SW8080514_HISTORICAL FILE_20080711

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 O g 05 If
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
VHISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2008 07
YYYYMMDD

0�0� W ATF9oG Michael P. Easley, Governor
William G. Ross Jr., Secretary
60 r North Carolina Department or Environment mid Natural Resources
p Y Coleen 1-1. Sullins Director
Division or Water Quality
July 11, 2008
Riley S. Evans, Member/Manager
Sankey Properties, LLC
PO Box 847
Clarkton, NC 28433
Subject: Stormwater Permit No. SW8 080514
Westgate - Best Western Hotel & Restaurant
High Density Commercial Project served by an Onsite Wet Pond and an Offsite
System
Brunswick County
Dear Mr. Evans:
The Wilmington Regional Office received a complete Stormwater Management Permit Application
for Westgate - Best Western Hotel & Restaurant on July 10, 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. SW8 080514 dated July 11, 2008, for the construction of the subject project.
This permit shall be effective from the date of issuance until July 11, 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 sixty (60) days following receipt
of this permit. This request must be in the form of a written petition, conforming to Chapter 150E 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
Christine Nelson, or me at [phone].
Sine ly,
JL!�
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/ can: S:\WQS\STORMWATER\PERMIT\080514.ju108
cc: David S. Hollis, Hanover Design Services, PA
Brunswick County Building Inspections
Jeff Phillips, Brunswick County Engineering
Riley S. Evans, Vice President, Westgate Business Park Property Owners
Association, Inc., PO Box 3121, Wilmington, NC 28406
Christine Nelson
Wilmington Regional Office No"`ncamhna
Central Files V atura//y
North Carolina Division or Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Olrice Internet: awsv.ocgpt_cryualit rg Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50 % Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 080514
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT SERVED BY
AN ONSITE WET POND AND AN OFFSITE STORMWATER CONTROL
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
Riley S. Evans & Sankey Properties, LLC
Westgate - Best Western Hotel & Restaurant
Lots 2R and 13R, Towne Lake Drive, Leland, Brunswick County
FOR THE
construction, operation and maintenance of a wet detention pond and the construction
of impervious areas with runoff to be treated in an offsite permitted stormwater facility 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.
A portion of the stormwater runoff from the site will be routed to an offsite wet detention
pond operated and maintained by Riley S. Evans and Westgate Business Park
Property Owners Association, Inc. under the terms and conditions set forth in the latest
version of Permit No. SW8 990807.
This permit shall be effective from the date of issuance until July 11, 2018, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of
stormwater runoff as described in Section 1.7 on page 3 of this permit. A
portion of the runoff associated with this project has been approved to be
discharged into an offsite stormwater management system permitted under
SW8 990807, as described in Section 1.7 on page 3 of this permit. The
onsite and offsite stormwater controls have been designed to handle the
runoff from 47,650 square feet and 54,185 square feet of impervious area,
respectively.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 080514
3. The tract will be limited to the amount of built -upon area indicated in Section
1.7 on page 3 of this permit, and per approved plans. The built -upon area for
the future development is limited to 1,549 square feet for the onsite
stormwater system. The maximum built -upon area allotted to this
development to drain to the offsite stormwater system by Stormwater
Management Permit No. SW8 990807, is 54,185 square feet. This project
proposes 51,775 square feet of impervious area to drain to the offsite
stormwater system. The amount of built -upon area available for future
development within this lot to drain to the offsite stormwater system is 2,410
square feet.
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.
7. The following design criteria have been provided in the onsite and offsite wet
detention pond and must be maintained at design condition:
Onsite Offsite
SW8 080514 SW8 990807
a. Drainage Area, acres: 2.89 19.3
Onsite, ft2: 68,073 840,708
Offsite, ft2: 0 none
b. Total Impervious Surfaces, ft2: 47,650 635,976
Onsite, ft2: 46,101 100,188
Future, ft2: 1,549 0
Offsite, ft2 (BUA = 85% of lot area):0 535,788 (12 lots)
c. Design Storm, inches: 1.5 1.0
d. Pond Depth, feet: 10 (4.1 average) 7.5
e. TSS removal efficiency: 90% 90%
f. Permanent Pool Elevation, FMSL: 11.0 9.0
hPermanent Pool Surface Area, ft2: 4,130 26,530
. Permitted Storage Volume, ft3: 6,633 57,075
i. Temporary Storage Elevation, FMSL: 12.2 11.0
j. Predevelopment 1-yr 24-hr discharge
rate, ft3/S: 1.03 n/a
k. Controlling Orifice: VO pipe YO pipe
I. Post development treatment volume
discharge rate, ft31s:
0.02
n/a
m. Permanent Pool Volume, ft3:
17,008
50,000
n. Permitted Forebay Volume, ft3:
3,440
10,000
o. Fountain Horsepower, HP:
n/a
1/6
p. Receiving Stream/River Basin:
Jackeys Creek / Cape Fear
q. Stream Index Number:
18-77-3
r. Classification of Water Body:
"C, Sw"
It. SCHEDULE OF COMPLIANCE
The onsite and offsite stormwater management systems shall be constructed in
their entirety, vegetated and operational for its intended use prior to the
construction of any built -upon surface.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 080514
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
The permittee is responsible for keeping the stormwater collection system on the
lot clear of debris, and must control the sediment on the lot in accordance with
the requirements of the NC Erosion and Sediment Control Design Manual.
4. The permittee and Riley S. Evans and Westgate Business Park Property Owners
Association, Inc. shall at all time provide the operation and maintenance
necessary to assure the permitted stormwater systems functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowin.9 and re -vegetation of slopes and the vegetated filter strip.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, level
spreader, filter strip, catch basins and piping.
q. Access to the outlet structure must be available at all times.
The permittee and Riley S. Evans and Westgate Business Park Property Owners
Association, Inc. must keep records of maintenance activities for both the onsite
and offsite permitted BMPs and make them available upon request to authorized
personnel of DWQ. The records will indicate the date, activity, name of person
performing the work and what actions were taken.
6. 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.
7. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
8. Decorative spray fountains are not be allowed in the onsite stormwater treatment
system
9. 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.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 080514
10. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted stormwater management facility, a
certification must be received from an appropriate designer for the onsite system
installed certifying that the permitted facility has been installed in accordance
with this permit, the approved plans and specifications, and other supporting
documentation. Riley S. Evans and Westgate Business Park Property Owners
Association, Inc., is responsible for providing, prior to issuance of a Certificate of
Occupancy, and prior to operation of the permitted stormwater management
facility, a certification must be received from an appropriate designer for the
offsite system installed, certifying that the permitted facility has been installed in
accordance with Stormwater Permit No. SW8 990807, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
11. 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.
12. 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 maximum approved amount of built -upon area
or to the drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
13. The drainage features shown as a part of the stormwater management system
on the approved plan shall not be filled in, altered, or piped by any party without
first submitting a revision to the permit and receiving approval from the Division.
14. This lot is limited to the amount of built -upon area indicated in the supporting
calculations and per the approved plans. The project drainage area for the offsite
stormwater system must have a built -upon area less than or equal to the amount
permitted under Stormwater Permit No. SW8 990807. A total built -upon area in
excess of the maximum amount allowed by SW8 990807 will require a
modification to the overall Permit.
15. The Director may determine that other revisions to the project should require a
modification to the permit.
16. A plan revision with layout and grading plans must be submitted to and approved
by the Division prior to the construction of any future development areas on the
lot.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 080514
17. 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.
18. Riley S. Evans and Westgate Business Park Property Owners Association, Inc.,
must record any deed restrictions as required by their permit, and they must
verify that the proposed built -upon area does not exceed the allowable built -upon
area. Once the lot transfer is complete, the built -upon area may not be revised
without approval from the permittee, and responsibility for meeting the built -upon
area limit is transferred to the individual property owner.
19. 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.
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 project must be in good standing with the
Division. The approval of this request will be considered on its merits and may or
may not be approved.
The permittee is responsible for compliance with all permit conditions until such
time as the Division approves the transfer request.
Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
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.
In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee and/or Riley S. Evans and Westgate
Business Park Property Owners Association, Inc. are responsible for taking
immediate corrective action, including those as may be required by this Division,
such as the construction of additional or replacement stormwater management
systems.
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.
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.
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.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 080514
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.
Permit issued this the 11th day of July 2008.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for uoieen H. 5wiins, uirector
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 080514
Westgate - Best Western Hotel & Restaurant
Stormwater Permit No. SW8 080514
Brunswick Countv
Designer's Certification
I, , as a duly registered in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 080514
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. The offsite lot contains no more than the maximum permitted amount of
built -upon area.
4. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
5. All roof drains are located such that the runoff is directed into the system.
6. The outlet/bypass structure elevations are per the approved plan.
7. The outlet structure is located per the approved plans.
8. Trash rack is provided on the outlet/bypass structure.
9. All slopes are grassed with permanent vegetation.
10. Vegetated slopes are no steeper than 3:1.
11. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
12. The permitted amounts of surface area and/or volume have been
provided.
13. Required drawdown devices are correctly sized per the approved plans.
14. All required design depths are provided.
15. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
16. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Brunswick County Building Inspections
Page 9 of 9

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
JUL
July 2, 2008
Ms. Christine Nelson, Environmental Engineer
Wilmington Regional Office
Water Quality Section
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 27405-3845
Re: West Gate
Best Western Hotel & Restaurant
Brunswick County
D W Q# S W 8 080514
Express Modification submittal
Dear Christine:
I have included our comments in corresponding order regarding your request for additional information for
the West Gate project.
1) The stage -storage table has been corrected.
2) Details corrected as requested.
3) Enclosed as requested.
Attached please find:
• (2) Revised sets of plans
• (2) Revised specifications
• (2) Revised wet detention basin supplements
• (2) Updated pond maintenance agreements [page 3]
If you have any questions or require additional information, please do not hesitate to call me.
Sincerely,
David Brown
Hanover Design Services
[e-mail]
6309-BW-dwq-5.doc
1123 Floral Parkway Wilmington, N.C. 28403 Phone [phone] Fax [phone]

_MEMO LETTER
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
.^I 1123 FLORAL PKWY.
WILMINGTON, NC 28403
PH. [phone] FAX: [phone]
DATE
Please reply I✓ No reply necessary

Westgate — Best Western
Stormwater Management Summary Sheet -
Additional Calculation Summary for NCDENR / DWQ :
To existing pond (SW8 990807):
Previously permitted DA = 1.327 acres (57,804 sf) Lot 2
Previously permitted impervious 85% (49,130 sf) and 5,055 sf cul-de-sac roadway
Total = 54,185 sf allowed to existing pond
Proposed :
DA = 57,804 sf (same area, different configuration)
Impervious areas:
Building area = 18,725 sf
Parking BC = 30,060 sf
Sidewalk = 2,990 sf
Misc. future (other) = 2,225 sf
Total = 54,000 sf proposed to existing pond
To new pond (Pond No.1):
Proposed :
DA = 68,073 sf
Impervious areas:
Building area = 5,525 sf
Parking BC = 38,048 sf
Sidewalk = 2,528 sf
Misc. future (other) = 1,549 sf
Total = 47,650 sf proposed to new pond
6309-wg-bestweslerndwg2. doc

Westgate — Best Western Wet detention / retention pond
POND No. 1
Additional Calculation Summary for NCDENR / DWQ :
WATER QUALITY CONSIDERATIONS -
Impervious area calculations: See Project Data Sheet
TOTAL IMPERVIOUS = 47,650 sf
TOTAL AREA DRAINING TO POND = 68,073 sf
SA REQUIRED: 47,650 / 68,073 = 0.7, or 70%
At 4.1' average depth, 90% TSS removal, from chart — SA/DA factor = 6.0
68,073 x 0.01 x 6.0 = 4,085 sf SA REQUIRED
At Elev. = 11.0 4,130 sf SA PROVIDED
VOLUME REQUIRED: R=[(P)(Pj)(Rv)/12](A)
SEE PAGES A.1 and A.2, "Controlling Urban Runoff:
A Practical Manual for Planning and Designing Urban BMPs"
(P)= 1.5"
(Pj)= 0.9
(Rv)= 0.05 + 0.9(47,650/68,073) = 0.68
(A)= 68,073
R= [(1.5)(0.68)/12](68,073) = 5,790 cf REQUIRED STORAGE
At Elev. = 12.2 = 6,633 cf PROVIDED STORAGE
DRAWDOWN:
Average head from storage elevation to orifice -
12.2-11.0/3=0.4
1" PVC drain to draw -down pond required storage volume:
Orifice equation: Q = CA(2gh)A1/2
Q = 0.6(.0055)(64.4 X 0.4)A1/2 = 0.0167 cfs
T = 396,000 sec. = 5 days OKAY
FOREBAY REQUIREMENTS —
Approximate required capacity = 17,000 X 20% = 3,400 cf
Provided capacity = 3,440 cf OKAY
CAPot
6309-WG-bestwesterndwg1.tloc
SEAL °
20007 g
` r. 02 �a;��l jp '$ •HIV+ r
rrbrru n r a++`++

Westgate - Best Western
STAGE - STORAGE TABLES:
MAIN BODY OF POND - BUILD -OUT CONDITION
Above WSI,L
INCR.
INCR.
INCR.
ELEV.
AREA
VOL.
STORAGE
STORAGE
(rt)
(so
coo
coo
(ac-rt)
11.0
4,130
-
11.5
5,640
2,443
2,443
0.06
t2.0
6,140
2,945
5,388
0.12
12.20
6,318
1,246
6,633
0.15
13.0
7,030
5,339
11,973
0.27
14.0
7,300
7,165
19,138
0.44
15.0
7,585
7,443
26,580
0.61
16.0
8,500
8,043
34,623
0.79
STATE STORAGE VOLUME -
slage6309-WC, 13 W I .xIs
6,633 0.15

Westgate - Best Western
STAGE -STORAGE TABLES:
MAIN BODY OF POND -
Below WSEL
MAIN INCR. INCR.
ELEV. AREA VOL. STORAGE
(ft) (st) (ci) (co
FOREBAY 1
INCR. INCR.
AREA VOL. STORAGE
(so (ef) (co
11.0
2,865
-
-
1,265
-
10.0
1,860
2,363
2,363
650
958
9.0
1,710
1,785
4,148
560
605
8.0
1,560
1,635
5,783
480
520
7.0
1,430
1,495
7,278
410
445
6.0
1,290
1,360
8,638
330
370
5.0
1,160
1,225
9,863
270
300
4.0
1,040
1,100
10,963
215
243
3.0
920
980
11,943
2.0
810
865
12,808
1.0
710
760
13,568
`- -
`
3
�ro� Noce Ib�_
Average depth= 4.1 (volume/SA)
TOTAL SURFACE AREA - 4,130 FOREBAY -
`COTAL POND VOLUME - 17,008 Percent Volume=
TOTAL FOREBAY VOLUME - 3,440
PERCENT OF TOTAL - 20%
storage-6309-WG-BW LxIs
958
1,563
2,083
2,528
2,898
3,198
3,440
20 %

Permit No. SW8 990807
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
West Crate
Project Name:
SW8 99o807
Permit Number:
Brunswick County
I.ocation:
Mr. Nathan Sanders, President
Applicant:
Summer Tree Developer, Inc.
Mailing Address:
PO Box 3167
Wilmington, NC 28406
October 6, 1999
Application Date:
Receiving Stream /Index #:
lackeys Creek / CPF (18-77-3)
Name of
Classification of Water Body:
"C Sw"
chloride sampling If Class SA, P g results:
n/a
1"
Design Storm:
Pond Depth, feet:
7.50
Permanent Pool Elevation, FMSL:
9.00
Total Impervious Surfaces, ft'--:
635,976
535,788
12 lots at (85% of lot area) ft2:
Roads/Parking, ft2
Offshe Area entering Pond, ft2:
none, per Engineer
Required Surface Area, ft2:
21,710
Provided Surface Area, ft2:
26,530
Required Storage Volume, ft3:
51,201
Provided Storage Volume, ft':
57,110
Temporary Storage Elevation, FMSL:
11.00
Controlling Orifice:
3.0 � pipe
3

Hydraf low Plan View
Project file: 6309-bestwesternl-rev-db.stm I OF file: WILMINGTON.IDF I No. Lines:5 105-05-2008

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
lots)
(in)
(it)
(it)
(ft)
N
(ft)
(ft)
(ft)
No.
1
OUT TO 7
8.09
18 c
24.0
11.50
13.00
6.250
13.00
14.09
0.05
End
2
7 TO 10
2.89
18 c
88.0
13.00
13.50
0.568
14.50
14.54
0.01
1
3
7 TO 8
3.47
18 c
114.0
13.50
14.50
0.877
15.00
15.21
0.03
1
4
8 TO 9
1.73
18 c
110.0
14.50
15.00
0.455
16.00
16.02
0.00
3
5
10 TO 11
1.73
18 c
140.0
13.50
14.00
0.357
15.00
15.03
0.00
2
Project File: 6309-bestwesternl-rev-
b.sl-D-F File: WILMINGTON.IDF
Total No. Lines: 5
Run Date: 05-05-2008
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.

Hydraflow Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vet
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
- (I)-
flow
full
_
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(tt/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
24.0
0.30
1.40
0.80
0.24
1.12
5.0
6.3
7.0
8.09
28.44
524
18
6.25
13.00
11.50
14.09
13.00
18.00
12.00
OUT TO 7
2
1
88.0
0.20
0.50
0.80
0.16
0.40
5.0
5.8
7.1
2.89
8.58
1.93
18
0.57
13.50
13.00
14.54
14.50
18.00
18.00
7 TO 10
3
1
114.0
0.30
0.60
0.80
0.24
0.48
5.0
5.6
7.1
3.47
10.65
3.08
18
0.88
14.50
13.50
15.21
15.00
18.50
18.00
7 TO 8
4
3
110.0
0.30
0.30
0.80
0.24
0.24
5.0
5.0
7.2
1.73
7.67
1.17
18
0.45
15.00
14.50
16.02
16.00
18.50
18.50
8 TO 9
5
2
140.0
0.30
0.30
0.80
0.24
0.24
5.0
5.0
7.2
1.73
6.80
1.16
18
0.36
14.00
13.50
15.03
15.00
17.00
18.00
10 TO 11
Project File: 6309-bestwesternl-rev-db.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 5
Run Date: 05-05-2008
NOTES: Intensity = 121.80 / (Tc + 23.50) ^ 0.84; Return period = 10 Yrs. ; Initial tailwater elevation = 13.00 (ft) Total flows limited to inlet captured flows.

Hydraflow Inlet Report
Page 1
Line
Line ID
A
Inlet
I
C
Q _
Q
O
G
Junc
Curb Inlet
Grate Inlet
Gutter
Flow
Byp
No
time
CIA
carry
capt
byp
type
line
Ht
(in)
L
(ft)
area
(sgft)
L
(ft)
W
(ft)
So
(Wft)
W
(ft)
Sw
Mitt)
Sz
MIMI
depth
(ft)
spread
(ft)
(ac)
(min)
(in/hr)
(cfs)
(cfs)
(cfs)
(cfs)
No
1
OUT TO 7
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.21
10.00
Offsite
2
7 TO 10
0.20
5.0
7.23
0.80
1.16
0.00
1.16
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.16
7.63
1
3
7 TO 8
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.21
10.00
1
4
8 TO 9
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.21
10.00
3
5
10 TO 11
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.21
10.00
2
Project File: 6309-bestwesternl-rev-db.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 5
Run Date: 05-05-2008
NOTES: Inlet N-Values = 0.012 ; Design depth for grates) = 0.3 (ft); Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84; Return period = 10 Yrs. ; ' Indicates Known 0 added

Hydraflow Hydraulic Grade Line Computations
Page /
Line
Size
Q
Downstream
Len
Upstream -
Check
JL
Minor
coeff
loss
InvertF
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Ave
Enrgyelev
head
elev
elevlev
headelev
Sf
loss
(ft)
(in)
(cfs)
(ft)
(ft)
(sgft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sgft)
(fffs)
(ft)
(ft)
(%)
M
(K)
(ft)
1
18
8.09
11.50
13.00
1.50
1.77
4.58
0.33
13.33
0.507
24.0
13.00
14.09
1.09"
1.37
5.91
0.54
14.63
0.663
0.585
N/A
0.10
0.05
2
18
2.89
13.00
14.50
1.50'
1.77
1.64
0.04
14.54
0.065
88.0
13.50
14.54
1.04
1.30
222
0.08
14.61
0.096
0.080
0.071
0.10
0.01
3
18
3.47
13.50
15.00
1.50'
1.77
1.96
0.06
15.06
0.093
114
14.50
15.21
0.71"
0.82
4.21
0.27
15.49
0.447
0.270
N/A
0.10
0.03
4
18
1.73
14.50
16.00
1.50'
.1.77
0.98
0.01
16.01
0.023
110
15.00
16.02
1.02
1.28
1.35
0.03
16.35
0.036
0.030
0.032
0.10
0.00
5
18
1.73
13.50
15.00
1.50'
1.77
0.98
0.01
15.01
0.023
140
14.00
15.03
1.03
1.29
1.34
0.03
15.06
0.035
0.029
0.041
0.10
0.00
Project File: 6309-bestwesteml-rev-db.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 5
Run Date: 05-05-2008
NOTES: Initial tailwater elevation = 13 (ft) , ' Crown depth assumed., " Critical depth assumed.

Hydraflow Plan View
Project file: 6309-bestwestern2-rev-db.stm I IDF file: WILMINGTON.IDF I No. Lines: 22 105-05-2008

Hydraflow Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
line
(cfs)
(in)
(ft)
(tt)
(ft)
N
(ft)
(8)
(tt)
No.
1
1 TO 2
104.8
48 c
60.0
8.00
11.00
5.000
12.00
14.03
0.16
End
2
2 TO 3
70.35
42 c
53.0
11.55
12.65
2.075
15.05
15.22
0.13
1
3
3 TO 4
62.66
36 c
134.0
13.20
15.90
2.015
16.20
18.42
0.15
2
4
4 TO 5
56.79
36 c
263.0
15.90
17.05
0.437
18.90'
20.81
0.10
3
5
5 TO 6
35.34
30 c
255.0
17.60
18.40
0.314
20.91'
22.80'
0.08
4
6
3 TO 3.A
2.31
18 c
40.0
14.80
15.00
0.500
16.30
16.31
0.00
2
7
5 TO 5.A
15.61
18 c
30.0
18.65
18.75
0.333
20.91'
21.57'
0.12
4
8
6 TO 6.A
14.13
24 c
53.0
18.90
19.10
0.377
22.88'
23.09'
0.03
5
9
2 TO 7
8.54
24 c
322.0
11.00
15.60
1.429
14.19
16.64
0.04
1
10
7 TO 8
7.06
18 c
193.0
16.10
16.60
0.259
17.60'
18.47'
0.02
9
11
7 TO 7.A
0.50
18 c
35.0
16.15
16.25
0.286
17.65
17.65
0.00
9
12
8 TO 6.A
6.05
18 c
35.0
16.60
16.70
0.286
18.50'
18.61'
0.02
10
13
2 TO 9
24.09
. 24 c
119.0
14.00
14.25
0.210
16.00'
17.35'
0.09
1
14
9 TO 9.A
1.73
18 c
42.0
14.80
15.00
0.476
17.44'
17.45'
0.00
13
15
9 TO 9.13
14.96
18 c
71.0
15.90
16.05
0.211
17.44'
18.88'
0.11
13
16
8.10
18 c
100.0
18.40
18.70
0.300
22.88'
23.48'
0.03
5
17
EXIST TO
7.73
18 c
32.0
16.05
16.15
0.313
19.00'
19.14'
0.03
15
18
1 TO 2
7.73
18 c
40.0
16.15
16.30
0.375
19.17'
19.36'
0.03
17
19
2 TO 3
7.73
18 c
215.0
16.30
16.50
0.093
19.39'
20.38'
0.03
18
20
3 TO 4
5.20
18 c
112.0
16.50
16.60
0.089
20.41'
20.64'
0.01
19
21
4 TO 5
4.05
16 c
98.0
16.60
16.70
0.102
20.66'
20.78'
0.01
20
22
5 TO 6
2.31
18 c
188.0
16.70
16.90
0.106
20.79'
20.87'
0.00
21
Project File: 6309-bestwestern2-rev-
b.sl-D-F File: WILMINGTON.IDF
Total No. Lines: 22
Run Date: 05-05-2008
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.

Hydraf low Storm Sewer Tabulation
Page 1
Station
Len
Drng
Area x C
Tc
Rain
Total
Cap
Vel
"Pipe
Invert Elev
HGL Elev-
Grnd! Rim Elev
line ID
coeff
(1)
flow
full
ToIncr
Line(ac)(C)
NeaRnoff
Incr
Total
Inlet
Syst
Size
Slope
Up
Dn
Up
Dn
Up
Dn
(min)
(min)
(in/hr)
(cfs)
(cfs)
(tt1s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
60.0
0.40
20.80
0.80
0.32
16.64
14.0
33.4
4.0
104.8
321.2
9.31
48
5.00
11.00
8.00
14.03
12.00
18.06
8.00
1 TO 2
2
1
53.0
0.20
14.10
0.80
0.16
11.28
13.5
32.5
4.1
70.35
144.9
8.31
42
2.08
12.65
11.55
15.22
15.05
17.81
18.06
2 TO 3
3
2
134.0
2.20
13.50
0.80
1.76
10.80
13.0
30.3
4.2
62.65
94.67
9.37
36
2.01
15.90
13.20
18.42
16.20
20.54
17.81
3 TO 4
4
3
263.0
1.20
11.30
0.80
0.96
9.04
11.5
25.9
4.5
56.79
44.10
8.03
36
0.44
17.05
15.90
20.81
18.90
22.82
2054.
4 TO 5
5
4
255.0
2.60
7.40
0.80
2.08
5.92
10.0
21.7
4.9
35.34
22.97
720
30
0.31
18.40
17.60
22.80
23.91
23.11
22.82
5 TO 6
6
2
40.0
0.40
0.40
0.80
0.32
0.32
5.0
5.0
7.2
2.31
7.43
1.36
18
0.50
15.00
14.80
16.31
15.30
17.92
17.81
3 TO 3.A
7
4
30.0
2.70
2.70
0.80
2.16
2.16
5.0
5.0
7.2
15.61
6.06
8.94
18
0.33
18.75
18.65
21.57
23.91
22.82
22.82
5 TO 5.A
8
5
53.0
2.80
2.80
0.80
2.24
2.24
10.0
10.0
6.3
14.13
13.89
4.50
24
0.38
19.10
18.90
23.09
2.88
23.11
23.11
6 TO 6.A
9
1
322.0
0.20
1.70
0.80
0.16
1.36
11.5
13.8
5.8
8.54
27.03
3.96
24
1.43
15.60
11.00
16.64
14.19
19.19
18.06
2 TO 7
10
9
193.0
0.20
1.40
0.80
0.16
1.12
10.0
10.6
6.2
7.06
5.34
4.00
18
026
16.60
16.10
18.47
17.60
19.63
19.19
7 TO 8
11
9
35.0
0.10
0.10
0.80
0.08
0.08
10.0
10.0
6.3
0.50
5.61
0.29
18
0.29
1625
16.15
17.65
17.65
19.19
19.19
7 TO 7.A
12
10
35.0
120
1.20
0.80
0.96
0.96
10.0
10.0
6.3
6.05
5.61
3.43
18
0.29
16.70
16.60
18.61
18.50
19.63
19.63
8 TO &A
13
1
119.0
0.30
4.60
0.80
0.24
3.68
10.0
17.6
5.3
24.09
10.37
7.67
24
0.21
14.25
14.00
17.35
16.00
17.94
18.06
2 TO 9
14
13
42.0
0.30
0.30
0.80
0.24
0.24
5.0
5.0
7.2
1.73
7.25
0.98
18
0.48
15.00
14.80
17.45
17.44
17.89
17.94
9 TO 9.A
15
13
71.0
2.60
4.00
0.80
2.08
3.20
10.0
16.4
5.4
14.96
4.83
8.47
18
0.21
16.05
15.90
18.88
17.44
18.03
17.94
9 TO 9.B
16
5
100.0
2.00
2.00
0.80
1.60
1.60
20.0
20.0
5.1
8.10
5.75
4.58
/8
0.30
18.70
18.40
23.48
22.88
23.11
23.11
17
15
32.0
0.00
1.40
0.00
0.00
1.12
0.0
15.9
5.5
7.73
6.36
4.37
16
0.31
16.15
16.05
19.14
19.00
19.20
18.03
EXIST TO 1
18
17
40.0
0.00
1.40
0.00
0.00
1.12
0.0
15.2
5.6
7.73
6.97
4.37
18
0.37
16.30
16.15
19.36
19.17
19.20
19.20
1 TO 2
19
18
215.0
0.50
1.40
0.80
0.40
1.12
10.0
11.6
6.1
7.73
3.47
4.37
18
0.09
16.50
16.30
20.38
19.39
19.00
19.20
2 TO 3
20
19
112.0
020
0.90
0.80
0.16
0.72
5.0
9.8
6.3
5.20
3.40
2.95
18
0.09
16.60
16.50
20.64
20.41
19.80
19.00
3 TO 4
21
20
98.0
0.30
0.70
0.80
0.24
0.56
5.0
8.1
6.6
4.05
3.63
2.29
18
0.10
16.70
16.60
20.78
20.66
19.80
19.80
4 TO 5
Project File: 6309-bestwestern2-rev-db.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 22
Run Date: 05-05-2008
NOTES: Intensity = 121.80 / (Tc + 23.50) ^ 0.84; Return period = 10 Yrs. ; Initial tailwater elevation = 12.00 (ft) Total flows limited to inlet captured flows.

