, LLC
2 Print Owner/Signing Officials name and title (person legally responsible for facility and compliance)
Brian McCall, Member/Manager/Organizer
3 Mailing Address for person listed in item 2 above
City North Myrtle Beach State SC Zip29582
Phone (843 ) 249-4562 Fax (843 ) 249-4562
Email bm80allstarOaol com
4 Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc )
Family Entertainment Center of Shallotte
5 Location of Project (street address)
Whiteville Highway - NC130
City Shallotte County Brunswick Zip 28459
6 Directions to project (from nearest major intersection)
From intersection of US-17 South Bypass and NC130, exit right onto NC130 offramp turn left on NC130 East
Projext is on left next to and behind Lowe s
7 Latitude 33' 58' 28" N Longitude 78° 23' 46" W of project
8 Contact person who can answer questions about the project
Name Brian McCall telephone Number
Email bm80allstar@aol com
II PERMIT INFORMATION
1 Specify whether project is (check one) ®New ORenewal
P"'. cwn -ini nz o7 nv vas,. i . f n

2 If this application is being submitted as the result of a renewal or modification to an existing permit, list
the existing permit numbern/a and its issue date (if known)n/a
3 Specify the type of project (check one)
❑Low Density ®High Density ❑Redevelop ❑General Permit [-]Universal SMP ❑Other
4 Additional Project Requirements (check applicable blanks, information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748)
❑LAMA Major MSedimentation/Erosion Control ❑404/401 Permit ❑NPDES Stornn"ater
III PROJECT INFORMATION
1 In the space provided below, summarize how stormwater will be treated Also attach a detailed narrative
(one to two pages) describing stormwater management for the project
Stormwater runoff will be collected and treated in one (1) stormwater pond which will have extra capacity for
treatment of future impervious area
2 Stormwater runoff from this project drams to the Lumber River basin
3 I otal Property Area 5 29 acres 4 I otal Wetlands Area 0 acres
5 100 Wide Strip of Wetland Area n/a acres (not applicable if no wetlands exist on site)
6 Total Project Area" 5 29 acres 7 Project Built Upon Area 91 1
8 How many drainage areas does the project have?l
9 Complete the following information for each drainage area If there are more than two drainage areas in
the project, attach an additional sheet with the information for each area provided in the same format as
below
For high density projects, complete the table with one drainage area for each engineered stormwater
device
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Mulberry Branch
Stream Class & Index No
C Sw 15-25-2-7
Total Drainage Area (sf)
531,432
On -site Drainage Area (sf)
230,432
Off -site Drainage Area (sf)
301,000
Existing Impervious* Area (sf)
0
Proposed Impervious*Area (sf)
345,431
°„ Impervious` Area (total)
65%
Impervious` Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
50,000
On -site Streets (sf)
159,886
On -site Parking (sf)
On -site Sidewalks (sf)
Other on -site (sf)
Off -site (sf)
135,545
Total (sf)
345,431
Pn'm cwn_I nI nc 17 nR
va,,,. 1 ,CA

Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sideroa/ks, gravel areas etc
**Total project area shall be calculated based on the current policy regarding Inclusion of wetlands in the
built upon area percentage calculation This is the area used to calculate percent project built upon area
(BUA)
10 How was the off -site impervious area listed above derived?311 acres (311.545 SF) is future development
considered to be offsite to this pond
IV DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot If lot sizes vary significantly, a table listing
each lot number, size and the allowable built -upon area for each lot must be provided as an attachment Forms
can be downloaded from htlu / /h2o enr state nc us/su /bmp formti Min - deed restrictions
Form DRPC-1
Hugh Density Commercial Subdivisions
Form DRPC-2
Hugh Density Developments with Outparcels
Form DRPC-3
Hugh Density Residential Subdivisions
Form DRPC-4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivisions
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required in the above form, that the covenants will be binding on all
parties and persons claiming under them, that they will run with the land, that the required covenants cannot
be changed or deleted without concurrence from the State, and that they will be recorded prior to the sale of
any lot
V SUPPLEMENT FORMS
I he applicable state stormwater management permit supplement form(s) listed below must be submitted for
each BMP specified for this project Contact the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms Forms can be downloaded from
httn//h2ocnrstate ncus/su/bmp torms Min
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration French
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Form SW401-Permeable Pavement
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Permeable Pavement Supplement
Pn'm Q\All iJnI nz o7 na 13,,, 2 nrd

VI • SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ)
A complete package includes all of the items listed below The complete application package should be
submitted to the appropriate DWQ Office (Appropriate office may be found by locating project on the
interactive online map at hill-) //h2o.cnr slate nc us/siihmi malts htm)
1 Please indicate that you have provided the following required information by initialing in the space
provided next to each item
Is
• Oi igiiml and one copy of the Stormwater Management Permit Application Form
• Or iguial and om copy of the Deed Restrictions & Protective Covenants Form (if »pip
requned as per Part IV above)
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP _
• Permit application processing fee of $505 (Express $4,000 for HD, $2,000 for LD) 46i'w�
payable to NCDENR j t gt, IA11TO
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soils report
• Two copies of plans and specifications (sealed, signed &dated), including ow
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property / project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section (ex designing engineer or firm)
Designated agent (individual or firm) Houston and Associates. P A
Mailing Address Post Office Box 627
City Shallotte State NC Zip 28459
Phone (910 ) 754-6324 Fax (910 ) 754-2121
Email tayhouston@atmc net
VIII APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Infointation, item 2) Brian McCall
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
regmreme
Signature
nts of 15A NCAC 2H 1000 Q
" / Date U �9
8-
P„rm IM111-1ni rA9'inR n'�, a..ra

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
117 Pine Street
Post Office Box 627
Friday, November 7, 2008
1:ZF1
Ms Aisha H Lau, Environmental Engineer
Division of Water Quality I NwV 0 7 Z006
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension $Y,o-
Wilmington, North Carolina ,28405
Subject Family Entertainment Center - East Coast Entertainment of
Shallotte, LLC ,
Stormwater Permit SW8 080527 - Revised Sheet 1 of 5
Dear Ms Lau
Per our recent telephone conversation, we have revised Sheet 1 of 5 of
the plans to be more consistent with the other plan sheets The outlet
structure was shown at an elevation 0 5 feet lower than the detail of the outlet
structure which stated the correct elevation All elevations stated in the plans
should now match
Enclosed are two complete copies of the revised plans for your use We
look forward to the immediate issuance of this permit
, We appreciate your attention and assistance im this matter Should you
have any comments or require any additional information, please do not
hesitate to contact our office at your convenience
S
Enclosures
Sincerely,
Houston, P E
on, and Associates, P A
pc Mr Brian McCall, East Coast Entertainment of Shallotte, LLC
Dr John D Ward
File, 07-1084 (Family Entertainment Center - SW)

Telephone [phone]
Facsimile [phone]
HOUSTON and ASSOCIATES, P A.
Consulting Engineers
SHALLOTTE NORTH CAROLINA 28459
Transmittal
To % 4 Lat-
Er\f
117 Pine Street
Post Office Box 627
Date: q 3D .1oo-1�s
From- no.q }oua4z-,-,
Houston and Associates, P A
Consulting Engineers
SHALLOTrE, NC 28459
PROJECT Cam�L.� ��ler�atwn1en��1�BJECT
c1 Copies c lL-e, + tk Acu Shca to-
l�rY1'�Qr �rp)(eG}'
RFCEIVEl3
BY:
COMMENTS.
PC FILE LOS -IosiA
OCT 0 1 2008

Re SW8 080527 Farmly Entertainment Center of Shallotte - Request
Subject Re SW8 080527 Family Entertainment Center of Shallotte - Request for Extension
From Aisha Lau <Aisha Lau@ncmail net>
Date Mon, 29 Sep 2008 13 55 39 -0400
To Jay Houston <jayhouston@atmc net>
CC Brian McCall <bm80allstar@aol com>
Hello Jay,
Attached you should find a copy of a Word file with the modified deed restrictions Prior to talking to you
last week I didn't realize that a manipulatable format wasn't available online
Take care,
Aisha
Jay Houston wrote
Hi Aisha - 1 have tried in vain to "unlock" the High Density Commercial Subdivisions Deed
Restrictions and Protective Covenants form you have requested to be modified to include a future
development impervious area figure This was contained in your September 15, 2008 Request for
Additional Information letter Please allow us some additional time to resolve this issue If you could,
could you please email me back a password to unlock the Word document so that I can modify it or
send me an unlocked version? I have Mr McCall available today only to get this resigned Otherwise,
I will be forced to have it written in by hand and have him initial it
Thank you
Jay
Jay R Houston P E
Houston and Associates P A
Consulting Engineers
Post Office Box 627
117 Pine Street
Shallotte North Carolina 28459
[phone]
This e-mail may be privileged and/or confidential and the sender does not waive any related rights and obligations
Any distribution use or copying of this a mail or the information it contains by other than an intended recipient is
unauthorized
If you received this a mail in error please advise me (by return e-mail or otherwise) immediately
Aisha Horak Lau
Environmental Engineer
State Stormwater Program
NC Division of Water Quality
127 Cardinal Drive Ext
Wilmington NC 28405
Phone [phone]
Fax [phone]
"Don't worry Be happy " - Bobby McFerrin
1 of 2 9/29/2008 1 57 PM

Michael F Easley Governor
William G Ross Jr Secretary
North Carolina Department of Environment and Natural Resources
September 15, 2008
Mr Brian McCall
East Coast Entertainment
205 8th Avenue North
North Myrtle Beach, SC 29582
Subject Request for Additional Information
Stormwater Project No SW8 080527
Family Entertainment Center of Shallotte
Brunswick County
Dear Mr McCall
Coleen H Sullins Director
Division of Water Quality
Ih�Z" "
Vz
A"m 91t4_­og
The Wilmington Regional Office received additional information regarding a State
Stormwater Management Permit Application for Family Entertainment Center of Shallotte
on August 28, 2008 A preliminary review of that information has determined that the
application is not complete The following information is needed to continue the
stormwater review
The Seasonal High Water Table (SHWT) in the vicinity of the pond needs to
be clearly documented on either the plans or the Wet Detention Basin
Supplement I have enclosed a copy of the appropriate page of the provided
supplement for this information to be added (FYI -The most recent version
of the wet detention basin supplement has a line for this information included
in it When completing stormwater permit applications in the future please
download the most current application forms from the Division's website
since changes occur to the forms periodically )
Enclosed is a copy of the provided deed restriction language for this project
Please delete the highlighted section and add in its place, "Future
development to the current drainage area of the permitted pond will be
limited to 135,545 sf "
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 September
29, 2008, 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
127 Cardinal Drive Extension Wilmington, North Carolina 28405 3845 One
Phone [phone] Fax [phone] Internet h2o enr state nc us NorthCarohna
An Equal Opportunity/Affirmative Action Employer — 50% Recycledl10% Post Consumer Paper Naturally

East Coast Entertainment
September 15, 2008
Stormwater Application No SW8080527
Also, since the area listed in the "Off -site" section of the supplement, 135,545 sf is
owned by the same entity I have moved it up to the "Other on -site" section with "- future"
added afterward If the current owner will not actually be developing this future
allocated area please let me know so that I will leave it as is
For future reference please be aware that the average head used to calculate the
discharge rate and drawdown time from the pond should be calculated based on
Section 3 5 2 of the 2007 BMP manual The September 28, 2007 version of the BMP
Manual changed the average head equation from H/2 to H/3 I noticed that the
enclosed calculations utilized H/2, but since the pond was oversized it still discharged
within an acceptable amount of time when the H/3 head was utilized, making
resubmitted calculations unnecessary for this submittal
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@ncmail net
Sincerely,
Aisha H Lau
Environmental Engineer
ENB/ahl S\WQS\STORMWATER\ADDINFO\2008\080527 sep08
Enclosures Copies of Deed Restrictions and Wet Detention Basin Supplement
CC Mr Jay Houston, P E w/ enclosures
Wilmington Regional Office
Page 2 of 2

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
117 Pine Street
Post Office Box 627'
Wednesday, August 27, 2008
Ms Aisha H Lau, Environmental Engineer `C C
Division of Water guality
NC Department of Environment and Natural Resources QUG 8�
127 Cardinal Drive Extension ?QOg
Wilmington, North Carolina 28405
Subject Family Entertainment Center - East Coast Entertainment of
' Shallotte, LLC
Stormwater Permit SW8 080527 - Additional Information Submittal
Dear Ms Lau
In response to your additional information letter of July 30, 2008:
received on August 4, 2008, we are submitting for your review and approval two
(2) copies each of the revised stormwater plans (Sheet 3 of 5 was revised),
revised stormwater application, sheet 3 of 4 (Basin Diagram) of the- Pond
Supplement, and a soils report that was recently completed All other
documents, including the stormwater calculations, remain unchanged
With regard to the numbered comments in your letter, we offer the
following responses in the same order
1 Please find the revised and executed application included within this
submittal
2 Per comment 1 above, the Mr McCall's title is included on the
application
3 This project is NOT under a common plan of development at this time
We are not sure of how it "came to your attention" but this is simply not
true It is true that this project will eventually be surrounded by other
commercial interests and/or projects but those interests or projects have
not been defined at this time , There have been several conceptual
master plans prepared but we are not aware of any final masterplan and
none has been submitted to the Town of Shallotte for approval The
submittal and approval of a masterplan by the Town of Shallotte must
precede any further development on this property since the town has
determined that any further building requires such,a plan The present
project, The Family Entertainment Center of Shallotte (FEC),, is the only
definitive project that exists in reality at this point in time and
therefore does not qualify as being under a common plan of development
under the regulation 15A NCAC 2H 1003(b) This regulation was created
to prevent owners and developers from "piecemealmg" a large tract of,
land into smaller projects to avoid compliance with the regulations
This is not the case here

Ms Lau
August 27, 2008
Page Two Family Entertainment Center
Stormwater Permit SW8 080527
4 The proposed stormwater pond has been designed with excess capacity in
it and was maximized in the area where it is sited The pond will treat
all pervious and impervious surfaces draining into it as designed At a
future time, when a development masterplan is finalized, submitted, and
approved by the Town of Shallotte, a stormwater masterplan will be
developed Future areas draining into this pond will be justified by
stormwater calculations and submitted for offsite permit(s) up to the
impervious surface area which can be treated in this pond Since it is
unknown at this time, as to what the future uses are and configuration
of the impervious surfaces will be, it is impossible to determine where
the project boundaries (for stormwater treatment purposes) for this pond
will be It is possible to grade future projects and to,collect stormwater
and pipe it into this system as needed Simply to "assume" some
arbitrary percentage at build -out is not *fair, not realistic, and does not
apply efficient design principles
A general statement of how the entire tract boundary will likely be
approached for stormwater management can be described as follows
- During the preliminary planning stages, we have identified several
existing large ponds on property owned by Dr Ward on the opposite side
of NC130 which will be used for a portion of the stormwater management
program Additionally, our plan is to encourage LID techniques and the
whole gamut of BMP techniques, including the construction of
additional stormwater ponds, where needed This can -only -be -quantified=
and--developed-further_when_the-overall masterplan-has-been-completed
tsubmftted-and--a`ppioved-y-the Town-of-Shallotte
5 We have revised Sheet 3 of 5 of the plans to reflect the correct elevations
as reflected on the application supplements and in the calculations We
lowered the first rectangular weir (control of the post- contstruction 1-
year, 24-hour storm to preconstruction runoff flow rate required by local
ordinances) to an elevation of 7 0 feet
6 The soils report is attached
7 All impervious surface drams to the stormwater pond Please note the
spot elevations on Sheet 1 of 5 of the plans along the gutter and the
grades of the top of the drop inlet grates indicating that stormwater
runoff will easily drain into the drop inlets
8 We have attached only the revised sheets and pages Also enclosed is the
soils report which indicates the same information previously provided on
another soils report but which did not specifically address the Seasonal
High Water Table (SHWT) This report does address the SHWT and it is
clear that the proposed stormwater `pond will not adversely affect
adjacent wetlands while operating as designed without adverse influence
from the SHWT

Ms. Lau Page Three Family Entertainment Center
August 27, 2008 Stormwater Permit SW8 080527
We appreciate your attention and assistance in this matter Should you
have any comments or require any additional information, please do not
hesitate to contact our office at your convenience
Sincerely,
Houston, P E
Houston and Associates, P A
Enclosures
pc Mr Brian McCall, East Coast Entertainment of Shallotte -
Dr John D Ward
File, 07-1084 (Family Entertainment Center - SW)
r
r ,

Telephone [phone]
Facsimile [phone]
HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE NORTH CAROLINA 28459
117 Pine Street
Post Office Box 627
Wednesday, August 27, 2008
Ms. Aisha H. Lau, Environmental Engineer
Division of Water Quality
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject Family Entertainment Center - East Coast Entertainment of
Shallotte, LLC
Stormwater Permit SW8 080527 - Additional Information Submittal
Dear Ms Lau
In response to your additional information letter of July 30, 2008,
received on August 4, 2008, we are submitting for your review and approval two
(2) copies each of the revised stormwater plans (Sheet 3 of 5 was revised),
revised stormwater application, sheet 3 of 4 (Basin Diagram) of the Pond
Supplement, and a soils report that was recently completed All other
documents, including the stormwater calculations, remain unchanged
With regard to the numbered comments in your letter, we offer the
following responses in the same order
1 Please find the revised and executed application included within this
submittal
2 Per comment 1 above, the Mr McCall's title is included on the
application
3 This project is NOT under a common plan of development at this time
We are not sure of how it "came to your attention" but this is supply not
true It is true that this project will eventually be surrounded by other
commercial interests and/or projects but those interests or projects have
not been defined at this time There have been several conceptual
master plans prepared but we are not aware of any final masterplan and
none has been submitted to the Town of Shallotte for approval The
submittal and approval of a masterplan by the Town of Shallotte must
precede any further development on this property since the town has
determined that any further building requires such a plan The present
project, The Family Entertainment Center of Shallotte (FEC), is the only
definitive project that exists in reality at this point in time and
therefore, does not qualify as being under a common plan of development
under the regulation 15A NCAC 2H 1003(b) This regulation was created
to prevent owners and developers from "piecemealing" a large tract of
land into smaller projects to avoid compliance with the regulations
This is not the case here

Ms Lau
r
August 27, 2008
Page Two Family Entertainment Center
Stormwater Permit SW8 080527
4 The proposed stormwater pond has been designed with excess capacity in
it and was maximized in the area where it is sited The pond will treat
all pervious and impervious surfaces draining into it as designed At a
future time, when a development masterplan is finalized, submitted, and
approved by the Town of Shallotte, a stormwater masterplan will be
developed Future areas draining into this pond will be justified by
stormwater calculations and submitted for offsite permit(s) up to the
impervious surface area which can be treated in this pond Since it is
unknown at this time, as to what the future uses are and configuration
of the impervious surfaces will be, it is impossible to determine where
the project boundaries (for stormwater treatment purposes) for this pond
will be It is possible to grade future projects and to collect stormwater
and pipe it into this system as needed Simply to "assume" some
arbitrary percentage at build -out is not fair, not realistic, and does not
apply efficient design principles
A general statement of how the entire tract boundary will likely be
approached for stormwater management can be described as follows
During the preliminary planning stages, we have identified several
existing large ponds on property owned by Dr Ward on the opposite side
of NC130 which will be used for a portion of the stormwater management
program Additionally, our plan is to encourage LID techniques and the
whole gamut of BMP techniques, including the construction of
additional stormwater ponds, where needed This can only be quantified
and developed further when the overall masterplan has been completed,
submitted and approved y the Town of Shallotte
5 We have revised Sheet 3 of 5 of the plans to reflect the correct elevations
as reflected on the application supplements and in the calculations We
lowered the first rectangular weir (control of the post-contstruction 1-
year, 24-hour storm to preconstruction runoff flow rate required by local
ordinances) to an elevation of 7 0 feet
6 The soils report is attached
7 All impervious surface drams to the stormwater pond Please note the
spot elevations on Sheet 1 of 5 of the plans along the gutter and the
grades of the top of the drop inlet grates indicating that stormwater
runoff will easily drain into the drop inlets
8 We have attached only the revised sheets and pages Also enclosed is the
soils report which indicates the same information previously provided on
another soils report but which did not specifically address the Seasonal
High Water Table (SHWT) This report does address the SHWT and it is
clear that the proposed stormwater pond will not adversely affect
adjacent wetlands while operating as designed without adverse influence
from the SHWT

Ms. Lau Page Three Family Entertainment Center
August 27, 2008 Stormwater Permit SW8 080527
We appreciate your attention and assistance in this matter Should you
have any comments or require any additional information, please do not
hesitate to contact our office at your convenience
Sincerely,
JHWouston,�P E
Houston and Associates, P A
Enclosures
pc Mr Brian McCall, East Coast Entertainment of Shallotte
Dr John D Ward
File, 07-1084 (Family Entertainment Center - SW)

PROTOCOL SAMPLING SERVICE, INC.
iuuna attr %
F� P O Box 31133, Raleigh, NC 27622 • [phone] / Fax [phone]
CERTIFIED
cwu
August 26, 2008
Mr Jay R Houston, P E
Houston & Associates, P A
Consulting Engineers
Post Office Box 627
Shallotte, North Carolina 28459
Re Storm Water Retention Ponds Soil Investigation
Proposed Family Entertainment Center
Shallotte, Brunswick County, North Carolina
Protocol Project 408-48
Dear Mr Houston
The following Soil Investigation Is submitted to assist in a site assessment for a proposed storm water
retention pond located adjacent to NC Highway 130, Shallotte, Brunswick County, North Carolina
SITE HISTORY AND PHYSICAL CHARACTERISTICS
The tract is currently developed and is adjacent to a Lowes Building Supply Warehouse and directly
adjacent to Mulberry Branch west of Shallotte, North Carolina Protocol Sampling Service, Inc of Raleigh, North
Carolina was hired to perform a cursory investigation to identify the depth to seasonal high water table and if any
restrictive layers are present in and around the storm water pond currently under construction Surface elevations
range from 20 to 4 feet msl across the study area
SOIL INVESTIGATION
The field survey was conducted on August 13, 2008 Two (2) soil borings were advanced to 84 inches
below land surface (bls) with a hand auger outside, inside and down gradient of the construction area Sod color was
determined with a Munsell Sod Color Chart The presence of fill or other disturbances, the depth to the seasonal
high water table, soil structure and consistence were noted All boring locations were marked in the field using the
Site Plan as a guide The borings were also checked for reduced colors, an anaerobic smell or obvious soil wetness
(typical Sod Profiles — attached)
FINDINGS
• The subject property contains sod belonging to the Marvyn series This series is a Kanhapludult or a sod in
which throughout one or more horizons with a thickness of 18mm within 75 min of the mineral sod surface
a fine earth fraction containing 30% or more particles 0 02 to 2 0 mm in diameter is present A sandy loam
and loamy sand aquifer was found underneath the clay (Bt) horizons in all three borings
The sod was found to have an apparent depth Lcseasonal high water -table of 30:inches bls in both bormgsD
The adjacent ditches have altered the depth to the seasonal high water table to below this depth which was
evidenced by a static water table depth below 84-inches bls in the soil borings outside and inside of the
construction area The static water table was found at an elevation of approximately 1 0' msl between the
constructed pond and the floodplam of the adjacent creek
The Bt layers would be considered restrictive, but since they have been removed dunitg-th_ po��
construction the static water table should equilibrate with the loamy sand layer tound at 45-mches bls or b
even deeper
DIRECT PUSH TECHNOLOGY (EARTHPROBE 200) • MONITOR WELL INSTALLATION • SOIL MAPPING
WETLAND DELINEATION • NC LICENSED WELL CONTRACTOR • NC LICENSED SOIL SCIENTIST • NGWA CERTIFIED WELL DRILLER

• The estimated infiltration rate through the subsurface sand is expected to exceed 1/2 mch/hour
Recommendations
• Since the restrictive clay layers have been removed during pond construction, lateral flow to the line sink
(Mulberry Branch) as well as the underlying sands has been created which will provide proper drainage of
the constructed pond and should keep the water level well below the seasonal high water table depth
The findings and recommendations presented herein are based on the site conditions observed during
performance of the field survey on August 13, 2008
Please call me at [phone] if you have any questions or need further assistance
Sincerely,
Protocol Sampling Service, Inc
a
David E Meyer, L S S
President
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Soil Profile Description
Family Entertainment Center - Profile 1
A 0 to 4 inches, brown (I OYR 5/3) loamy fine sand, granular, friable
BE 4 to 13 inches, yellowish brown (1 OYR 5/4) loamy sand, granular, friable
E' 13-16 inches, brownish yellow (I OYR 6/6) loamy coarse sand, granular, friable
Btl 16-30 inches, brownish yellow (1 OYR 6/6) sandy clay loam, subangular blocky,
friable with many, distinct red (2 5YR 4/8) concentrations
BC 30-45 inches, brownish yellow (1 OYR 6/6) sandy clay subangular blocky, firm
with many, distinct (2 5YR 4/8) concentrations and many, prominent gray (1 OYR
6/1) depletions
C 45-84 inches, multi -colored sandy loam and loamy sand subangular blocky,
friable
Sol] Series Marvyn
Landscape Coastal Plain
Landform Marine terrace
Parent Material Marine sediments
Drainage Class Moderately Well
Particle Size Class Loamy
Temperature Regime thermic
Subgroup Classification Typic Kanhapludults
Examination Method auger boring
Date August 13, 2008
Weather Overcast with light rain
Investigator David Meyer

Official Series Description - MARVYN Series
Page I of 3
I
LOCATION MARVYN AL+NC
Established Series
Rev RBM-PGM
03/97
MARVYN SERIES
The Marvyn series consists of deep, well drained, moderately permeable soils that formed in loamy
marine sediments on Coastal Plain uplands Slope ranges from 0 to 15 percent
TAXONOMIC CLASS Fine -loamy, kaolinitic, thermic Typic Kanhapludults
TYPICAL PEDON Marvyn loamy sand, on a smooth convex 2 percent slope, in a cultivated field
(Colors are for moist soil )
Ap--O to 7 inches, dark grayish brown (I OYR 4/2) loamy sand, weak fine granular structure, very
friable, many fine roots, 5 percent rounded gravel less than one inch in diameter, medium acid, abrupt
smooth boundary (5 to 12 inches thick)
BtI--7 to 15 inches, yellowish brown (I OYR 5/6) sandy loam, weak medium subangular blocky
structure, very friable, common fine roots, sand grains bridged and coated with clay, strongly acid, clear
smooth boundary
Bt2--15 to 30 inches, strong brown (7 5YR 5/6) sandy clay loam, weak medium subangular blocky
structure, friable, few fine roots, thin patchy clay films on faces of peds, strongly acid, clear smooth
boundary
Bt3--30 to 44 inches, brownish yellow (1 OYR 6/6) sandy clay, many medium prominent red (2 5YR
4/8) mottles, moderate medium subangular blocky structure, friable, few fine roots, thin patchy clay
films on faces of peds, very strongly acid, clear smooth boundary (Combined thickness of the Bt
horizon is 25 to 50 inches)
BC-44 to 53 inches, yellowish red (5YR 5/8) sandy clay, common medium prominent brownish yellow
(1 OYR 6/6) mottles in discontinuous bands, weak medium subangular blocky structure, friable, few fine
roots, thin patchy clay films on faces of peds, few fine flakes of mica, very strongly acid, abrupt smooth
boundary (4 to 12 inches thick)
C--53 to 60 inches, mottled red (2 5YR 4/8, 5/8), light olive brown (2 5Y 5/6) and light gray (10YR
7/2), average texture is sandy clay loam, red and brown parts are sandy loam and sandy clay loam, gray
parts are clay and sandy clay, colors and textures are in bands about one centimeter thick, massive,
grading to weak platy, friable, few to common flakes of nuca, very strongly acid, abrupt smooth
boundary (5 to 15 inches thick)
2C--60 to 72 inches, reddish yellow (7 5YR 6/8, 7/8) sandy loam, common medium prominent red
(2 5YR 4/8) mottles, massive, friable, few pockets of white clay, very friable, common to many flakes
of mica, very strongly acid
http //www2 ftw nres usda gov/osd/dat/M/MARVYN html
8/20/2008