Hydraflow Storm Sewer Tabulation
Page 2
Station
Len
(ft)
Drng Area
Rnoff
coeff
(C)
Area x C
Tc
Rain
(1)
(in/hr)
Total
flow
(cfs)
Cap
full
(cfs)
Val
(ft/s)
-Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID_
Line
To
Line
Incr
(ac)
Total
(ac)
Incr
Total -
Inlet
(min)
Syst
(min)
Size
(in)
Slope
(%)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Dn
(ft)
22
21
138.0
0.40
0.40
0.80
0.32
0.32
5.0
5.0
7.2
2.31
3.71
1.31
18
0.11
16.90
16.70
20.87
2D.79
19.80
19.80
5 TO 6
Project File: 6309-bestwestem2-rev-db.stm
I-D-F File: VVILMINGTON.IDF
Total number of lines: 22
Run Date: 05-05-2008
NOTES: Intensity = 121.80 / (Tc + 23.50) ^ 0.94; Return period = 10 Yrs. ; Initial tailwater elevation = 12.00 (ft) Total flows limited to inlet captured flows.

Hydraflow Inlet Report
Page 1
Line
Line ID
A
InletT
t7 =
o
o
0
Junc
Curb Inlet
Grate Inlet -
Gutter
Flow
Byp
No
timeCIA
carry
capt
byp
type
linHt
Larea
L
W
So
W Sw
Sx
depth
spread
No
(ac)
(min)(cfs)
(cfs)
(cfs)
(cfs
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft) (ft/ft)
(ft/ft)
(ft)
(ft)
1
1 TO 2
0.40
14.0
5.73
0.80
1.84
0.00
1.84
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.17
4.05
Offsite
2
2 TO 3
0.20
13.5
5.80
0.80
0.93
4.45
5.38
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.34
8.10
1
3
3 TO 4
2.20
13.0
5.87
0.80
10.33
0.00
5.87
4.45
Comb
6.0
3.00
3.09
2.98
1.98
0.019
2.00
0.042
0.021
0.33
13.71
2
4
4 TO 5
1.20
11.5
6.08
0.80
5.83
0.00
5.83
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
i
0.021
0.36
8.57
3
5
5 TO 6
2.60
10.0
6.31
0.80
13.12
0.00
13.12
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.61
14.52
4
6
3 TO 3.A
0.40
5.0
7.23
0.80
2.31
0.00
2.31
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.20
4.76
2
7
5 TO 5.A
2.70
5.0
7.23
0.80
15.61
0.00
15.61
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.69
16.43
6
8
6 TO 6.A
2.80
10.0
6.31
0.80
14.13
0.00
14.13
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.64
1524
7
9
2 TO 7
0.20
11.5
6.08
0.80
0.97
0.00
0.97
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.11
2.62
1
10
7 TO 8
0.20
10.0
6.31
0.80
1.01
0.00
1.01
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.11
2.62
9
11
7 TO 7.A
0.10
10.0
6.31
0.80
0.50
0.00
0.50
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.07
1.67
6
12
8 TO 8.A
1.20
10.0
6.31
0.80
6.05
0.00
6.05
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.37
8.81
11
13
2 TO 9
0.30
10.0
6.31
0.80
1.51
5.89
7.40
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.42
10.00
1
14
9 TO 9.A
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Comb
6.0
3.00
3.09
2.98
1.98
Sag
2.00
0.042
0.021
0.16
3.81
2
15
9 TO 9.B
2.60
10.0
6.31
0.80
13.12
0.00
7.23
5.89
Comb
6.0
3.00
3.09
2.98
1.98
0.012
2.00
0.042
0.021
0.39
16.57
13
16
2.00
20.0
5.06
0.80
8.10
0.00
8.10
0.00
Grate
0.0
0.00
1.65
2.00
2.00
Sag
1.50
0.005
0.005
0.83
166.77
5
17
EXIST TO 1
0.00
0.0
0.00
0.00
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
0.000
0.00
0.000
0.000
0.00
0.00
15
18
1 TO 2
0.00
0.0
0.00
0.00
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
0.000
0.00
0.000
0.000
0.00
0.00
17
19
2 TO 3
0.50
10.0
6.31
0.80
2.52
0.00
2.52
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.27
12.84
15
20
3 TO 4'
0.20
5.0
7.23
0.80
1.16
0.00
1.16
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.16
7.63
19
21
4 TO 5
0.30
5.0
7.23
0.80
1.73
0.00
1.73
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.21
10.00
20
22
5 TO 6
0.40
5.0
7.23
0.80
2.31
0.00
2.31
0.00
Grate
0.0
0.00
2.00
2.00
2.00
Sag
2.50
0.021
0.021
0.25
12.12
21
Project File: 6309-bestwestem2-rev-db.stm
I-D-F File: WILMINGTON.IDF
Total number of lines: 22
Run Date: 05-05-2008
NOTES: Inlet N-Values = 0.013 ; Design depth for grate(s) = 0.3 (ff); Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84; Return period = 10 Yrs. ; ` Indicates Known Q added

Hydraflow Hydraulic Grade Line Computations
Page 1
Line
Size
o
Downstream
Len
- Upstream
Check
JL
Minor
coeft
loss
Invert
HGL
Depth
Area
Vel
Vel
EGL
Sf
Invert
HGL
Depth
Area
Val
Vel
EGL
Sf
Ave
Enrgy
elev
elev
head
elev
elev
elev
head
elev
Sf
loss
(in)
(cfs)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
N
(ft)
(ft)
(ft)
(ft)
(sqft)
(ft/s)
(ft)
(ft)
M)
N
(ft)
(K)
(ft)
1
48
104.8
8.00
12.00
4.00
12.56
8.34
1.08
13.08
0.533
60.0
11.00
14.03
3.03
10.21
10.27
1.64
15.67
0.627
0.580
0.348
0.10
0.16
2
42
70.35
11.55
15.05
3.50'
9.62
7.31
0.93
15.88
0.489
53.0
12.65
15.22
2.57"
7.57
9.30
1.34
16.56
0.619
0.554
N/A
0.10
0.13
3
36
62.66
13.20
16.20
3.00'
7.07
8.87
1.22
17.42
0.883
134
15.90
18.42
2.52
6.35
9.88
1.52
19.94
0.845
0.864
1.158
0.10
0.15
4
36
56.79
15.90
18.90
3.00'
7.07
8.04
1.00
19.90
0.725
263
17.05
20.81
3.00
7.07
8.03
1.00
21.31
0.725
0.725
1.907
0.10
0.10
5
30
35.34
17.60
20.91
2.50
4.91
7.20
0.81
21.71
0.743
255
18.40
22.80
2.50
4.91
7.20
0.81
23.51
0.743
0.743
1.894
0.10
0.08
6
18
2.31
14.80
16.30
1.50'
1.77
1.31
0.03
16.33
0.048
40.0
15.00
16.31
1.31
1.64
1.41
0.03
16.35
0.044
0.046
0.018
0.10
0.00
7
18
15.61
18.65
20.91
1.50
1.77
8.84
1.21
22.12
2.211
30.0
18.75
21.57
1.50
1.77
8.83
1.21
22.79
2.210
2.211
0.663
0.10
0.12
8
24
14.13
18.90
22.88
2.00
3.14
4.50
0.31
23.20
0.390
53.0
19.10
23.09
2.00
3.14
4.50
0.31
23.40
0.390
0.390
0.207
0.10
0.03
9
24
8.54
11.00
14.19
2.00
3.14
2.72
0.11
14.31
0.143
322
15.60
16.64
1.04"
1.64
5.20
0.42
17.06
0.508
0.325
N/A
0.10
0.04
10
18
7.06
16.10
17.60
1.50'
1.77
4.00
0.25
17.85
0.453
193
16.60
18.47
1.50
1.77
4.00
0.25
18.72
0.452
0.453
0.873
0.10
0.02
11
18
0.50
16.15
17.65
1.50'
1.77
0.29
0.00
17.65
0.002
35.0
16.25
17.65
1.40
1.72
0.29
0.00
17.65
0.002
0.002
0.001
0.10
0.00
12
18
6.05
16.60
18.50
1.50
1.77
3.43
0.18
18.68
0.333
35.0
16.70
18.61
1.50
1.77
3.43
0.18
18.80 -
0.332
0.332
0.116
0.10
0.02
13
24
24.09
14.00
16.00
2.00'
3.14
7.67
0.91
16.91
1.135
119
14.25
17.35
2.00
3.14
7.67
0.91
18.27
1.135
1.135
1.351
0.10
0.09
14
18
1.73
14.80
17.44
1.50
1.77
0.98
0.01
17.46
0.027
42.0
15.00
17.45
1.50
1.77
0.98
0.01
17.47
0.027
0.027
0.011
0.10
0.00
15
18
14.96
15.90
17.44
1.50
1.77
8.47
1.11
18.56
2.030
71.0
16.05
18.88
1.50
1.77
8.46
1.11
20.00
2.029
2.030
1.441
0.10
0.11
16
18
8.10
18.40
22.88
1.50
1.77
4.58
0.33
23.21
0.595
100
18.70
23.48
1.50
1.77
4.58
0.33
23.80
0.594
0.595
0.595
0.10
0.03
17
18
7.73
16.05
19.00
1.50
1.77
4.37
0.30
19.29
0.461
32.0
16.15
19.14
1.50
1.77
4.37
0.30
19.44 -0.461
0.461
0.148
0.10
0.03
18
18
7.73
16.15
19.17
1.50
1.77
4.37
0.30
19.47
0.461
40.0
16.30
19.36
1.50
1.77
4.37
0.30
19.65
0.461
0.461
0.185
0.10
0.03
19
18
7.73
16.30
19.39
1.50
1.77
4.37
0.30
19.68
0.461
215
16.50
20.38
1.50
1.77
4.37
0.30
20.68
0.461
0.461
0.992
0.10
0.03
20
18
5.20
16.50
20.41
1.50
1.77
2.95
0.13
20.54
0.209
112
16.60
20.64
1.50
1.77
2.94
0.13
20.78
0.209
0.209
0.234
0.10
0.01
21
18
4.05
16.60
20.66
1.50
1.77
2.29
0.08
20.74
0.127
98.0
16.70
20.78
1.50
1.77
2.29
0.08
20.86
0.127
0.127
0.124
0.10
0.01
Project File: 6309-bestwestern2-rev-db.stm
I-D-F File: W ILMINGTON.IDF
Total number of lines: 22
Run Date: 05-05-2008
NOTES: Initial tailwater elevation = 12 (ft) , ' Crown depth assumed., " Critical depth assumed.

Hydraflow Hydraulic Grade Line Computations
Page 2
Line
Size
(in)
o
(CIS)
Downstream
Len
(ft)
- Upstream -
Check
JL
coeff
(K)
Minor
loss
(ft)
Invert
elev
(11)
HGL
elev
(ft)
Depth
(ft)
Area
(sgft)
VeI
(ft1s)
Val
head
(ft)
EGL
elev
(ft)
Sf
M
Invert
elev
(ft)
HGL
elev
(ft)
Depth
(ft)
Area
(sgft)
Val
(fits)
Vel
head
(ft)
EGL
elev
(tt)
Sf
( % )
Ave
Sf
( % )
Enrgy
loss
(ft)
22
18
2.31
16.70
20.79
1.50
1.77
1.31
0.03
20.82
0.041
188
16.90
20.87
1.50
1.77
1.31
0.03
20.39
0.041
0.041
0.078
0.10
0.00
Project File: 6309-bestwestern2-rev-db.stm
I-D-F File: W ILMINGTON.IDF
Total number of lines: 22
Run Date: 05-05-2008
NOTES: Initial tailwater elevation = 12 (ft) , ' Crown depth assumed., " Critical depth assumed.

Project: 6309-Westgate bestwes eYfdli:G@'Ahanover.IDF 9 hyd's 07-02-2008

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(cuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description
1
SCS Runoff
1.03
6
744
6,997
1
----
-----
------
lyr Predev-24hr
2
SCS Runoff
3.30
6
738
21,131
10
----
------
-----
1Oyr Predev
3
SCS Runoff
5.71
6
738
36,352
100
----
•-----
-----
100yr Predev
4
SCS Runoff
1.71
6
738
10,965
1
----
------
------
tyr Postdev-24hr
5
SCS Runoff
4.29
6
738
27,414
10
----
-----
------
10yr Postdev
6
SCS Runoff
6.78
6
738
43,920
100
----
------
------
100yr Postdev
7
Reservoir
0.42
6
798
9,599
1
4
12.14
6,038
tyr Post-Route-24h
8
Reservoir
2.99
6
762
26,042
10
5
12.66
9,541
1Oyr Post -Route
9
Reservoir
5.77
6
756
42,545
100
6
13.04
12,140
100yr Post -Route
Proj. file: 6309-westgate-bestwe
telbE.GPWewhanover.IDF
Run date: 07-02-2008

Hydrograph Report
Hyd. No. 1
1yr Predev-24hr
Hydrograph type
Storm frequency
Drainage area
Basin Sinpa
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 1.56 ac
= 0.3 %
= USER
= 3.80 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 1.03 cfs
Time interval = 6 min
Curve number = 70
Hydraulic length = 400 ft
Time of conc. (Tc) = 15 min
Distribution = Type III
Shape factor = 242
Total Volume = 6,997 cuft
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
11.20
0.01
14.40
0.17
17.60
0.08
20.80
0.05
11.30
0.02
14.50
0.17
17.70
0.07
20.90
0.05
11.40
0.03
14.60
0.17
17.80
0.07
21.00
0.05
11.50
0.04
14.70
0.16
17.90
0.07
21.10
0.05
11.60
0.05
14.80
0.16
18.00
0.07
21.20
0.05
11.70
0.08
14.90
0.15
18.10
0.07
21.30
0.05
11.80
0.13
15.00
0.15
18.20
0.06
21.40
0.05
11.90
0.21
15.10
0.15
18.30
0.06
21.50
0.04
12.00
0.40
15.20
0.14
18.40
0.06
21.60
0.04
12.10
0.69
15.30
0.14
18.50
0.06
21.70
0.04
12.20
0.92
15.40
0.14
18.60
0.06
21.80
0.04
12.30
1.01
15.50
0.13
18.70
0.06
21.90
0.04
12.40
1.03 <<
15.60
0.13
18.80
0.06
22.00.
0.04
12.50
1.00
15.70
0.12
18.90
0.06
22.10
0.04
12.60
0.92
15.80
0.12
19.00
0.06
22.20
0.05
12.70
0.81
15.90
0.12
19.10
0.06
22.30
0.05
12.80
0.70
16.00
0.11
19.20
0.06
22.40
0.05
12.90
0.59
16.10
0.11
19.30
0.06
22.50
0.04
13.00
0.47
16.20
0.10
19.40
0.06
22.60
0.04
13.10
0.38
16.30
0.10
19.50
0.06
22.70
0.04
13.20
0.33
16.40
0.10
19.60
0.05
22.80
0.04
13.30
0.29
16.50
0.10
19.70
0.05
22.90
0.04
13.40
0.26
16.60
0.09
19.80
0.05
23.00
0.04
13.50
0.24
16.70
0.09
19.90
0.05
23.10
0.04
13.60
0.23
16.80
0.09
20.00
0.05
23.20
0.04
13.70
0.22
16.90
0.09
20.10
0.05
23.30
0.04
13.80
0.21
17.00
0.09
20.20
0.05
23.40
0.04
13.90
0.21
17.10
0.08
20.30
0.05
23.50
0.04
14.00
0.20
17.20
0.08
20.40
0.05
23.60
0.04
14.10
0.19
17.30
0.08
20.50
0.05
23.70
0.04
14.20
0.19
17.40
0.08
20.60
0.05
23.80
0.04
14.30
0.18
17.50
0.08
20.70
0.05
23.90
0.04
Continues on next page...

Hydrograph Report
Page 1
English
Hyd. No. 2
10yr Predev
Hydrograph type
= SCS Runoff
Peak discharge =
3.30 cfs
Storm frequency
= 10 yrs
Time interval =
6 min
Drainage area
= 1.56 ac
Curve number =
70
Basin Slone
= 0.3 %
Hydraulic length =
400 ft
Tc method
= USER
Time of conc. (Tc) =
15 min
Total precip.
= 7.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 21.131 cuR
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
9.50
0.04
12.70
2.41
15.90
0.29
19.10
0.14
9.60
0.04
12.80
2.03
16.00
0.28
19.20
0.14
9.70
0.05
12.90
1.65
16.10
0.27
19.30
0.14
9.80
0.06
13.00
1.30
16.20
0.26
19.40
0.13
9.90
0.07
13.10
1.03
16.30
0.25
19.50
0.13
10.00
0.07
13.20
0.87
16.40
0.24
19.60
0.13
10.10
0.08
13.30
0.75
16.50
0.23
19.70
0.13
10.20
0.09
13.40
0.68
16.60
0.23
19.80
0.13
10.30
0.10
13.50
0.64
16.70
0.22
19.90
0.13
10.40
0.11
13.60
0.60
16.80
0.22
20.00
0.13
10.50
0.12
13.70
0.58
16.90
0.21
20.10
0.12
10.60
0.13
13.80
0.55
17.00
0.21
20.20
0.12
10.70
0.15
13.90
0.53
17.10
0.21
20.30
0.12
10.80
0.16
14.00
0.51
17.20
0.20
20.40
0.12
10.90
0.18
14.10
0.49
17.30
0.20
20.50
0.12
11.00
0.19
14.20
0.47
17.40
0.19
20.60
0.12
11.10
0.21
14.30
0.46
17.50
0.19
20.70
0.12
11.20
0.23
14.40
0.44
17.60
0.18
20.80
0.12
11.30
0.26
14.50
0.43
17.70
0.18
20.90
0.11
11.40
0.30
14.60
0.42
17.80
0.17
21.00
0.11
11.50
0.34
14.70
0.40
17.90
0.17
21.10
0.11
11.60
0.40
14.80
0.39
18.00
0.17
21.20
0.11
11.70
0.53
14.90
0.38
18.10
0.16
21.30
0.11
11.80
0.74
15.00
0.37
18.20
0.16
21.40
0.11
11.90
1.04
15.10
0.37
18.30
0.15
21.50
0.11
12.00
1.66
15.20
0.36
18.40
0.15
21.60
0.10
12.10
2.56
15.30
0.35
18.50
0.15
21.70
0.10
12.20
3.15
15.40
0.34
18.60
0.15
21.80
0.10
12.30
3.30 <<
15.50
0.33
18.70
0.14
21.90
0.10
12.40
3.29
15.60
0.32
18.80
0.14
22.00
0.10
12.50
3.10
15.70
0.31
18.90
0.14
22.10
. 0.10
12.60
2.78
15.80
0.30
19.00
0.14
22.20
0.11
Continues on next page...

Hydrograph Report
Page 1
English
Hyd. No. 3
100yrPredev
Hydrograph type
= SCS Runoff
Peak discharge =
5.71 cfs
Storm frequency
= 100 yrs
Time interval =
6 min
Drainage area
= 1.56 ac
Curve number =
70
Basin Slope
= 0.3 %
Hydraulic length =
400 ft
Tc method
= USER
Time of cone. (Tc) =
15 min
Total precip.
= 10.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 36,352 tuft
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
8.50
0.06
11.70
1.06
14.90
0.61
18.10
0.25
8.60
0.07
11.80
1.45
15.00
0.59
18.20
0.24
8.70
0.08
11.90
2.00
15.10
0.57
18.30
0.24
8.80
0.08
12.00
3.06.
15.20
0.56
18.40
0.23
8.90
0.09
12.10
4.57
15.30
0.54
18.50
0.23
9.00
0.10
12.20
5.51
15.40
0.53
18.60
0.23
9.10
0.11
12.30
5.71 <<
15.50
0.51
18.70
0.22
9.20
0.12
12.40
5.62
15.60
0.50
18.80
0.22
9.30
0.13
12.50
5.26
15.70
0.48
18.90
0.22
9.40
0.14
12.60
4.68
15.80
0.46
19.00
0.22
9.50
0.16
12.70
4.02
15.90
0.45
19.10
0.22
9.60
0.17
12.80
3.36
16.00
0.43
19.20
0.21
9.70
0.18
12.90
2.71
16.10
0.42
19.30
0.21
9.80
0.19
13.00
2.11
16.20
0.40
19.40
0.21
9.90
0.21
13.10
1.66
16.30
0.39
19.50
0.21
10.00
0.22
13.20
1.39
16.40
0.38
19.60
0.20
10.10
0.24
13.30
1.21
16.50
0.37
19.70
0.20
10.20
0.25
13.40
1.09
16.60
0.36
19.80
0.20
10.30
0.27
13.50
1.02
16.70
0.35
19.90
0.20
10.40
0.29
13.60
0.96
16.80
0.34
20.00
0.20
10.50
0.31
13.70
0.92
16.90
0.33
20.10
0.19
10.60
0.34
13.80
0.88
17.00
0.33
20.20
0.19
10.70
0.36
13.90
0.84
17.10
0.32
20.30
0.19
10.80
0.39
14.00
0.81
17.20
0.31
20.40
0.19
10.90
0.42
14.10
0.78
17.30
0.31
20.50
0.19
11.00
0.45
14.20
0.75
17.40
0.30
20.60
0.18
11.10
0.48
14.30
0.72
17.50
0.29
20.70
0.18
11.20
0.52
14.40
0.70
17.60
0.29
20.80
0.18
11.30
0.57
14.50
0.68
17.70
0.28
20.90
0.18
11.40
0.64
14.60
0.66
17.80
0.27
21.00
0.17
11.50
0.71
14.70
0.64
17.90
0.26
21.10
0.17
11.60
0.83
14.80
0.62
18.00
0.26
21.20
0.17
Continues on next page...

Hydrograph Report
Page 1
English
Hyd. No. 4
1yr Postdev-24hr
Hydrograph type
= SCS Runoff
Peak discharge =
1.71 cfs
Storm frequency
= 1 yrs
Time interval =
6 min
Drainage area
= 1.56 ac
Curve number =
80
Basin Slope
= 0.3 %
Hydraulic length =
400 ft
Tc method
= USER
Time of conc. (Tc) =
10 min
Total precip.
= 3.80 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
242
Total Volume = 10,965 cuff
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs.
cfs)
9.70
0.02
12.90
0.86
16.10
0.14
19.30
0.07
9.80
0.02
13.00
0.68
16.20
0.14
19.40
0.67
9.90
0.03
13.10
0.54
16.30
0.13
19.50
0.07
10.00
0.03
13.20
0.46
16.40
0.13
19.60
0.07
10.10
0.03
13.30
0.40
16.50
0.12
19.70
0.07
10.20
0.04
13.40
0.36
16.60
0.12
19.80
0.07
10.30
0.04
1150
0.34
16.70
0.12
19.90
0.07
10.40
0.05
13.60
0.32
16.80
0.12
20.00
0.07
10.50
0.06
13.70
0.30
16.90
0.11
20.10
0.07
10.60
0.06
13.80
0.29
17.00
0.11
20.20
0.07
10.70
0.07
13.90
0.28
17.10
0.11
20.30
0.06
10.80
0.08
14A
0.27
17.20
0.11
20.40
0.06
10.90
0.08
14.10
0.26
17.30
0.10
20.50
0.06
11.00
0.09
14.20
0.25
17.40
0.10
20.60
0.06
11.10
0.10
14.30
0.24
17.50
0.10
20.70
0.06
11.20
0.11
14.40
0.23
17.60
0.10
20.80
0.06
11.30
0.13
14.50
0.23
17.70
0.09
20.90
0.06
11.40
0.15
14.60
0.22
17.80
0.09
21.00
0.06
11.50
0.17
14.70
0.21
17.90
0.09
21.10
0.06
11.60
0.20
14.80
0.21
18.00
0.09
21.20
0.06
11.70
0.26
14.90
0.20
18.10
0.09
21.30
0.06
11.80
0.37
15.00
0.20
18.20
0.08
21.40
0.06
11.90
0.53
15.10
0.19
18.30
0.08
21.50
0.06
12.00
0.84
15.20
0.19
18.40
0.08
21.60
0.06
12.10
1.31
15.30
0.18
18.50 .
0.08
21.70
0.05
12.20
1.62
15.40
0.18
18.60
0.08
21.80
0.05
12.30
1.71 <<
15.50
0.17
18.70
0.08
21.90
0.05
12.40
1.70
15.60
0.17
18.80
0.08
22.00
0.05
12.50
1.61
15.70
0.16
18.90
0.07
22.10
0.06
12.60
1.45
15.80
0.16
19.00
0.07
22.20
0.06
12.70
1.26
15.90
0.15
19.10
0.07
22.30
0.06
12.80
1.06
16.00
0.15
19.20
0.07
22.40
0.06
Continues on next page...

Hydrograph Report
Hyd. No. 5
10yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 1.56 ac
= 0.3 %
= USER
= 7.00 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge = 4.29 cfs
Time interval =
6 min
Curve number =
80
Hydraulic length =
400 ft
Time of conc. (Tc) =
10 min
Distribution =
Type III
Shape factor =
242
Time -- Outflow Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs) (hrs cfs)
Page 1
English
Total Volume = 27,414 cuft
Time -- Outflow
(hrs cfs)
8.00
0.04
11.20
0.43
14.40
0.51
17.60
0.21
8.10
0.05
11.30
0.47
14.50
0.49
17.70
0.20
8.20
0.05
11.40
0.52
14.60
0.48
17.80
0.20
8.30
0.06
11.50
0.57
14.70
0.46
17.90
0.19
8.40
0.06
11.60
0.66
14.80
0.45
18.00
0.19
8.50
0.07
11.70
0.84
14.90
0.44
18.10
0.18
8.60
0.07
11.80
1.14
15.00
0.43
18.20
0.18
8.70
0.08
11.90
1.56
15.10
0.42
18.30
0.17
8.80
0.09
12.00
2.35
15.20
0.40
18.40
0.17
8.90
0.09
12.10
3.47
15.30
0.39
18.50
0.17
9.00
0.10
12.20
4.16
15.40
0.38
18.60
0.16
9.10
0.11
12.30
4.29 <<
15.50
0.37
18.70
0.16
9.20
0.12
12.40
4.21
15.60
0.36
18.80
0:16
9.30
0.13
12.50
3.92
15.70
0.35
18.90
0.16
9.40
0.14
12.60
3.48
15.80
0.34
19.00
0.16
9.50
0.15
12.70
2.98
15.90
0.32
19.10
0.16
9.60
0.16
12.80
2.48
16.00
0.31
19.20
0.15
9.70
0.17
12.90
2.00
16.10
0.30
19.30
0.15
9.80
0.18
13.00
1.55
16.20
0.29
19.40
0.15
9.90
0.19
13.10
1.22
16.30
0.28
19.50
0.15
10.00
0.20
13.20
1.02
16.40
0.27
19.60
0.15
10.10
0.21
13.30
0.88
16.50
0.27
19.70
0.15
10.20
0.22
13.40
0.80
16.60
0.26
19.80
0.14
10.30
0.24
13.50
0.74
16.70
0.25
19.90
0.14
10.40
0.25
13.60
0.70
16.80
0.25
20.00
0.14
10.50
0.27
13.70
0.67
16.90
0.24
20.10
0.14
10.60
0.29
13.80
0.64
17.00
0.24
20.20
0.14
10.70
0.31
13.90
0.61
17.10
0.23
20.30
0.14
10.80
0.33
14.00
0.59
17.20
0.23
20.40
0.14
10.90
0.35
14.10
0.56
17.30
0.22
20.50
0.13
11.00
0.37
14.20
0.54
17.40
0.22
20.60
0.13
11.10
0.40
14.30
0.52
17.50
0.21
20.70
0.13
Continues on next page...