Official Series Description - MARVYN Series
Page 2 of 3
TYPE LOCATION Lee County, Alabama, 2 5 miles west of Marvyn on U S Highway 80, 375 feet
southwest of the northeast corner of the SW IASE1/4 sec 23, T 17 N , R 26 E
RANGE IN CHARACTERISTICS Solum thickness ranges from 40 to 60 inches The soil is medium
acid to very strongly acid throughout, except where lime has been added There are few to common
flakes of nuca in the lower part of the Bt horizon and few to many in the BC and C horizons
The Ap or A horizon has hue of 1 OYR, value of 3 to 5, and chroma of 2 or 3 It is loamy sand, loamy
fine sand, sandy loam, or fine sandy loam
The E horizon, present in some pedons, has hue of I OYR, value of 5 or 6, and chroma 3 or 4 It is 3 to 8
inches thick and is loamy sand, loamy fine sand, sandy loam, or fine sandy loam
The BA or BE horizon, present in some pedons, has hue of 7 5YR or 1 OYR, value of 4 or 5, and chroma
of 4 to 8 Texture is sandy loam or sandy clay loam
The Bt horizon has hue of 7 5YR or 1 OYR, value of 5 or 6, and chroma of 4 to 8 It is distinctly or
prominently mottled with yellow, brown, or red in the lower part Texture is dominantly sandy loam or
sandy clay loam in the upper part, but ranges to sandy clay in the lower part of the Bt horizon The upper
20 inches of the kandic horizon averages less than 20 percent silt
the BC horizon has hue 1 OYR to 5YR, value of 5 or 6, and chroma of 4 to 8 , or it has no dominant
matrix color and is mottled in shades of yellow, brown, red, and gray Texture is mainly sandy clay or
sandy clay loam but ranges to sandy loam and is often stratified
The C horizon is generally thinly stratified and has no dominant matrix color Strata range in color from
red to gray and in texture from sandy loam to clay The coarser textured strata are generally reddish or
brownish in color, while the finer textured strata are generally grayish in color
The 2C horizon, where present, has yellow, red, brown, or white colors It is sandy loam or loamy sand
COMPETING SERIES These include the Cowarts and Springhill series in the same family and the
Apison, Cahaba, Durham, Empona, Euharlee, Granville, Hartsells, Kemnsville, Linker, Nauvoo, Pirum,
Smithdale, Spadra, Stnn tg own, Suffolk, and Vaucluse series in similar farrulies The Cowarts series
have a solum thickness of less than 40 inches The Cahaba, Smithdale, and Springhill series have hue of
5YR or redder throughout the Bt horizon The Apison, Hartsells, Linker, Nauvoo, and Pirum soils are
underlain by bedrock at a depth of less than 60 inches Durham and Granville soils have saprohte within
40 to 60 inches of the surface Emporia soils have mottles with chroma of 2 or less between a depth of
30 and 50 inches Euharlee soils have more than 30 percent silt in the control section Kempsville soils
have subsoil layers in which 20 to 60 percent of the matrix is brittle Spadra soils have Bt horizons with
hue redder than 7 5YR or have color value less than 5 Suffolk soils have moderately rapidly permeable
to rapidly permeable C horizons Stringtown soils contain fragments or strata of shale and sandstone in
the BC and C horizons Vaucluse soils have a dense, brittle horizon within 36 inches of the surface
GEOGRAPHIC SETTING Marvyn soils are on nearly level to strongly sloping topography of the
Coastal Plain uplands Dominant slope gradients are 2 to 5 percent but slopes range from 0 to 15
percent The soil formed in marine sediments Mean annual temperature near the type location is 65
degrees F, and mean annual precipitation is 54 inches
GEOGRAPHICALLY ASSOCIATED SOILS These are the competing Cowarts Senes and the
http //www2 ftw nres usda gov/osd/daVWMARVYN html 8/20/2008

Official Series Description - MARV YN Series
Page 3 of 3
Marlboro, Rumford, Uchee, and Wagram series on similar positions as the Marvyn soils and the
Wickham series on adjacent stream terraces Marlboro soils have a clayey particle -size control section
Rumford soils have a coarse -loamy particle -size control section Uchee and Wagram soils have a sandy
epipedon 20 to 40 inches thick Wickham soils have mixed mineralogy
DRAINAGE AND PERMEABILITY Well dramed, slow to medium runoff, permeability is moderate
in the subsoil and moderate to moderately slow in the substratum
USE AND VEGETATION Mostly cleared and used for the production of row crops, mainly cotton
Small areas are in pasture or in forests of mixed hardwoods and pines
DISTRIBUTION AND EXTENT Coastal Plain of Alabama, Georgia, North Carolina and South
Carolina It is moderately extensive
MLRA OFFICE RESPONSIBLE Auburn, Alabama
SERIES ESTABLISHED Lee County, Alabama, 1979
REMARKS This revision (6/89) changes the classification from Typic Hapludults to Typic
Kanhapludults in recognition of the low activity clay of the kandic horizon
Diagnostic horizons and features recognized in this pedon are
Ochric epipedon - the zone from the surface of the soil to a depth of approximately 7 inches (Ap
horizon)
Kandic horizon - the zone from approximately 7 to 53 inches (Btl, Bt2, 130, and BC horizons)
ADDITIONAL DATA Laboratory data for typifying pedon from Auburn University, Sample Number
S73AL-041-3-(1-7), and from the Alabama Highway Department S73AL-041-3-(1, 4, 7)
National Cooperative Soil Survey
USA
http //www2 ftw nres usda gov/osd/dat/M/MARVYN html 8/20/2008

Michael F Easley Governor
William G Ross Jr Secretary
North Carolina Department of Environment and Natural Resources
Coleen H Sullins Director
Division of Water Quality
July 30, 2008
Mr Brian McCall
East Coast Entertainment
205 8th Avenue North
North Myrtle Beach, SC 29582
Subject Request for Additional Information
Stormwater Project No SW8 080527
Family Entertainment Center of Shallotte
Brunswick County
Dear Mr McCall
The Wilmington Regional Office received a State Stormwater Management Permit
Application for Family Entertainment Center of Shallotte on May 30, 2008 A preliminary
review of that information has determined that the application is not complete The
following information is needed to continue the stormwater review
The signatures on the application and associated documents, such as O&M
and supplements, must be from either a member of a member -managed
LLC, or from a manager of a manager -managed LLC, per NCAC 2H 1003(e)
To ensure the applicant is a member or manager of the LLC, they must be
either registered with the NC Secretary of State or official supporting
documentation from the LLC must be provided If signatures by other
persons are desired, then a signed letter of authorization from the applicant
(member or manager) must be provided which includes the name, title,
mailing address and phone number of the applicant
The owner found on the NC Secretary of State's website under East Coast
Entertainment did not list yourself in its articles of incorporation However,
there was a LLC found with a name similar to that on the application with you
listed as a member organizer Please correct the application accordingly
(East Coast Entertainment of Shallotte, LLC)
2 Please provide your title within the LLC in section 12 of the application
3 Under regulation 15A NCAC 2H 1003(b) "Projects under a common plan of
development shall be considered as a single project and shall require
stormwater management in accordance with this Section " It has come to my
attention that this development is a portion of a development that is being
planned for a contiguous 119 acre tract of land Please provide a master
plan submitted for the entire development so that this portion can be viewed
in context with its surroundings
127 Cardinal Drive Extension Wilmington North Carolina 28405 3845
Phone [phone] / Fax [phone] / Internet h2o enr state nc us
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
NorthCarohna
;Vaturallry

East Coast Entertainment
July 30, 2008
Stormwater Application No SW8080527
4 Under regulation 15A NCAC 2H 1008(c)(1) "The size of the system must
take into account the runoff at the ultimate built -out potential from all
surfaces draining to the system, including any off -site drainage " Since
the 301,000 sf of offsite area draining to the pond is zoned similarly, it can
be assumed to have the same percentage of build -out —91 %), as the
proposed development Please provide at least one of the following to
account for the discrepancy of the actual potential build -out for the facility
versus what was shown in this application,
a Account for all of the potential build -out in all of the affected application
materials
b Divert some or all of the water around the project and account for it
appropriately in all affected application materials
c Provide recorded deed restrictions showing that the adjacent offsite
parcels have been deed restricted appropriately
5 Please ensure that the temporary pool elevation is shown consistently in
all application materials The temporary pool is shown at 7 0 msl in both
the supplement and calculations, but shown at 7 2 and 6 5 (Storage
Pool) on the plans
6 A soils report for all engineered systems is required The report should
contain the estimated Seasonal High Water Table (SHWT) elevation at
each proposed BMP location The soils report provided with this
application showed no information at the location of the proposed
stormwater pond The SHWT must be at or below the proposed
permanent pool elevation to assure that the necessary volume will be
available above the permanent pool
7 Please ensure that all BUA is draining to the treatment system A couple
of corners of the project, one of which shows dumpsters on it, don't
appear to be graded to drain to the treatment system
8 Please note that a revision to one number may have a domino effect on
other numbers, which may require revision of the applications,
calculations, supplements, plans, details, and associated documentation
Please verify all numbers are correct to ensure consistency in the
application documents
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 August 27,
2008, 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
Page 2 of 3

East Coast Entertainment
July 30, 2008
Stormwater Application No SW8080527
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@ncmail net
Sincerely,
Aisha H Lau
Environmental Engineer
ENB/ahl S\WQS\STORMWATER\ADDINFO\2008\080527 ju108
CC Mr Jay Houston, P E
Wilmington Regional Office
Page 3 of 3

SOSID 1054371
Date Filed 7/18/2008 11 12 00 AM
State of North Carolina Elamn F Marshall
North Carolina Secretary of State
Department of the Secretary of Stat C200818900460
Limited Liability Company
ARTICLES OF ORGANIZATION
Pursuant to §57C-2-20 of the General Statutes of North Carolina, the undersigned does hereby submit
these Articles of Organization for the purpose of forming a limited liability company
The name of the limited liability company is En a r 6"s r •f S/,.t//, vre, 6GG
If the limited liability company is to dissolve by a specific date, the latest date on which the
limited liability company is to dissolve (If no date for dissolution is specified, there shall be no
limit on the duration of the limited liability company)
The name and address of each person executing these articles of organization is as follows
(State whether each person is executing these articles oforganization in the capacity ofa
member, organizer or both Note This document must be signed by all persons listed here)
The street address and county of the initial registered office of the limited liability company is
Number and Street
City, State, Zip Code ✓Slate. 1 4T/t NG 2milty /J/ynlsa ICk.
The mailing address, if different from the street address, of the initial registered office is
40 9.X zti!, i4,/1,>� , Nc 7-"S9
6 The name of the initial registered agent is
Principal office information (Select either a orb)
a ❑ The limited liability company has a principal office
The street address and county of the principal Kai office of the limited liability company is
Number and Street .3y 9 1-14irrolle,
City, State, Zip Code ,S/.//orle , NL 7-8'Y74 County aN1i✓icK
The mailing address, if different from the street address, of the principal office of the corporation is
37-S E l{,'Sr (ems.. Ss/e
b ❑ The limited liability company does not have a principal office

Checkoneof the following
V (1) Member -managed LLC all members by virtue of their status as members shall be
managers of this limited liability company
(u) Manager -managed LLC except as provided by N C G S Section 57C-3-20(a), the
members of this limited liability company shall not be managers by virtue of their status as
members
Any other provisions which the limited liability company elects to include are attached
10 These articles will be effective uvon filme unless a date and/or time is specified
This is the Lirday of f� , 2008
,pp Signature RIER"1'FR
/:r,4A/'�c
✓ ORGANIZER
Type or Print Name and Title
NOTES
I Filing fee n S125 Thu document must be filed with the Secretary of State.
CORPORATIONS DIVISION P 0 Box 29622 RALEIGH, NC 27626-0622

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers ` 1 I'
SHALLOTTE NORTH CAROLINA 28459 `v Teivid
Telephone [phone],,,yyy 117 Pine Street
Facsimile [phone] Post Office Box 627
Wednesday, May 28, 2008
Ms L><nda Lewis, Environmental Engineer III
Division of Water Quality
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington. North Carolina 28405
PROJ #
MAY 3 0 2008
DWQ
Subject Family Entertainment Center - East Coast Entertainment of
Shallotte, LLC
Stormwater Permit - Additional Submittal
Dear Ms. Lewis
In response to your email message of May 20, 2008, we are submitting
for your review and approval two (2) copies each of the revised stormwater
plans, revised stormwater calculations, revised stormwater application,
proposed deed restriction sheet, and supplement sheets You already have a
check in the amount of $505 00 to cover the cost of the application fee
With regard to the numbered comments in your email, we offer the
following in the same order
1 The 3/27/2008 application has been used and we have presented the
information as you requested into onsite and offsite drainage areas
2 We normally use the BMP Manual to design ponds and the manual still
lists the design storm as 1 5" of runoff We have revised the calculations
and have made adjustments to the plans to reflect the 1 5" of runoff per
Session Law 2006-246
3 Attached are two pages from a soils report done for the project site in
late December, 2007 It is clear that the proposed permanent pool level
Is well above the SHWT and will actually recharge the groundwater table
in the vicinity of the pond The wetland finger that extends from
Mulberry Branch into the project site is surrounded on three sides by a
proposed bulkhead to protect the wetlands from the adjacent proposed
fill This bulkhead will create a basin effect whereby rainfall will be
"trapped" by the bulkhead The sheet piling for the bulkhead will extend
approximately 6' to 8' below the existing ground surface level which will
aid in preventing exfiltratron out of the wetland finger

Ms Lewis Page Two Family Entertainment Center
May 28, 2008 Stormwater Permit
We appreciate your attention and assistance in this matter Should you
have any comments or require any additional information, please do not
hesitate to contact our office at your convenience
Sincerely,
Houston, P E
Houston and Associates, P A
Enclosures
pc Mr Brian McCall, East Coast Entertainment of Shallotte
Dr John D Ward
File, 07-1084 (Family Entertainment Center - SW)

NCDENR Storm Water Calculations
for
Family Entertainment Center
Stormwater Pond #1
aj 'SEAL r:
818 _
C
;°,yGiNEOAR -\N
Prepared By
MDM Lois to(2 polo
CONSULTING ENGINEERS
Shallotte, North Carolina
May 2008

Family Entertainment Center
SW Pond
May 2008
Stormwater Pond
Design
i
Total Drainage Area
OAcres
1N%W
Impervious Area
Buildings
1=5Q0'
Acres
Pavement/Sidewalk
'C' FUTURE/OFFSITE
-4300
3�3500
Acres
Acres
Total
79300
Acres
% Impervious
65
%
SF
50:000 SF
K19305- SF
1146J 2 _ SF
345431 SF
Permanent Pool Average Depth _15 1 < — Average Depth Used
% TSS Removal - 90%
SA/DA ° `4 6S
Required SA 24,712 SF
Runoff J- T-15 Inches
"Simple Method"
Rv 064
Required Storage Volume 42,182 CF
Actual Normal Pool SA 26t88 SF (@ 5 5' MSL) OK
Depth of Storage 1 39 Feet
USE° T' Feet
SA @Storage Pool « 33,645SF (@ 7 0' MSL)
Provided Storage 45,401 CIF OK
Pond Elevations
Sediment Storage Elevation -2 MSL
Bottom Elev '�0 09d MSL
Permanent Pool 5 5 MSL
Storage Pool 700 MSL
Emergency Spillway 1060 MSL
Top of Pond 11 20 MSL
PP Average Depth = PP Volume/PP Surface Area
PP Average Depth = 509 ft USE -> 5

Family Entertainment Center
Drawdown Calculations
May 2008
Family Entertainment Center
Stormwater Pond Drawdown
AREAS (FTA2)
ORIFICE DIA NUMBER OF ORIFICES
INCHES 1 2 3
4
hX`e31 0 049 0 098 0 147 01961
TA INPUT
4AL POOL AREA =
-S OF RAINFALL =
4 AREA =
ZVIOUS AREA =
4AL POOL ELEVATION =
CE AREA =
AGE POOL AREA =
INCREMENT OF ROUTING =
CE COEF =
RESULTS
0 617 ACRES
INCHES
12 20 ACRES
7 93 ACRES
5 50 FEET
0 049 FEET'
07724 ACRES
2,0 HOURS
F COEF (Rv) =
064
TION OF POOL AT STORAGE =
700
FEET
1L POOL AREA =
26,889
FEET'
4E OF RUNOFF FROM RAINFALL =
42,182
FEET'
4E OF STORAGE =
45,401
FEET'
Orifice Sizma 1 5" Runoff Volume = 42,182 CF
Q, 2-day h 0`24�4 cfs
Q, 5-day s ;#p0'8i,�,'''cfs
3 0 inch Orifice Area = 7 06%inA2
0 049„ ftA2
Average Head = z"7,» ° .-"8 25tin
v
0 69 ft
Qactual= Ca(2gh)A(1/2)= 0.196 cfs
Q 2-day >= Qactual>=,Q,S-day
Orawdown,Time'=,$) i1`2 as d, ?-1`49f Da

STORMWATER POND DATA SUMMARY
Total Built -Upon Area (Ac )
793
Total SW Drainage Area (Ac)
1220
Impervious Area
Computed Runoff from 1 5" Rainfall (CF)
0
42,182
Provided Storage (CF)
45,401
712
Required Surface Area (SF)
,
26
26,645
Surface Area of Pond @ Normal Pool (SF)
Surface Area of Pond @ Storage Pool (SF)
SW Storage Depth (Feet)
1 S
Number of Orifices
1
3
Diameter of Orifice (Inch)
5 50
Elevation of Orifice Bottom (MSL)
Storage Pool Elev (MSL)
700
249
Approx Time for Drawdown (Days)
10-Year Routed Flowrate (CFS)
r"v'
Flood Pool Elevation @ Q10

-2
1,932
10 267
12 199
1
2 300
11 363
13,663
05
2 491
11 923
14,414
0
2 689
12 489
15 178
1
3 107
13 639
16 746
2
3 554
14 818
18 372
3
4 028
16 026
20 054
4
4 531
17,265
21 796
5
5 062
18,533
23 595
26�88949" ' fivil
6
5,885
24 947
30 832
65
6 196
25 751
31 947
y
� `s`6,b63-a
i66
-
7
26,98Z"
33,645
75
7 077
27 951
35 028
8
7 503
29 067
36 570
85
7 874
30 067
37 941
9
8 228
31 048
39 276
10
8 957
33 033
41 990
11
9 714
35 050
44 764
11 2
9 867
352459
45 326
Volumes
Volume Between
FOREBAY
MAIN
POND
Total
Forebay and Main Pond
(Ft- Ft)
(CF)
(CF)
(CF)
bottom ()1
2116
10815
12931
-1 -0
2495
11926
14421
0'S
19378
77555
96933
bottom -5
23988
100296
124284
<-
5 5 5
2600
10021
12621
5 5-6
2806
11625
14430
bottom -6
29394
121942
151335
<-
bottom - 5 5
26588
110317
136905
<
5 5' - 7' ,
9001
36400
'45401
<-
7 8'
7083
28025
35108
' TOTAChWVOLUME`,� 136905 CF ,
TOTAL FOREBAY VOLUME 26588 CF
% FOREBAY 1942 % — OK
CALCULATE AVERAGE DEPTH = PP VOLUME/PP SURFACE AREA
509 FEET — USE 5 FEET
Sediment Storage Elev
PP Elevation
SP Elevation
Volume at Bottom of Shelf
Volume at Top of Shelf
PP Volume
1 S" Storage Volume

STATE
Drainage Area Site DATA -- 1 Year Storm
rlandUseF ^
F-21
1, -(,.AC.„1 `E l�lc. ,.G
Cr•A3
CI
e V vy CNYywlt�Yrq
PILET
Inn',1...
0
000 095
0
98
0
Worts/Forest Good
531432
1220 03
366
70
854
0
0 00 04
000
89
0
Totals
531432
1220
366
854
c
0 30
I
CN =
70
�+land Use��j-y'a"_XFI{-2 kh sY, q �AC4�y;5�,�± i'r yC =
Ilc'#Ei75"ri l'rF
-„x r<
<C�AP_
-,. r
_.1•CN- J"g"- CNxAg L+
l� h�
rV f�":,-�A�aiS
a�YPEi .nil 2F'iF'f
,r
t� SWer"Pfi AI
POST
ImpeMous
345431
793 095
75335
98
777
Open Space Goad
186W 1
427 03
1 28M98623
74
316
0
000 04
0
80
0
Total
531432
1220
8 8r
3093
a =
0 72
I
CN =
90
DA _531432 FT 2
ImpeMous Area rrir Di AC
ImpeMous Area a 1°Oa !1jjI7 2
%Imp 0 AC
Hydraulic Ixogth �_-I000 c PT
Height Change' r.;115` -'^ iT
WATERSHED SLOPE %, 1'5 „ K %
C 030
Te 80 Min
11 5 742 in/hr
DA 53[432-. FT 2
ImpeMous Area
7 93 J AC
ImpeMous Arrs>
34543I .} FT•2
%Imp
65 0 AC
Hydmuec Length
Height Change `
(i 151", Ff
WATERSHED SLOPE --
�-I 5i� i %
C
072
To
80 Mtn
II
5 742 In/hr
PRE Runoff Depth
P= 37 I.I I 24hr Storm
IPREI CN= 70
S- 429
DEPTH IDI= (P 0 2S) 2AP10 BSI
D= 1 13 Inches
EsOmate Required Storage Volume = (Qpwt Qpm)•Tp 1 39 60
= 68218 Ft 3
S.KSZ b
POST Runoff Depth
P. 37 Inches 1yr 24hr Storm
(POST) CN. 90
S= 1 11
DEPTH IDI= (P 0 2S) 21p.0 8S)
D. 264 Inches
Time to Peak Tp
Tp- (435 D DA)/Qpost
Tp. 2764 Min
S Z
Contour Arta Incr Accum In S In Z Zest
3
20054
0
9
U
0
0
ow
4
21796
20925
20925
1
9 948699895
0
181
5
M595
22696
43621
2
t0 6832825
069315
258
6
30832
27214
70834
3
Il 16809439
109861
326
7
1 M645
1 3=9
103073
4
11 5431879
138629
3 90
75
1 i35028
'IM337 i
137409�
45
11183071716
150408
449
8
36570 _'_
1 '35799
173208
5 1
12 OB224846
160944
5 02
8 5
37941
13MS6
210464
5 5
12 25706752
IF 1 7M75
5 51,'
9
'39276
386M
249072
6
'12.42549729
r4-1 79176
598,4
t0
41990
40633
289705
7
12 57661844
194591
644
11
44764
43377
333082
8
12 71614398
2 07944
688
Slope m . 2 067686356 b = 207
Y Intercept, 8 727019083 Ks . e IY Intercept) Ka = 6167
R . 0 999591465

STATE
Cbt.i—.- Method for Boutin¢
1 Yenr Storm
slue/Storm Dote
flare = 21 M efs
Ks =
6167
g➢ost= 5061 cis
b=
207
T, = 27 64 min
PP Eltvatlon = f
5l54
Time Increment= 14 ` ndn
Starting Elcvatlnn=
it{�55
Riser IBnaI
Hsmel Om
OHflee
Leng0r III) =
t241 Diameter- <3R
Diameter llvl f
Clv=
3 Length litl=>`4T"'2
Inv Elev=,hE"r5b
Weir Ell
10.5 CC= 06
0011 We
Inv In =ft $Stiy4
Lcngth(in)- 24
Inv Out _ iw4 51 '
Length (RI =" ..532 4M ' i
a
Inv Elev= >'�T2 it t
Wd, Hclght (in)= 1 5 i
Ememgmey 9PO —Y
Lengm IRI •i�J�`40 ��
Elevevon ="Tc< I0.� }
TOP of Pend •Sfas"F 1_lg2{ vY
Cd• 06
w= 3
am O
(in),I
Diameterer (In1=
o
Inv Elev=
0
2od WEIR
Icnglh hnl •
84
Inv El, --14
94'92t
^e
Weir Hclght(in)=
16r4 r 1'
Tim,
IN.
St.ni a
Sr
Outflow
Rlx,
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2nd WEIR
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— Precipitation Frequency Data Server
Page 1 of 4
Precipitation Frequency Estimates inches)
ARI*
(years)
into
t0
min
15
min
30
min
60
min
120
3 hr
❑❑❑❑❑j�
6 hr
12 hr
24 hr
48 hr
d
d
10
day11
ZO
day
30
day
45
day
60
dad
min
�1
0 54
0 87
1 08
D9
E5
E2fl
2 36
2 98
3 49
4 07
4 67
5 13
5 80
6 50
8 72
10 81
13 40
16 26
0
0 65
1 03
1 30
180
2 25
2 70
2 88
3 63
4 25
4 93
5 65
6 18
6 99
7 78
10 39
12 84
15 83
19 13
F5
0 75
1 20
1 52
2 16
2 76
3 41
3 65
4 60
5 44
6 39
7 25
7 83
8 79
9 64
12 66
15 40
18 76
22 38
10
0 84
1 34
1 69
2 45
3 19
4 02
4 34
5 49
6 51
7 66
8 64
9 24
10 28
I 1 20
14 54
1748
2 ] 14
2494
25
0 94
1 50
1 90
2 82
3 76
4 86
5 33
6 75
8 08
9 63
10 75
11 35
12 48
13 44
17 20
20 36
24 39
28 39
50
102
163
2 07
3 11
4 22
575 9
6 20
7 88
9 48
11 37
12 61
13 IS
14 32
15 33
19 41
22 66
26 99
31 06
100
1 I l
1 76
2 23
3 41
4 70
6 38
Efl
97127
11 04
13 36
14 72
15 l6
16 33
17 36
21 73
25 04
29 64
33 74
200
1 1-
1 89
2 38
3 71
5 20
7 23
8 20
l0 51
12 80
15 63
17 09
17 38
18 53
19 56
24 19
27 50
32 35
36 42
500
1 30
2 06
2 59
4 12
5 91
8 47
9 78
12 60
15 49
19 14
20 73
20 88
21 72
22 75
27 70
30 90
36 06
39 99
1000
1 39
2 19
2 75
4 46
6 51
9 56
11 18
14 48
17 93
22.26
23 91
23 93
24 43
25 40
30 55
33 59
38 97
42 70
'These preapdabon frequency estimates are based on a oartW duration senes ARI Is the Average Recurrence Interval
Please refer to the documentation for mare infomwbon NOTE Fonnathng forces estimates near zero to appear as zero
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** ❑5 10 15 30 60 120 3❑❑6 12 24 �❑4 ❑7 10 20 30 45 60
(years) min min min min min min hr hr hr hr hr day day day day day day day
�059
094
117
161
200
242
261
329
390
448
512
557
623
697
934
1151
1421
1 116
0 70
1 12
1 40
1 94
2 43
2 95
3 17
4 00
4 73
5 44
6 19
6
7 52
8 36
11 14
13 68
16 80
20 24
F5
081
129
l64
232
298
371
400
507
6OS
703
797
853
946
1036
1358
1643
1993
2368
10
0 90
1 44
1 82
2 64
3 44
4 38
4 76
6 04
7 24
8 43
9 49
I0 07
Fl1 07
12 04
15 58
F18 64
22 45
2638
25
1 01
1 61
2 05
3 03
4 04
5 30
5 83
7 42
8 96
10 57
11 83
12 36
13 45
14 47
18 44
21 70
25 -
30 OS
50
1 10
1 76
2 22
3 35
4 54
6 09
6 -
8 65
10 50
12 49
13 93
14 36
15 45
16 52
20 83
24 22
28 71
32 92
100
1 19
1 90
2 40
3 67
5 OS
6 95
7 81
] 0 00
12 22
14 71
16 30
16 59
17 69
18 77
23 44
26 84
31 59
35 83
200
l 28
2 04
2 57
4 00
5 61
7 87
8 95
11 52
14 16
17 26
19 00
19 13
20 12
21 25
26 24
29 61
34 63
38 81
500
1 41
2 22
2 80
4 45
6 38
9 24
10 69
13 84
17 15
21 27
23 18
23 41
23 80
24 92
30 30
33 51
38 89
42 87
1000
1 51
2 38
2 98
4 83
7 OS
10 46
12 25
15 93
19 83
24 93
26 95
27 22
27 49
28 04
33 64
36 62
42 32
46 03
The upper bound of the confidence interval at 90%cen11dence level is the value which 5%of the srnulated quanale values for a given frequency are greater than
"These preopdabon frequency estimates are based on a partial duration sense. ARI is the Average Recurrence Interval
please refer to the dowmentabon for more informabon NOTE Fomratbng prevent; estimates near zero to appear as zero
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** F 10 15 30 60 120 �[h hr ���� 10 20 30 45 60
(years) min min mtn min min min hr hr hr hr hr day day day day 11 day 11 day 11 day
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LUMBER RIVER BASIN
Name of Stream Subbasm Stream Index Number Map Number Class
Meadow Branch
LBR51
14-12-6-2
123NW7
Meares Millpond
LBR56
15-2-6-3-2
J25NW7
Meetinghouse Branch
LBR59
15-25-2-6
L25NW3
Mercer Branch
LBR53
14-22-1-3-3
H23SW4
Middle Branch
LBR55
14-34-11-2
I21NES
Middle Dam Creek
LBR59
15-25-2-13
L25NW6
Middle River
LBR59
15-25-1-12-2
K25SE5
Middle Swamp
LBR58
15-4-1-1-2-4
J24NE5
Middle Swamp
LBR59
15-25-1-6-4
K26SE4
Midway Branch
LBR59
15-25-1-6-1
L26NW3
M111 Branch
LBR51
14-6
I22NW4
Mill Branch
LBR52
14-10-6 6
I22NE1
Mill Branch
LBR51
14-12-5
I22NE9
Mill Branch
LBR54
14-30-5
J22NW3
Mill Branch
LBR54
14-30-10
J22SE1
Mill Branch
LBR51
14-31-1
K23NW5
Mill Branch
LBR57
14-31-1
K23NW5
M111 Branch
LBR58
15-4-1-1-2-3
I24SE7
Mill Branch
LBR58
15-4-1-3
J24NW5
Mill Branch
LBR58
15-4-4
J24NW7
Mill Branch
LBR58
15-4-11-1
J24SW8
Mil Branch
LBR57
15-7-7
K24NE9
Mill Branch
LBR57
15-14-1
K25SW7
Mill Branch
LBR57
15-17-1-12-1-6-1
K23NE3
Mill Branch (Mill Pond)
LBR51
14-27-7
J23SW4
Mill Branch Swamp
LBR57
15-17-1-12-3-1
K23NE5
Mill Creek
LBR59
15-25-1-18-(1)
L26NW1
Mill Creek
LBR59
15-25-1-18-(2)
L26NW4
Mill Creek (MCLeods Lake)
LBR55
14-32-3
H20NW6
Mill Race
LBR58
15-4-1-1-1-1
124SWB
Mill Swamp
LER51
14-18
I23SWB
Mill Swamp
LER53
14-22-9
123NE7
Milliken Swamp
LBR57
15-14-3
K25SW4
Mire Branch
LBR58
15-4-8-5
J23SE9
Mirey Branch
LBR53
14-22-2-1
H22SE5
Miry Branch
LBR54
14-30-7-5
J22NE1
Kitchell Swamp
LBR55
14-35
I21SEB
Moccasin Branch
LBR53
14-22-11-5
123SE2
Mollie Branch
LBR58
15-4-8-8
J24SW1
Mollie Swamp
LBR57
15-17-1-12-4
K24NW7
Monte Swamp
LBR57
15-17-1-12
K24NW8
Morgan Ponds
LBR54
14-30-11-2-1
J22MW8
Moss Gill Lake
LBR50
14-2-12-3
G21SW7
Moss Neck Swamp
LBR51
14-9-3-(1)
I22NW2
Moss Neck Swamp
LBR51
14-9-3-(2)
I22NW2
Mountain Creek
LBR50
14-2-16-(2)
G21SE4
Mountain Creek (Mountain Lake)
LBR50
14-2-16-(1)
G21SE7
Muddy Branch
LBR57
15-7-2
K25SW6
Mulberry Branch
LBR59
15-25-2-7
K25SE7
Mullet Creek
LBR59
15-25-1-19
L26NW5
Muster Branch
LBR50
14-2-11-2-1-2
G21NW5
Naked Creek
LBR50
14-2-6
G20NW1
Nucxtt Branch
LBR59
15-25-1-9
K26SW8
Old Field Branch
LBR53
14-22-3-3
123NW1
C Sw
C Sw +
C, Sw
C, Sw
C, Sw
SC, HQW
C, Sw
C, Sw
C Sw
C, Sw
C
WS-IV,Sw
C, Sw
C, Sw
C Sw
C, Sw
C Sw
C, Sw
C Sw
C, Sw
C, Sw
C, Sw
C Sw
C, Sw
C, SW
C, Sw
C, Sw, HQW
SA, HQW
C
C. Sw
C, Sw
C, SW
C, Sw
C, Sw
C. Sw
C, Sw
C, SW
C, Sw
C, Sw
C, Sw
C, Sw
B, SW
C
C, Sw
WS-IV, Sw
C if
R/o= I
B
C, SW
C,Sw
$A, HQW @
C
WS-II, ORW
C,Sw
C, Sw
Page 8 of 12