Hydrograph Report
Hyd. No. 6
100yr Postdev
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 1.56 ac
= 0.3 %
= USER
= 10.00 in
= 24 hrs
Hydrograph Discharge Table
Page 1
English
Peak discharge = 6.78 cfs
Time interval =
6 min
Curve number =
80
Hydraulic length =
400 ft
Time of conc. (Tc) =
10 min
Distribution =
Type III
Shape factor =
242
Total Volume = 43,920 cuff
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
7.00
0.07
10.20
0.44
13.40
1.20
16.60
0.39
7.10
0.07
10.30
0.46
13.50
1.12
16.70
0.38
7.20
0.08
10.40
0.48
13.60
1.06
16.80
0.37
7.30
0.08
10.50
0.51
13.70
1.00
16.90
0.36
7.40
0.09
10.60
0.54
13.80
0.96
17.00
0.35
7.50
0.10
10.70
0.57
13.90
0.92
17.10
0.34
7.60
0.10
10.80
0.61
14.00
0.88
17.20
0.34
7.70
0.11
10.90
0.64
14.10
0.85
17.30
0.33
7.80
0.11
11.00
0.68
14.20
0.82
17.40
0.32
7.90
0.12
11.10
0.72
14.30
0.79
17.50
0.31
8.00
0.13
11.20
0.77
14.40
0.76
17.60
0.31
8.10
0.13
11.30
0.83
14.50
0.74
17.70
0.30
8.20
0.14
11.40
0.91
14.60
0.71
17.80
0.29
8.30
0.15
11.50
1.01
14.70
0.69
17.90
0.28
8.40
0.16
11.60
1.15
14.80
0.68
18.00
0.28
8.50
0.17
11.70
1.45
14.90
0.66
18.10
0.27
8.60
0.18
11.80
1.94
15.00
0.64
18.20
0.26
8.70
0.19
11.90
2.60
15.10
0.62
18.30
0.26
8.80
0.21
12.00
3.86
15.20
0.61
18.40
0.25
8.90
0.22
12.10
5.59
15.30
0.59
18.50
0.25
9.00
0.23
12.20
6.62
15.40
0.57
18.60
0.24
9.10
0.25
12.30
6.78 <<
15.50
0.55
18.70
0.24
9.20
0.26
12.40
6.61
15.60
0.54
18.80
0.24
9.30
0.28
12.50
6.13
15.70
0.52
18.90
0.24
9.40
0.29
12.60
5.42
15.80
0.50
19.00
0.23
9.50
0.31
12.70
4.62
15.90
0.48
19.10
0.23
9.60
0.33
12.80
3.82
16.00
0.47
19.20
0.23
9.70
0.34
12.90
3.06
16.10
0.45
19.30
0.23
9.80
0.36
13.00
2.36
16.20
0.43
19.40
0.22
9.90
0.38
13.10
1.84
16.30
0.42
19.50
0.22
10.00
0.40
13.20
1.54
16.40
0.41
19.60
0.22
10.10
0.41
13.30
1.33
16.50
0.40
19.70
0.22
Continues on next page...

Hydrograph Report
Hyd. No. 7
1yr Post-Route-24hr
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 4
Max. Elevation = 12.14 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
Page 1
English
= 0.42 cfs
= 6 min
= Best Western at
= 6,038 cuft
Total Volume = 9,599 cuft
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
12.00
0.84
11.22
3.08
0.01
----- ----- -----
----- ----- ----- 0.01
12.10
1.31
11.30
3.22
0.01
----- ----- -----
----- ----- ----- 0.01
12.20
1.62
11.40
3.39
0.01
----- ----- -----
----- ----- ----- 0.01
12.30
1.71 <<
11.52
3.62
0.01
----- ----- -----
----- ----- ----- 0.01
12.40
1.70
11.63
5.07
0.01
----- ----- -----
----- ----- ----- 0.01
12.50
1.61
11.75
6.16
0.01
----- ----- -----
----- ----- ----- 0.01
12.60
1.45
11.86
7.02
0.01
----- ----- -----
----- ----- ----- 0.01
12.70
1.26
11.95
7.70
0.01
----- ----- -----
----- ----- ----- 0.01
12.80
1.06
12.02
8.43
0.01
----- ----- -----
----- ----- ----- 0.01
12.90
0.86
12.08
9.24
0.01
----- ----- 0.00
----- ----- ----- 0.01
13.00
0.68
12.12
9.66
0.02
----- ----- 0.18
----- ----- ----- 0.20
13.10
0.54
12.13
9.84
0.02
----- ----- 0.34
----- ----- ----- 0.35
13.20
0.46
12.14
9.90
0.02
----- ----- 0.40
----- ----- ----- 0.41
13.30
0.40
12.14 <<
9.90
0.02
----- ----- 0.40
----- ----- ----- 0.42 <<
13.40
0.36
12.14
9.89
0.02
----- ----- 0.38
----- ----- ----- 0.40
13.50
0.34
12.14
9.86
0.02
----- ----- 0.36
----- ----- ----- 0.38
13.60
0.32
12.14
9.84
0.02
----- ----- 0.34
----- ----- ----- 0.36
13.70
0.30
12.13
9.82
0.02
----- ----- 0.32
----- ----- ----- 0.34
13.80
0.29
12.13
9.80
0.02
----- ----- 0.31
----- ----- ----- 0.32
13.90
0.28
12.13
9.79
0.02
----- ----- 0.29
----- ----- ----- 0.31
14.00
0.27
12.13
9.77
0.02
----- ----- 0.28
----- ----- ----- 0.29
14.10
0.26
12.13
9.76
0.02
----- ----- 0.27
----- ----- ----- 0.28
14.20
0.25
12.13
9.75
0.02
----- ----- 0.26
----- ----- ----- 0.27
14.30
0.24
12.12
9.74
0.02
----- ----- 0.25
----- ----- ----- 0.26
14.40
0.23
12.12
9.73
0.02
----- ----- 0.24
----- ----- ----- 0.25
14.50
0.23
12.12
9.72
0.02
----- ----- 0.23
----- ----- ----- 0.24
14.60
0.22
12.12
9.71
0.02
----- ----- 0.22
----- ----- ----- 0.24
14.70
0.21
12.12
9.70
0.02
----- ----- 0.21
----- ----- ----- 0.23
14.80
0.21
12.12
9.70
0.02
----- ----- 0.21
----- ----- ----- 0.22
14.90
0.20
12.12
9.69
0.02
----- ----- 0.20
----- ----- ----- 0.22
15.00
0.20
12.12
9.68
0.02
----- ----- 0.20
----- ----- ----- 0.21
15.10
0.19
12.12
9.68
0.02
----- ----- 0.19
----- ----- ----- 0.21
15.20
0.19
12.12
9.67
0.02
----- ----- 0.19
----- ----- ----- 0.20
15.30
0.18
12.12
9.66
0.02
----- ----- 0.18
----- ----- ----- 0.20
15.40
0.18
12.12
9.65
0.02
----- ----- 0.18
----- ----- ----- 0.19
15.50
0.17
12.11
9.65
0.02
----- ----- 0.17
----- ----- ----- 0.19
Continues on next page...

Reservoir Report Page 1
English
Reservoir No. 1 - Best Western at Westgate
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cuft cuft
0.00
11.00
4,130
0
0
1.00
12.00
6,140
5,135
5,135
1.20
12.20
6,585
1,273
6,408
2.00
13.00
7,030
5,446
11,854
3.00
14.00
7,300
7,165
19,019
4.00
15.00
7,585
7,443
26,461
5.00
16.00
8,500
8,043
34,504
Culvert / Orifice Structures
[A] [B] [C] [D]
Rise in
= 18.0
1.0
0.0
0.0
Span in
= 18.0
1.0
0.0
0.0
No. Barrels
= 1
1
0
0
Invert El. ft
= 10.00
11.00
0.00
0.00
Length ft
= 22.0
10.0
0.0
0.0
Slope %
= 0.50
0.01
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Stage / Storage / Discharge Table
Weir Structures
[A]
Crest Len ft
= 2.0
Crest El. ft
= 12.20
Weir Coeff.
= 3.30
Eqn. Exp.
= 1.50
Multi -Stage
= Yes
[B] [C] [D]
16.0
20.0
0.0
13.00
14.00
0.00
3.30
3.00
0.00
1.50
1.50
0.00
Yes
No
No
Tailwater Elevation = 11.00 ft
Note'. A l outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
11.00
0.00
0.00 ---
--- 0.00
0.00
0.00 ---
0.00
1.00
5,135
12.00
8.04
0.01 ---
--- 0.00
0.00
0.00 ---
0.01
1.20
6,408
12.20
10.42
0.02 ---
--- 1.08
0.00
0.00 ---
1.10
2.00
11,854
13.00
12.03
0.02 . ---
--- 4.72
0.00
0.00 ---
4.74
3.00
19,019
14.00
14.74
0.00 ---
--- 16.94
52.80
0.00 ---
14.74
4.00
26,461
15.00
17.02
0.00 ---
--- 30.92
149.34
60.00 ---
77.02
5.00
34,504
16.00
19.02
0.00 ---
--- 48.89
274.36
169.71 ---
188.73

a
Hydrograph Report
Page 1
Hyd. No. 8
10yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 10 yrs
Time interval
Inflow hyd. No.
= 5
Reservoir name
Max. Elevation
= 12.66 ft
Max. Storage
Storage Indication method used.
Hydrograph Discharge Table
English
= 2.99 cfs
= 6 min
= Best Western at
= 9,541 cuft
Total Volume = 26,042 cuff
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Outflow
(hrs)
cfs
ft
cfs
cfs cfs
cfs cfs cfs cfs cfs
cfs
12.10
3.47
12.09
9.41
0.01 -----
----- 0.04 ----- ----- -----
0.06
12.20
4.16
12.26
10.56
0.02 -----
----- 1.31 ----- ----- -----
1.33
12.30
4.29 <<
12.40
10.85
0.02 -----
----- 1.84 ----- ----- -----
1.86
12.40
4.21
12.52
11.09
0.02 -----
----- 2.32 ----- ----- -----
2.34
12.50
3.92
12.60
11.25
0.02 -----
----- 2.69 ----- ----- -----
2.70
12.60
3.48
12.65
11.35
0.02 -----
----- 2.91 ----- ----- -----
2.92
12.70
2.98
12.66 <<
11.37
0.02 -----
----- 2.97 ----- ----- -----
2.99 <<
12.80
2.48
12.65
11.35
0.02 -----
----- 2.92 ----- ----- -----
2.93
12.90
2.00
12.62
11.29
0.02 -----
----- 2.76 ----- ----- -----
2.78
13.00
1.55
12.57
11.19
0.02 -----
----- 2.55 ----- ----- -----
2.56
13.10
1.22
12.51
11.08
0.02 -----
----- 2.30 ----- ----- -----
2.32
13.20
1.02
12.45
10.96
0.02 -----
----- 2.05 ----- ----- -----
2.07
13.30
0.88
12.40
10.85
0.02 -----
----- 1.84 ----- ----- -----
1.85
13.40
0.80
12.35
10.75
0.02 -----
----- 1.64 ----- ----- -----
1.66
13.50
0.74
12.31
10.66
0.02 -----
----- 1.48 ----- ----- -----
1.50
13.60
0.70
12.27
10.58
0.02 -----
----- 1.34 ----- ----- -----
1.36
13.70
0.67
12.24
10.51
0.02 -----
----- 1.23 ----- ----- -----
1.24
13.80
0.64
12.21
10.44
0.02 -----
----- 1.12 ----- ----- -----
1.14
13.90
0.61
12.19
10.32
0.02 -----
----- 0.93 ----- ----- -----
0.95
14.00
0.59
12.17
10.19
0.02 -----
----- 0.75 ----- ----- -----
0.77
14.10
0.56
12.17
10.12
0.02 -----
----- 0.66 ----- ----- -----
0.67
14.20
0.54
12.16
10.07
0.02 -----
----- 0.60 ----- ----- -----
0.61
14.30
0.52
12.16
10.04
0.02 -----
----- 0.56 ----- ----- -----
0.58
14.40
0.51
12.15
10.02
0.02 -----
----- 0.53 ----- ----- -----
0.55
14.50
0.49
12.15
10.00
0.02 -----
----- 0.51 ----- ----- -----
0.53
14.60
0.48
12.15
9.98
0.02 -----
----- 0.49 ----- ----- -----
0.51
14.70
0.46
12.15
9.97
0.02 -----
----- 0.47 ----- ----- -----
0.49
14.80
0.45
12.15
9.95
0.02 -----
----- 0.46 ----- ----- -----
0.48
14.90
0.44
12.15
9.94
0.02 -----
----- 0.45 ----- ----- -----
0.46
15.00
0.43
12.14
9.93
0.02 -----
----- 0.43 ----- ----- -----
0.45
15.10
0.42
12.14
9.92
0.02 -----
----- 0.42 ----- ----- -----
0.44
15.20
0.40
12.14
9.91
0.02 -----
----- 0.41 ----- ----- -----
0.42
15.30
0.39
12.14
9.90
0.02 -----
----- 0.40 ----- ----- -----
0.41
15.40
0.38
12.14
9.89
0.02 -----
----- 0.39 ----- ----- -----
0.40
15.50
0.37
12.14
9.88
0.02 -----
----- 0.38 ----- -----
0.39
15.60
0.36
12.14
9.87
0.02 -----
----- 0.37 ----- ----- -----
0.38
Continues on next page...

S
Reservoir Report
Page 1
English
Reservoir No. 1 - Best Western at Westgate
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sqft cuft cuft
0.00
11.00
4.130
0
0
1.00
12.00
6,140
5,135
5,135
1.20
12.20
6,585
1,273
6,408
2.00
13.00
7,030
5,446
11,854
3.00
14.00
7,300
7,165
19,019
4.00
15.00
7,585
7,443
26,461
5.00
16.00
8.500
8,043
34,504
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 18.0
1.0
0.0
0.0
Crest Len ft
= 2.0
16.0
20.0
0.0
Span in
= 18.0
1.0
0.0
0.0
Crest El. ft
= 12.20
13.00
14.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.30
3.30
3.00
0.00
Invert El. ft
= 10.00
11.00
0.00
0.00
Eqn. Exp.
= 1.50
1.50
1.50
0.00
Length ft
= 22.0
10.0
0.0
0.0
Multi -Stage
= Yes
Yes
No
No
Slope %
= 0.50
0.01
0.00 .
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -----
Yes
No
No
Tailwater Elevation =
11.00 ft
Note: All outflows have been analyzed under inlet and outlet contra].
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
11.00
0.00
0.00 ---
--- 0.00
0.00
0.00 ---
0.00
1.00
5,135
12.00
8.04
0.01 ---
--- 0.00
0.00
0.00 ---
0.01
1.20
6,408
12.20
10.42
0.02 ---
--- 1.08
0.00
0.00 ---
1.10
2.60
11,854
13.00
12.03
0.02 ---
--- 4.72
0.00
0.00 ---
4.74
3.00
19,019
14.00
14.74
0.00 ---
--- 15.94
52.80
0.00 ---
14.74
4.00
26,461
15.00
17.02
0.00 ---
--- 30.92
149.34
60.00 ---
77.02
5.00
34,504
16.00
19.02
0.00 ---
--- 48.89
274.36
169.71 ---
188.73

Hydrograph Report
Page 1
English
Hyd. No. 9
100yr Post -Route
Hydrograph type
= Reservoir
Peak discharge
= 5.77 cfs
Storm frequency
= 100 yrs
Time interval
= 6 min
Inflow hyd. No.
= 6
Reservoir name
= Best Western at
Max. Elevation
= 13.04 ft
Max. Storage
= 12,140 cuft
Storage indloanoo method used. Total Volume = 42,545 cuff
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B
Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs
cfs cfs cfs
cfs
cfs cfs cfs
11.60
1.15
12.12
9.71
0.02
----- ----- 0.22
-----
----- ----- 0.24
11.70
1.45
12.17
10.14
0.02
----- ----- 0.69
-----
----- ----- 0.70
11.80
1.94
12.21
10.44
0.02
----- ----- 1.12
-----
----- ----- 1.14
11.90
2.60
12.27
10.56
0.02
----- ----- 1.32
-----
----- . ----- 1.33
12.00
3.86
12.36
10.76
0.02
----- ----- 1.66
-----
----- ----- 1.68
12.10
5.59
12.50
11.06
0.02
----- ----- 2.26
-----
----- ----- 2.28
12.20
6.62
12.68
11.42
0.02
----- ----- 3.08
-----
----- ----- 3.10
12.30
6.78 <<
12.85
11.75
0.02
----- ----- 3.93
-----
----- ----- 3.94
12.40
6.61
12.98
11.99
0.02
----- ----- 4.61
-----
----- -- 4.63
12.50
6.13
13.04
12.15
0.02.
----- ----- 5.08
0.66
----- ----- 5.76
12.60
5.42
13.04 <<
12.15
0.02
----- ----- 5.09
0.67
----- ----- 5.77
12.70
4.62
13.02
12.08
0.02
----- 4.88
0.28
----- ----- 5.18
12.80
3.82
12.98
12.00
0.02
----- 4.62
-----
----- ----- 4.64
12.90
3.06
12.93
11.89
0.02
----- 4.32
-----
----- ----- 4.34
13.00
2.36
12.85
11.75
0.02
----- ----- 3.92
-----
----- ----- 3.94
13.10
1.84
12.77
11.58
0.02
----- ----- 3.48
-----
----- ----- 3.50
13.20
1.54
12.68
11.41
0.02
----- ----- 3.07
-----
----- ----- 3.09
13.30
1.33
12.60
11.26
0.02
----- ----- 2.70
-----
----- ----- 2.72
13.40
1.20
12.53
11.12
0.02
----- ----- 2.40
-----
----- 2.41
13.50
1.12
12.47
11.00
0.02
----- ----- 2.14
-----
----- ----- 2.16
13.60
1.06
12.42
10.89
0.02
----- ----- 1.93
-----
----- ----- 1.94
13.70
1.00
12.38
10.80
0.02
----- ----- 1.75
-----
----- ----- 1.77
13.80
0.96
12.34
10.72
0.02
----- ----- 1.60
-----
----- ----- 1.62
13.90
0.92
12.31
10.65
0.02
----- ----- 1.48
-----
----- ----- 1.50
14.00
0.88
12.28
10.59
0.02
----- ----- 1.37
-----
----- 1.39
14.10
0.85
12.26
10.54
0.02
----- ----- 1.28
-----
----- ----- 1.30
14.20
0.82
12.23
10.49
0.02
----- ----- 1.20
-----
----- ----- 1.22
14.30
0.79
12.21
10.45
0.02
----- ----- 1.13
-----
----- ----- 1.15
14.40
0.76
12.20
10.38
0.02
----- ----- 1.03
-----
----- ----- 1.05
14.50
0.74
12.18
10.28
0.02
=---- ----- 0.87
-----
----- ----- 0.89
14.60
0.71
12.18
10.22
0.02
----- ----- 0.79
-----
----- ----- 0.80
14.70
0.69
12.17
10.18
0.02
----- ----- 0.74
-----
----- ----- 0.75
14.80
0.68
12.17
10.15
0.02
----- ----- 0.70
-----
----- ----- 0.72
14.90
0.66
12.17
10.13
0.02
----- ----- 0.68
-----
----- ----- 0.69
15.00
0.64
12.17
10.12
0.02
----- ----- 0.66
-----
----- ----- 0.67
15.10
0.62
12.16
10.10
0.02
----- ----- 0.64
-----
----- ----- 0.65
Continues on next page...

0
Reservoir Report
Reservoir No. 1 - Best Western at Westgate
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage Elevation Contour area Incr. Storage Total storage
ft ft sgft cult cult
0.00
11.00
4,130
0
0
1.00
12.00
6,140
5,135
5,135
1.20
12.20
6,585
1,273
6,408
2.00
13.00
,7,030
5,446
11,854
3.00
14.00
7,300
7,165
19,019
4.00
15.00
7,585
7,443
26,461
5.00
16.00
8,500
8,043
34,504
Culvert / Orifice Structures
[A]
Rise in
= 18.0
Span In
= 18.0
No. Barrels
= 1
Invert El. ft
= 10.00
Length ft
= 22.0
Slope %
= 0.50
N-Value
= .013
Crif. Coeff.
= 0.60
Multi -Stage
= -----
[B] [C]
1.0 0.0
1.0 0.0
1 0
11.00 0.00
10.0 0.0
0.01 0.00
.013 .000
0.60 0.00
Yes No
Stage / Storage / Discharge Table
[D]
0.0
0.0
0
0.00
0.0
0.00
.000
0.00
No
Weir Structures
[A]
Crest Len ft
= 2.0
Crest El. ft
= 12.20
Weir Coeff.
= 3.30
Eqn. Exp.
= 1.50
Multi -Stage
= Yes
Page 1
English
[B] [C] [D]
16.0
20.0
0.0
13.00
14.00
0.00
3.30
3.00
0.00
1.50
1.50
0.00
Yes
No
No
Tailwater Elevation = 11.00 ft
Note: All outilms have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
11.00
0.00
0.00 ---
--- 0.00
0.00
0.00 ---
0.00
1.00
5,135
12.00
8.04
0.01 ---
--- 0.00
0.00
0.00 ---
0.01
1.20
6,408
12.20
10.42
0.02 ---
--- 1.08
0.00
0.00 ---
1.10
2.00
11,854
13.00
12.03
0.02 ---
--- 4.72
0.00
0.00 ---
4.74
3.00
19,019
14.00
14.74
0.00 ---
--- 15.94
52.80
0.00 ---
14.74
4.00
26,461
15.00
17.02
0.00 ---
--- 30.92
149.34
60.00 ---
77.02
5.00
34,504
16.00
19.02
0.00 ---
--- 48.89
274.36
169.71 ---
188.73

Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION
,f
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
t.,,IRP
North Carolina 34.208888 N 78.02888 W 26 feet
from •Precipitation -Frequency Atlas of the United States- NOAA Atlas 14, Volume 2, Version 3
C.M. Bonnie, D. Martin, B. Lin, T. 1'mzybok, M.Yekta, and D. Riley
NOAA, Nation] Wemher Service, Silver Spring, Maryland, 200e
Extracted. Mon Jun 2 2008
Confidence Limits _JSeasonalityL Location Maps Other Info. GIS data Maps Help Docs U.S. Map
Precipitation Frequency Estimates (inches)
FIRI*
cacs
IY ")
min
1n
m n
1._
1
min
n
n n
6o
min
11
min
�-hr
6 hr
12 hr
24 hr
4A hr
4
AR X
7
Jn X
Io
da
Y
2n
Aa X
o
J
Y
45
Ja X
60
Ja X
0.52
U.R3
L114
L43
1.7R
2.11
2.26
2.R0
3.27
3.83
448
5.02
5.76
6.50
8.72
10.75
13.39
16.07
00.62
U.99
1.25
1.72
2.16
2.58
2.75
3A1
4.00
4.64
5.42
6.05
C.95
7.78
10.38
12.78
15.84
18.93
00.72
1.16
L47
2.08
731E4]E2E
15.35
18.78
22.15
III
0.81
L29
L63
2.36
3.08
3.86
4.IR
5.19
6.1E
Z21
8.29
9.05
10.23
11.20
14.53
1743
21.16
24.70
25
0.9I
L45
1.84
2.72
3.(>2
4.70
5.15
6.42
7.67
9.06
10.32
11.12
12.42
13.46
17.20
20.31
24.44
28.14
511
0.99
1.57
1.99
3.00
4.07
5.41
6.00
7.50
9.01
10.71
12.I I
12.89
14.26
1 i
19.41
22.62
27.06
30.80
1011
IA7
L70
2.15
3.29
4.53
6.18
G.94
8.70
1Q52
12.59
14.14
14.R7
16.27
IZ40
21.75
25.00
29.73
33.47
2011
LIS
LR2
2.30
3.57
5.01
7.03
7.98
10.05
12.23
14.73
16.43
17.05
18.47
19.62
24.23
27.48
32.48
36.14
5011
1.25
IJS
2.49
397
5.69
8.2R
256
12.11
14.87
IR.05
19.94
20.42
21.68
22.84
27.76
30.89
36.24
39.69
101111
1.34
2.11
2.65
4.29
6.26
9.36
10.95
13.92
17.22
20.99
23.02
23.33
24.39
25.53
30.65
33.59
39.19
42.40
These precipitation frewency estimates are bated on a pP3ryg_@ginfif 5 ri . ARI is the Average Recurrence Interval.
Pleats rater to Ne dxumenleGpn for more information. NOTE: Formattlrg forces estimates near zero to appear as zero,
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
%It
rInhayr(y�rs) nin mn mn mn ihhrhJay 11 Jay Jay 11 Jay Jay
FI
0.56
0.9U
1.12
1.54
IA2
2.31
2AR
3.08
3.63
4.26
4.96
5.54
619
7.0E
9.3R
11.50
14.26
17.0E
00.67
1.07
1.34
1.86
2.33
2.R1
3.02
3.7E
4.42
5.17
6.00
6.68
Z58
8.4E
I1.19
13.66
16.86
20.09
0
0.7R
1.2E
LSR
2.2E
2.8R
3.58
3.8E
4.79
5.70
6.69
7.70
8 46
9.53
10-47
13.63
16.40
19.98
23.50
III
0.87
1.39
1.76
2.54
3.31
4.21
4.57
5.69
6. 00
R.01
9.17
9.98
I L I5
12.16
15.63
18.61
22.52
26.19
25
11.9R
L56
1.97
2.92
3.89
5.11
5.62
7.02
8.4E
10.0E
11.43
12.26
13.54
14.61
18.52
21.71
26.03
29.86
SU
1.06
1.69
2.14
3.23
4.37
5.89
6.5E
8.19
9.91
11.88
13 475
14.24
15.57
16.70
20.93
24.22
28.85
32.76
IIIO
1.1E
1.83
2.31
3.54
4.87
6.73
7.56
9.49
IL56
13.97
15.73
16A7
IZ81
18.96
23.52
26.84
31.77
35. 77
2110
1.24
1.96
2.47
3.8E
5.40
7.64
8.69
10.96
13.43
16.38
1R.36
18.98
20.27
21.46
26.33
29.59
34.85
38.63
5110
1.3E
2.14
2.69
4.28
6.1E
9.02
10.42
13.22
16.34
20.19
22.42
22.87
24.00
25.19
--
33.51
39.10
42.67
IIIUII
IAS
2.2R
2.86
4.63
6.77
10.22
11.9E
15.23
18.90
23.62
26.0E
26.34
27.19
28.37
33.79
36.6E
42.56
45.8E
The upper bound of the confidence interval at 90%confidence level is the value which 5%of the simulated weather values for a given frequency are greater than.
These precipitation frequency estimates are based on a pa�jal duratlon sages, AM is the Average Recurrence Interval.
Please relm to the documentation for more information. NOTE: Formattrg prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
%Rl.. o lU 15 30 6U 12U 0012 24 4R o0 10 20 30 45 60
(years) mm nun min mm min min hr hr hr hr hr Jay day do Jay day day ILLay
�1
0.49
0.7R
0.97
1.33
1.66
1.9E
2.0R
2.5
22.98
3A9
4.10
ET]5.33
6.03
8.13
10.1I
12.63
15.20
F2
0.58
0.92
1.16
1.60
2.01
2.3R
2.54
3.14
3.64
4.23
4.96
5.56
6A3
7.21
9.70
12.01
1192
17.91
F
0.(i7
L118
1.36
1.94
2.48
3.02
3.23
4.01
4.68
5.47
6.3E
7.02
R.06
R.91
11.80
14 11
17.68
20.94
I0
0.7E
1.19
L51
2.19
2.8E
3.5E
3.R2
4.74
5.57
6.54
7.53
8.2E
9.41
10.33
13.51
16.32
19.87
23.31
2,5
O.R4
1.34
L69
2.51
3.34
4.29
4.68
5.83
6.88
R.13
9.29
10.05
11.34
12.3E
15.91
18.94
22.88
26.47
So
0.91
L44
I.R3
2.7E
3.73
4.92
5.42
6.7(>
R.04
9.52
10.80
1 L56
E93
14. 00
77. 44
11.00
25.20
28. 88
I1111
297
L55
1.96
3A0
4.13
5.59
6.22
7.79
9.31
11.06
12.45
13.19
14.62
15.73
19.8--IF-0-
3.7
27.94
31.23
rnnnnnnnnn�n�nin�nininrnrnn�n
http://h(isc.nws.iioa,t.gov/cgi-binlhdsc/bLli ldoLit.perl?type=pf&units=us&series=pd&statena... 6/2/2008

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen 11. Sullins Director
Division of Water Quality
June 30, 2008
Riley S. Evans, Manager
Sankey Properties, LLC
PO Box 847
Clarkton. NC 28433
Subject: Request for Additional Information
Stormwater Project No. SW8 080514
West Gate - Best Western Hotel & Restaurant
Brunswick County
Dear Mr. Evans:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for West Gate - Best Western Hotel & Restaurant on May 19, 2008. A preliminary review of
that information has determined that the following is needed to continue the stormwater review:
1. Please verify the Stage -Storage Table for the permanent pool provided in the
calculations. It appears that the incremental volumes calculated from the surface areas
associated with various elevations of the pond are incorrect or slightly off.
2. Please verify the embankment section detail and forebay section details presented on
plan sheet 8. It appears that the bottom elevations and sediment removal elevations
are switched between the two details.
3. Please submit a $500 fee for the additional review required for this application.
Please keep in mind that changing one number may change other numbers and require the
calculations, supplements, and other supporting documentation to be updated. 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 July 8, 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.
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. If you have any
questions concerning this matter please feel free to call me at [phone] or email me at
[e-mail].
Sincerely,
CpI
Christine Nelson
Environmental Engineer
ENB/can: S:\WQS\STORMWATER\ADDINFO\2008\080514.jun08
cc: David S. Hollis, Hanover Design Services One
Christine Nelson North Carolina
Wilmington Regional Office Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwmeruualitv.ore Fax [phone]
An Equal OpportunitylAffirmative Action Employer — 50% Recycled110% Post Consumer Paper