Family Entertainment Center
Drainage Basin Data
April 2008
BASIN
10
BAPERVIOUS AREA
BUILDING PAVEMENT
OFF SITE
TOTAL
AREA
TOTAL
IMPERVI US
WEIGHTED
C.
5
s
S
S
5
SW POND #1
100
0
0
0
71487
0
020
102
0
6467
0
G677
6467
093
103
0
4892
0
4892
4892
095
104
0
6600
0
6600
6600
095
105
0
7796
0
8134
7796
092
106
0
6681
0
7444
GG81
087
107
0
2450
0
2662
2450
089
108
0
3293
0
3937
3293
083
109
0
3293
0
3937
3293
083
110
0
3293
0
3937
3293
083
ill
0
3293
0
3937
3293
083
112
0
3293
0
3937
3293
083
113
0
3293
0
3937
3293
083
114
0
2696
0
3279
2696
082
115
0
4264
0
4476
4264
091
116
0
4288
0
4500
4288
091
117
0
4288
0
4500
4288
091
118
0
3597
0
3809
3597
091
119
0
9412
0
10869
9412
085
120
0
3293
0
3937
3293
083
121
0
3293
0
3937
3293
083
122
0
3293
0
3937
3293
083
123A
0
3293
0
3937
3293
083
1238
0
3293
0
3937
3293
083
124
0
2929
0
3459
2929
084
125
0
0
2996
3459
2996
085
126
0
3293
0
3937
3293
083
127
0
2578
0
3000
2578
084
128
0
0
2325
3000
2325
076
129
0
3293
0
3937
3293
083
130
0
3293
0
3937
3293
083
131
0
3293
0
3937
3293
083
132
0
3293
0
3937
3293
083
133
0
2578
0
3000
2578
084
134
0
0
2518
3000
2518
083
135
0
3293
0
3937
3293
083
136
0
3293
0
3937
3293
083
137
0
3293
0
3937
3293
083
138
0
3293
0
3937
3293
083
139
0
250B
0
3000
2508
083
140
0
0
2593
3000
2593
085
141
0
3293
0
3937
3293
083
142
0
2651
0
3968
2651
070
143
0
3477
0
3934
3477
086
150
12500
0
0
12500
12500
095
151
12500
0
0
12500
12500
095
152
12500
0
0
12500
12500
095
153
12500
0
0
12500
12500
095
FamOy Entertainment Center TOTALS
TOTALS (SF)
50000
149305
10432
304826
209737
072
TOTALS(AC)
115
343
024
700
48
072
Family Entertainment Center Totals Off Site includes Parlang and drive areas in basins 125
128 134 140
TOTALS FOR STORMWATER POND INO i101NG ALL PHASES ( FAMRy ENTERTAINMENT CENTER AND ALL FUTIM)
BASIN IMPERVIOUS AREA
TOTAL
TOTAL
WEIGHTED
I D BUILDING PAVEMENT
OFF STTE
AREA
IMPERVIOUS
C
(Sf) (sf)
(sf)
(sf)
(5f)
SW POND #1 (Including all Future/ORmte Drainage)
TOTALS SF) 50000 149305
14612G
531432
345431
069
TOTALS(AQ 115 343
335
122
793
069
Family Entertainment Center AREA - 230432 sf
Total Family Entertainment Center Impervious Area = 209737 sf
Project % Imp = 910 %
Total Pond Dmiruge Area = 531432 sf
Total Pond Impervious Area = 345431 sf
PaW % Imp - 65 %

Family Entertainment Center
Stone Drainage Flowrate Calculations
Apnl 2008
Storm Dram
ID
Contn6uting
Area
DMInage
Area
Impervious
Area
Weighted
'C'
Length
Slope
T�
hQ
QIQ
SF
SF
ft
ft/ft
min
In/hr
cfs
SW POND #1
SD100**
TOTAL DRAINAGE AREA
531432
345431
069
800
0 005
5 16
70
'24
42
SO101 ^
102 143 150 153
232423
209886
088
711
0 005
4 71
7 0
398
36
5D102**
102-106 150 153
58747
57436
093
590
0 005
408
7 0
158
24
SD103**
103 106 150 153
52070
50969
093
485
0 005
351
7 0
148
24
SD104`*
104-106 150 153
47178
46077
093
358
0 005
278
7 0
141
24
SD105**
105 106 150 153
40578
39477
093
212
0005
1 85
70
731
24
SO106.
106
7444
6681
087
100
0 005
1 04
7 0
80
24
SD107**
107-143151-152
173676
152450
086
699
0005
465
70
310
36
SD108**
108-142151-152
177186
155654
686
614
0005
421
70
31 5
30
S0109
109-112 151-152
40748
38172
090
193
GODS
1 73
7 0
5 9
15
SD110
110-112 151-152
36811
34879
091
131
0 005
1 28
7 0
54
15
SDI 11
111 112 151-152
32874
31586
092
122
0 005
1 21
7 0
49
15
SD112
112 151-152
28937
28293
093
60
0 005
0 70
70
4 3
15
SDI 13—
113-119 151 152
60370
56838
091
498
0 005
358
7 0
158
24
SD114**
114-119 151 152
56433
53545
091
478
0 005
3 47
70
153
24
SD715**
115-119 151-152
53154
50849
092
406
0 005
306
7 0
148
24
SD116**
116-119 151-152
48678
46585
092
334
0 005
263
7 0
142
24
SD117**
117-119 151-152
44178
42297
0 92
262
0 005
2 18
70
13 5
24
SDI 18**
118 119 152
39678
38009
0 92
190
0 005
1 70
7 0
129
24
SD719**
119
10869
9412
085
100
0 005
1 04
7 0
8 5
24
S0120**
120-142
87025
73220
083
502
0 005
3 60
7 0
186
30
SD121
121-125
18748
15750
033
193
0 005
1 73
7 0
2 5
15
SDI22
122-125
14811
12457
083
131
0 005
1 28
7 0
20
15
SD123A
123A B
7874
6586
083
122
0 005
1 21
7 0
1 0
12
SD123B
123E
3937
3293
083
60
0 005
070
7 0
05
12
SD124
124 125
6000
5225
085
87
0 005
0 93
7 0
08
12
SD125
125
3000
2647
086
60
0 005
070
7 0
04
12
SD7 26**
126-142
61340
51530
083
440
0 005
325
7 0
15 2
24
SD127
127 128
6000
4903
081
87
0 005
093
7 0
08
12
SD128
128
3000
2325
078
60
DOGS
070
7 0
04
12
SD129**
129-142
51403
43334
083
431
0 005
3 20
7 0
13 9
24
SD730**
130 142
47466
40041
0 83
369
0 005
284
7 0
13 4
24
SD131—
131-142
43529
36748
0 83
360
0 005
279
7 0
128
24
SD132**
132-142
39592
33455
083
298
0 005
2 41
7 0
123
24
SD133
133 134
6000
5096
084
87
0 005
093
7 0
08
12
SD 134
134
3000
2518
083
60
0 005
070
7 0
04
12
SD135'*
135-142
29655
25066
083
289
0005
235
70
110
24
SD736**
136-142
25718
21773
083
227
0005
195
70
105
24
SD137—
137-142
21781
18480
084
218
0 005
1 89
7 0
99
24
SD738**
138-142
17844
15187
084
156
0 005
1 46
7 0
94
24
SD 139
139 140
6000
5101
084
87
0 005
093
70
08
12
SD140
140
3000
2593
Gas
60
0 005
070
7 0
04
12
SDI 41 *'
141 142
7905
6793
084
147
0 005
1 40
70
81
24
SD142**
142
3968
3500
086
85
0 005
092
7 0
75
24
SD143
143
3934
3477
086
70
0 005
079
7 0
05
12
• SD 100 Q10 is the Routed Flow
•• NOTE Q10 VALUES INCLUDE AN ADDITIONAL 7 CFS FOR POSSIBLE FUTURE FLOW

Family Entertainment Center
Storm Drainage Inverts
April 2008
Storm Dram
Length
Inv In
Inv Out
Throat Elev,
Culvert Diam
I D
(Feet)
msl
(msl)
at Inv In
(inches)
SW POND #1
SDI 00
47
580
Soo
600
36
SD101
54
900
700
1750
42
SD102
78
947
900
1740
30
SD103
105
1000
947
15 98
24
SD104
127
1071
1000
15 73
24
SD105
146
11 44
1071
1573
24
5DI06
112
1200
1144
1648
24
SD107
12
1000
'9 50
1740
36
SD108
85
1060
1000
1750
36
SD109
9
11 00
1060
1750
15
SDI 10
62
1290
11 00
1750
is
SDI 11
9
1300
1290
1750
15
SDI 12
62
13 50
1300
1750
15
SDI 13
62
1095
10 60
1750
24
SDI 14
20
11 09
1095
1800
24
SDI 1 5
73
11 47
11 09
182
24
SDI 16
72
11 83
11 47
182
24
SDI 17
72
12 19
11 83
182
24
SDI 18
72
12 55
12 19
182
24
SDI 19
90
13
1255
179
24
SDI 20
112
11 09
106
18
30
SDI 21
9
11 2
11 09
18
15
SDI 22
62
127
11 2
18
is
SD123A
9
13 5
127
18
12
SD123B
62
14
135
18
12
SDI 24
56
13 3
127
179
12
SDI 25
27
13 5
133
179
12
SD126
62
114
1109
18
24
SD127
56
133
11 4
179
12
SD128
27
13 5
133
179
12
SD 129
9
11 49
11 4
18
24
SDI 30
62
11 8
11 49
18
24
SD131
9
11 89
11 8
18
24
SDI 32
62
122
11 89
18
24
SDI 33
56
133
122
179
12
SDI 34
27
13 5
133
179
12
SDI 35
9
1229
122
18
24
SDI 36
62
126
1229
18
24
SDI 37
9
12 69
126
18
24
SD138
62
13
1269
18
24
SDI 39
56
13 3
13
179
12
SD140
27
13 5
13 3
179
12
SD141
9
132
13
18
24
SD142
62
14
132
18
24
SD143
73
14
10
174
12