2nd request for additional info: SW Project No. 080514 Best Weste...
Subject: 2nd request for additional info: SW Project No. 080514 Best Western & Restaurant
From: Christine Nelson <[e-mail]>
Date: Mon, 30 Jun 2008 17:39:03 -0400
To: David Hollis <[e-mail]>, David Brown <[e-mail]>,
[e-mail]
CC: Janet Russell <Janet.Russel [e-mail]>
Gentlemen,
I have attached a pdf version of my request for additional information for
Stormwater Project SW8 080514 - West Gate - Best Western Hotel & Restaurant. I will
also send copies via mail.
Thank you,
Christine Express Stormwater Permitting
NC-DENR
080514 - Best Western 06302008.pdf Content -Type: application/pdf
Content -Encoding: base64
I of 1 6/30/2008 5:39 PM

INSTALLATION GUIDELINES
FOR LANDLOKO TRMs AND PYRAMATO HPTRMs
BEFORE YOU BEGIN
Thank you for purchasing high quality Landlok® Turf Reinforcement Mats (TRMs) and Pyram t° High
Performance Turf Reinforcement Mats (HPTRMs) from Propex. We're committed to offering th Y
erosion control products in the industry.
It is important to follow these installation guidelines for a successful project. (Note: Construction shall
be performed in accordance with the specific project bid documents, construction drawings, and
specifications.) In addition, we suggest that a pre -installation meeting be held with the construction
team and a representative from Propex. This meeting shall be scheduled by the contractor with at least
two weeks notice. Also, Propex suggests that installation monitoring of our TRMs and HPTRMs be
performed by a qualified independent third party.
SITE PREPARATION
► Grade and compact area of TRM/HPTRM installation as directed and approved by Engineer. Subgrade shall be uniform
and smooth. Remove all rocks, clods, vegetation or other objects so the installed mat will have direct contact with
soil surface.
/ Prepare seedbed by loosening the top 2-3 in (50-75 mm) minimum of soil.
► Incorporate amendments such as lime and fertilizer and/or wet the soil, if needed.
1 Do not mulch areas where mat is to be placed.
SEEDING
/ Apply seed to soil surface before installing mat. Disturbed areas shall be reseeded.
► When soil filling, first install the mat, apply seed and then soil -fill per guidelines (see page 8).
► Consult project plans and/or specifications for seed types and application rates.
THE ADVANTAGE CREATORS."
PR=�PEX I
GEOSYMHETICS

INSTALLATION GUIDELINES
FOR LANDLOV TRMs AND PYRAMATO HPTRMs
INSTALLATION ON STABLE SOIL SLOPES
► Excavate a 12 x 6 in (300 x 15 mm) minimum longitudinal anchor trench 2-3 ft (600.900 mm) over crest of slope (see Figure 2).
► Install top end of mat into trench and secure to bottom using suggested ground anchoring devices (see Tables 1 and 2 on page 7)
spaced every 12 in (300 mm) minimum. Backfill and compact soil into trench (see Figure 2).
0 Unroll mat down slope. Landlok® 1051 shall have the geotextile on bottom.
► Overlaps shall be 6 in (150 mm) minimum and anchored every 18 in (450 mm) minimum along the overlap. Secure using
suggested ground anchoring devices shown in Table 1 for appropriate frequency and pattern. Overlaps are shingled away from
prevailing winds (see Figure 1).
/ Unroll mat in a manner to maintain direct contact with soil. Secure mat to ground surface using ground anchoring devices
(see Table 1). Anchors shall be placed in accordance with the Anchor Pattern Guide on page 7.
► Excavate a 12 x 6 in (300 x 150 mm) key anchor trench at toe of slope (see Figure 3).
/ Place bottom end of mat into key anchor trench at toe of slope and secure to bottom of trench using suggested ground anchoring
devices (see Tables 1 and 2) spaced every 12 in (300 mm) minimum. Backfill and compact soil into trench (see Figure 3).
/ If the potential for standing and/or flowing water exists at the toe of slope, the key anchor trench at the toe detail (see Figure 3)
is not sufficient. Consult the project engineer for the appropriate detail.
0 Irrigate as necessary to establish/maintain vegetation. Do not over -irrigate.
Longitudinal _
anchor trench G G�
00
O p G�%' p0 O o0
p O O O goop �0
p ° p 0 O Qe00
p p O ° O
p
p p ° p O 0 O O ° Q QO
0 p ° O O 9�001 .
p U'006
a p jp P
p ° °p
O O p p ° —U�CO0
° p ° 0
o o o0
O p 0�
°
0 0 00Q0 Key anchor
°nRo�° trench at
- you toe of slope
n Off.
�p.p�Q0001�
FIGURE
Installation of permanent turf
reinforcement mat on slope
Overlaps 6 in (150 mm)
minimum
Space anchors 18 in
along overlaps down
the slope
Anchor pattern shall be
in accordance with the
"Anchor Pattern Guide"
found on page 7

OJ o.
°
°DC�p• o(° Qo
�Ga o 0 0 .— 6"
_
12" _ a
e
�Q.�p�G°doPo
0 oQapoop oc o0 000-
dQc Doi o dD
S Q Q�(�aQg OOO�pdO � . . ' p 12•�°00�0���
o� 't?•d o'D.oa - pi Pp D.Qa04
o.pO 4p
oO�oO.o.aaQoOa OG0 opoti0QpC7[3r�0
QQoO�gp�D,popo�4000000(0nc
pggQop?'. tiio ooPo0p4.49o�00°"��0:
INSTALLATION IN STORM WATER CHANNELS
FIGURE Q
Longitudinal anchor trench at top of slope
Space anchors 12 in (300 mm) along bottom of trench
FIGURE
Key anchor trench at toe of slope
► Figure 4 shows general installation layout and details for TRMs and HPTRMs in storm water channels.
► Excavate an initial anchor trench 12 in (300 mm) minimum deep and 12 in (300 mm) minimum wide across the channel at
downstream end of project (see Figure 5). Deeper initial anchor trench is needed in channels that have the potential for scour.
0 Excavate longitudinal anchor trenches 12 in (300 mm) minimum deep and 6 in (150 mm) minimum wide along both sides of the
installation to bury edges of mat (see Figure 6). The trench shall be located 2-3 ft (600.900 mm) over crest of slope.
► Place roll end into the initial anchor trench and secure with anchoring devices at 12 in (300 mm) minimum intervals
(see Figure 5). Position adjacent rolls and secure in anchor trench in same manner. Backfill and compact soil into trench.
/ Unroll mat in the upstream direction over the compacted trench.
/ Continue installation as described above, overlapping adjacent rolls as follows:
Roll edge: 6 in (150 mm) minimum with upslope mat on top. Secure with one row of ground anchoring devices on 12 in
(300 mm) minimum intervals (see Figure 7).
Roll end: 12 in (300 mm) minimum with upstream mat on top. Secure with two rows of ground anchoring devices staggered
12 in (300 mm) minimum apart on 12 in (300 mm) minimum intervals (see Figure 8).
/ Fold and secure mat rolls snugly into intermittent check slots. Lay mat in the bottom and fold back against itself. Anchor through
both layers of blanket or mat at 1 ft (300 mm) intervals then backfill and compact soil (Figure 9). Continue rolling upstream over
the compacted slot to the next check slot or terminal anchor trench. Check slots are placed at 25 to 30 ft (7.6 to 9.1 m) intervals
perpendicular to flow.

;INSTALLATION G`UID
FOR LANDLOK° TRMs AND PYRAMAT°
_ _ 0°�fb• II��II .gq°o�
Vo
FIGURE O Installation of TRMs & HPTRMs in storm water channels
12'—trl • `�OV
J
0 o O 12 j v
0
' oono'�
aC) " Backlill
and
i76. ijCJ{'G {712' compact
n
FIGURE © Initial anchor trench (downstream) detail
q1� 02o04kna 8°<
i0 OO Q w:Y.��Q�on(12'�
QQofl compact �0
aQppoap9X� �.(2-0O Da aoo
�O°O�cfVO✓Oo'DQaOp eOQi_o4.o ,pip oQ
�v ooQ�O dp00��� D�
b o.
FIGURE Q Longitudinal anchor trench detail (trapezoidal channel)
NOT TO SCALE
/ An alternate method to the intermittent check slot is the simulated
check slot. This method includes placing two staggered rows of
anchors on 4 in (100 mm) centers at 30 It (9.1 m) intervals (see
Figure 10).
► Excavate terminal anchor trench 12 in wide x 12 in deep (300 x 300
mm) minimum across the channel at the upstream end of the project
(see Figure 11). Deeper terminal anchor trench is needed in channels
that have the potential for scour.
► Anchor, backfill and compact upstream end of mat in 12 x 12 in (300
x 300 mm) minimum terminal anchor trench (see Figure 11). Unroll
mat in downstream direction over compacted trench with a minimum
2 If (600 mm) lap. Secure with anchors in accordance with Figure 8.
/ Secure mat using suggested ground anchoring devices (see Tables 1
and 2 on page 7) for appropriate frequency and pattern (see Anchor
Pattern Guide on page 7).
/ Seed and fill with soil for enhanced performance. See Soil Filling
Section on page 8.
► When using Landlok® 1051, seed after installing mat and then
fill with soil.
1 Irrigate as necessary to establish/maintain vegetation. Do not
over irrigate.
NOTE: It you encounter roll with factory overlap, install factory seam such that
it shingles in the direction of the flow of water. Place anchoring devices in
accordance with Figure 8 "Overlap at roll end' on page 5.

FIGUREa Overlap at roll edge
FIGURE Q Overlap at roll end
—►
FIGURE Q Intermittent check slot (channels)
4"
max. Anchor devices (typ.)
(rYp)
O O O O AlpO
4" max. (yp)
O O O r 0+ O O
I ;
2" max. (ryp)
I I
I I i
—' I 3I' max. (yp.)
H(typ)4
O O O
?O O
r
4" max. (typ)
O O O(
I '
0+ O O
2" max. (yp)
r .
FIGURE (E) Simulated check slot
Jc
J�oQQ
�
po 0
'
'�� ,�
(j'p OC 12..
•C
L
oQG
.. .(�'o c•o Backrill
and
0�12"
_/ compact
--)*
FIGURE ® Terminal anchor trench (upstream) detail

INSTALLATION GUIDELINES
FOR LANDLOK° TRMs AND PYRAMAT° HPTRMs
SPECIAL TRANSITION GUIDELINES
/ Rock Riprap
Excavate an anchor trench 12 x 12 in (300 x 300 mm) minimum at the transition between the mat and the rock riprap.
Place roll end into anchor trench and secure with suggested anchoring devices at 12 in (300 mm) minimum intervals.
Position adjacent rolls and secure in anchor trench in same manner.
Backfill the anchor trench with rock riprap.
Place rock riprap as specified, extending approximately 3 ft (1 m) minimum beyond the anchor trench onto the mat.
/ Concrete
Alternative 1: Concrete Apron
- Place ready mixed concrete directly onto a 3 ft (0.9 m) wide minimum strip of mat.
Alternative 2: Concrete Backfill
Excavate an anchor trench 12 x 12 in (300 x 300 mm) minimum at the edge of the concrete structure.
Place roll end into anchor trench and secure with suggested anchoring devices at 12 in (300 mm) minimum intervals.
Position adjacent rolls and secure in anchor trench in same manner.
Backfill trench with concrete slurry.
Alternative 3: Bolt to Structure (HPTRMs Only)
- Cast threaded dowel in fresh ready mix concrete or install expanding bolt into cured concrete.
Then affix HPTRM with washer (minimum 2 in or 50 mm diameter) or batten strip and bolt.
► Pipe Inlets/Outlets (HPTRMs Only)
Review the construction drawings and project specifications to evaluate the required area to be treated.
Excavate an anchor trench 12 x 12 in (300 x 300 mm) minimum above the pipe to bury end of HPTRM roll.
The trench shall be located a minimum 2-3 ft (600-900 mm) above the pipe inlet/outlet.
Backfill and compact soil into trench.
Cut HPTRM to meet project requirements, slope length and pipe diameter.
Unroll HPTRM down the slope and secure around pipe circumference with ground anchoring devices spaced 6 in (150 mm) minimum.
Also, the HPTRM can be secured around the pipe in a 12 x 12 in (300 x 300 mm) minimum trench filled with concrete slurry.
GROUND ANCHORING DEVICES
/ Ground anchoring devices are used to secure the mat to the soil using the suggested anchor device (see Tables 1 and 2 on page 7) at a
minimum frequency and pattern shown on the Anchor Pattern Guide on page 7.
► U-shaped wire staples or metal geotextile pins can be used to anchor mat to the ground surface. Wire staples should be a minimum thickness
of 8 gauge (4.3 mm), Metal pins should be at least 0.20 in (5 mm) diameter steel with a 1 1/2 in (38 mm) steel washer at the head of the
pin. Wire staples and metal pins should be driven flush to the soil surface. All anchors should be between 6-24 in (150-600 mm) long and
have sufficient ground penetration to resist pullout. Longer anchors may be required for loose soils. Heavier metal stakes may be required in
rocky soils.

j
TABLE 1: SUGGESTED GROUND ANCHORING DEVICE SELECTION*
3 rQm AMEX
LANEECBs O I O �11
o
LANDLOKO TRMs O O
j
ra
6
r"-
I PYRAM-T® [ O O �h O I
l
=
e
SLOPES O O O O
_
- — - - -- - ter--- --- {-- - — Ir---------
O�
BANKS
�r_._._
---------�
-- I
CHANNELS O O O
I
TABLE 2: SUGGESTED LENGTHS OF GROUND ANCHORING DEVICES'
OIII�I fl©�MOM
ROCKY O
— —
a
CLAYEY O O
Y
w
O O
(
TSILTY
�
SANDY O O
'The performance of ground anchoring dedces is highly dependent an numerous site/project specific variables It is the sole responsibility of the project engineer and/or contractor to select the
appropriate anchor type and length. Anchoring shall be selected to hold the mat in intimate contact with the soil subgrade and resist pullout in accordance with the project's design intent.
i
i
1:1
ANCHOR PATTERN GUIDE` '1
I
i
The shaded areas in the diagram provide anchor suggestions D
2.1
based on slope gradient and/or anticipated flow conditions.
When the correct number of anchors has been determined,
refer to the four illustrations below t0 establish anchor
pattern. Increased anchoring may be required depending �,�CNDRSNd9 3:1
t1 h
j
upon Site Conditions. i1.a ANCHORsImt
MODERATE
SLOPES
1.2 ANCHORINm' (1 ANCHORNd')
T
♦ e ♦ T
2 m ( }gyp) ( m
in
0.9 m1711) 0.9m1J dl —71"` 1711)
1.Dm
�. 9.9 f11- 1.9m �.0.9m171n-♦ I II '�t -� 1iA
(fill)
m 13
(61n -4- ♦ �♦
D3 rn
1II
1.2m 17111
♦ 1un 1
1 0 0
e
1,2 ANCHORSAn' 1.8 ANCHORS/in' 2.5 ANCHORS/nt' 3 ANCHORSAW
(1 ANCHORNd') (1112 ANCHORSlyd') (2 ANCHORSNd') (211e ANCHORS/ydt)

SOIL FILLING
/ Soil filling is suggested for optimum performance.
/ After seeding, spread and lightly rake ''/2-'/4 in (12-19 mm) minimum of fine site soil or topsoil into the mat and completely fill the voids using
backside of rake or other flat tool.
/ If equipment must operate on the mat, make sure it is of the rubber -tired type. No tracked equipment or sharp turns are allowed on the mat.
► Avoid any traffic over the mat if loose or wet soil conditions exist.
1 Smooth soil -fill in order to just expose the top netting of matrix. Do not place excessive soil above the mat.
1 Broadcast additional seed and install a Landlok° ECB above the soil -filled mat (if desired).
/ Hydraulically -applied mulch or seed may be used as an alternate to soil -fill on select applications. Consult manufacturer's technical
representative for more information.
► Consult manufacturer's technical representative or local distributor for installation assistance, particularly if unique conditions apply (sandy
soils and infertile environments).
MAINTENANCE
All slopes, channels, banks and other transition structures shall be maintained to assure the expected design life of the reinforced vegetated
system. Here are a few tips that should prove helpful:
► Monitoring
• Should be conducted semi-annually and after major storm events.This should include: observing the condition of the vegetation; testing the
irrigation system; checking condition of all permanent erosion control systems; observing sediment and debris deposits that need removal.
1 Vegetation
• Repair and maintenance of various types of vegetation shall be consistent with their original design intent, including:
Grass/Turf Areas: applications shall be maintained for adequate cover and height.
Mowing: grasses shall be mowed according to normal maintenance schedules as determined by local jurisdictions or maintenance
agreements; operations shall not start until vegetation achieves a minimum height of 6 in (150 mm); mower blades shall be greater
than 6 in (150 mm) above the mat.
Unvegetated Areas: shall be re -seeded and soil -filled (if applicable).
► Sediment and Debris Deposits
Accumulation of sediment and debris can reduce the hydraulic capacity of channels, clog inlet and outlet structures and can damage
existing vegetation. Sediment and debris removal is a vital part of system maintenance.
- Removal: shall be done carefully to avoid damage. When excavation is within 12 in (300 mm) minimum of matting, removal shall be
done by hand or with a visual "spotter" If equipment must operate on the mat, make sure it is of the rubber -tired type. No tracked
equipment or sharp turns are allowed on the mat.
• Alternatively, "stake chasers" or some other form of permanent visual markers can be utilized to provide a visual marker for
maintenance activities.
lo Damaged Sections
Missing or damaged sections of the matting should be replaced per the installation guidelines.
Repairing Rips or Holes: these should be patched with identical matting material. First, carefully cut out the damaged section with a
knife. Then replace and compact soil to the elevation of the surrounding subgrade and plant seed. Cut a piece of replacement material
a minimum of 12 in (300 mm) larger than the rip or tear. Use ties to attach the replacement material to the existing material. At
overlaps, the upstream and upslope material should be on top. Secure the replacement material with ground anchoring devices spaced
every 6 in (150 mm) around the circumference of the repair and at the frequency and spacing shown in the Anchor Pattern Guide on
page 7. Seed and soil fill replacement area.
a, Propex Inc. PH: 423 899 0444
PR:PEX I THE ADVANTAGE CREATORS" 6025 Lee Highway, Suite 425 PH: 800 621 1273
PO Box 22788 FAX: [phone]
GEOSYNTH1ETICS Chattanooga, TN 37422 www.geotextile.com
GeoMY. LendbF', P,weneP, XB', SUPerGro'. PekwnaP,, Perdl . Pro GUmd' W PelmGrid' we regMered vedemmW of Rope„ f.
THIS PUBLICATION SHOULD NOT BE CONSTRUED AS ENGINEERING ADVICE. WHILE INFORMATION CONTAINED IN THIS PUBLICATION IS ACCURATE TOME BEST OF OUR KNOWLEDGE, PROPEX ODES NOT WARRANT ITS ACCURACY
OR COMPLETENESS. THE UU1 MALE CUSTOMER AND USER OF THE PRODUCTS SHOULD ASSUME SGLE RESPONSIBILITY FOR THE FINAL DETERMINATION OF THE SUITABILITY OF THE INFORMATION AND THE PRODUCTS FOR THE
CONTEMPLATED AND ACTUAL USE. THE ONLY WARRANTY MADE BY PROPEX FOR ITS PRODUCTS IS SET FORTH IN OUR PRODUCT DATA SHEETS FOR THE PRODUCT OR SUCH OTHER WRITTEN WARRANTY AS MAY BE AGREED BY
PROPEX AND INDIVIDUALCUSTOMERS. PROPER SPECIFICALLY DISCLAIMS ALL OTHER WARRANTIES, EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION, WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR
PURPOSE, OR ARISING FROM PROVISION OF SAMPLES, A COURSE OF DEALING OR USAGE OF TRADE.

Contech Turf Reinforcement Mat C - 35
MARV'
PROPERTY TEST METHOD ENGLISH
METRIC
Physical
blass4lnt Area
ASTI.t D5261
80 o_:yd'
271 grin'
Thickness
AST,,. D1777
0.351n
2.9mm
RosiliencrA
A.STF4 D1777
8095
20`.11
Wiswre .Absortion
ASTh1 D57C
0.01N irnax)
•=,011i, imax)
Pofosi;•
Cilculwed
0 5%
565%
7
Ground Cagier Factor
Ligh; Projection
An sis
.
O.e
-- ,o
n..•S
Mechanical
Grab Tensile Strength
.ASTFd D5035'
145 x. 110 Ib7@
2.1 x 1.6 i,Nvn3
GmL• Elongation
50% )max)
50% imaxl
Grab Tensi'e SUength !C91C%
Elonaalicn
ASTFA D5C35
1CO x 70Ib:fi
1.5 x 1.0 kN m
Endurance
UV Res;stance ',p 1000 hm ASTM D4355 EO% 20%
Roll Sizes
65x 133.51
2.0, 422 rn
Special Roll Size
3.25 x 138.511
975x 138Fh
13.0x 1M.511
1.0 x 42.2 m
3.0 x 42.2m
!Dx422m
NOTES:
The pmpern .aloes lm,d,b.,e an Nfernre ei1099 cod an..bjecno rU.,, nith.m..fire.
`: olun for m,:'va a.! ....... rL.e, re.;e:'.. e!e, nodu on or umm:ed :cn!cno.%.:di.mmn aces Fe roa calms O:ARV) an col:.lpe4 as :Le
pyiul n r%ascs u. iard dec:uiovs. S:sys zidly a xieldt . 97.791 de,ree .(coa5deme ivr ny s.., lie rain 5.. C..L, asmn.ae :esia,• sill
e:untl the . al.ereponf!, T3piol oLaas%.e. or acerls-- of oU rest tan,
For.et!r m: ma'.ws A=Di633.
`.f odafied ASCd D 1777 uso; 6` press.. pin .ad D.: k,'A
Reath1=y deC.ed m pe::nr of cril.11 rLckeess re iced ifre: 3 :vc!es of a IDD p: toed nr 60 second% Cc[!ou'e6 by 6D -rends vithucr
loss .:Moline%% tmo% ned 30 veas.ed o':eroad iemoced be AM: DI 777
9orosi� eslcu!ancsa ba%ed npoo miss pet not, area. :iirives , and speci9: nraiiry
Gm:md C over F... . nsuu.r I, lksi.' tom Latin Liabr p: o;amv Teu.

om
W ECS CAROLINAS, LLP
cwmoLuvws Geotechnical • Construction Materials • Environmental • Facilities
June 17, 2008
Mr. Riley Evans
Sankey Properties, LLC
P.O. Box 847"
Clarkton, North Carolina 28433
Re: Seasonal High Water Level Estimation
West Gate Best Western Hotel
Leland, North Carolina
ECS Project No. 22.13567
Dear W. Evans,
ECS Carolinas, LLP (ECS) recently conducted an estimation of the Seasonal High Water Level (SHWL)
for the proposed wet pond areas at the West Gate Best Western Hotel in Leland, North Carolina. This
letter, with attachments, is the report of our estimation.
Field Testing
On June 16, 2008 ECS conducted an exploration of the subsurface soil and ground water conditions at the
site. The location was staked out utilizing GPS equipment. The purpose of this exploration was to obtain
subsurface information of the in -place soils for the proposed wet pond area. We explored the subsurface
soil and ground water conditions by advancing one hand auger boring into the existing ground surface.
We visually classified the subsurface soils and obtained representative samples of each soil type
encountered. We also recorded the ground water level observed at the time of each hand auger boring.
The attached SHWL sheet provides a summary of the subsurface conditions encountered at each hand
auger boring location.
The ground water level and the seasonal high ground water level (SHWL) were estimated at each boring
location below the existing grade elevation. Below is a summary of each boring location.
Location
Water Level
SHWL
1
32inches
12 inches
The elevation of the location was 10.5 feet above mean sea level. The elevation of the seasonal high
water table is approximately 9.5 feet above mean sea level. The boring is located at latitude 34 12' 31.6"
and longitude 78 01' 40.8".
7211 Ogden Business Park • Suite 201 ° Wilmington, NC 28411 * [phone] * Fax [phone] • www.ecsfniited.com
Asheville, NC • Charlotte, NC • Greensboro, NC • Greenville, SC • Raleigh, NC • Swansboro, NC * • Wilmington, NC
* testing services only

SHWL Estimation
West (late Best Western Hotel
Leland, North Carolina
ECS Project No. 22.13567
The SHWL may vary within the proposed site due to changes in subsurface conditions and elevation. If
you have any questions regarding this report, please contact us at [phone].
Respectfully,
ECS CAROLINAS, LLP
�VJ'GV��o
Winslow Goins, P.E.
Project Engineer
Attachments: SHWL sheet
odu]0'9-�-
Walid M. Sobh, P. E.
Principal Engineer

Season High Water Level Estimation
West Gate Best Western Hotel
Leland, North Carolina
ECS Project No. 22.13567
June 18, 2008
Location Depth Soil Description
1 0-26" Tan Gray Orange Fine SAND with Clay
26-32" Gray Silty SAND
Seasonal High Water Table was estimated to be at 12 inches below the existing
grade elevation.
Ground water was encountered at 32 inches below the existing grade elevation.