SD100
HEADWATER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
ffiMgx'241
NANNINGS n
)IA FOR CULVERT PIPE =
INCHES
)IA FOR RISER =
INCHES
_ENGTH OF CULVERT PIPE =
47 FEET
NV IN ELEV OF CULVERT =
S 80 FEET
NV OUT ELEV OF CULVERT =
5 00 FEET
NLET COEF FOR CULV PIPE FLOW =
6rsl" v�
NLET COEF FOR CULVERT INLET CONTROL Cx
USER WEIR ELEVATION =
(© FEET
NEIR FLOW COEF =
FAILWATER ELEVATION =
0 FEET
/FI OCITY=
3 40 FPS
101
ELEVATION CALCULATIONS
=LOWRATE =
8
CFS
HANNINGS n =
)IA FOR CULVERT PIPE =
42
INCHES
)IA FOR RISER =
INCHES
-ENGTH OF CULVERT PIPE =
54 FEET
NV IN ELEV OF CULVERT =
900 FEET
NV OUT ELEV OF CULVERT =
700 FEET
NLET COEF FOR CULV PIPE FLOW =
NLET COEF FOR CULVERT INLET CONTROL =1391,1
21SER WEIR ELEVATION
FEET
HEIR FLOW COEF =
iAILWATER ELEVATION =
6 00 FEET
VELOCITY=
4 14 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 050
HEADWATER ELEVATION = 780
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0 32
HEADWATER ELEVATION = 6 32
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/OI
HEADWATER ELEVATION ASSUMING INLET
HEAD = 074
HEADWATER ELEVATION = 11 49
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 047
HEADWATER ELEVATION = 647
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/OI
HEADWATER ELEVATION = #DIV/OI

Family Entertainment Center
P �
Subject Family Entertainment Center
From Linda Lewis <lmda lewis@ncmail net>
Date Tue, 20 May 2008 13 42 56 -0400
To Jay Houston <Jayhouston@atmc net>
CC Brian McCall <BM80allstar@aol com>
The Division received an incomplete stormwater permit application for the subject
project on May 12, 2008 Please submit the following information in order to accept
the application for review
1 Please use the newest version of the application form dated 3/27/2008, which
provides the ability to breakdown the drainage area into onsite and offsite Since
this application has offsite drainage, this would be a simple way to report the
offsite drainage area
2 Brunswick County is a Phase II county, therefore, unless the proposed project
has a vested development right dated prior to July 1, 2007, the project is subject
to the design criteria set forth in Session Law 2006-246 This will increase the
design storm to 1 5" and restrict outlet flow from the pond to no more than the 1
year 24 hour pre -development discharge rate
3 Please provide soils information in regard to the SHWT elevation The permanent
pool of the pond should be set within 6" of the SHWT to avoid draining off adjacent
wetlands
Please submit the requested information within the next 5 business days, or the
application will be returned
Linda
1 of 1 5/20/2008 1 43 PM

HOUSTON and ASSOCIATES, P.A.
t Consulting Engineers
SHALLOTTE NORTH CAROLINA 28459
Telephone [phone] Pine Street
Facsimile [phone] Post Office Box 627
Wednesday, May 7, 2008
Ms Linda Lewis, Environmental Engineer III
Division of Water Quality
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject Family Entertainment Center - East Coast Entertainment of
Shallotte, LLC
Brunswick County, North Carolina
Stormwater Permit Submittal
Dear Ms Lewis
On behalf of East Coast Entertainment of Shallotte, LLC, and' its
managing member, Mr Brian McCall, we are submitting for your review and
approval two (2) copies each of the stormwater plans, stormwater calculations,
stormwater application, proposed deed restriction sheet, and supplement
sheets
Enclosed is a check in the amount of $505 00 to cover the cost of the
application fee
We appreciate your attention in this matter Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience
MAY 1 � 2U08
Enclosures
Sincerely,
Houston, P E
to and Associates, P A
pc Mr Brian McCall, East Coast Entertainment of Shallotte, LLC
Dr John D Ward
File, 07-1084 (Family Entertainment Center - SW)

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
117 Pine Street
Post Office Box 627
Narrative/Project Description, (Family Entertainment Center, Shallotte)
The Family Entertainment Center project is located in southeast
Brunswick County, in Shallotte, North Carolina The Family Entertainment
Center is being developed now as Phase I Phase I will include a Stormwater
Pond that is engineered to treat future Impervious Area
Development of The Family Entertainment Center will be accompanied
with a curb and guttered entrance with catch basms/drop inlets and piping
The parking areas will include catch basins and piping One Stormwater Pond
has been enMo—rml
eatment The SW pond 1s designed to store the
required one of runof nd to meet all of NCDENR's requirements
The proposed er on out
tnto the nearby wetlands through a level
spreader The design of each BMP was done according to the NCDENR
Stormwater BMP Design Manual
The project area to be disturbed is slightly rolling with a consistent slope
from the southern project boundary to the northern project boundary The
Soil Survey of Brunswick County classifies the soil types within the project
boundaries as Foreston Runoff drains to the Mulberry Branch
This submittal is for a High Density Stormwater Permit for The Family
Entertainment Center
�JSEAL
9616

HION
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apn1 2008
FLOWRATE=
CFS
MANNINGS nDIA
01,116
FOR CULVERT PIPE=
INCHES
DIA FOR RISER=INCHES
LENGTH OF CULVERT PIPE =
78 FEET
INV IN ELEV OF CULVERT =
947 FEET
INV OUT ELEV OF CULVERT =
9 00 FEET
INLET COEF FOR CULV PIPE FLOW =rosoloo
INLET COEF FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
11 49 FEET
VELOCITY=
3 22 FPS
03
TER ELEVATION CALCULATIONS
HEADWATER ELEVATION ASSUMING INLET
HEAD — 045
HEADWATER ELEVATION = 11 17
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 034
HEADWATER ELEVATION = 11 83
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
NRATE =
CFS
NINGS n =
1-1-oa
HEADWATER ELEVATION ASSUMING INLET CON
FOR CULVERT PIPE =INCHES
FOR RISER =
INCHES
HEAD = 096
;TH OF CULVERT PIPE =
105 FEET
HEADWATER ELEVATION = 11 96
IN ELEV OF CULVERT =
10 00 FEET
OUT ELEV OF CULVERT =
947
T COEF FOR CULV PIPE FLOW =
ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL =WEIR
ELEVATION =
MHEADWATER
FEET
HEAD = 090
FLOW COEF =
HEADWATER ELEVATION = 12 73
WATER ELEVATION =
11 83 FEET
)CITY=
471 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
211BIM
BlIff ➢

I SD 104
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
CFS
MANNINGS n =
DIA FOR CULVERT PIPE=
INCHES
MI
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
127 FEET
INV IN ELEV OF CULVERT =
10 71 FEET
INV OUT ELEV OF CULVERT =
10 00 FEET ,
INLET COEF FOR CULV PIPE FLOW =
I
INLET COEF FOR CULVERT INLET CONTROL =A
RISER WEIR ELEVATION =
q FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
FEET
VELOCITY=
4 49 FPS
TAII WATER IiNKNAWN = 7FRn (0)
SD105
TER ELEVATION CALCULATIONS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 087
HEADWATER ELEVATION = 12 58
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 089
HEADWATER ELEVATION = 13 62
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/OI
HEADWATER ELEVATION = #DIV/01
NRATE =
CFS
NINGS n =
HEADWATER ELEVATION ASSUMING INLET CON
FOR CULVERT PIPE =
INCHES
IMINCHES
FOR RISER =
HEAD — 075
;TH OF CULVERT PIPE =
146 FEET
HEADWATER ELEVATION = 13 19
IN ELEV OF CULVERT =
11 44 FEET
OUT ELEV OF CULVERT =
10 71 FEET
T COEF FOR CULV PIPE FLOW =
0?5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL = Q°n
2 WEIR ELEVATION =
�0
FEET
HEAD = 082
t FLOW COEF =
w
HEADWATER ELEVATION = 1444
WATER ELEVATION =
FEET
)CITY=
417 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/OI
HEADWATER ELEVATION = #DIV/OI

106
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
FLOWRATE =
CFS
MANNINGS n =
Ab
DIA FOR CULVERT PIPE =
INCHES
DIA FOR RISER =
0- . 9 INCHES
LENGTH OF CULVERT PIPE =
112 FEET
INV IN ELEV OF CULVERT =
1200 FEET
INV OUT ELEV OF CULVERT =
17 44 FEET
INLET COEF FOR CULV PIPE FLOW =mwzo
INLET COEF FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF =
TAILWATERELEVATION =
14 44 FEET
VELOCITY=
2 55 FPS
107
ELEVATION CALCULATIONS
CFS
IANNINUS n =
"^'`g,wu 1,
IA FOR CULVERT PIPE =
r
43t INCHES
IA FOR RISER =
13 INCHES
ENGTH OF CULVERT PIPE =
12 FEET
IV IN ELEV OF CULVERT =
10 00 FEET
IV OUT ELEV OF CULVERT =
950 FEET
ILET COEF FOR CULV PIPE FLOW
ILET COEF FOR CULVERT INLET CONTROL =0
6
ISER WEIR ELEVATION =
Q
FEET
IEIR FLOW COEF =
+
AILWATER ELEVATION =
t t
FEET
ELOCITY=
439 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 028
HEADWATER ELEVATION = 13 28
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 027
HEADWATER ELEVATION = 1471
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 083
HEADWATER ELEVATION = 12 33
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 047
HEADWATER ELEVATION = 11 96
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/01

I SD 108
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apn1 2008
FLOWRATE _
CFS
MANNINGS n =
&IN
DIA. FOR CULVERT PIPE =
INCHES
DIA FOR RISER =INCHES
LENGTH OF CULVERT PIPE =
85 FEET
INV IN ELEV OF CULVERT =
10 60 FEET
INV OUT ELEV OF CULVERT =
1000 FEET '
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL =E
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
12 33 FEET
VFI OCITY=
4 46 FPS
SD109
TER ELEVATION CALCULATIONS
NRATE _
CFS
NINGS n =
L47�INCHES
FOR CULVERT PIPE =
FOR RISER =
INCHES
;TH OF CULVERT PIPE =
9 FEET
IN ELEV OF CULVERT =
11 00 FEET
OUT ELEV OF CULVERT =
1060 FEET
T COEF FOR CULV PIPE FLOW —
T COEF FORCULVERT INLET CONTROL2
WEIR ELEVATION =
R
FEET
I FLOW COEF =
WATER ELEVATION =
12 95 FEET
)CITY=
481 FPS
WATER IINKNr1WN = 7FRn (01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 086
HEADWATER ELEVATION = 12 96
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 062
HEADWATER ELEVATION = 1295
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/OI
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 1 00
HEADWATER ELEVATION = 12 62
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 060
HEADWATER ELEVATION = 13 56
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD — #DIV/OI
HEADWATER ELEVATION = #DIV/01

110
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apn1 2008
FLOWRATE =
CFS
MANNINGS n =
DIA FOR CULVERT PIPE=
1-11INCHES
INCHES
DIA FOR RISER=
LENGTH OF CULVERT PIPE =
62 FEET
INV IN ELEV OF CULVERT =
12 90 FEET
INV OUT ELEV OF CULVERT =
11 00 FEET
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
EFEET
FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
VELOCITY= 4 40 FPS
111
ELEVATION CALCULATIONS
CFS
4ANNINub n =
)IA FOR CULVERT PIPE =
W
INCHES
)IA FOR RISER =
INCHES
_ENGTH OF CULVERT PIPE =
9 FEET
NV IN ELEV OF CULVERT =
13 00 FEET
NV OUT ELEV OF CULVERT =
12 90 FEET
NLET COEF FOR CULV PIPE FLOW =
NLET COEF FOR CULVERT INLET CONTROL
21SER WEIR ELEVATION =
0"
FEET
NEIR FLOW COEF =
I-AILWATER ELEVATION =
14 38 FEET
IELOCITY=
3 99 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 084
HEADWATER ELEVATION = 1436
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 082
HEADWATER ELEVATION = 1438
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD - #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 069
HEADWATER ELEVATION = 1431
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD - 042
HEADWATER ELEVATION = 1479
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/01

112
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
FLOWRATE =
CFS
MANNINGS n =
1
DIA FOR CULVERT PIPE =
INCHES
DIA FOR RISER =
ti '0 INCHES
LENGTH OF CULVERT PIPE =
62 FEET
INV IN ELEV OF CULVERT =
13 50 FEET
INV OUT ELEV OF CULVERT =
1300 FEET
INLET COEF FOR CULV PIPE FLOW =
0
INLET COEF FOR CULVERT INLET CONTROL
= _ Q
RISER WEIR ELEVATION =
0(3 FEET
WEIR FLOW COEF =
0
TAILWATER ELEVATION =
14 79 FEET
VELOCITY=
3 50 FPS
SD113
TER ELEVATION CALCULATIONS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 053
HEADWATER ELEVATION = 14 65
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 052
HEADWATER ELEVATION = 15 31
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
VRATE =a
CFS
NINGS n =
Q_'01
HEADWATER ELEVATION ASSUMING INLET CON
FOR CULVERT PIPE _,
INCHES
FOR RISER =
INCHES
HEAD = 1 09
,TH OF CULVERT PIPE =
62 FEET
HEADWATER ELEVATION = 1304
IN ELEV OF CULVERT =
10 95 FEET
OUT ELEV OF CULVERT =
10 60 FEET
T COEF FOR CULV PIPE FLOW =
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL =2
WEIR ELEVATION =
FEET
j
HEAD = 085
I FLOW COEF =
HEADWATER ELEVATION = 13 80
WATER ELEVATION =
FEET
)CITY=
5 03 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/Oi
HEADWATER ELEVATION = #DIV/01

14
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apn1 2008
FLOWRATE =
CFS
HANNINGS n =
0
DIA FOR CULVERT PIPE =
h5
INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
20 FEET
NV IN ELEV OF CULVERT =
11 09 FEET
NV OUT ELEV OF CULVERT =
10 95 FEET
NLET COEF FOR CULV PIPE FLOW =
0� 5
NLET COEF FOR CULVERT INLET CONTROL = 16
dISER WEIR ELEVATION =
§O"0
FEET
HEIR FLOW COEF =
0
FAILWATER ELEVATION =
M
FEET
✓ELOCITY=
487 FPS
rAll WATFR IINI(N(1WN = 7FRn (Ol
SDI 15
HEADWATER ELEVATION CALCULATIONS
FLOWRATE—
f4 CFS
MANNINGS n =�01
DIA FOR CULVERT PIPE =
2 INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
73 FEET
INV IN ELEV OF CULVERT =
11 47 FEET
INV OUT ELEV OF CULVERT =
11 09 FEET
INLET COEF FOR CULV PIPE FLOW =OS
INLET COEF FOR CULVERT INLET CONTROL
= 0
RISER WEIR ELEVATION =
1 0 OD
FEET
WEIR FLOW COEF =
�0
TAILWATER ELEVATION =
14 43 FEET
VELOCITY=
4 71 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 1 02
HEADWATER ELEVATION = 13 11
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD — 063
HEADWATER ELEVATION = 1443
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 096
HEADWATER ELEVATION = 1343
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 078
HEADWATER ELEVATION = 15 21
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

Family Entertainment Center
Culvert Hydraulics
April 2008
SD116
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
R2 CFS
MANNINGS n =
0?Q112
DIA FOR CULVERT PIPE =
_ INCHES
DIA FOR RISER =
O INCHES
LENGTH OF CULVERT PIPE =
72 FEET
INV IN ELEV OF CULVERT =
11 83 FEET
INV OUT ELEV OF CULVERT =
11 47 FEET
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
a
FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
15 21 FEET
VELOCITY=
452 FPS
TAII WATER IINKNOWN = 7FRO (0)
17
TER ELEVATION CALCULATIONS
:LOWRATE =
CFS
AANNINGS n =
I)IA J,4JINCHES
FOR CULVERT PIPE=
)IA FOR RISER =
INCHES
_ENGTH OF CULVERT PIPE =
72 FEET
NV IN ELEV OF CULVERT =
12 19 FEET
NV OUT ELEV OF CULVERT =
11 83
NLET COEF FOR CULV PIPE FLOW =
S
NLET COEF FOR CULVERT INLET CONTROL
6
USER WEIR ELEVATION =
0
FEET
NEIR FLOW COEF =
0
FAILWATER ELEVATION =
15 93 FEET
/ELOCFFY=
430 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD - 088
HEADWATER ELEVATION = 1371
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 072
HEADWATER ELEVATION = 15 93
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 080
HEADWATER ELEVATION = 13 99
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 065
HEADWATER ELEVATION = 1658
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

ISD118
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
VRATE =
CFS
NINGS n =
FOR CULVERT PIPE _
V07�-'.4
INCHES
FOR RISER =
INCHES
rH OF CULVERT PIPE =
72 FEET
IN ELEV OF CULVERT =
1255 FEET
OUT ELEV OF CULVERT =
T2 19 FEET
F COEF FOR CULV PIPE FLOW =
Q
F COEF FOR CULVERT INLET CONTROL =
106
I WEIR ELEVATION =
ua;0
FEET
FLOW COEF =
WATER ELEVATION =
L65&
FEET
)CITY=
411 FPS
WATFR IINI(NOWN = 7FR0 (0)
SD119
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
CFS
MANNINGS n =
DIA FOR CULVERT PIPE=
INCHES
MINCHES
DIA FOR RISER =
LENGTH OF CULVERT PIPE =
90 FEET
INV IN ELEV OF CULVERT =
13 00 FEET
INV OUT ELEV OF CULVERT =
12 55 FEET
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL = 0
RISER WEIR ELEVATION =
M
;OQ
FEET
WEIR FLOW COEF =0
+.xx
TAILWATER ELEVATION =
17
FEET
VELOCITY=
2 71 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 073
HEADWATER ELEVATION = 1428
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 059
HEADWATER ELEVATION = 1717
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 032
HEADWATER ELEVATION = 1432
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 028
HEADWATER ELEVATION = 1745
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

ISM 20
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
LOWRATE = CFS
IANNINGS n = F�Aw
HEADWATER ELEVATION ASSUMING INLET
IA FOR CULVERT PIPE=INCHES
IA FOR RISER = INCHES HEAD = 062
ENGTH OF CULVERT PIPE = 112 FEET HEADWATER ELEVATION = 1296
JV IN ELEV OF CULVERT = 11 09 FEET
JV OUT ELEV OF CULVERT = 1060 FEET
JLET COEF FOR CULV PIPE FLOW =El
JLET COEF FOR CULVERT INLET CONTROL =
ISER WEIR ELEVATION = FEET
IEIR FLOW COEF =
AILWATER ELEVATION = 12 95 FEET
ELOCITY= 3 79 FPS
SD121
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
CFS
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0 53
HEADWATER ELEVATION = 1348
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
NINGS n =
HEADWATER ELEVATION ASSUMING INLET CON
FOR CULVERT PIPE _
WINCHES
INCHES
FOR RISER =
HEAD = 044
�T H OF CULVERT PIPE =
9 FEET
HEADWATER ELEVATION = 12 14
IN ELEV OF CULVERT =
11 20 FEET
OUT ELEV OF CULVERT =
1109 FEET
T COEF FOR CULV PIPE FLOW =
{Ot5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL =
0�6
R WEIR ELEVATION =
0
FEET
HEAD = 027
t FLOW COEF =
HEADWATER ELEVATION = 1376
WATER ELEVATION =
T
FEET
)CITY=
3 18 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/01

ISD122
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
NRATE =
CFS
ININGS n =
NIINCHES
HEADWATER ELEVATION ASSUMING INLET CON
FOR CULVERT PIPE _
INCHES
FOR RISER =
HEAD = 028
;TH OF CULVERT PIPE =
62 FEET
HEADWATER ELEVATION = 1348
IN ELEV OF CULVERT =
1270 FEET
OUT ELEV OF CULVERT =
11 20 FEET
T COEF FOR CULV PIPE FLOW =
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL =R
WEIR ELEVATIONFEET
r�-Q
HEAD = 032
FLOW COEF =
HEADWATER ELEVATION = 1408
WATER ELEVATION =
13 76 FEET
YF Y=
2 55 FPS
SD123A
ELEVATION CALCULATIONS
NRATE -
CFS
NINGS n =
EIINCHES
FOR CULVERT PIPE _
INCHES
FOR RISER =
TH OF CULVERT PIPE =
9 FEET
IN ELEV OF CULVERT =
13 50 kEET
OUT ELEV OF CULVERT =
12 70 FEET
T COEF FOR CULV PIPE FLOW =
Q 5
T COEF FOR CULVERT INLET CONTROL
tN6
R WEIR ELEVATION =
0(Q FEET
I FLOW COEF =
0
WATER ELEVATION =
1408 FEET
)CITY=
1 27 FPS
WATER IINIMMIN! = 7FRn (n)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 007
HEADWATER ELEVATION = 1407
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 004
HEADWATER ELEVATION = 14 12
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/01

ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
CFS
MANNINbi) 11 =
DIA FOR CULVERT PIPE=
INCHES
Ek'
DIA FOR RISER=
INCHES
LENGTH OF CULVERT PIPE =
62 FEET
INV IN ELEV OF CULVERT =
1400 FEET
INV OUT ELEV OF CULVERT =
13 50 FEET -
INLET COEF FOR CULV PIPE FLOW =
0`
INLET COEF FOR CULVERT INLET CONTROL = 10--- 0
m
6
RISER WEIR ELEVATION =
0.0,
FEET
WEIR FLOW COEF =0
TAILWATER ELEVATION =
V12
FEET
VELOCITY=
0 64 FPS
24
ELEVATION CALCULATIONS
CFS
IANNINhJ n =
"''SY 1'4
IA FOR CULVERT PIPE =
2
INCHES
IA FOR RISER =
0
INCHES
ENGTH OF CULVERT PIPE =
56 FEET
JV IN ELEV OF CULVERT =
1330 FEET
JV OUT ELEV OF CULVERT =
1270 FEET
JLET COEF FOR CULV PIPE FLOW =
Q^5
JLET COEF FOR CULVERT INLET CONTROL =„
,
ISER WEIR ELEVATION =
tk"Od
FEET
IEIR FLOW COEF =
AILWATER ELEVATION =
14 08 FEET
'ELOCITY=
1 02 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 002
HEADWATER ELEVATION = 14 52
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 002
HEADWATER ELEVATION = 1414
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 004
HEADWATER ELEVATION = 13 84
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 005
HEADWATER ELEVATION = 14 12
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/OI
HEADWATER ELEVATION = #DIV/OI

Family Entertainment Center
Culvert Hydraulics
Apn1 2008
SD125
HEADWATER ELEVATION CALCULATIONS
NRATE =
CFS
ININGS n =
FOR CULVERT PIPE _�
E2
INCHES
HEADWATER ELEVATION ASSUMING INLET CON
FOR RISER =
Y _ ? INCHES
HEAD = 001
3TH OF CULVERT PIPE =
27 FEET
HEADWATER ELEVATION = 1401
IN ELEV OF CULVERT =
1350 FEET
OUT ELEV OF CULVERT =
1330 FEET ,
T COEF FOR CULV PIPE FLOW =
fY5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL =�
_6
-
-
R WEIR ELEVATION =
FEET
HEAD = 001
t FLOW COEF =
0
HEADWATER ELEVATION = 14 13
WATER ELEVATION =
14 12 FEET
)CITY=
0 51 FPS
SD126
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
CFS
MANNINGS n =
JM4
DIA FOR CULVERT PIPE=
INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
62 FEET
INV IN ELEV OF CULVERT =
11 40 FEET
INV OUT ELEV OF CULVERT =
11 09 FEET
INLET COEF FOR CULV PIPE FLOW = -
INLET COEF FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
Ot FEET
3
WEIR FLOW COEF =`s
TAILWATER ELEVATION =
5 FEET
VELOCITY=
4 84 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 101
HEADWATER ELEVATION = 1341
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 078
HEADWATER ELEVATION = 1427
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD - #DIV/01
HEADWATER ELEVATION = #DIV/01

27
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
CFS
MANNINGS n =
IX
DIA FOR CULVERT PIPE =
INCHES
DIA FOR RISER =
, INCHES
LENGTH OF CULVERT PIPE =
56 FEET
INV IN ELEV OF CULVERT =
13 30 FEET
1NV OUT ELEV OF CULVERT =
11 40 FEET
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL
=LEMIFEET
RISER WEIR ELEVATION =
FEET
WEIR FLOW COEF =TAILWATER
ELEVATION =
VELOCITY=
1 02 FPS
TAII WATFR IINKN(1WN = 7FRn (0)
w
ELEVATION CALCULATIONS
CFS
AANNINUb n =
t'3siz'
AA FOR CULVERT PIPE =
INCHES
ff
AA FOR RISER =
INCHES
_ENGTH OF CULVERT PIPE =
27 FEET
NV IN ELEV OF CULVERT =
13 50 FEET
NV OUT ELEV OF CULVERT =
1330 FEET
NLET COEF FOR CULV PIPE FLOW =
NLET COEF FOR CULVERT INLET CONTROL =;yi
USER WEIR ELEVATION =
! FEET
NEIR FLOW COEF =
FAILWATER ELEVATION =
14 32 FEET
/ELOCITY=
0 51 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 004
HEADWATER ELEVATION = 1384
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 005
HEADWATER ELEVATION = 1432
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 001
HEADWATER ELEVATION = 1401
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 001
HEADWATER ELEVATION = 1433
HEADWATER ELEVATION ASSUMING WEIR FLOW
#DIV/01

ISD129
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
=13a91 CFS
IANNINGS n = og HEADWATER ELEVATION ASSUMING INLET
IA FOR CULVERT PIPE_ INCHES
IA FOR RISER = INCHES HEAD = 084
ENGTH OF CULVERT PIPE = 9 FEET HEADWATER ELEVATION = 13 33
JV IN ELEV OF CULVERT = 11 49 FEET
JV OUT ELEV OF CULVERT = 11 40 FEET
JLET COEF FOR CULV PIPE FLOW =
JLET COEF FOR CULVERT INLET CONTROL =
ISER WEIR ELEVATION = OF00 FEET
IEIR FLOW COEF =
AILWATER ELEVATION = 14 27 FEET
FI OCITY= 4 42 FPS
SD130
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
3a CFS
MANNINGS n =
Okfl1j
DIA FOR CULVERT PIPE =
r+ 2 INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
62 FEET
INV IN ELEV OF CULVERT =
11 80 FEET
INV OUT ELEV OF CULVERT =
11 49
INLET COEF FOR CULV PIPE FLOW -
0
f
INLET COEF FOR CULVERT INLET CONTROL =
O
RISER WEIR ELEVATION =
(i10 FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
1475 FEET
VELOCITY=
427 FPS
TAII WATFR IINI(NOWN = 7FRn (n)
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 048
HEADWATER ELEVATION = 1475
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 078
HEADWATER ELEVATION = 13 58
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 061
HEADWATER ELEVATION = 1536
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/OI

131
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apn1 2008
CFS
MANNINGS n
DIA FOR CULVERT PIPE =s
INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
9 FEET
INV IN ELEV OF CULVERT =
11 89 FEET _
INV OUT ELEV OF CULVERT =
11 80 FEET '
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
F1,6136
FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
FEET
VELOCITY=
407 FPS
132
ELEVATION CALCULATIONS
CFS
MANNINGS n =
- VShi G
DIA FOR CULVERT PIPE =
,
INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
62 FEET
INV IN ELEV OF CULVERT =
12 20 FEET
INV OUT ELEV OF CULVERT =
11 89 FEET
INLET COEF FOR CULV PIPE FLOW
INLET COEF FOR CULVERT INLET CONTROL —
�6
RISER WEIR ELEVATION =
@
FEET
WEIR FLOW COEF =
U
TAILWATER ELEVATION =
C
FEET
VELOCITY=
3 92 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 072
HEADWATER ELEVATION = 1361
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 041
HEADWATER ELEVATION = IS 77
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/Oi
HEADWATER ELEVATION — #DIV/Oi
HEADWATER ELEVATION ASSUMING INLET
HEAD = 066
HEADWATER ELEVATION = 1386
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 051
HEADWATER ELEVATION = 1629
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
ELi7Pl of