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
RFCEWED
June 17, 2008 By:
Ms. Christine Nelson, Environmental Engineer
Wilmington Regional Office
Water Quality Section
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 27405-3845
Re: West Gale
Best Western Hotel & Restaurant
Brunswick County
DWQ#,5W8 080514 .
Express Modification submittal
Dear Christine:
A A ink f�
V 13o�
I have included our comments in corresponding order regarding your request for additional information for
the West Gate project.
1) The Secretary of State filing issue has been resolved. (The website has been updated to match)
2) Completed as requested. (Also I have provided the latest Wet Detention Basin Supplement since
this has been revised on the DENR website since our initial submittal)
3) Revised as requested using 3.8 inches. (We will now be using the NOAA website you provided on
all future projects in order to maintain consistency and ease of review)
4) See attached documentation supplied to us by ECS-Carolinas.
5) The figures provided are correct, the pond (main body) and forebay have two separate elevations.
The elevations should be read from 11.0 to 10.0, 10.0 to 9.0, etc. This explains why there is no
volume give at 11.0 since these figures are incremental as the actual measurement cannot take
place until you apply a "z" value. So the volumes shown at elevations 0.0 and 2.0 in essence do
not exceed their respective depths. Call me to discuss this please, at your convenience.
6) The details have been revised to clarify that the 3:1 side slopes are to be vegetatively stabilized
and the 1:1 side slopes above the State storage elevation are to be reinforced with rip -rap or other
suitable means.
7) The forebay wall has been extended to the permanent pool elevation with a 20' weir cut added to
increase the pond function as requested.
8) Please see the attached documentation and the plans have been updated to include the
specifications.
9) Enclosed as requested.
If you have any questions or require additional information, please do not hesitate to call me.
Sincerely,
David Brown
Hanover Design Services
[e-mail]
6309-BW-dwq-4.doc
1123 Floral Parkway Wilmington, N.C. 28403 Phone [phone] Fax (9f0) 343-9941

OCPAm1011^t(Na
€ LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF I.IMITI D LIABlu''Y COMPANY: Sankev Properties LLC
SECRETARY OIL S'I'A'1'E l..L.C. ID NUMl3ER: 0905633
NATURE OF 13USINESS: Real Estate Holding
REGISTERED AGENT: Evans, Riley&.
IZEGIST'ERIiD OFI ICE MAILING ADDRESS: P. O. Bo.Y 8d7
Clarkton, NC 28433
I -Filed Annual Report
-1-0-8176904
For year 2008
Do not data enter manually.
S'rA'I'1, OF INCORPORATION: NC
REGIS'ITIZED OFFICI,'S'I'IZIiE'I' ADDIZESS: 1442 Cmupbell Road
Clarkton, NC28d33 81aden County
PRINCIPAL OFFICE'IT"LI 7 PI LONE NUMBER: [phone]
PRINCIPAL OFFICE' MAILING ADDRESS: P. O. Box 847
Clarkton, NC 28433
PRINCIPAL OFFICE STRETT ADDRESS: 1442 Ctmtpbell Rotul
Clarkton, NC 28433
MANAGER SIMI,MI3IiRS/ORGAN IZ.ER S:
Name: Riley .SEvans
Title: Manager
Address:
PO Box 847
Clarkton, NC 28433
CERTIFICATION OF ANNUAL RETORT MUSTBE COMPLGI'ED 13Y ALL LIMITED LIABILITY COMPANIES
Riley Evans
FORM MUST BE SIGNED 13Y A b1ANAGERAIEMBF,R
Riley I:ivans
06117/2008
DATE
Manager
TYPE OR PRINT NAME TYPE OR PRINT TITLE
ANNUAL REPOR'r FEE: $200 MAIL TO: Secretaryof State • Corporations Division • Post Office Box 29525 • Raleigh„ NC 27626-0525

Jun 17 08 06:47a Eno Point
91064
_• c1+u1w�17oo
AKMALREPORT
NAME OFLIMIT13DLIABILITYCOMPANY; 5awlwPAopommsLLC
SECRETARY OF STATU L.I. C. ID M11tiIDER: 090631
NATUREOFSUSINE88: C--•,4fc
REOISTERM ADENT: :fw m,1079y S.
R&GISTERSOOPFICEMAILINGAODREBS: P0.86r847
Clarhtax, NC 28433
Date Filed: 6/17/2008 11:15:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200812001706
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11C]RCCt'1L9: d/39721M81:3b:10 PM
Elalko F. Hani n8
North CaPO1:m Sarmtow Of StaCa
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8'fAIR OF 11NCORPORATIUN: Ar
REGISTEM OFFICE STRM ADDRWS: 1441 Cave pUfl Ramf
Ctwjwo^ Ac 18433 Bkft Ca:/ngr
SIONATURB OF THE NEW RE018TERM AOENS': �.�...�...�_"' .
.. A. Y
C' �a COWMUM CONST2n to THE APPOWT1 I5N
PRINCIPAL.(I FICT.TRISPHONF.N!mWFR: 1 �C G G" iGW /
PRINCIPAL OFFICE MAILING ADORiSS: P. 0. BoxB47
C1er14an, NC 18433
PRINCB'AL OFFICE STREET ADDRESS: 7441 Campbell ROmi
Cksdt ". NC U453
Nemc: t1 S. 0.n5
C
Name:
Name;
ftUm A Q�„TiOr.
Title:
A4drey: Pp P oK $4'l
Addrrss:
Address;
City: CkQA .•�.,m
City:
City:
State: ► — . 1%
State: LtP:
9t4m: zip-,
CERt TTON OF ANNUAL REPORT MUST BE CONOL&TED BY ALI. LIMM-0 LIAE ' COWANI&I
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IMt7PTSEQGNEORTAMANAORIVMBMBER OATS
rYPzaat'a1M NAME Tr+Sol Synimr- raz
ANNUAL aEPORT PEE: MC MAIL'fo: Snielwy ar S1s:A • CwpvaBaro OMdaa • 7a'4 CBks Uat 29521 • PatLw,. N.: 276760521
I��Y�II�tl1�

North Carolina Secretary of State
Page 1 of 1
North Carolina
Elaine F. Marshall DEPARTMENT Ol= THE
Secretary SECRETARY OF STATE
PO Box 29622 Raleigh, NC 27626-0622 (9191807-2000
CORPORATIONS
Corporations Home
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Year count is a comparison between the number
of annual reports that have been filed verses the
number of reports that were due.
The accepted column indicates whether your
document has been accepted for filing by our
office.
Annual Reports for: Sankey Properties LLC
Date Formed: 3/27/2007
Previous Annual Report Submissions:
According to N.C.G.S. 57C-2-23, all LLC Annual Reports are due on April 15th of
the current year.
Prior to the 2002 legislative changes, most LLCs due date for filing their Annual
Report fell in the next calendar year, according to when their fiscal year ended.
htlp://www.secretary.state.nc.us/corporations/AnnualReportCount.aspx?PItem]d=8176904 6/2/2008

-.• North Carolina Secretary oPRECEIVEDShtte MAY 1 8 2008 Page 1 of 1
BY: OFo51
[F(I pi.l Dl nia '.
,• North Carolina
1:► T,:.. Elaine F. Marshall l_ EFARTMr f I r
Secretary �ECRET�`Y ot-=)T.T=
PO Box 29622 Raleirth, NC 27626-0622 9191607-2000
CORPORATIONS
Corporations Home
Search By Corporate Name
Search For New Corporation
Search By Registered Agent
Important Notice
Corporations FAQ
Homeowners' Association FAQ
Tobacco Manufacturers
Dissolution Reports
Non -Profit. Reports
Verify Certification
Online Annual Reports
LINKS & LEGISLATION
KBBE 32B Annual Reports
SOSID Number Correction
2001 Bill Summaries
1999 Senate Bills
Annual Reports 1997
Corporations 1997
Register for E-Procurement
Dept. of Revenue
ONLINE ORDERS
Start An Order
New Payment Procedures
CONTACT US
Corporations Division
Secretary of State's web site
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Printable Page
Date: 1 /23/2008
Click here to:
View Document Filings I
Print apre-populated Annual Report Form I Annual Report C,
Report I
Corporation Names
Name
Name Type
NC Sankey Properties LLC Legal
Limited Liability Company Information
SOSID:
0905633
Status:
Current -Active
Date Formed:
3/27/2007
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered Office Address:
Registered Mailing Address:
Principal Office Address:
Principal Mailing Address:
Evans, Riley S.
1442 Campbell Road
Clarkton INC 28433
P. O. Box 847
Clarkton NC 28433
1442 Campbell Road
Clarkton NC 28433
P. O. Box 847
Clarkton NC 28433
For questions or comments about the Secretary of State's web site, please send e-mail to Webmaster.
littp://www.secretai,y.st,ite.nc.uslcorporationsICorp.aspx?Pitcmld=8176904 1 /23/2008

State of North Carolina
Department of the Secretary of State
Limited Liability Company
ARTICLES OF ORGANIZATION
Date Filed: 3/27/2007 2:25:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200708601058
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.
1. The name of the limited liability company is: I r 1-4, L
2. 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.)
3. The name and address of each person executing these articles of organization is as follows:
(State whether each person is executing these articles of organization in the capacity of a
in,ber, organizer or both. Note: This document must be signed by all persons listed here).
4. The street address and county of the initial registered office of the limited liability company is:
Number and Street
City, State, Zip Code,�� CountyL4qc.
5. The mailing address, if different from the street address, of the initial registered office is:
-a �� �lQ �-lyz
6. The name of the initial registered agent is `� � I-e S tr v cchS
Principal office information: (Select either a or b.)
a. D'fhe limited liability company has a principal office.
The street address and county of the principal office of the limited liability company is:
Number and
City, State, 2
The mailing address, if different from the street address, of the principal office of the corporation is:
fo p oar �"�D l �!'fy:53
b. ❑ The limited liability company does not have a principal office.
C aq.

8. Check one of the following:
(i) Member -managed LLC: all members by virtue of their status as members shall be
managers of this limited liability company.
(ii) 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.
9. Any other provisions which the limited liability company elects to include are attached.
10. These articles will be effective upon filing, unless a date and/or time is specified:
This is thee6ay of,ih� , 20 0 '2 J�—
�
Signature Akhk l ORGA?„ 4`
Type or Print Name and Title
NOTES:
1. Filing fee is $125. This document must be filed with the Secretary of State.
CORPORATIONS DIVISION
P.O. Box 29622 RALEIGH, NC 27626.0622

RE: Best Westem-SW Project No. 080514
Subject: RE: Best Western -SW Project No. 080514
From: "David Brown" <[e-mail]>
Date: Thu, 12 Jun 2008 09:25:17 -0400
To: "Christine Nelson" <Christine.Nelson@ncmaiLnet>
CC: <rsejncsu82@aoLcom>, <[e-mail]>, "David Hollis" <[e-mail]>
Hi Christine,
I would prefer to return it on the 18th to allow a little extra time for the Secretary of State processing
Due to the circumstances involved everyone on our end understands that this is not your normal method of
handling applications.
We really appreciate the fact that your office has made an exception on our behalf and we understand that any
delay in the permit release will have stemmed from us.
Please call me if you need anything else.
Thanks!
David Brown
Balmver Design Services, PA
117,1 flm'al Parkway
YlfdminDIA NC 28403
810 34U002
From: Christine Nelson [mailto:[e-mail]]
Sent: Thursday, June 12, 2008 8:11 AM
To: David Brown
Cc: Janet Russell
Subject: Re: Best Western -SW Project No. 080514
Hi David,
Are you planning on getting it back to me on the 18th or prior to the 18th? I'm taking vacation
starting the 20th and I'd rather take care of it before I left . Otherwise it may sit in my office until I
return on the 26th.
Christine
David Brown wrote
Hi Christine,
You must be out of your office today.
We'd like to request an extension for the ad info deadline regarding the Best Western project.
If it doesn't pose a problem we would like to extend the deadline to June 18th (next Wednesday).
The soil scientist are scheduled to make the seasonal high water table information available to us sometime in
the next day or so and Stan Johnson of Sankey is working diligently to resolve the Secretary of State issue.
On a side note, I spoke with Candi Alexander about the Change of Ownership paperwork for SW Project No.
990807 and she has obtained the necessary signatures. The agent listing process for the new owner should be
complete on file with the Secretary of State very shortly.
Thanks!
David Brown
Balmver Design Services, PA
I of 2 6/12/2008 9:27 AM

F WATE
�Q 9Q
Michael 17. Easley, Governor
0
William G. Ross Jr., Secretary
r
North Carolina Department of I>m•ironment and Natural Resources
'C
Coleen H. Sullins Director
Division of Water Quality
June 3, 2008
Riley S. Evans, Manager
Sankey Properties, LLC
PO Box 847
Clarkton. NC 28433
Subject: Request for Additional Information
Stormwater Project No. SW8 080514
West Gate - Best Western Hotel & Restaurant
Brunswick County
Dear Mr. Evans:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for West Gate - Best Western Hotel & Restaurant on May 19, 2008. A preliminary review of
that information has determined that the following is needed to continue the stormwater review:
The applicant, Sankey Properties, LLC, does not appear to have an approved filing
or annual report on the corporation website database maintained by the North
Carolina Secretary of State. Sankey Properties, LLC must be registered with and
approved by the North Carolina Secretary of State and you should also be listed as
the manager or member.
2. Complete the Peak Flow Calculation section on page 1 of the Wet Detention Basin
supplement to at least provide the 1-yr, 24-hr rainfall depth.
3. According to the hydrograph report for the 1-yr, 24-hr predevelopment condition, the
total precipitation used for this storm event was 3.00 in. Provide documentation
supporting this rainfall depth for the 1-yr, 24-hr storm. The NOAA Precipitation
Frequency Data Server website
(http://hdsc.nws.noaa.gov/hdsc/pfds/orb/nc_pfds.html) indicates that the 1-yr, 24-hr
rainfall depth at this location is approximately 3.8 in.
4. Provide a soils report containing the estimated Seasonal High Water Table elevation
at the proposed wet pond location. The soils report provided with the application
appears to only contain the depth to the water table.
Please verify the Stage -Storage Table for the permanent pool provided in the
calculations. Why does the pond have an incremental volume and incremental
storage volume at an elevation of 0.0 ft in the main pool and 2.0 ft in the forebay?
The supplement and plans report that this is the bottom of the permanent pool (i.e.
the top of the sediment removal elevation), thus no volume should be available.
Also, please explain why no volume is available/ shown at an elevation of 11.0 ft, the
elevation of the permanent pool.
6. On the pond cross-section detail, provide the side slope for the vegetated shelf and
the side slope for the area above the temporary pool (between elevations 12.0 and
13.0 on the left side of the cross-section). Additionally, the pond cross-section detail
notes a 1:1 slope above elevation 13.0 near the outlet structure. All vegetated
slopes shall be no steeper than 3:1. Nu`hcarolina
ll aturully
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwateraualityorg Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycledl10% Post Consumer Paper

Riley S. Evans
June 3, 2008
Stormwater Application No. SW8 080514
7. Extend the forebay wall to at least the permanent pool elevation and provide a
weir to direct flow. Since the pond is small and compact, a weir must be
provided in the forebay wall to prevent short-circuiting the pond and ensure the
majority of the pond is utilized for treatment.
8. Provide the specifications for the materials used to stabilize the underwater 1:1
side slopes.
9. Please submit a $1,000 fee for the additional review required for this application.
Please keep in mind that changing one number may change other numbers and require
the calculations, supplements, and other supporting documentation to be updated.
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 priorto June 11,
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.
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. If you have
any questions concerning this matter please feel free to call me at [phone] or
email me at [e-mail].
Sincerely,
Christine Nelson
Environmental Engineer
ENB/can: S:\WQS\STORMWATER\ADDINFO\2008\080514.jun08
cc: David S. Hollis, Hanover Design Services
Christine Nelson
Wilmington Regional Office
Page 2 of 2

.request for additional info: SW Project No. 080514 Best Western &...
r
Subject: request for additional info: SW Project No. 080514 Best Western & Restaurant
From: Christine Nelson <[e-mail]>
Date: 'Cue, 03 Jun 2008 11:51:54 -0400
To: dhollis cr ee.rr.com, David Brown <[e-mail]>, rsejncsu82 n aol.com
CC: Janet Russell <[e-mail]>
Gentlemen,
I have attached a pdf version of my request for additional information for
Stormwater Project SW8 080514 - West Gate - Best Western Hotel & Restaurant. I will
also send copies via mail.
Thank you,
Christine
Express Stormwater Permitting
NC-DENR
080514 -Best Western.pdf Content -Type: application/pdf
Content -Encoding: base(
I of 1 6/3/2008 1 1:52 AM

RE: request for additional info: SW Project No. 080514 Best Weste...
Subject: RE: request for additional info: SW Project No. 080514 Best Western & Restaurant
From: "David Brown" <[e-mail]>
Date: Tue, 3 Jun 2008 13:50:49 -0400
To: "Christine Nelson" <[e-mail]>
CC: "David Hollis" <[e-mail]>
Christine,
It's official!
I have completely lost my mind!
I combined Dave's work email and my home email.
It should be [e-mail]
I forwarded those comments onto him so no need to resend.
If you don't mind please cross through the ec.rr.com part and replace it
with hdsilm.com. Or I can correct it and initial it once we return your
comments on the ad -info.
I'm in serious need of a vacation!
Thanks!
David Brown
Hanover Design Services, P.A.
1123 Floral Parkway
Wilmington, NC 28403
910 343-8002
-----Original message -----
From: Christine Nelson [ mailto: Christine
Sent: Tuesday, June 03, 2008 1:18 PM
To: David Brown
Subject: Re: request for additional info:
Western & Restaurant
[e-mail]]
SW Project No. 080514 Best
That was the e-mail address provided in Section VII on Page 4 of the
application.
David Brown wrote:
Hi Christine,
Who is [e-mail]?
Thanks!
David Brown
Hanover Design Services, P.A.
1123 Floral Parkway
Wilmington, NC 28403
910 343-8002
-----Original Message -----
From: Christine Nelson[mailto:Christine. [e-mail]]
Sent: Tuesday, June 03, 2008 11:52 AM
To: [e-mail]; David Brown; [e-mail]
Cc: Janet Russell
Subject: request for additional info: SW Project No. 080514 Best
Western
I & Restaurant
Gentlemen,
I have attached a pdf version of my request for additional information
for Stormwater Project SW8 080514 - West Gate - Best Western Hotel &
t of 2 6/3/2008 1:52 PM

State Stormwater Permit Application Tracking Cover Sheet
Wilmington Regional Office
Project Name:
WEST GATE BEST WESTERN HOTEL & RESTAURANT
Project Category:
NEW
Project Type:
HD - DETENTION POND
App Accept Date:
5/1812008
Application Fee And:
$ /,/vW _ no
Fee Check Nunther:
-7,Z 0
Reviewer Name:
NELSON, CHRISTINE
Record the following information from BIMS after project has been entered!
Permit Number (RIMS): o Si
Please update the SW Access System by entering the Permit Number for the project!
Date Entered in Access:
Entered in Access By:
Date Printed: 512012008 11:21:34 AM

_ DWQ USE ONLY
Date Received
eq aid
PP
Permit Number
_
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
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Sankey Properties. LLC t
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Riley S. Evans, Manager/M-f rn6 f
3. Mailing Address for person listed in item 2 above:
City:Clarkton State: NC Zip: 28433
Phone: (910 ) 862-5812 Fax: ( )
1',m-,iii:rseiilcsti82@,iol.com
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
West Gate -Best Western Hotel & Restaurant
5. Location of Project (street address):
Lots 2R & 13R Towne Lake Drive Leland, North Carolina 28451
City:Town of Leland County:Brunswick
6. Directions to project (from nearest major intersection):
From Wilmington head south on US Hwy 17 to West Gate Drive: turn left onto West Gate Drive the right onto
Towne Lake Drive. Project is located on the left (Lot 13R) and end of Towne Lake (Lot 2R).
7. Latihide:34deg 12' 32" N Longitude:78d 01' 44" W of project
8. Contact person who can answer questions about the project:
Name:Riley S. Evans Telephone Number: (910 ) 862-5812
Email:rsejncsu82 n aol.com
IL PERMIT INFORMATION:
1. Specify whether project is (check one):
/1
[]Renewal []Modification
Form SWU-101 Version 8.07 Page I o1'4

k-
ecify whether project is (check one): ®New ❑Renewal ❑Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
❑Low Density ®I-ligh Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMAMajor ❑Sedimentation/Erosion Control 0404/401Permit ❑NPDESStorntwater
Information on required state permits can be obtained by contacting the Customer Service Center at
-1-877-623-6748.
III. PROJECT INFORMATION
I. 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.
wet retention/cletention pond
2. Stonnwaler runoff from this project drains to the Cape Fear River basin.
3. Total Site Area: 2.89 acres 4. 'Total 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**:2.89 acres 7. Project Built Upon Area: 81 %
8. How many drainage areas does the project have?2 (DAI-New Pond) (DA2-Offsite)
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.
I3asutlifgrntalio"n "t" t
`'1 iq'DrarigeAreail,'"�
t (,'DrainageiArea`2`,;',�'•''`�t
Receiving Stream Name
(JACKEYS CREEK)
(JACKEYS CREEK)
Stream Class & Index No.
C;Sw 18-77-3
C;Sw 18-77-3
Drainage Area (sf)
68,073
57,804
Existing Impervious* Area (so
N/A
N/A
Proposed Impervious*Area (sf)
1 47,650
54;{85 5y j
°A Impervious* Area (total)
1 70%
See Addendum Sheet
Impervi us*Surface Arca F
Drmn ge Area°1), y.
s;;. Drvnage:Area ? .-
_
On -site Buildings (sf)
5,525
18,725
On -site Streets (sf)
-
-
On -site Parking (so
38,048
30,060
On -site Sidewalks (so
2,528
2,990
Other on -site (so
Future 1,549
- wl)0
Off -site (sf)
Total (so:
47,650
fdi k$J
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 8.07 Page 2 of 4

Westgate — Best Western
Stormwater Management Summary Sheet -
Additional Calculation Summary for NCDENR / DWQ :
To existing pond (SW8 990807):
Previously permitted DA = 1.327 acres (57,804 sf) Lot 2
Previously permitted impervious 85% (49,130 sf) and 5,055 sf cul-de-sac roadway
Total = 54,185 sf allowed to existing pond
Proposed :
DA = 57,804 sf (same area, different configuration)
Impervious areas:
Building area = 18,725 sf
Parking BC = 30,060 sf
Sidewalk = 2,990 sf
Misc. future (other)=-272-25 sf a910
Total='54-,ON sf proposed to existing pond
54I 85
To new pond (Pond No.1):
Proposed :
DA = 68,073 sf
Impervious areas:
Building area = 5,525 sf
Parking BC = 38,048 sf
Sidewalk = 2,528 sf
Misc. future (other) = 1,549 sf
Total = 47,650 sf proposed to new pond
6309-wg-bestwesterndwq 2.doc

10. How was the off -site impervious area listed above derived?N/A
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.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the 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
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SW401-Low Density
Low Density Supplement
FormSW401-Curb Outlet System
Curb Outlet System Supplement
Form SW401-Off-Site System
Off -Site System Supplement
Form SW401-Wet Detention Basin
Wet Detention Basin Supplement
Form SW40'1-Infiltration Basin
Infiltration Basin Supplement
Form SW401-Infiltration Trench
Underground Infiltration Trench Supplement
Form SW401-13ioretention Cell
Bioretention Cell Supplement
Form SW401-I.evel Spreader
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland
Constructed Wetland Supplement
Form SW401-Grassed Swale
Grassed Swale Supplement
Form SW401-Sand Filter
Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of 4

V;%. 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 httn'//h2o enr state.nc.its/su/msi maps.hhn)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form —4a3?3
• Original and one copy of the Deed Restrictions & Protective Covenants Form 'NSA
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP -:r�a13
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR -bBB
• Calculations & detailed narrative description of stornovater treatill ent/management �St3
• Copy of any applicable soil report BBB
• Three copies of plans and specifications (sealed, signed & dated), including: BBB
- 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 casements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VI1. AGENTAU7'HORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):David S. Hollis, PE,PLS
Mailing Address:'1123 Floral Parkway
City:Wilmington State:NC Lip:28403
Phone: (910 ) 343-8002
Email dhollis©ec.rr.com
Vlll. APPLICANT'S CERTIFICATION
Fax: (910 ) 343-9941
1, (print or type name of person listed in General Information, item 2) Rilet/ S. Evans, Manager
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1 .'1000.
Signature: /J Date: I
Form SWU-101 Version 8.07 page 4 of 4

Permit No. w mosl q
(to be provided by EiJVQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
OFF -SITE SYSTEM SUPPLEMENT
FOR DEVELOPMENT DRAINING TO PERMITTED 0I717-SI'1'1?'1'Rl7A'I'MI7N7' SYSTEMS
This form nmy be photocopied fir use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a stormwater management permit application, an
off -site system supplement for each off -site stormmwater treatment system, appropriate supplement forms for any
on -site stormwater treatment systems, and plans and specifications showing all stormwater conveyances and
drainage details for the project.
1. PROJECT INFORMATION
Project Name : WEST GATE -BEST WESTERN HOTEL & RESTAURANT
Contact Person: RILEY S. EVANS Phone Number: ( 910)862-5812
Is all drainage from the project directed to the off -site system'? (check one): ® Yes ❑ No
IL OFF -SITE SYSTEM INFORMATION (please complete the following information for the off -site system
that will treat runoff from your project):
Permit No. SW8 990807
Project Name:West Gate
Type of System (wet pond, infiltration basin, etc.):wet pond
Lot No. (if part of a subdivision):Tract #2
How much built upon area draining to the permitted treatment system has been allocated to this
project?85%(54,185 sf)
III. REQUIRED ITEMS CHECKLIST
Prior to issuing an off -site permit, verification of the following information must be provided. Initial in the
space provided to indicate that the following requirements have been met and supporting documentation is
attached. If the applicant has designated an agent in the Stormwater Management Permit Application Form, the
agent may initial below. If a requirement has not been met, attach justification.
Forni SW401-0ff-Site System-Rev.l Page I of 2

A`,^:pi'ie2its Initials
SBA a. Deed restrictions limiting the built -upon area on the site have been recorded.
CBEb. Engineers certification for the existing off -site system has been submitted to DWQ.
I>BB c. There are no outstanding Notices of Violation for the off -site system.
a;R'B d. Off -site system is in compliance with the issued permit.
IV. STORMWATER COLLECTION SYSTEM MAINTENANCE REQUIREMENTS
Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time.
2. Accumulated sediment and trash will be removed from the collection system as necessary. Swales and
ditches will be reseeded or sodded following sediment removal.
3. Eroded areas of swales and ditches will be repaired and reseeded. Swales and ditches will be revegetated as
needed based on monthly inspections.
The collection system, including catch basins, curb cuts, velocity reduction devices, and piping, will be
inspected monthly or after every significant runoff producing rainfall event. Trash and debris will be
cleared away from grates, curb cuts, velocity reduction devices, and piping.
The collection system may not be altered in any way without prior approval from NCDENR Division of
Water Quality.
I acknowledge and agree by my signature below that I am responsible for maintaining the stormwater collection
system in accordance with the five maintenance procedures listed above. 1 agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print Name and Titic:Riley S. Evans Manager
Address:P O Box 847 Clarkton, NC 28433
Date: 1/29/08
Note: The legally responsiKile party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of dte subdivision has been named the president.
��� a tary. Publicforthe State of rGi "County of
ell do 4il,
reby certily that /(A personally appeared before me this���
day of Gjr�_, �, and acknowledge the due execution of the forgoing document including the stonnwater
collect I system nw ntenance requirements. Witness my hand and official seal,
M9%
Notary
-0 r = No ry Public
—� Public U=
My commission expires
Form SWU-106'0�Z&Oulkk Page 2 of 2
llllllllN�

Permit
`
(to be provided by DWO)
®TA.
OF WATFAC
A" OG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist
(Part 111) must be printed, filled out and submitted along with all of the required information.
Ir�PR09ECT INF,QRMATION ¢t h° rq
Project name
West Gate -Best Western Hotel 8 Restaurant
Contact person
Riley Evans
Phone number
910-862.5812
Date
7/2i2008
Drainage area number
Pond 1
II�DESIGNjINFORMA.TIONA`� ;�„ -
Site Characteristics
Drainage area
68,073 it
Impervious area
47,650 It
impervious
70.00
Design rainfall depth
1.5 in
Storage Volume: Non -SR Waters
Minimum volume required
5,790 it3
Volume provided
6,633 rye
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
in
Pre -development 1-yr, 24-hr runoff
ft3
Post -development 1-yr, 24-hr runoff
it
Minimum volume required
it
Volume provided
ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth
3.80 in
Rational C, pre -development
NA-SCS Method (unitless)
Rational C, post -development
NA-SCS Method (unitless)
Rainfall intensity:I -yr, 24-hr storm
0.17 in/hr
Pre -development 1-yr, 24-hr peak flow
1.03 ft'/Sec
Post -development 1-yr, 24-hr peak flow
1.71 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
0.68 ft'/sec
Basin Elevations
Basin bottom elevation
0.00 ft
Sediment cleanout elevation
1.00 ft
Bottom of shelf elevation
10.50 ft
Permanent pool elevation
11.00 If
SHWT elevation
9.50 ft
Top of shelf elevation
11.50 it
Temporary pool elevation
12.20 it
RECEIVED
JUL 1 0 2008
BY:
Form SW401-We1 Detention Basin-Rev.4 Pans 1. 811. Design Summary, Page 1 of 2

Permit No. ` !t a _
(to be provided by DWO)
Volume and Surface Area Calculations
SA/DA ratio
6.00
(unitless)
Surface area at the bottom of shelf
2,840.00
fit
Volume at the bottom of shelf
1,740.00
ft3
Permanent pool, surface area required
4,085
It
Permanent pool, surface area provided
4,130
ft2
OK
Permanent pool volume
17,008
It
Average depth for SAMA tables
4.12
0
OK
Surface area at the lop of shelf
5,640.00
It
Volume at the top of shelf
2,440.00
ft3
Forebay volume
3,440
ft3
Forebay % of permanent pool volume
20.23
%
OK
Temporary pool, surface area provided
6,318
it
Drawdown Calculations
Treatment volume drawdown time
5
days
OK
Treatment volume discharge rate
0.02
IN
Pre -development 1-yr, 24-hr discharge
1.03
l
OK
Post -development 1-yr, 24-hr discharge
0.42
h3/s
OK
Additional Information
Diameter of orifice
1
in
Design TSS removal
90
%
Basin side slopes
3.00
:1
OK
Vegetated shelf slope
10.00
:1
OK
Vegetated shelf width
10.00
ft
OK
Length of flowpath to width ratio
3.00
:1
OK
Length to width ratio
3.00
:1
OK
Trash rack for overflow 8 orifice?
Y
(Y or N)
OK
Freeboard provided
1.80
ft
OK
Vegetated filter provided?
N
(Y or N)
Design must be based on 90%, TSS removal
Recorded drainage easement provided?
Y
(Y or N)
OK
Captures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies
Y (Pump)
RECEIVED
JUL 1 0 2008
By:
Form SW4e1-Wet Detention Basin-Rev.4 Parts I. S II. Design Summary, Page 2 of 2

Permit No.'SLO0CY0O5/ /
(to be provided by DINO)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
Sheet No.
BR
1. Plans (1" - 50' or larger) of the entire site showing:
C5l �GS
- Design at ultimate build -out,
Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Recorded drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
�B
g
2. Partial plan (1"= 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
Inlet and outlet structures.
�1
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
-ZtNf-_�6
CA CS
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for Forebay,
to verify volume provided.
6. An assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
7. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
'
-A (CS
8. The supporting calculations.
Zhnb
6 r�� died
9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
10. A copy of the deed restriction.
Form SW401-Wet Detention Basin-Rev.1 Part III. Required Items Checklist, Page 1 of 1

Wet Detention Basin Inspection
RECEIVED
MAY 1 8 2008 '
BY: -St, Y'RO XOV'q
and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not
This system (check one):
❑ does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
— Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
— No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
— Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
— If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
— Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of inspection and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
Flow 1 will remediate theproblem:
The entire BMP
Trash/clebris is present.
Remove the trash/debris.
The perimeter of the wet
Areas of bare soil and/or
Regrade the soil if necessary to
detention basin
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
I
long.
approximately six inches.

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

13MP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult it professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 10.0 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 77:0 feet in the forebay, the sediment
shall be removed.
Sediment Removal
Bottom
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 11.0
4.0 Pe maven Poo]
------------ Volum -- e Sediment Removal Elevation 1_0 Volume
n3.0 -ft Min. -------------------------------------------- ------
Sediment Bottom Elevation 0.0 1-ft r
Storage Sedimei
Storage
POREBAY MAIN POND
-EIVED
JUL 10 2008

5w��1c�
I acknowledge and agree by my signature below that 1 am responsible for the
performance of the maintenance procedures listed above. 1 agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print name:Riley S. Evans
Title: Manager Sankey Properties LLC
Address: P P.O. Box 847 Clarkton NC 28433
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of j/-/k G/AA--- , do hereby certify that
aZAY personally appeared before me this 4-29fk
clay of , �, and acknowledge the clue execution of the
forgon wet detention basin maintenance requirements. Witness my hand and official
seal,
notary fir,
—m Public U�
11111100
SEAL
My commission expires -2, 31 r o20i0

I MAY 1 8 2008
Filter Strip, Restored Riparian Buffer and Level'
Inspection and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log, in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC, 1993). Forested filter strips do not require this type of maintenance.
— Once a year, the soil will be aerated if necessary.
— Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of inspection and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
Flow 1 will remediate theproblem:
The entire filter strip
Trash/debris is present.
Remove the trash/debris.
system
The flow splitter device
The flow splitter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of any sediment off -site.
The flow splitter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.

6MP element:
Potentialproblem:
How I will remediate theproblem:
The swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
The level lip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
"There is erosion around the
Regrade the soil to create a berm
end of the level spreader that
that is higher than the level lip, and
shows stormwater has
then plant a ground cover and
bypassed it.
water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun
Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary). After this, reestablish
the erosion control material.
The filter strip
Grass is too short or too long
Maintain grass at a height of
if applicable).
approximately three to six inches.
Areas of bare soil and/or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip.
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is
Remove vegetation by hand if
choking out desirable species.
possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality local Regional Office, or the
outlet.
401 Oversight Unit at 919-733-1786.

I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. 1 agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print namc:Riley S. Evans
Title: Manager Sankey Properties LLC
Address:P.O. Box 847 Clarkton NC 28433
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
�--- , do hereby that
ta. ,County of ,.Q/i-1, y certify y
tva4l S personally appeared before me this ��'t'
day of alwqrtZ 200 , and acknowledge the due execution of the
forgoi g wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires / — 9/ a0 /U

RT7 IT- TVP:D
MAY 1 1j 2008
BY: W �U?30s
EROSION and SEDIMENT CONTROL
NARRATIVE
for
WEST GATE
Best Western Hotel & Restaurant
PREPARED FOR
Sankey Properties, LLC
P.O. Box 847
Clarkton, NC 28433
910-862-5812
CARD(
SEAL
20007
f•3t-C
David S. Hollis,
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

EROSION AND SEDIMENT CONTROL PLAN
WEST GATE -Best Western Hotel & Restaurant
for
Sankey Properties, LLC
January, 2008
NARRATIVE
NOTE: To be reviewed in conjunction with "The Erosion and Sediment Control and Water Quality Plan for
WEST GATE -Best Western Hotel & Restaurant', Hanover Design Services, PA, Drawings No. 6309-BW,
Sheets 6 through 9.
PROJECT DESCRIPTION -
The purpose of this project is to construct a sediment basin and installation of required
erosion control practices for a future hotel and restaurant site. The Erosion and Sediment Control
Plan is to identify measures to be implemented to control erosion during construction of the
Sediment Basin/future storm water pond and land grading associated with this development.
The site is located at the end of Towne Lake Drive in the West Gate project in Brunswick
County. The project contains 3.2 acres of proposed disturbed area. The developable site is gently
rolling and wooded. It is bordered on the west by Jackeys Creek and to the east by the West Gate
commercial site.
SOILS -
The soils in the project consist of Onslow and Baymeade complexes; See the "Soils Table" For
"K" factors and hydrologic classifications. The primary means of storm water transport in all areas
around the site, all proposed site improvements, and impervious areas will be a sheet flows and
temporary diversions directed to the ponds.
(Soils Map attached)
SOILS TABLE -Rest Western Hotel & Restaurant
Value
WDefinition
"K"
Factor
Ilydrology Group
13ab
Baymeade
I 10
I 1
13DC
Baymeade and Marvyn
10-.32
A/B
On
Onslow
17-.24
13
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

BM
.ram. V\ 10
Z
v o�
� 2=
WINNABOW QUADRANGLE SCALE I"z2,G900
NORTH CAROLINA—BRUNSWICK CO.
7.5 MINUTE SERIES (TOPOGRAPHIC)
' Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

REPORT' OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
WEST GATE BEST WESTERN HOTEL
LELAND, NORTI1 CAROLINA
��•��lt�� °ryt" .4j�,°' may- rwt�, .# --s:.. ,-„r,._.�g
PREPARED FOR:
MR. MICHAEL R. MCLEOD
MICHAEL R. MCLEOD, ARCHITECT, PA
13A HAMPSTEAD VILLAGE
HAMPSTEAD, NORTH CAROLINA 28443
ECS CAROLINAS, LLP PROJECTNO.: 22.13567
NO VEM 3ER 27, 2007
RECEIVED
MAY 1 S 7008
BY'�i,s86$os ly

' »F'MP ECS CAR_O_UNAS, LLP
�c�aR®do�sia� Gcotechnical •Construction Materials •Environmental •Facilities
November 27, 2007
Mr. Michael R. McLeod
Michael R. McLeod, Architect, PA
13A Hampstead Village
Hampstead, North Carolina 28443
Re: Repots. of Subsurface Exploration and Geotechnical Engineering Evaluation
West Gate Best Western Hotel
Leland, North Carolina
ECS Project No.: 22.13567
Dear Mr. McLeod:
As authorized by your acceptance of our proposal number 10741, dated November 5, 2007, ECS
Carolinas, LLP has completed a subsurface exploration for the subject project. This report
presents the results of the field exploration; laboratory testing and engineering analysis, along
with our recommendations for design of geotechnical related items.
We appreciate the opportunity to be of service to you during the design phase of this project and
look forward to our continued involvement during the construction phase. If you have any
questions concerning the information and reconunendat ions presented in this report, please
contact us at [phone] for further assistance.
Respectfully submitted,
ECS CAROLINAS, LLP
Winslow E. Goins, E.I.
Project Manager
Walid M. Sobh, P.E.
Principal Engineer
North Carolina License No. 22983
17211 Ogden Business Park • Suite 201 Y Wilmington, NC 28411 ° (910) 686-91 14 41^ax [phone] * www.ecslimited.com
Asheville, NC Charlotte, NC - Greensboro, NC - Greenville, SC - Raleigh, NC - Swansboro, NC * Wilmington, NC
* testing services only

REPORT' OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING
ANALYSIS
WEST GATE BEST WESTERN HOTEL
LELAND, NORTH CAROLINA
PREPARED FOR:
MR. MICHAEL R. MCLEOD
MICHAEL R. MCLEOD, ARCHITECT, PA
13A HAMPSTEAD VILLAGE
HAMPSTEAD, NORTH CAROLINA 28443
PREPARED BY:
ECS CAROLINAS, LLP
7211 OGDEN BUSINESS PARK
SUITE 201
WILMINGTON , NORTH CAROLINA 28411
ECS CAROLINAS, LLP PROJECT NO.: 22.13567
"— SEAL `a =
22983 = �I 7�7
.F r I
07
SC)
NC LICEr1VSE 1V0.22983
NOVEMBER 27, 2007

TRACT 1
,.m .Fm
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NOT TO SCALE
REFERENCE
SITE MAP PROVIDED BY
g MICHAEL R. MCLEOD AIA, „f
a`
5 W
\ �Yp 41 S°pt
s
FIGURE' l -
u, N
SITE• MAP
#
WEST GATE BEST :WESTERN HOTEL,
BRUNSWICKCOUNTY ``-jv
LELAND, NORTH CAROLINA
PROJECT N0.22=13567,<;,_i'';
DRAWN BY/DATE
CHECKEDBYlllATE,
IFILENAME:
SITEMAP

Operator Donald B Coogan Cone Number DSA1030 Location Leland,North Carolina
Job Number
22-13567 Date and Time 11/1412007 3:48:25 PM Hole Number ) 5-27 J
E�- Water Table rB:20:ffJ GPS Location 3412.5315N, 07801.6930W County Brunswick
��®<L06dda9
=
CPT
DATA
o
J_
REMARKS
Tip Resistance
0 Ot TSF 300
Local Friction
0 Fs TSF 2
Pore
-2
Pressure
Pw PSI 4
SPT W
0 60 % Hammer 60
O W }
to M ~
0
,
\
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— I--
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IIIIIII
IIIII
1 - sensitive fine grained 7 4 - silty clay to clay A 7 - silty sand to sandy silt E310 - gravelly sand to sand
,? 2 - organic material G 5 - clayey silt to silty clay ^ 8 - sand to silty sand 0 11 - very stiff fine grained (')
®3 - clay m 6 - sandy silt to clayey silt 4 9 - sand 0 12 - sand to clayey sand (')
0 xlpueddy

i o
r
West Gate Best Western
Hotel
Operator
Ron Stewart
Cone Number DSA0866 Location Leland, North Carolina
":_Sol1
Job Number 22-13567
0 Water Table �6:36$_l
Date and Time 11/1412007 7:39:16 AM Hole Number 1
GPS Location 3412.5725N, 07801.7174W County - Brunswick
�®fl.OV21.�
CPT DATA
F�o%
a W
REMARKS
Tip Resistance
Local Friction
Pore Pressure
SPT N'
O w }0
tom ~,2
Qt TSF 180
0 Fs TSF 2
0 Pw PSI 11 0
60% Hammer 35
,
T
2
4
111
LI L �I �I
T
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6
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it LI
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a IIII
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I ll
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I I I I
I
IIIIIIIIII
I I
I I I
I
(IIIIIIIIII
I
12
IIIIIIII
I
IIIIIIIIII
IIIIII
Ilillllllli
-1 - sensitive fine grained
m 4 - silty clay to clay
la 7 - silty sand to sandy silt ®10 - gravelly sand to sand
G^, 2 - organic material
G 5 - clayey silt to silty clay
7 8 - sand to silty
sand D 11 - very stiff fine grained (')
e 3 - clay
M 6 - sandy silt to clayey silt
z 9 - sand
N 12 - sand to clayey sand (*)

' RFCETVT�D
U.S. ARMY CORPS OF ENGINEERS MAY 1 8 2008
WILMINGTON DISTRICT
5 r�8c�8�si
Action ID. SAW-2008-386 County: Brunswick USGS Quad: Winnabow BY'�—
GENERAL PERAIIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Sankey Properties, LLC
Address: c/o Rilev Evans
PO Box 847
Clarkton, NC 28433
Telephone No.: [phone]
t. yi�D
Size and location of property (water body, road name/number, town, etc.): The 3.57 acre tract is located off 17 south on
Westgate Drive at the Westgate Shopping Plaza, Leland, Brunswick County, North Carolina. Parcel 4s
0470002406 S O470002408. Location: 34.2090°N, 78.0293°W. The nroiect will result in a Best Western Hotel and
fROP restaurant.
Description of projects area and activity: The proposal includes the placement of fill material into Section 404 waters
to facilitate the construction of a hotel and restaurant. There will be two temporary and two permanent impacts to
riparian wetlands abutting Jackey's Creek as illustrated on the attached plans. Impact areas 1 and 2 are
temporary for construction of the retaining wall :rid are authorized for 0.02 and 0.02 acres respectively (NWP 33).
Impact areas A and B are permanent and are authorized for 0.07.and 0.01 acres respectively (NWP 18).
Applicable Law: ❑X Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number: _
Nationwide Permit Number: 18 and 33
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a slop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (LAMA),
prior to beginning work you must contact the N.C. Division of Coastal agcment in Wilmington, NC, at [phone].
This Department of the Army verification does not relieve [he Zflc?�/odifions
ce of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regar of ran ny f of the Permit, or the Corps of Engineers regulatory
program, please contact Mmber ary at ( 0 51, 48 [e-mail].
Corps Regulatory
Expiration Date
April 2, 2008
The Wilritington District is coma ti fled to providing the highesTic-Vel of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit httn://www.saw.usace.army.niiUWETLANDS/index.btrnl to
complete the survey online.

Determination of Jurisdiction:
❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
❑ There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
© The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued 2/16/08. Action 1D SAW-2008-386
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROTECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAILABLE.
Copy Furnished:
Chad Coburn, DENR-DWQ, Wilmington Regional Office, 127 Cardinal Drive Ext., Wilmington, NC 28405
Dana Lutheran, SEGI, Inc., 5315 South College Road, Suite E, Wilmington, NC 28412

ACTION ID # SAW-2008-386
SPECIAL CONDITIONS:
1. In order to compensate for impacts to 0.08 acres of riparian wetlands, the pernvttee shall make payment
to the North Carolina Ecosystem Enhancement Program (NC EEP) in the amount determined by the NC
EEP, sufficient to perform the restoration of 0.16 acres of riparian wetlands in the Cape Fear River
Basin, Cataloging Unit 03030007.
Construction within jurisdictional areas on the property shall begin only after the permittee has made
Rill payment to the NC EEP and provided a copy of the payment documentation to the Corps, and the
NC EEP has provided written confirmation to the Corps that it agrees to accept responsibility for the
mitigation work required, in compliance with the MOU between the North Carolina Department of
Enviromnent and Natural Resources and the United States Army Corps of Engineers, Wilmington
District, dated November 4, 1998
2. The pennittee shall submit to the U.S. Army Corps of Engineers, Wihnington District an as -built
survey of the authorized temporary impact areas. This survey must be submitted within 45 days of
construction completion of the subject relocation.
Corps Regulatory Officia
I / Date: t� r.

Action H) Number: SAW-2008-386 County: Brunswick
Permittee: Sankey Properties LLC (c/o Riley Evans)
Date Permit Issued: April 2.2008
Project Manager: Kimberly Garvey
Upon completion of the activity authorized by this permit and any mitigation required by the permit,
sign this certification and return it to the following address:
US ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
WILNIINGTON REGULATORY FIELD OFFICE
POST OFFICE BOX 1890
WTLMINGTON, NORTH CAROLINA 28402-1890
Please note that your permitted activity is subject to a compliance inspection by a U. S. Army Corps of
Engineers representative. If you fail to comply with this permit you are subject to permit suspension,
modification, or revocation.
I hereby certify that the work authorized by the above referenced permit has been completed in
accordance with the terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date

r
topozone fid".
cngt l 1.%2V 1AIP3a b mot. tcl
i
iE
Gregory G NE— --
L
�1 1
0 0,1 0.2 0.3 0.4 0.5 km
0 0.09 0.18 0.27 0.36 0.45 mi
34.20900N,78.0293°W (NAD27)
Elevation 8.0 ft / 2.4 m (USGS NED)
USGS Winnabow (NC) Quadrangle
Projection is UTM Zone 17 NAD83 Datum
i1
I� ^'
G
M=-8.9
G=1.632

Mr. Riley Evans
Sankey Properties, LLC
P.O. Box 8,17
Clarkton, NC 28,133
March 5, 2008
Project: West Gate Best Western
41aach inen f 16
( ac(d u-Id u n _)
Expiration of Acceptance: September 5, 2008
County: Brunswick
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NCEEP will be approved.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of
the issued 404 Permil/401 Certificnlion/CAMA permit within this time frame, this acceptance will expire. It is the
applicant's responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permits) an invoice
will be issued based on the required mitigation in that permit and payment must be made prior to conducting the authorized
work. The amount of the In Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and
policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
followiu¢ table.
Cape Fear
03030005
Stream (feel)
Wetlands (acres)
Buffer I
(Sq. Ft.)
Buffer II
(Sq. Ft.)
Cold
Cool
Warm
Riparian
Non-Ri arian
Coastal Marsh
pa Imcts
0
0
0
0.08
0
0
0
0
Credits
0
0
0
0.16
0
1 0
0
0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies
require mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional
mitigation, the applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have nay questions or need additional information, please contact Kelly Williams at [phone].
Sincerely,
Willia more, PE
Director
cc: Cyndi Karoly, NCDWQ Wetlands/401 Unit
Kim Garvey, USACE-Wilmington
Chad Coburn, NCDWQ-Wilmington
Dana Lutheran, agent
File
Rpsr`orut9... E�r�... Prot�cti,�t� Our ka&
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699.1652 / 919-715-0476 / www.nceep.net

U.S. ARMY CORPS OF, .ENGWEERS
WILMINGTON DISTRICT
Action Id. SAW-2008-386 County: Brunswick U.S.G.S. Quads: Winnabow
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner/Agent:
Address:
Telephone No.:
Property description
Sankey Properties, LLC
c/o Riley Evans
PO Box 847
Clarldon, NC 28433
[phone]
ECKDVE
U^uS yfr
Size (acres) 3.58 Nearest Town Leleand
Nearest Waterway dickey's Creels River Basin Cane Fear
USGS tfUC 03030007 Coordinates N 34.2090 W 78.0293
Location description The subject iurisdiclional determination is for Lots 2 and 13 in lire WestiWe Plaza, Parcel
numbers 0470602406 and 0470002408 located off 17 south on West ate Drive in Leland Brunswick County,
North Carolina (see attached map).
Indicate Which of the Following Apply:
A. Preliminary Determination
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine lire extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CPR Part 331).
B. Approved Determination
X There are Navigable Waters of the United States within the above described property subject to die permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
X There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water
Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be '
relied upon for a period not to exceed five years from the date of this notification.
We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timelyi
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
The wetland on your property have been delineated and the delineation has been verified by the Corps. We strongly
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
five years.
X The wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the Corps
Regulatory Official identified below on 16 February 2008. Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed rive years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of Ore Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed rive years from the date of this
notification.
Page 1 of 2 I MAY 1 8 Z008

Ac7ion ID: SAW-2008-386
t The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(LAMA). You should contact the Division of Coastal Management in Wilmington, NC, at [phone] to determine._,_,-,._____-.
their requirements.
Placement of dredged or Fill material within waters of the US and/or wetlands without a Department of the Army permit may i
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Ms. Kimberly Garvey at [phone].
C. Basis For Determination
Waterway. This determination is based an information submitted by SEGI, Inc.
D. Remarks
E. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B.above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you mny request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a'
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this `.
determination you must submit a completed RFA form to the following address:
District Engineer, W ilnungton Regulatory Division
Attn: Ms. Kimberly Garvey, Project Manager
Wilmington Regulatory Field Office
PO Box 1890
Wilmington, North Carolina 28402-1890
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by 16 Anril 2008.
•'It is not necessary to submit an form�(o t�
correspondence."
Corps Regulatory
Date 16 February 2008
do not object to the determination in this
16 February 2013
The Wilmington District is comr4itted to providing the highest level of support to the public.
do so, please complete the attache eustomer Satisfaction Survey or visit
httn•/hvww saw us,ee nrmy ntil/WETLANDS/index.litnil to complete the survey online.
Copy famished:
Dana Lutheran, SEGI, Inc., 5315 College Road, Suite E, Wilmington, NC 28412
Chad Coburn, NCDENR-DWQ, 127 Cardinal Drive, Wilmington, NC 28405
To help us ensure we continue to
Page 2 of 2

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U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. SAW-2008-386 County: Brunswick USGS Quad: Winnabow
GENERAL PER TIT (REGIONAL AND NATIONNVII)E) VERIFICATION
Property Owner / Authorized Agent: Sankey Properties, LLC
Address: c/o RileyEvans
PO Box 847
Clarkton. NC 28433
Telephone No.: [phone]
Size and location of property (water body, road name/number, town, etc.): The 3.57 acre tract is located off 17 south on
Westgate Drive at the Westgate Shopping Plaza, Leland, Brunswick County, North Carolina. Parcel #s
0470002406 & 0470002408. Location: 34.2090°N. 78.0293°W. The project will result in it Best Western ITotel and
THOP restaurant.
Description of projects area and activity: The proposal includes the placement of fill material into Section 404 waters
to facilitate the construction of a hotel and restaurant. There will be two temporary and two permanent impacts to
riparian wetlands ributting Jockey's Creek as illustrated on the attached plans. Impact areas 1 and 2 are
temporary for construction of the retaining wall and are authorized for 0.02 and 0.02 acres respectively (NWP 33).
Impact areas A and 11 are permanent and are authorized for 0.07.and 0.01 acres respectively (NWP 18).
Applicable Law: X❑ Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 18 and 33
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, Ore nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commented (i.e., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal agemI at in Wilmington, NC, at [phone].
This Department of the Army verification does not relieve the p ni ec of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regar : rif ion ) f co ditions of the Permit, or the Corps of Engineers regulatory
program please contact IGmber ary at ( 0 51 48 or erly.l.garveyQusace.army.m 1.
Corps Regulatory
Expiration Date of
April 2, 2008
The Wilmington District is conml tied to providing the bigh0�el of support to die public, To help us ensure we continue to do so,
please complete Ore attached customer Satisfaction Survey or visit bMp /iwNvw.sow.usace.amhy.mil/WETLANDS/index.html to
complete the survey online.

Determination of Jurisdiction:
❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action tinder the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period tint to exceed five years from the date of this
notification.
❑ There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
© The jurisdictional areas within the above described project area have been identified wider a previous action. Please reference
jurisdictional determination issued 2/16/08. Action ID SAW-2008-386
Basis of Jurisdictional
Corps Regulatory 0
Date April 2, 2008
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROTECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF TIIIS FORM, IF REQUMED OR AVAILABLE.
Copy Fumished:
Chad Cobum, DENR-DWQ, Wilmington Regional Office, 127 Cardinal Drive Ext., Wilmington, NC 28405
Dana Lutheran, SEGI, Inc., 5315 South College Road, Suite E, Wilmington, NC 28412

ACTION ID # SAW-2008-386
SPECLAL CONDITIONS:
1. In order to compensate for impacts to 0.08 acres of riparian wetlands, the pennittee shall make payment
to the North Carolina Ecosystem Enhancement Program (NC EEP) in the amount determined by the NC
EEP, sufficient to perform the restoration of 0.16 acres of riparian wetlands in the Cape Fear River
Baser, Cataloging Unit 03030007.
Construction witivn jurisdictional areas on the property shall begin only after the permittee has made
frill payment to the NC EEP and provided a copy of the payment docrnnentation to the Corps, and the
NC EEP has provided written confirmation to the Corps that it agrees to accept responsibility for the
mitigation work required, in compliance with the MOU between the North Carolina Department of
Environment and Natural Resources and the United States Army Corps of Engineers, Wilmington
District, dated November 4, 1998
2. The pennittee shall submit to the U.S. Anuy Corps of Engineers, Wilmington District an as -built
survey of the authorized temporary impact areas. This survey must be submitted within 45 days of
construction completion of the subject relocation.
Corps ReguLatory
Official Date: �� iT

EWA
_r
NCUNK
MAY i b 2008
sY: St>J R ohs>y
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, PG, PE Land Quality Section Michael F. Easley, Governor
Director and State Geologist William G. Ross Jr., Secretary
2/22/2008
LETTER OF APPROVAL WITH MODIFICATIONS AND
PERFORMANCE RESERVATIONS
Sankey Properties, LLC
Riley Evans, Manager
PO Box 847
Clarlcton, NC 28433
RE: Project Name: Westgate- Best Western Hotel & Restaurant
Project ID: Bruns-2008-284
County/Town/Street: Brunswick, Leland, Towne Lake Drive
River Basin: Cape Fear
Submitted By: Hanover Design Services
Date Received by LQS: February 2, 2008
Plan Type: NEW
Dear Mr. Evans:
This office has reviewed the subject erosion and sedimentation control plan and hereby
issues this Letter of Approval with Modifications and Performance Reservations. A list of the
modifications and reservations is attached. This plan approval shall expire three (3) years
following the date of approval, if no land -disturbing activity has been undertaken, as is required
by Title 15A NCAC 4B .0129. Should the plan not perform adequately, a revised plan will be
required (G.S. 113A-54.1)(b).
Please be advised that Title 15A NCAC 413.0118(a) requires that a copy of the approved
erosion control plan be on file at the job site. Also, you should consider this letter to give the
Notice required by G.S. 113A-61.1(a) of our right of periodic inspection to insure compliance
with the approved plan.
North Carolina's Sedimentation Pollution Control Program is performance -oriented,
requiring protection of existing natural resources and adjoining properties. If, following the
commencement of this project, it is determined that the erosion and sedimentation control plan is
inadequate to meet the requirements of the Sedimentation Pollution Control Act of 1973 (North
Carolina General Statute 113A-51 thru 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Act.
Wilmington Regional Office
127 Cardinal Drive 6d., Wilmington, North Carolina 28405-3845 • Phone: [phone] / FAX: [phone]

Letter of Approval with Modifications and Performance Reservations
Riley Evans
February 22, 2008
Page 2 of 4
Acceptance and approval of this plan is conditioned upon your compliance with Federal
and State water quality laws, regulations, and rules. In addition, local city or county ordinances
or rules may also apply to this land -disturbing activity. This approval does not supersede any
other permit or approval.
Please be aware that your project will be covered by the enclosed NPDES General
Stormwater Permit NCGO1000 (Construction Activities). You should first become familiar with
all of the requirements for compliance with the enclosed general permit.
Please note that this approval is based in part on the accuracy of the information provided
in the Financial Responsibility Form, which you have provided. You are requested to file an
amended form if there is any change in the information included on the form. In addition, it
would be helpful if you notify this office of the proposed starting date for this project. Please
notify us if you plan to have a preconstruction conference.
Your cooperation is appreciated.
Sincerely,
Carol N. Miller
Assistant Regional Engineer
Land Quality Section
Enclosures: . Certificate of Approval
Modifications and Performance Reservations
NPDES Permit
cc: David Brown, Hanover Design Services
LQS-WiRO

Letter of Approval with Modifications and Performance Reservations
Riley Evans
Febntary 22, 2008
Page 3 of 4
MODIFICATIONS AND PERFORMANCE RESERVATIONS
Project Name: Westeate- Best Western Hotel & Restaurant
Project ID: Bruns-2008-284
County: Brunswick
1. This plan approval shall expire three (3) years following the date of approval, if no land
disturbing activity has been undertaken, as is required by Title 15A NCAC 413.0029.
2. The developer is responsible for the control of sediment on -site. If the approved erosion and
sedimentation control measures prove insufficient, the developer must take those additional steps
necessary to stop sediment from leaving this site. Each sediment storage device must be
inspected after each storm event. Maintenance and/or clean out is necessary anytime the device
is at 50% capacity.
3. Any and all existing ditches on this project site are assumed to be left undisturbed by the
proposed development unless otherwise noted. The removal of vegetation within any existing
ditch or channel is prohibited unless the ditch or channel is to be regarded with side slopes of 2
horizontal to I vertical or less steep. Bank slopes may be mowed, but stripping of vegetation is
considered new earth work and is subject to the same erosion control requirements as new
ditches.
4. The developer is responsible for obtaining any and all permits and approvals necessary for the
development of this project prior to the commencement of this land disturbing activity. This
could include agencies such as the Division of Water Quality's stormwater regulations, their
enforcement requirements within Section 401 of the Clean Water Act, the U.S. Army Corps of
Engineers' jurisdiction of Section 404 of the Clean Water Act, the Division of Coastal
Management's CAMA requirements, the Division of Solid Waste Management's landfill
regulations, the Environmental Protection Agency and/or The U.S. Army Corps of Engineers
jurisdiction of the Clean Water Act, local County or Municipalities' ordinances, or others that
may be required. This approval cannot supersede any other permit or approval; however, in the
case of a Cease and Desist Order from the Corps of Engineers, that Order would only apply to
wetland areas. All highland would still have to be in compliance with the N.C. Sedimentation
Pollution Control Act.
5. If any area on site falls within the jurisdiction of Section 401 or 404 of the Clean Water Act, the
developer is responsible for compliance with the requirements of the Division of Water Quality,
the Corps of Engineers and the Environmental Protection Agency (EPA) respectively. Any
erosion control measures that fall within jurisdictional wetland areas must be approved by the
aforementioned agencies prior to installation. The Land Quality Section must be notified of a
relocation of the measures in question to the transition point between the wetlands and the
uplands to assure that the migration of sediment will not occur. If that relocation presents a
problem or contradicts any requirements of either DWQ, the Corps, or the EPA, it is the
responsibility of the developer to inform the Land Quality Section regional office so that an

Letter of Approval with Modifications and Performance Reservations
Riley Evans
February 22, 2008
Page 4 of 4
adequate contingency plan can be made to assure sufficient erosion control remains on site.
Failure to do so will be considered a violation of this approval.
6. Any borrow material brought onto this site must be from a legally operated mine or other
approved source. A single use borrow site or an area to waste material is only permissible if it is
operated under the total control of the Financially Responsible person or firm who is developing
this site and has been separately permitted and incorporated as part of this plan meeting all the
requirements of NC General Statue 7449(7)f
7. This permit allows for a land disturbance, as called for on the application plan, not to exceed
3.22 acres. Exceeding that acreage will be a violation of this permit and would require a
revised plan and additional application fee. Any addition in impervious surface, over that
already noted on the approved plan, would also require a revised plan to verify the
appropriateness of the erosion control measures and stormwater retention measures.
8. The construction detail for the proposed silt fence requires reinforcing wire and steel posts a
maximum of 8.0 feet apart. Omission of the reinforcing wire is a construction change
that necessitates more posts for support, i.e., the spacing distance needs to be reduced to no
greater than 6 feet apart.
9. Because the stormwater retention ponds are shown on the plan as the primary sediment control
device on this project, it is necessary that the ponds and their collection systems be installed
before any other grading takes place on site. If that proves to be impractical, a revised plan must
be submitted that addresses erosion and sediment control needs during the interim period until
the ponds are fully functioning.
10. A graveled construction entrance must be located at each point of access and egress available to
construction vehicles during the grading and construction phases of this project. Access and
egress from the project site at a point without a graveled entrance will be considered a violation
of this approval. Routine maintenance of the entrances is critical.
11. The North Carolina Sedimentation Pollution Control Act mandates a shortened time frame in
which to re-establish vegetative groundcover. Slopes (including cuts, fills, and ditch banks) left
exposed will, within 21 calendar days after completion of any phase of grading, be planted or
otherwise provided with groundcover sufficient to permanently restrain erosion.