Family Entertainment Center
Culvert Hydraulics
Apnl 2008
ISD133
HEADWATER ELEVATION CALCULATIONS
LOWRATE =
0
CFS
IANNINGS n =
+cbd
HEADWATER ELEVATION ASSUMING INLET CONTROL
IA FOR CULVERT PIPE=
010
INCHES
IA FOR RISER=
INCHES
HEAD = 004
ENGTH OF CULVERT PIPE =
56 FEET
HEADWATER ELEVATION = 1384
JV IN ELEV OF CULVERT =
13 30 FEET
JV OUT ELEV OF CULVERT =
12 20 FEET
JLET COEF FOR CULV PIPE FLOW =2-0111
HEADWATER ELEVATION ASSUMING PIPE FLOW
JLET COEF FOR CULVERT INLET CONTROL ISER WEIR ELEVATION = FEET HEAD = 005
IEIR FLOW COEF = HEADWATER ELEVATION = 1634
AILWATER ELEVATION = 1629 FEET
ELOCTTY= 1 02 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD134
HEADWATER ELEVATION CALCULATIONS
NRATE _
- Q�4
CFS
NINGS n =
�
0 012
HEADWATER ELEVATION ASSUMING INLET
FOR CULVERT PIPE =
i
INCHES
FOR RISER =
* p
INCHES HEAD = 001
TH OF CULVERT PIPE =
27 FEET HEADWATER ELEVATION = 1401
IN ELEV OF CULVERT =
1350 FEET
OUT ELEV OF CULVERT =
1330 FEET
T COEF FOR CULV PIPE FLOW = TP,094
T COEF FOR CULVERT INLET CONTROL2 WEIR ELEVATION =FEET
I FLOW COEF =
WATER ELEVATION = Z—J 3 j4 FEET
)CITY= 0 51 FPS
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 001
HEADWATER ELEVATION = 1634
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
HEADWATER ELEVA
#DIV/0f

135
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
FLOWRATE =
CFS
MANNINGS n =
IIINCHES
DIA FOR CULVERT PIPE =INCHES
DIA FOR RISER =
LENGTH OF CULVERT PIPE =
9 FEET
INV IN ELEV OF CULVERT =
1229 FEET
INV OUT ELEV OF CULVERT =
1220 FEET
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FORCULVERT INLET CONTROL
=RISER
Evoll
WEIR ELEVATION
FEET
WEIR FLOW COEF =
TAILWATER ELEVATION =
16 29 FEET
VELOCITY=
3 50 FPS
TAR WATER IINKNOWN = 7FRn fm
r-1
ELEVATION CALCULATIONS
CFS
AANNINGS n =
- U:F7 r
)IA FOR CULVERT PIPE =
INCHES
)IA FOR RISER =
INCHES
-ENGTH OF CULVERT PIPE =
62 FEET
NV IN ELEV OF CULVERT =
12 60 FEET
NV OUT ELEV OF CULVERT =
12 29 FEET
INLET COEF FOR CULV PIPE FLOW =
INLET COEF FOR CULVERT INLET CONTROL
=21SER
WEIR ELEVATION
FEET
M
NEIR FLOW COEF =
FAILWATER ELEVATION =
16 59 FEET
/FLOCITY=
3 34 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 053
HEADWATER ELEVATION = 13 82
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 030
HEADWATER ELEVATION = 16 59
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 048
HEADWATER ELEVATION = 1408
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD - 037
HEADWATER ELEVATION = 1697
HEADWATER ELEVATION ASSUMING WEIR FLOW
oll-2
#DIV/01
#DIV/01

Family Entertainment Center
Culvert Hydraulics
Apni 2008
SD137
HEADWATER ELEVATION CALCULATIONS
FLOWRATE —
CFS
MANNINGS nDIA
FOR CULVERT PIPE _INCHES
MIINCHIES
DIA FOR RISER=
LENGTH OF CULVERT PIPE =
9 FEET
INV IN ELEV OF CULVERT =
12 69 FEET
INV OUT ELEV OF CULVERT =
12 60 FEET '
INLET COEF FOR CULV PIPE FLOW =
Oa5
INLET COEF FOR CULVERT INLET CONTROL = o6
RISER WEIR ELEVATION =
u©'0Q
FEET
WEIR FLOW COEF =
�0
TAILWATER ELEVATION =
1i6 9r
FEET
VELOCITY=
3 15 FPS
TAII WATER IINKNnWN = 7FRn (Ol
U."
ELEVATION CALCULATIONS
CFS
MANNING) n =
V" F4
DIA FOR CULVERT PIPE =
;
INCHES
DIA FOR RISER =
K
"
INCHES
LENGTH OF CULVERT PIPE =
62'FEET
INV IN ELEV OF CULVERT =
13 00 FEET
INV OUT ELEV OF CULVERT =
12 69 FEET
INLET COEF FOR CULV PIPE FLOW =
6i"
INLET COEF FOR CULVERT INLET CONTROL =
0
RISER WEIR ELEVATION =
JVQ FEET
WEIR FLOW COEF =
0
TAILWATER ELEVATION =
17 21 FEET
VELOCITY=
2 99 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 043
HEADWATER ELEVATION = 1412
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 025
HEADWATER ELEVATION = 1721
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 039
HEADWATER ELEVATION = 1439
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 030
HEADWATER ELEVATION = 17 51
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

39
TER ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apn1 2008
"AAM` BICFS
MANNINUi > n =
fJzu I,G
DIA FOR CULVERT PIPE =
INCHES
,,
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
56 FEET
INV IN ELEV OF CULVERT =
1330 FEET
INV OUT ELEV OF CULVERT =
1300 FEET
INLET COEF FOR CULV PIPE FLOW =
,0.
INLET COEF FOR CULVERT INLET CONTROL - }� = _
RISER WEIR ELEVATION =
0 4Q
FEET
WEIR FLOW COEF =
u a
TAILWATER ELEVATION =
1751 FEET
VELOCITY=
1 02 FPS
40
TER ELEVATION CALCULATIONS
CFS
AANNINL3b n =
! ' e-I v
)IA FOR CULVERT PIPE =
1
INCHES
)IA FOR RISER =
INCHES
_ENGTH OF CULVERT PIPE =
27 FEET
NV IN ELEV OF CULVERT -
13.50 FEET
NV OUT ELEV OF CULVERT =
13 30 FEET
INLET COEF FOR CULV PIPE FLOW =
.T�
INLET COEF FOR CULVERT INLET CONTROL - 0
USER WEIR ELEVATION =
i1gQ4
FEET
NEIR FLOW COEF =
ffi'
rAILWATER ELEVATION =
1Sy
FEET
/ELOCITY=
051 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD = 004
HEADWATER ELEVATION = 1384
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 005
HEADWATER ELEVATION = 1756
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD - #DIV/OI
HEADWATER ELEVATION = #DIV/01
HEADWATER ELEVATION ASSUMING INLET CONTROLI
HEAD = 001
HEADWATER ELEVATION = 1401
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD - 001
HEADWATER ELEVATION = 1757
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

14
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
NRATE _
CFS
NINGS n =
HEADWATER ELEVATION ASSUMING INLET CONTROL
FOR CULVERT PIPE =
INCHES
MINCHES
FOR RISER =
HEAD = 029
3TH OF CULVERT PIPE =
9 FEET
HEADWATER ELEVATION = 1449
IN ELEV OF CULVERT =
1320 FEET
OUT ELEV OF CULVERT =
1300 FEET
T COEF FOR CULV PIPE FLOW =
0 5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL
= :6
R WEIR ELEVATION =
* FEET
HEAD = 0 16
FLOW COEF =
`� t
HEADWATER ELEVATION = 1768
WATER ELEVATION =
V7155 FEET
)CITY=
2 58 FPS
142
ELEVATION CALCULATIONS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/Oi
HEADWATER ELEVATION = #DIV/Oi
NRATE =
CFS
NINGS n =
HEADWATER ELEVATION ASSUMING INLET CON
FOR CULVERT PIPE _
W7—
INCHES
FOR RISER =
INCHES
HEAD = 025
NTH OF CULVERT PIPE =
62 FEET
HEADWATER ELEVATION = 15 25
IN ELEV OF CULVERT =
14.00 FEET
OUT ELEV OF CULVERT =
13.20 FEET
T COEF FOR CULV PIPE FLOW =
0 5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF FOR CULVERT INLET CONTROL
= x
R WEIR ELEVATION =
6"
FEET
HEAD = 019
t FLOW COEF =
HEADWATER ELEVATION = 1787
WATER ELEVATION =
1768 FEET
)CITY=
239 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/Oi

143
ELEVATION CALCULATIONS
Family Entertainment Center
Culvert Hydraulics
Apnl 2008
FLOWRATE
CIRRI ;rQCFS
MANNINGS n =
O�fl'T
_
DIA FOR CULVERT PIPEsil
INCHES
DIA FOR RISER =
INCHES
LENGTH OF CULVERT PIPE =
73 FEET
INV IN ELEV OF CULVERT =
1400 FEET
INV OUT ELEV OF CULVERT =
TO 00 FEET
INLET COEF FOR CULV PIPE FLOW =
Q
INLET COEF FOR CULVERT INLET CONTROL = 0�6
RISER WEIR ELEVATION =
00 FEET
WEIR FLOW COEF =
f
TAILWATER ELEVATION =
11 96 FEET
VELOCITY=
0 64 FPS
HEADWATER ELEVATION ASSUMING INLET
HEAD — 002
HEADWATER ELEVATION = 1452
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 002
HEADWATER ELEVATION = 11 98
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/Oi
HEADWATER ELEVATION = #DIV/01

Outlet Plpe d50 La 3Do W dmax Apron
Size (Do) Thickness
All Rip -Rap at
Pipe Outlets 36 06 18 9 21 09 1 35
42 08 22 105 25 5 1 2 1 8
Stormwater Pond
Emergency Spillways 40' Weir 08 18 40 60 1 2 1 8
I

SEDIMENT BASINS
Family Entertainment Center
Sediment Basin
April 2008
Sediment Area of
Volume of Volume of
Max Pool
Required 75%
Surface Area
Volume of
BASIN I D Disturbance
Q10 Sediment Storage Storage Required
Depth
Surface Area
Provided
Storage Provides
(AC)
(cfs) per Acre (CF)
(Ft)
(SF)
(SF)
(CF)
697,:c, x y 4= 1171
1
* Area of Disturbance is taken to be the entire Pond/Sediment Basin Drainage Area
** The required surface areas given correspond to Sediment Traps with effiency of 75%
*** Bottom of pond taken to be at 1' MSL, above the SW required 1 foot of sediment storage
ighted
"C" 11
SW Pond
No
7
* Total Imoervious Area used is the Total for all Phases drainino to the nond
** Provided Storage Volume given is the volume between the PP and the SP elevations

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from four to six feet below the surface Proper site drainage is critical to the long-term performance
of foundation and pavement elements
2 2 Subsurface Conditions
The site is generally level and slopes toward the creek north of the site The majority of the soil
strata consisted generally of loose to very dense sands The upper and lower sand strata are
separated by a layer of very soft to soft sandy clays and silts at a depth of approximately 5 feet and
extending to approximately 11 feet beneath existing ground surface The materials of these strata
were deposited in a backbarner depositional environment Although the soundings were planned
for target depths of from 30 to 50 feet the cone refused to advance at a depth of approximately 20
feet The soils exhibited point stress values ranging from 2 10 tons per square foot (tsf) in the clay
layer and to 758 84 tsf in the sands The sleeve friction ranged from —0 02 tsf to 8 20 tsf and the
pore pressure was recorded at from -8 22 psi to 584 13 psi
21 Groundwater
Analysis of the CPT records indicates the phreatic surface of groundwater to be at an approximate
depth of 7 to 9 feet Groundwater depths will be largely controlled by climate and seasonal
conditions The groundwater surface is subject to rise on a regular basis as a result of precipitation
and/or infiltration Capillary action within the sod pore spaces also affects the moisture content of
soils above the groundwater phreatic surface The effects of shallow and/or fluctuating
groundwater can be minimized by establishing good site drainage prior to construction and
maintaining good site drainage during and after construction
3 0 SEISMIC CONSIDERATIONS
The southeastern United States has a complex geologic history Specific geologic structures or
faults capable of generating large seismic events have not been well identified The Charleston
Epicentral Area includes the area around Charleston and Bowman, South Carolina An abnormally
high historic seismic activity level distinguishes this area from the remainder of the Coastal Plain,
which has virtually no recorded seismic activity In August, 1886, one of the most destructive
seismic events in U S history struck the Charleston area This seismic event had an epicenter
approximately one -hundred (100) miles southwest of the project site This earthquake of epicentral
intensity of Mercalli Magnitude X was perceptible over an area of over two million (2,000,000)
square miles More than four hundred (400) seismic events of lesser intensity have been recorded
in the Charleston/Summerville area The earthquake ground motion parameters used in this report
were obtained from maps published by the U S Geological Survey which take into consideration
the Charleston Epicentral Area seismic history
The Charleston Epicentral Area is considered mid -plate of the North American Plate The North
American Plate, spans from the Mid -Atlantic Ridge to the Pacific Plate in Southern California and
the Juan da Fuca Plate in Washington and Oregon The basic characteristic of the Charleston
Epicentral Area is the integrity (intactness) of the underlying rock Earthquakes are typically felt
over very large areas (millions of square miles)
According to §1615 2 1 of the 2002 North Carolina State Building Code (2002 NCSBC), a seismic
event having a two percent probability of exceedance in fifty years (2%/50yrs) is the "standard"
design seismic event This seismic event is also termed the Maximum Considered Earthquake
(MCE) by the 2002 NCSBC It should be noted that such an event has a return period of
approximately 2,500 years Based on seismic maps published by the U S Geologic Survey the
peak ground acceleration for this site is assigned a value of 0 16g
T IGeorechnicahtYP EC07 GIM Ward's Preserve Phase AReporAWP EC07 GIM Report doe 2