PLANNED EROSION AND SEDIMENT CONTROL PRACTICES -
1. TEMPORARY GRAVEL CONSTRUCTION ENTRANCES
Practice 6.06
Shall be installed as shown on the plan or from any existing paved roadway. Drainage is away
from the road and sedimentation will be controlled with downstream practices. During wet weather
it may be necessary to wash truck tires at this location.
2. LAND GRADING
Practice 6.02
Grading should be limited to areas as shown on the plans. Cut and fill slopes shall be 3:1 or
flatter except where specifically indicated.
3. SEDIMENT FENCE
Practice 6.62
Sediment fencing should be installed as shown on the Plan, and around any temporary
stockpile areas as necessary to prevent any graded interior areas from eroding onto adjacent
areas.
4. SEDIMENT BASIN
Practice 6.61
The Sediment Basin, level spreader and diversion ditch system are to be constructed prior to
major grading operations (see Construction Schedule) and are the primary Practices to prevent
sediment from leaving the site. Temporary dewatering structure (see plans) to be maintained
during sedimentation function until entire watershed is permanently stabilized and pond is
converted to golf course amenity pond function.
5. TEMPORARY DIVERSION DITCH / BERM
Practice 6.20
Diversion channel is to be installed as shown on the Plan to receive runoff from disturbed
areas and divert it to the Sediment Basin as shown.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, INC 28403

CONSTRUCTION SCHEDULE -
Indicated on Plan
1. Obtain approval of Plan and any necessary permits, and hold a pre -construction conference prior
to commencing any work.
2. Flag work limits and stake -out roadways, primary measures, and Sediment Basin for preliminary
clearing and grubbing. Install silt fencing entirely along the US Army Corps delineated wetlands
line at Jackeys Creek between pond embankment and wetlands before proceeding with pond
grading.
3. Install Gravel Construction Entrances.
4. Install Sediment Basin as shown on Plan while clearing and grubbing site. Sediment Basin to be
constructed prior to major grading, or building. New diversion ditches to be directed to Basin until
storm sewer system is constructed; ditches are to remain open and discharging to Basin during
storm sewer construction.
5. Construct any other sediment control Practices shown, prior to rough grading site, stockpiling
topsoil as necessary. Construct retaining walls and install inlet protection.
6. Install utilities in roadways, establish final grades and stabilize roadways with stone base course.
7. Final grade building site areas where required, fill existing ditches as needed, and vegetatively
stabilize areas where building construction is not imminent. Install non -municipal utilities.
8. All erosion and sediment control Practices are to be inspected weekly and after any rainfall, and
repaired as necessary.
9. Upon completion of grading, all areas permanently vegetatively stabilized. After site stabilization,
temporary measures are to be removed and the Sediment Basins cleaned to original design
contours, if necessary, and riser structures orifices opened, so as to function as a stormwater
management / water quality retention pond.
10. Additional erosion control measures may be required as necessary.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

MAINTENANCE PLAN -
Indicated on Plan
1. All measures to be inspected weekly and after any rainfall event and needed repairs made
immediately.
2. Sediment Basin to be cleaned out when the level of sediment has accumulated to depth greater
than the original design sediment storage depth. Riser structure to be cleaned if excess water
above design surface no longer drains properly.
3. Sediment to be removed from behind the Silt Fence when it becomes 0.5 deep. Fencing and inlet
protection to be repaired as needed to maintain a barrier.
4. All seeded areas shall be fertilized, mulched, and re -seeded as necessary, according to
specifications provided, to maintain a suitable vegetative cover.
5. Construction entrances are to be maintained in a condition to prevent mud or
sediment from leaving the construction site. Periodic top dressing with 2" stone may be required.
Remove all objectionable material spilled, washed, or tracked onto public roadways immediately.
6. Inspect diversion ditches for damage after every rainfall event and repair as necessary to maintain
design height and cross section and ensure site drainage is diverted to sediment basin, until
storm sewer system is completed.
VEGETATIVE PLAN -
Permanent vegetation to be established in accordance with
"North Carolina Erosion and Sediment Control Planning and Design Manual", Section 6.11, latest
version. See Plan for specifications.
CONSTRUCTION SCHEDULE SUMMARY:
STEP-1 Installation of the additional Construction Entrances, Sediment Fence, Sediment Basins and
Temporary Diversions along with grading and stabilization of level spreaders.
STEP-2 Complete construction of retaining walls and storm sewer system. Remove Temporary Diversion
ditches. Complete remaining site grading and vegetatively stabilize areas where building construction is
not imminent. Install non -municipal utilities.
See Construction Schedule on Sheet 9 for additional information. (Once Step 1 measures are completed
and stabilized Contractor may proceed to Step 2.)
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Temporary Gravel Construction Entrance/Exit
Specification # 6.06
Construction Specifications
Clear the entrance and exit area of all vegetation, roots and other objectionable material and
properly grade it.
2. Place the gravel to the specific grade and dimensions shown on the plans and smooth it.
3. Provide drainage to carry water to a sediment trap or other suitable outlet.
4 Use geotextile fabrics because they improve stability of the foundation in locations subject to
seepage or high water table.
Maintenance
Maintain the gravel pad in a condition to prevent mud or sediment from leaving the construction
site. This may require periodic topdressing with 2-inch stone. After each rainfall, inspect any
stricture used to trap sediment and clean it out as necessary. Immediately remove all
objectionable materials spilled, washed, or tracked onto public roadways.
Hanover Design Services
1123 Floral Pkwy.
Wilminolon, NC 28403

Land Grading
Specification N 6.02
Construction Specifications
1. Construct and maintain all erosion and sedimentation control practices and measures in
accordance with the approved sedimentation control plan and construction schedule.
2. Remove good topsoil from areas to be graded and filled, and preserve it for use in finishing
the grading of all critical areas.
3. Scarify areas to be topsoiled to a minimum depth of 2 inches before placing topsoil (Practice
6.04, Topsoiling).
4. Clear and grub areas to be filled to remove trees, vegetation, roots, or other objectionable
material that would affect the planned stability of the fill.
5. Ensure that fill material is free of brush, rubbish, rocks, logs, stumps, building debris, and
other materials inappropriate for constructing stable fills.
6. Place all fill in layers not to exceed 9 inches in thickness, and compact the layers as required
to reduce erosion, slippage, settlement, or other related problems.
7. Do not incorporate frozen material or soft, mucky, or highly compressible materials into fill
slopes.
8. Do not place fill on a frozen foundation. due to possible subsidence and slippage.
9. Keep diversions and other water conveyance measures free of sediment during all phases of
development.
10. Handle seeps or springs encountered during construction in accordance with approved
methods (Practice 6.81, Subsurface Drain).
11. Permanently stabilize all graded areas immediately after final grading is completed on each
area in the grading plan. Apply temporary stabilization measures on all graded areas when
work is to be interrupted or delayed for 30 working days or longer.
12. Show topsoil stockpiles, borrow areas, and spoil areas on the plans, and make sure they are
adequately protected from erosion. include final stabilization of these areas in the plan.
Maintenance
Periodically check all graded areas and the supporting erosion and sedimentation control
practices, especially after heavy rainfalls. Promptly remove all sediment from diversions and
other water -disposal practices. If washouts or breaks occur, repair them immediately. Prompt
maintenance of small eroded areas before they become significant gullies is an essential part of an
effective erosion and sedimentation control plan.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Outlet Stabilization Structure
Specification tt 6.41
Construction Specifications
1 Ensure that the subgrade for the filter and riprap follows the required lines and grades shown
in the plan. Compact any fill required in the subgrade to the density of the surrounding
undisturbed material, Lowareas in the subgrade on undisturbed soil may also be filled by
increasing the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly protected from
punching or tearing during installation. Repair any damage by removing the riprap and
placing another piece of filter cloth over the damaged area. All connecting joints should
overlap a minimum of I ft. If the damage is extensive, replace the entire filter cloth.
4. Riprap may be placed by equipment, but take care to avoid damaging the filter.
5. The minimum thickness of the riprap should be 1.5 times the maximum stone diameter.
6. Riprap may be field stone or rough quarry stone. It should be hard, angular, highly weather -
resistant and well graded.
7. Construct the apron on zero grade with no overfall at the end. Make the top of the riprap at
the downstream end level with the receiving are or slightly below it.
8. Ensure that the apron is properly aligned with the receiving stream and preferably straight
throughout its length. If a curve is needed to fit site conditions, place it in the upper section
of the apron.
9. Immediately after construction, stabilize all disturbed areas with vegetation (Practice 6.10,
Temporary Seeding, and 6.11, Permanent Seeding).
Maintenance
Inspect riprap outlet structures after heavy rains to see if any erosion around or below the riprap
has taken place or if stones have been dislodged. Immediately make all needed repairs to prevent
further damage.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

HARDWARE CLOTH & GRAVEL INLET PROTECTION (Temporary)
Specification # 6.51 - Construction Specifications
As fabric, use a 19-gauge hardware cloth with 1/4 inch mesh openings,
with a total height of 2 feet minimum. The sediment control stone, with
a height of 16 inches, should have an outside slope of 2:1.
For stakes, use steel T posts of 1.25 lb/linear foot with a minimum
length of 5 A., driven 2 ft. into the ground, maximum spacing of 4 feet.
Specifications
I. Uniformly grade a shallow depression approaching the inlet.
2. Drive 5-foot steel posts 2 feet into the ground surrounding the inlet.
Space posts evenly around the perimeter of the inlet, a maximum
of 4 feet apart.
3. Surround the posts with wire mesh hardware cloth. Secure the wire
mesh to the steel posts at the top, middle, and bottom. Placing
a 2-foot anchoring flap of the mesh under the gravel is recommended.
4. Place clean gravel (NCDOT #5 or #57 stone) on a 2:1 slope with a height
of 16 inches around the wire, and smooth to an even grade.
5. Once the contributing drainage area has been stabilized, remove the
accumulated sediment, and establish final grades.
6. Compact the area properly and stabilize with groundcover.
Maintenance
Inspect the barrier after each significant rain and make repairs at needed.
Remove sediment from the area as necessary to provide adequate storage
volume for the next rain. Take care not to damage or undercut the hardware
cloth during sediment removal.
When the contributing drainage area has been adequately stabilized, remove all
materials and any unstable sediment and dispose of them properly. Bring the
disturbed area to the grade of the drop inlet and smooth and compact it.
Appropriately stabilize all bare areas around the inlet.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Sediment Basin
Specifications # 6.61
Construction Specifications
Site preparations —Clear, grub and strip topsoil from areas under the embankment to remove
trees, vegetation, roots and other objectionable material. Delay clearing the pool area until
tho dam is complete and then remove brush, trees and other objectionable materials to
facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on
the outer shell of the embankment to facilitate vegetative establishment. Place temporary
sediment control measures below the basin as needed.
2. Cut-off trench —Excavate a cut-off trench along the centerline of the earth fill embankment.
Cut the trench to stable soil material, but in no case make it less than 2 ft. deep. The cut-off
trench must extend into both abutments to at least the elevation of the riser crest. Make the
minimum bottom width wide enough to permit operation of excavation and compaction
equipment but in no case less than 2 ft. Make side slopes of the trench no steeper than 1:1.
Compaction requirements are the same as those for the embankment. Keep the trench dry
during backfilling and compaction operations.
3. Embankment —Take fill material from the approved areas shown on the plans. It should be
clean mineral soil, free of roots, woody vegetation, rocks and other objectionable material.
Scarify areas on which fill is be placed before placing fill. The fill material must contain
sufficient moisture so it can be formed by hand into a ball without crumbling. If water can be
squeezed out of the ball, it is too wet for proper compaction. Place fill material in 6 to 8-inch
continuous layers over the entire length of the fill area and then compact it. Compaction may
be obtained by routing the construction hauling equipment over the fill so that the entire
surface of each layer is traversed by at least one wheel or tread track of the heavy equipment,
or a compactor may be used. Construct the embankment to an elevation 10% higher than the
design height to allow for settling.
4. Conduit spillways —Securely attach the riser to the barrel or barrel stub to make a watertight
structural connection. Secure all connections between barrel sections by approved watertight
assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do
not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe
or anti -seep collars. Place the fill material around the pipe spillway in 4-inch layers and
compact it under and around the pipe to at least the same density as the adjacent
embankment. Care must be taken no to raise the pipe from firm contact with its foundation
when compacting under the pipe haunches.
Place a minimum depth of 2ft. of hand -compacted backfill over the pipe spillway before
crossing it with construction equipment. Anchor the riser in place by concrete or other
satisfactory means to prevent flotation. In no case should the pipe conduit be installed by
cutting a trench through the dam after the embankment is complete.
Emergency spillway —Install the emergency spillway in undisturbed soil. The achievement of
planned elevations, grade, design width, and entrance and exit channel slopes are critical to
the successful operation of emergency spillway.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

6. Inlets —Discharge water into the basin in a manner to prevent erosion. Use diversions with
outlet protection to divert sediment -laden water to the upper end of the pool area to improve
basin trap efficiency (References: Runoff Control Measures and Outlet Protection).
7. Erosion control —Construct the structure so that the disturbed area is minimized. Divert
surface water away from bare areas. Complete the embankment before the area is cleared.
Stabilize the emergency spillway embankment and all other disturbed areas above the crest of
the principal spillway immediately after construction (References: Surface Stabilization).
8. Safety —Sediment basins may attract children and can be dangerous. Avoid steep side slopes,
and fence and mark basins with warning signs if trespassing is likely. Follow all state and
local requirements.
Maintenance
Check sediment basins after periods of significant runoff. Remove sediment and restore the basin
to its original dimensions when sediment accumulates to one-half the design depth.
Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment
for piping and settlement. Make all necessary repairs immediately. Remove all trash and other
debris from the riser and pool area.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Sediment Fence (Silt Fence)
Specification 6.62
Construction Specifications
MATERIALS
I. Use a synthetic filter tabric or a pervious sheet of polypropylene, nylon, polyester, or
polyethylene yarn, which is certified by the manufacturer or supplier as conforming to the
requirements shown in Table 6.62b.
Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide
minimum of 6 months of expected usable construction life at a temperature range of 0 to
1200F.
2. Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch diameter oak, or
1.33 lb/linear ft steel with a minimum length of 4 ft. Make sure that steel posts have
projections to facilitate fastening the fabric.
3. For reinforcement of standard strength filter fabric, use wire fence with a minimum 14 gauge
and a maximum mesh spacing of 6 inches.
Table 6.62b
Specifications For
Sediment Fence Fabric
Physical Property
Requirements
Filtering Efficiency
85%(mm)
Tensile Strength at
Standard Strength-
20% (max.) Elongation
30 IbAin in (mim)
Extra Strength-
50 IbAin in (min)
Slurry Flow Rate
0.3 gal/sq ft/min (min)
CONSTRUCTION
1. Construct the sediment barrier of standard strength or extra strength synthetic filter fabrics.
2. Ensure that the height of the sediment fence does not exceed 18 inches above the ground
surface. (Higher fences may impound volumes of water sufficient to cause failure of the
structure.)
3. Construct the fitter fabric from a continuous roll cut to the length of the barrier to avoid
joints. When joints are necessary, securely fasten the filter cloth only at a support post with
overlap to the next post.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

4. Support standard strength filter fabric by wire mesh fastened securely to the upslope side of
the posts using heavy duty wire staples at least 1 inch long, or tie wires. Extend the wire mesh
support to the bottom of the trench.
5. When a wire mesh support fence is used, space posts a maximum of 8 ft apart. Support posts
should be driven securely into.the ground to a minimum of 18 inches.
6. Extra strength filter fabric with 6ft post spacing does not require wire mesh support fence.
Staple or wire the filter fabric directly to posts.
7. Excavate a trench approximately 4 inches wide and 8 inches deep along the proposed line of
posts and upslope from the barrier (figure 6.62a).
8. Backfill the trench with compacted soil or gravel placed over the filter fabric.
9. Do not attach filter fabric to existing trees.
Maintenance
Inspect sediment fences at least once a week and after each rainfall. Make any required
repairs immediately.
Should the fabric of a sediment fence collapse, tear, decompose or become ineffective,
replace it promptly. Replace burlap every 60 days.
Remove sediment deposits as necessary to provide adequate storage volume for the next rain
and to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout.
Remove all fencing materials and unstable sediment deposits and bring the area to grade and
stabilize it after the contributing drainage area has been properly stabilized.
Hanover Design Services
1121 Floral Pkwy.
NC 28403

Construction Road Stabilization
Specification # 6.80
Construction Specifications
1. Clear roadbed and parking areas of all vegetation, roots and other objectionable material
2. Ensure that road construction follows the natural contours of the terrain if it is possible.
3. Locate parking areas on naturally flat areas if they are available. Keep grades sufficient for
drainage but generally not more than 2 to 3%.
4. Provide surface drainage, and divert excess runoff to stable areas by using water bars or
turnouts (References: Runoff Control Measures).
5. Keep cuts and fills at 2:1 or flatter for safety and stability and to facilitate establishment of
vegetation and maintenance.
6. Spread a 6-inch course of "ABC' crushed stone evenly over the full width of the road and
smooth to avoid depressions.
7. Where seepage areas or seasonally wet areas must be crossed, install subsurface drains or
geotextile fabric cloth before placing the crushed stone (Practice 6.81, Subsurface Drain).
8. Vegetate all roadside ditches, cuts, fills and other disturbed areas or otherwise appropriately
stabilize as soon as grading is complete (References: Surface Stabilization).
9. Provide appropriate sediment control measures to prevent off -site sedimentation.
Maintenance
Inspect construction roads and parking areas periodically for condition of surface. Topdress with
new gravel as needed. Check road ditches and other seeded areas for erosion and sedimentation
after runoff -producing rains. Maintain all vegetation in a healthy, vigorous condition. Sediment -
producing areas should be treated immediately.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Temporary Seeding
Specification # 610
Specifications
Complete grading before preparing seedbeds and install all necessary erosion control
practices, such as dikes, waterways and basins. Minimize steep slopes because they
make seedbed preparation difficult and increase the erosion hazard. If soils become
compacted during grading, loosen them to a depth of 6-8 inches using a ripper, harrow, or
chisel plow.
Seedbed Preparation
Good seedbed preparation is essential to successful plant establishment. A good seedbed
is well -pulverized, loose and uniform. Where hydroseeding methods are used, the
surface may be lift with a more irregular surface of large clods and stones.
Liming - Apply lime according to soil test recommendations. If the pH(acidity) of the
soil is not known, an application of ground agricultural limestone at the rate of 1 to 1 %a
tons/acre on coarse -textured soils and 2-3 tons/acres on fine -textured soils is usually
sufficient. Apply limestone uniformly and incorporate into the top 4-6 inches of soil.
Soils with a pH of 6 or higher need not be limed.
Fertilizer- Base application rates on soil tests. When these are not possible, apply a 10-
10-10 grade fertilizer at 700-1,000 lb./acre. Both fertilizer and lime should be
incorporated into the top 4-6 inches of soil. If a hydraulic seeder is used, do not mix seed
and fertilizer more than 30 minutes before application.
Surface roughening- If recent tillage operations have resulted in a loose surface,
additional roughening may not be required except to break up large clods. If rainfall
cuses the surface to become sealed or crusted, loosen it just prior to seeding by disking,
raking, harrowing, or other suitable methods, Groove or furrow slopes steeper than 3:1 on
the contour before seeding (Practice 6:03, Surface Roughening).
Plant Selection
Select an appropriate species or species mixture from Table 6.10a, for seeding in late
winter and early spring, Table 6.10b for summer, and Table 6.10c for fall..
Hanover Design Services
1123 Floral Pkwy•
Wilmington, NC 28403

Seeding
Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or
hydroseeder. Use seeding rates given in Table 6.10a-6.10c. Broadcast seeding and
hyroseeding are appropriate for steep slopes wher equipment cannot be driven. Hand
broadcasting is not recommended because of the difficulty in achieving a uniform
distribution.
Small grains should be planted no more than 1 inch deep, and grasses and legumes no
more than '/2 inch. Broadcast seed must be covered by raking or chain dragging, and then
lightly firmed with a roller or cultipacker. Hydroseeded mixtures should include a wood
fiber (cellulose) mulch.
Mulching
The use of an appropriate mulch will help ensure establishment under normal conditions
and is essential to seeding success under harsh site condition (Practice 6.14, Mulching).
Harsh site conditions include:
-seeding in fall for winter cover (wood fiber mulches are not considered adequate for this
use),
-slopes steeper than 3:1,
-excessively hot or dry weather,
-adverse soils(shallow, rocky, or high in clay or sand), and
-areas receiving concentrated flow.
If the area to be mulched is subject to concentrated waterflow, as in channels, anchor
mulch with netting (Practice 6.14, Mulching).
Table 6.10c
Temporary Seeding Recommendation for Fall
Seeding mixture
Species-Rye(grain)
Rate(lb/acre) - 120
Seeding dates - Coastal Plain and Piedmont -Aug 15 - Dec. 30
Soil amendments - Follow soil tests or apply 2,000 lb./acre ground agricultural limestone
and 1,000 lb/acre 10-10-10 fertilizer.
Mulch- Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance- Repair and refertilize damaged areas immediately. Topdress with 50
lb/acre of nitrogen in March, if it is necessary to extend temporary cover beyond June 15,
overseed with 50 lb/acre Kobe (Piedmont and Coastal Plain)
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Table 6.10a
Temporary Seeding Recommendation for Late Winter and Early Spring
Seeding mixture
Species- Rye(grain), Annual lespedeza (Kobe in Piedmont and Coastal Plain
Rate (lb/acre)- 120
Omit annual lespedeza when duration of temporary cover is not to extend beyond June
Seeding dates -Coastal Plain — Dec. 1 — Apr. 15.
Soil amendments- Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch -Apply 4,OOOlb/acre straw. Anchor straw by tacking with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a mulch
anchoring tool.
Maintenance - Refertilize if growth is not fully adequate. Reseed, refertilize and mulch
immediately following erosion or other damage.
Table 6.1 Ob
Temporary Seeding Recommendations for Summer
Seeding mixture
Species -German millet
Rate(lb/acre)- 40
Seeding dates -Coastal Plain- Apr. 15-Aug. 15
Soil amendments -Follow recommendations of soil tests or apply 2,000 lb/acre ground
agricultural limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch —Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as a much
anchoring tool.
Maintenance-Refertilize if growth is not fully adequate. Reseed, refertilize and much
immediately following erosion or other damage.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Permanent Seeding
Specifications # 6.11
Specifications
Seedbed Requirements
Establishment of vegetation should not be attempted on sites that are unsuitable due to
inappropriate soil texture (Table 6.1 la), poor drainage, concentrated overland Flow, or steepness
of slope until measures have boon taken to correct these problems.
To maintain a good stand of vegetation, the soil must meet certain minimum requirements as a
growth medium. The existing soil should have these criteria:
- Enough fine-grained (silt and clay) material to maintain adequate moisture and nutrient
supply (available water capacity of at least .05 inches water to I inch of soil).
- Sufficient pore space to permit root penetration.
- Sufficient depth of soil to provide an adequate root zone. The depth to rock or impermeable
layers such as hardpans should be 12 inches or more, except on slopes steeper than 2:1
where the addition of soil is not feasible.
- A favorable pH range for plant growth, usually 6.0-6.5.
- Freedom from large roots, branches, stones, large clods of earth, or trash of any kind. Clods
and stones may be left on slopes steeper than 3:1 if they arc to be hydroseeded.
If any of the above criteria are not met-i.e., if the existing soil is too coarse, dense, shallow or
acidic to foster vegetation —special amendments are required. The soil conditioners described
below may be beneficial or, preferably, topsoil may be applied in accordance with Practice 6.04,
Topsoi I i ng.
Soil Conditioners
In order to improve the structure or drainage characteristics of a soil, the following material may
be added. These amendments should only be necessary where soils have limitations that make
them poor for plant growth or for fine turf establishment (see Chapter 3, Vegetative
Considerations).
Peat -Appropriate types are sphagnum moss peat, hypnum moss peat, reedsedge peat, or peat
humus, all from fresh -water sources. Peat should be shredded and conditioned in storage piles for
at least 6 months after excavation.
Sand -clean and free of toxic materials
Vermiculite -horticultural grade and free of toxic substances.
Rotted manure -stable or cattle manure not containing undue amounts of straw or other bedding
materials.
Thoroughly rotted sawdust- free of stones and debris. Add 6 lb. Of nitrogen to each cubic yard.
Sludge -Treated sewage and industrial sludges are available in various forms: these should be used
only in accordance with local, State and Federal regulations.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Species Selection
Use the key to Permanent Seeding Mixtures (Table 6.1 lb) to select the most appropriate seeding
mixture based on the general site and maintenance factors. A listing of species, including
scientific names and characteristics, is given in Appendix 8.02.
Seedbed Preparation
Install necessary mechanical erosion and sedimentation control practices beforo seeding, and
complete grading according to the approved plan.
Lime and fertilizer needs should be determined by soil tests. Soil testing is performed free of
charge by the North Carolina Department of Agriculture soil testing laboratory. Directions,
sample cartons, and information sheets are available through county. Agricultural extension
offices or from NCDA . Because the NCDA soil testing lab requires I-6 weeks for sample turn-
around, sampling must be planned well in advance of final grading. Testing is also done by
commercial laboratories.
When soil test are not available, follow rates suggested on the individual specification sheet for
the seeding mix chosen (Tables 6.11c through 6.1 Iv). Applications rates usually fall into the
following ranges:
- Ground agricultural limestone
Light -textured, sandy soils; 1-1 %x tons/acre
Heavy textured, clayey soils 2-3 tons/acre
Fertilizer:
Grasses 800-1200 lb/acre of 10-10-10 (or the equivalent)
Grass -legume mixtures: 800-1200 lb/acre of 5-10-10 (or the equivalent)
Apple lime and fertilizer evenly and incorporate into the top 4-6 inches of soil by disking or other
suitable means. Operate machinery on the contour. When using a hydrosceder, apply lime and
fertilizer to a rough, loose surface.
Roughen surfaces according to Practice 6.03, Surface Roughening.
Complete seedbed preparation by breaking up large clods and raking into a smooth, uniform
surface (slope less than 3:1) Fill in or level depressions than can collect water. Broadcast seed
into a freshly loosened seedbed that has not been scaled by rainfall.
Hanover Design Services
1123 Floral Pkwy.
Wilminni - n"_ "" _-

f
Table 6.1 Is
Seeding No. 4CP for:
Well -Drained Sandy loams to Dry Sands, Coastal Plain and Eastern Edge of Piedmont;
Low to Medium -Care Lawns
Seeding mixture
Species - Centipedegrass
Rate - 10-20 lb/acre (seed) or 33 bu/acre (sprigs)
Seeding dates - Mar. - June
(Sprigging can be done through July where water is available for irrigation.)
Soil amendments - Apply lime and fertilizer according to soil test, or apply 300 lb/acre 10-10-10.
Sprigging - Plant sprigs in furrows with a tractor -drown transplanter, or broadcast by hand.
Furrows should be 4-6 inches deep and 211 apart. Place sprigs about 2 ft. apart in the row with one
end at or above ground level (Figure 6.1 Id).
Broadcast at rates shown above, and press sprigs into the top 1 %, inches of soil with a disk set
straight so that sprigs are not brought back toward the surface.
Mulch - Do not mulch
Maintenance - Fertilize very sparingly-20 lb/acre nitrogen in spring with no phosphorus.
Centipedegrass cannot tolerate high pH or excess fertilizer.
`Refer to Appendix 8.02 for botanical names
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Table 6.1It
Seeding No. 5CP for:
Wcll-Drained Sandy Loams to Dry Sands;Low Maintenance
Seeding mixture
Species
Pensacola Bahiagrass
Seneca lespedeza
Common Bermudagrass
German millet
Rate (lb/acre)
50
30
10
10
Seeding notes
1. Where a neat appearance is desire, omit sericea
2. Use common Bermudagrass only on isolated sites where it cannot become a pest.
Bermudagrass may be replaced with 5 lb/acre centipedgrass.
Seeding dates - Apr. I - July 15
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch Apply 4,000 lb/acre grain straw or equivalent cover of another suitable mulch. Anchor by
tacking with asphalt, roving and netting or by crimping with a mulch anchoring tool. A disk with
blades set nearly straight can be used as a mulch anchoring tool.
Maintenance - Refertilize the following Apr. with 50 lb/acre nitrogen. Repeat as growth requires.
May be moved only once a year. Where a neat appearance is desired, omit sericea and now as
often as needed.
Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403

Table 6.11v
Seeding No. 7CP for:
Grass -lined Channels;
Coastal Plain, Lower Piedmont and Dry Soils in the Central Piedmont
Seeding Mixture
Species - Common Bermudagrass
Rate - 40-80 (1/2 lb/1,000 ft )
Seeding dates - Coastal Plain; Apr - July
Soil amendments - Apply lime and fertilizer according to soil tests, or apply 3,000 lb/acre ground
agricultural limestone and 500 lb/acre 10-10-10 fertilizer.
Mulch - Use jute, excelsior matting, or other effective channel lining material to cover the bottom
of channels and ditches. The lining should extend above the highest calculated depth of flow. On
channel side slopes above this height, and in drainages not requiring temporary linings, apply
4,000 lb/acre grain straw and anchor straw by stapling netting over the top.
Mulch and anchoring materials must be allowed to wash down slopes where they can clog
drainage devices.
Maintenance -A minimum of 3 weeks is required for establishment. Inspect and repair mulch
frequently. Refertilize the following Apr. with 50 lb/acre nitrogen.
Hanover Design Services
1123 Floral Pkwy.
Wilmington r;r- `.!r"

Hanover Design Services, P.A.
Land Surveyors, Engineers, Land Planners
May 6, 2008
Ms. Christine Nelson, Environmental Engineer
Wilmington Regional Office
Water Quality Section
Department of Environment and Natural Resources
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 27405-3845
Re: West Gate
Best Western Hotel & Restaurant
Brunswick County
High Density Fast -Track submittal
Dear Christine:
Enclosed:
• Please find 2 sets of the Water Quality Plan.
• 2 sets of the Storm Water Management and Drainage Calcs
• The original Storm Water application, with the Pond Supplements and one copy of each.
• A check in the amount of $4,000.00 (Express Fee)
• 1 copy of the wetlands delineation
• 1 original of the "Level Spreader Operation and Maintenance Agreement" and one copy.
• 1 original of the "Wet Detention Basin Inspection and Maintenance Agreement' and one copy.
• 1 copy of the approved Erosion and Sediment Control Permit
If you have any questions or require additional information, please do not hesitate to call me.
Sincerely,
David Brown
Hanover Design Services
[e-mail]
6309-BW-dwq-1 .doc
1123 Floral Parkway Wilmington, N.C. 28403 Phone [phone] Fax [phone]

Q��
NCDENK
F14L-tN all the informatio,
Coordinator along with a
of the project location. In
North Carolina Department of Environment and
Natural Resources
Request for Express Permit Review
CK the Permitfa) you are
• Asheville Region -Alison Davidson 818.296.4698;alison.davidsontmncmaiLnet
• Fayetteville or Raleigh Region -David Lee 919-791.4203; david.lee(ncmail.net
• Mooresville & -Patrick Grogan 704-663.3772 or patrick.progan e(,ncmail.net
• Washington Region -Lyn Hardison 252-946-9215 or lvn.hardison(o)ncmall.net
• Wilmington Region -Janet Russell 910350-2004orianet.russell(clncmail.net
NOTE: Project application received after 12 noon will be stamped in the following work day.
For DENR Use ONLY
Reviewer. (71111
Submit
Time: l�-= FAX or Emi—p
Confirm - -(V7O RSA `1
FAX or Ema_________ xpress__
Project Name:,WEST GATE=BESTWESTERN HOTEL &RESTAURANT County: BRUNSWICK
Applicant: RILEY S. EVANS Company: SANKEY PROPERTIES. LLC
Address: P.O. BOX 847 City: CLARKTON State: NC Zip: 28433
Phone:[phone] Fax: Email: [e-mail]
Project is Drains into C:SW (JACKEYS CREEK) waters Project Located in CAPE FEAR River Basin
Engineer/Consultant: David S. Hollis PE.PLSCompany: Hanover Design Services PA
Address:1123 FLORAL PARKWAYCity: WILMINGTON State: NC Zip: 28403
Phone: [phone] Fax:: Email: dholl![e-mail]
all that apply)
❑ Scoping Meeting ONLY ❑ DWQ, ❑ DCM, ❑ DLR, ❑ OTHER: _
❑ Stream Origin Determination: # of stream calls — Please attach TOPO map marking the areas In questions
® State Stormwater ❑ General ❑ SFR, ❑Bkhd & Bt Rmp, ❑ Clear & Grub, ❑ Utility
❑ Low Density ❑ Low Density -Curb & Gutter _ # Curb Outlet Swales ❑ Off -site [SW (Provide permit #)]
®High.DensiCy- peten0onPond-1 # Treatrnent5yste J ❑ Hlgh Density -Infiltration _#Treatment Systems
❑ High Density-Bio-Retention _ # Treatment Systems ❑ High Density —Constructive Wetlands _ # Treatment Systems
❑ High Density -Other _ # Treatment Systems ❑ MODIFICATION SW _(Provide permit#)
❑ Coastal Management ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information
❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
❑ Land Quality ❑ Erosion and Sedimentation Control Plan with _ acres to be disturbed.(CK #_ (for DENR use))
WETLANDS QUESTIONS MUST BE ADDRESSED BELOW
® Wetlands (401): Check all that apply
Wetlands on Site ® Yes ❑ No
Wetlands Delineation has been completed: ® Yes ❑ No
US ACOE Approval of Delineation completed: ® Yes ❑ No
404 Application in Process wl US ACOE: ® Yes ❑ No
Permit Received from US ACOE ® Yes ❑ No
Fee Split for multiplepermits: Check#
Isolated wetland on Property ❑ Yes ® No
Buffer Impacts: ® No ❑ YES: acre(s)
Minor Variance: ❑ No ❑ YES
Major General Variance ❑ No ❑ YES
401 Application required: ❑Yes ❑ No If YES, ❑ Regular
Perennial, Blue line stream, etc on site ❑ yes ® No
For DENR use only
Total Fee Amount
SUBMITTAL DATES
I Fee
I SUBMITTAL DATES
Fee
CAMA
$
Variance Ma'; Min
$
SW (❑ HD, ❑ LD, ❑ Gen
$
401:
$
LQS
$
Stream Deter,_
$
' UMAY 0 5 2008
DWO
PROJ It

1. General Information
a. Name of Project
b. Street Aftoss, City, County
a Acres In Tract
d Acres bring disturbed
e. Aves In Wetlands
1. Wetlands Must Be delineate
2 Proposed Weiland Impacts I
L Cwnws1Ap Irrtmmatlon From NC Secret,
g. Description of Development Proposal
1. Previous or Existing Permits
2 Tax Parcel ID Number
h. Pr 1998 But Upon Area. If Applicable
I. Discuss Phasing of the Project & Storm'
I. Disama Prspmed Wasta Water Traatra
k. ldwa y Kahane Sava & Projects, Being I
L M-Aftsa AnyfAll NM Compliorcs laves
or Adjacent To The Project or Coma to T
b. Identity Wher the morns Water design
Slag steno water or NPOES Phase II, Ads
c. Proposed Told%Impervious Surface
d. Number of proposed Inatome measure
a. Wiz at boll upon area be collected?
1. Identity whether or not the project has bt
a butter.
g. Discuss Coastal meragemwd areas o1 t
h. Disclose whether or not off-ske runs Is
L Dlsvrav whether rued ca struollon awes
j. It an on-alte evaluation d the sods has b
and Include date of site evaluation This is
We9McQa Eeaaaw xaraw ads
(1E C E I d EDD
MAY 0 5 2008
DWQ
PP.OJ # ----�
& Sign -Olt Obtained From The Corps
squxe parttlts Fran Caps & DWO
y of Slate Web Ste
tier of Facilities When ApBcable
a a welar supply
aged with Public Moses
Ath DENR Agwdm
n & Index Number for A/ Water Botllm on
e Ptclact Area
i high density or taw density, commercial or residential,
ess Vested rights when applim w. Identify Podrob a high damky
t, type(s) of collection system
far requirements & wheher or not devebpmwn is proposed within
wiromnantel concern when applicable.
.oming onto the site or Into proposed bmp.
other property Is necessary to anise this projeCt
an dam. discuss Ird'@ation ram, seasonal high water table, Ma,
General Information
a West Gate -Beet Wastes Hod a Restaurant
b. Las 211 & 13R Tama lake Drive. Leland, Brunswick County
a 3.57 eves (Lot 214 240 cue) (Lot 13R 1.17 ac)
d. 3.22 saes
a. B." sores on site (0.08 was to be Impacted, pwmit on file wNSACOE)
a. 1. Application on Re with USACOE
a. 2 Application an fie aim USACOE
1. See atladwd triamation
g. Cwatruci on of a hotel and resteuraN
1. See attached intormatlon
2. Sae afnec ad Informalon
h. WA
L WA
J. Weer aM Sewer are, to be provided by The Novi BmmWxk Bealtary, Dismal
k WA
LWA
Storm Water Infonnation,
e. Jaesays Creak 18.77-37CSW
`b. high density. canmrer®I,.DAal.as ere-slle srppernmt to aseeng
previouslypane
parmitted DAM NPDES NI,
, DA N165lo edi8np NCDENRDWO Pwmiti SW8990887; DA0270%pmpmad
d. DA#1 to previously approved SW-PGnd DAa2 Proposed SW-Pota
a. Yes
f. No Duffer requiramants Per CAMA on -site cunsuIVIUM (No'navfgatla waters)
g. Now
h. Nos
I. None (axistlrq accasa sans Towne Lake Drive)
J. WA
112- �otrci i\�� cx�5k;n� off- S%
Pored tic) eo-
112- C O.%Y\r, }b re-� pro�oSc� �o,.d

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L

U.S. ARMY CORPS OF ENGINEERS
W1LMINGTON DISTRICT
Action Id. SAW-2008-386 County: Brunswick U.S.G.S. Quads: Winnabow
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner/Agent: Sankey Properties. LLC
Address: c/o Riley Evans
PO Box 847
Clarkton.NC 28433
Telephone No.t [phone]
Property description:
Size (acres) 3.58
Nearest Waterway Jackev's Creek
USGS RUC 03030007
Location description The subject iur.
Indicate Which of the Following Apply:
A. Preliminary Determination
HD
,126
Nearest Town
River Basin
Coordinates
Based on preliminary information, there may be wetlands on the above described property. We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
X There are Navigable Waters of the United States within the above described property subject to the permit requirements of `
Section 10 of the Rivers and Harbor; Act and Section 404 of the Glean Water Act. Unless there is a change in the late or
our published regulations, this determination may be relied upon for a period not to exceed five years from the date of this S
notification. ,
X There are wetlands on the above described property subject to the permit requirements of Section 404 of the Clean Water t
Act (CWA)(33 USC § 1344). Unless there is a change in Ole law or our published regulations, this determination may be
relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the wetlands on your property delineated. Due to the size of your property and/or our }
r
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more timely)
delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps. i
i
_ The wetland an your property have been delineated and the delineation has been verified by the Corps. We strongly!
suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps. i
Once verified, this survey will provide an accurate depiction of all areas subject to CWA jurisdiction on your property
which, provided there is no change in the law or our published regulations, may be relied upon for a period not to exceed
rive years.
X Ilia wetlands have been delineated and surveyed and are accurately depicted an the plat signed by the Corps
Regulatory Official identified below on 16 February 2008. Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not in exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the
permit requirements of Section 404 of Ore Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
Page 1 of
f1E C E I V
MAY 0 5 2008
DWQ
PROJ A

i
Action ID: SAW-2008-386
N The property is located in one of the 20 Coastal Couufies subject to regulation under the Coastal Area Management Act I
(CAMA). You should contact the Division of Coastal Management in Wilmington, NC, at [phone] to determine —
their requirements.
placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Ms. Kimberly Garvey at (910) 2514482.
n n....r.. V.... TlnfnrminnHnn
D. Remnrlrs
E. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
i
This correspondence constitutes tin approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this „
determination you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division j
Attn: Ms. Kimberly Garvey, Project Manager
Wilmington Regulatory Field Office
PO Box 1890 i
Wilmington, North Carolina 28402-1890
i
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at theabove address by 16 Anril 2008.
**It is not necessary to submit a form o the Diatl' Offtcyfif y�tr do not object to the determination in this
correspondence." ,/11,Y r/
Corps
Date 16February 2008
j
16 February 2013
The Wilmington District is eomm+tted to providing the highest level of support to the public.
do so, please complete the attacbe customer Satisfaction Survey or visit
littp,//Ivw%v.siiw.usace.anny.mil/WFTLANDS/index.blird to complete the survey online.
Copy furnished:
Dana Lutheran, SEGI, Inc., 5315 College Road, Suite E, Wilmington, NC 28412
Chad Coburn, NCDENR-DWQ,127 Cardinal Drive, Wilmington, NC 28405
Page 2 of 2
To help us ensure we continue to ;
i
1
i
i.
D E C E I V E
MAY 0 5 2008
i
DWO i
PROJ 0

MINA 9mK1
WEST GATE
TRACT 1.2 & 13
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nE C E I V ED
�I�J�,►►SJJ MAY 0 5 2008
DWO
PROJ #

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. SAW-2008-396 County: Brunswick USGS Quad: Winnabow
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent-. Sankey Properties, LLC
Address: cto Riley Evans
PO Box 847
Clarkton. NC 28433 _
Telephone No.: [phone]
Size and location of property (water body, road name/number, town, etc.): The 3.57 acre tract is located off17 south on
Description of projects area and activity: The proposal includes the placement of fill material into Section 404 waters
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
❑ Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number.
Nationwide Permit Number. 18and33
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may subject the
permittee to a stop work order, a restoration order and/or appropriate legal action
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. If the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (ie., are
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case -by -case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal agement in Wilmington, NC, at [phone].
This Department of the Army verification does not relieve the p e of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regar n o y f c ditions of the Permit, or the Corps of Engineers regulatory
program, please contact]:Cimber ary at ( 0 5i 48 or erly.l.garvey8iisace.army.mil.
Corps Regulatory
Expiration Date
April 2, 2008
The Wilmington District is comm(Ifed to providing the highest k161 of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit httpJ/www.snw.usace.umy.mil/WFTLAMS/index.httnl to
complete the survey online.
RE C E I V ED
MAY 0 5 1.008
DWO
PROJM

Determination of Jurisdiction:
❑ Based on preliminary information, there appear to be waters of the US including wetlands within the above described project area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
❑ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
❑ There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
® The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued 2/16/08. Action M SAW-2008-386
Basis of Jurisdictional
Corps Regulatory OHicia
Date Aril 2, 2008
SURVEY PLATS, FTRT D SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM, IF REQUIRED OR AVAR ABLF.
Copy Furnished:
Chad Coburn, DENR-DWQ, Wihnington Regional Office, 127 Cardinal Drive Ext., Wilmington, NC 28405
Dana Lutheran, SEGI, Inc., 5315 South College Road, Suite E, Wilmington, NC 28412

ACTION ID 0 SAW-2008-386
SPECIAL CONDITIONS:
1. In order to compensate for impacts to 0.08 acres of riparian wetlands, the permittee shall make payment
to the North Carolina Ecosystem Enhancement Program (NC EEP) in the amount determined by the NC
EEP, sufficient to perform the restoration of 0.16 acres of riparian wetlands in the Cape Fear River
Basin, Cataloging Unit 03030007.
Construction within jurisdictional areas on the property shall begin only after the permittee has made
full payment to the NC EEP and provided a copy of the payment documentation to the Corps, and the
NC EEP has provided written confirmation to the Corps that it agrees to accept responsibility for the
mitigation work required, in compliance with the MOT] between the North Carolina Department of
Environment and Natural Resources and the United States Army Corps of Engineers, Wilmington
District, dated November 4, 1998
2. The permittee shall submit to the U.S. Army Corps of Engineers, Wilmington District an as -built
survey of the authorized temporary impact areas. This survey must be submitted within 45 days of
construction completion of the subject relocation.
Corps Regulatory
Official• i Date:

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0 0.09 0.18 0.27 0.36 0.45 mi
34.2090°N,78.0293°W (NAD27)
Elevation 8.0 ft / 2.4 m (USGS NED) M— R.9
USGS Winnabow (NC) Quadrangle G-1.672
Projection Is UTM Zone 17 NAD83 Datum
nE C E I V ED
i 0f l I�JnSu MAY 0 5 2008 5nrzoo7 2:15 Pig
DWO
PROJ#

about:blank
West Cate -Best Western Hotel & Restaurant
May 5, 2008
Gentlemen:
The Express stormwater submittal meeting for the Best Western @ West Gate has been scheduled '
with Christine Nelson on May 15, 2008 at 11:00 AM here in the Wilmington Regional Office. The
applicant, Mr. Evans, or his assistant is required to attend the meeting.
Please review the submittal requirements, attachment. Also, please bring a copy of the engineering
certification for the off -site pond.
The Express review fee for this submittal is $4,000 (high density application).
Please respond within 2 business days to confirm and reserve the submittal date.
Thanks,
Janet Russell
Express Coordinator
I of 1 5/5/2008 5:32 PM

FW: Nest Gate - Best Western Hotel & Restaurant
Subject: FW: West Gate - Best Western Hotel & Restaurant
From: "David Brown" <[e-mail]>
Date: Tue, 6 May 2008 10:12:24 -0400
To: "Janet Russell" <Janet.Russel [e-mail]>, <christine.nelson a nemail.net>
CC: <[e-mail]>, "David Hollis" <[e-mail]>
Hi Janet & Christine,
Thursday the 15th at llam is excellent.
See you then.
Thanks!
David Brown
Hanover Design Services, P.A.
1123 Floral Parkway
Wilmington, NC 28403
910 343-8002
-----Original Message -----
From: David Hollis
Sent: Tuesday, May 06, 2008 8:03 AM
To: David Brown
Subject: FW: West Gate - Best Western Hotel & Restaurant
-----Original Message -----
From: Janet Russell[mailto:[e-mail]]
Sent: Monday, May 05, 2008 5:33 PM
To: David Hollis; [e-mail]
Subject: West Gate - Best Western Hotel & Restaurant
*West Gate -Best Western Hotel & Restaurant*
May 5, 2008
Gentlemen:
The Express stormwater submittal meeting for the Best Western @ West
Gate has been scheduled with *Christine Nelson on May 15, 2008 at 11:00
AM "here in the Wilmington Regional Office. The applicant, Mr. Evans,
or his assistant is required to attend the meeting.
Please review the submittal requirements, attachment. Also, please
bring a copy of the engineering certification for the off -site pond.
The Express review fee for this submittal is $4,000 (high density
application).
Please respond within 2 business days to confirm and reserve the
submittal date .
Thanks,
Janet Russell
Express Coordinator
i
;Submittal Requirements.doe
Content -Description: Submittal Requirements.doc
Content -Type: application/in sword
Content -Encoding: base64
I of 1 5/6/2008 11:51 AM

ADDITIONAL STORM SEWER and SWM
CALCULATIONS
WEST GATE -Best Western Hotel & Restaurant
for
Sankey Properties, LLC
May, 2008
NARRATIVE and
PROJECT DESCRIPTION -
The purpose of this project is to construct a new storm water pond in order to treat
impervious surface runoff from a future hotel and restaurant site. Portions of this project will drain
into an existing storm sewer collection system (See DWQ Permit# SW8 990807). These areas
will be reflected in the offsite supplement. The remainder of the project will be directed into the
new storm water pond as shown in the plans and calculations. Please see 'The Erosion and
Sediment Control and Water Quality Plan for WEST GATE -Best Western Hotel & Restaurant",
Hanover Design Services, PA, Drawings No. 6309-13W, Sheets 6 through 9.
The site is located at the end of Towne Lake Drive in the West Gate project in Brunswick
County. The project contains 3.2 acres of proposed disturbed area. The developable site is gently
rolling and wooded. It is bordered on the west by Jackeys Creek and to the east by the West Gate
commercial site.
(Narrative Table attached)

NCDENR-Storm Water Narrative (Best Westem Site)
1. General Information
a. Name of Project
b. Street Address. City, County
c. Aces in Tract
d. Acres being disturbed
e. Acres in Wetlands
/. Wetlands Must Be delineated & Sign -Off Obtained From The Corps
2. Proposed Wetland Impacts Require Permits From Corps & DWO
L Ownership Information From NC Secretary of State Web Site
g. Description of Development Proposal
1. Previous or Existing Permits
2. Tax Parcel ID Number
h. Pre-19&e Built Upon Area, If Applicable
I. Discuss Phasing of the Project & Storm water of Facilities When Applicable
j. Discuss Proposed Waste Water Treatment & Water Supply
k. Identify Historic Sites & Projects Being Funded with Public Monies
I. Disclose Arty/An Non-Compiance Issues with DENR Agencies
2. Storm Water Information
a. Provide River Basin, Stream Classification & Index Number for AD Water Bodies on
or Adjacent To The Project or Closest to The Project Area.
b. Identify whether the storm water design is high density or low density, commercial or residential,
State stone water or NPDES Phase II, Address Vested rights when applicable; Identify Pockets of high density
c. Proposed TotalN Impervious Surface
d. Number of proposed treatment measures, type(s) of collection system
e. Will aft built upon area be collected?
f. Identify whether or not the project has buffer requirements & whether or not development is proposed within
a buffer.
g. Diseuss Coastal management areas of emrironmental cencem when applicable.
h. Disclose whether or not off -site runoff is coming onto the site or into proposed trip.
i. Discuss whether road censnuction across other property is necessary to access this project.
j. If an on -site evaluation of the wits has been done, discuss infiltration rates, seasonal high water table, etc.,
and include date of site evah ation (This is recurred for Infiltration Proiacts.)
eaoefJC0ENfl t Water Narra zL5
General Information
a. West Gate -Best W estem Hotel & Restaurarit
b. Lots 2R & 13R Towne Lake Drive, Leland, Brunswick County
e 3.57 aces (Lot 2R 2.40 ac) (Lot 13R 1.17 ac)
d. 3.22 acres
e. 0." acres on site (D.09 acres to be impacted, permit on file w/USACOE)
e. 1. Permit received from USACOE
e. 2. Permit received from USACOE
L See attached information
g. Construction of a hotel and restaurant
1. SW 8 990807 (Storm Water Permit for Lot 2)
2. 219606385698 (Lot 2) and 219606388580 (Lot 13)
h. WA
1. N/A
j. Water and Sewer are to be provided by The North Brunswick Sanitary District
k. N/A
1. N/A
Storm Water Information
a. Jockeys Creek 18-T7-3'C;Sw^
b. high density, commercial, DA#1 as off -site supplement to existing pond
previously permitted. DA#2 NPDES Pit
C. DA #1 85 % per existing NCDENR.DWO Permit# SW8 990807; DA#2 70 % proposed
d. DA#t to previously approved SW -Pond, DA#2 proposed SW -Pond
e. yes
L No Buffer requirements per CAMA on -site consultation. (Non -navigable waters)
g. None
h. None
i. None (existing access from Tome Lake Drive)
j. WA

JUL
ADDITIONAL STORM SEWER and SWM
CALCULATIONS
for
WEST GATE
Best Western Hotel & Restaurant
PREPARED FOR
Sankey Properties, LLC
P.O. Box 847
Clarkton, NC 28433
910-862-5812
SEAL
20007
t .Z5t-(=8
David S. Hollis, PE, PLS
Hanover Design Services, PA
1123 Floral Parkway
Wilmington, NC 28403

.
1
Radio-
11�
�s
WINNABOW QUADRANGLE SCALE III,
NORTH CAROLINA-BRUNSWICK CO.
7.5 MINUTE SERIES (TOPOGRAPHIC)

WEST GATE
BEST WESTERN HOTEL & RESTAURANT
Impervious Area Map
Existing Pond (Off -site) See SW8 990807
Scale: 1 "= 200'
April 2008
57,804
BUILDING AREA
18.725 SF
PARKING AREA
30,060 SF
SIDEWALKS
2,990 SF
FUTURE
2,225 SF
TOTAL IMPERVIOUS
54.000 SF
TOTAL IMPERVIOUS ALLOWED TO EXISTING POND
54,185 SF
30,060 SF (Asphalt Area)
TOTAL IMPERVIOUS
30.060 SF
2,990 SF (Sidewalk Area)
2,288 SF
702 SF
18.725
SIDEWALKS
TOTAL IMPERVIOUS
2.990 SF
18,725 SF (Building Area)
BUILDING AREA
TOTAL IMPERVIOUS
18,725 SF
HANOVER DESIGN SERVICES, P.A.
LAND SURVEYORS, ENGINEERS & LAND PLANNERS
11212E FLORAL PARKWAY
WILMINGPHONE: iON.(91 N.C. -8003
PHONE: (9�0) 363-8002
Existing-6309-Best Western -Impervious Map.dwg

WEST GATE
BEST WESTERN HOTEL & RESTAURANT
Impervious Area Map
New Pond No.1
Scale: 1 "= 200'
April 2008
bb,U/,5 SF
BUILDING AREA
5,525 SF
PARKING AREA
38,048 SF
SIDEWALKS
2,528 SF
FUTURE
1,549 SF
TOTAL IMPERVIOUS
47,650 SF
39,461 SF
— 1,413 SF (Landscaped Area
38,043 SF (Asphalt Area)
I U I HL IIVIF'CKV IUUJ
38,048 SF
2,528 SF (Sidewalk Area)
881 SF
SIDEWALKS
TOTAL IMPERVIOUS
2,528 SF
899 SF
SF
5,525 SF (Building Area)
BUILDING AREA
TOTAL IMPERVIOUS
5,525 SF
HANOVER DESIGN SERVICES, P.A.
LA.Np SURVEYORS, ORAL PARKWAY
&LAND PLANNERS
1123 FLORAL PARKWAY
PHONE:
(91 N.C. 28002
PHONE: [phone]
Pond 1-6309-Best Western -Impervious Map.dwg

NOTES
THIS PROPERTY HAS BEEN EVALUATED
BY HEATHER COATS WITH THE NC DIVISION
OF COASTAL MANAGEMENT AND WILL NOT
REQUIRE A CAMA PERMIT.
98,809 SF TOTAL IMPERVIOUS
155,587 SF TOTAL SITE
63.5X IMPERVIOUS
�1
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GAT
1.2 & l],1
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PORTION
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SEE DRAWING 1/2 FOR 4.:- :• '- Iry
TEMPORARY IMPACTS DETAILS ::
PROPOSED PERM IMPACT AREA A lz -
0.07 ACRE 12960 SF
SEE DRAWING 2/2 FOR
TEMPORARY IMPACTS DETAILS
5 STORY
TAACTI
ISO DOES
RETAINING
PERM IMPACT AREA B
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s ENLARGED AREAS MICHAEL R. McLEOD WEST GATE BEST WESTERN HOTEL
40
& GRADE TOWNS LAKE DRIVE
PROFILES ARCHITECT, PA
LELAND, NORTH CAROLINA
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N 13A HAMPSTEAD VILLAGE, HAMPSTEAD, NC 26443 NEW HOTEL
Phone: [phone] Fax: [phone]

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Soil Map -Brunswick County, North Carolina
Map Unit Legend
WEST GATE -Best Western
Brunswick County, North Carolina (NC019)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Baymeade fine sand, 1 to 6
percent slopes
6.9
13.7%
BDC
Baymeade and Marvyn soils, 6
to 12 percent slopes
8.4
16.6%
DO
Dorovan muck
5.8
11.5%
Ly
Lynchburg fine sandy loam
1.5
3.0%
NoB
Norfolk loamy fine sand, 2 to 6
percent slopes
3.7
7.2%
On
Onslow fine sandy loam
23.7
46.9%
Wo
Woodington fine sandy loam
0.5
1.0%
Totals for Area of Interest (AOI)
50.7
100.0%
Natural Resources Web Soil Survey 2.0 1/29/2008
Conservation Service National Cooperative Soil Survey Page 3 of 3

Soil Map —Brunswick County, North Carolina
(WEST GATE -Best Western)
I
Meters
0 30 so 120 150
Fear
0 100 200 400 800
"FA Natural Resources
iiM Conservation Servic
Hanover Design Services Web Soil Survey 2.0
National Cooperative Soil Survey
1123 Floral Pkvvy.
Wilmington, NC 28403
le
11290008
Page .I f 7

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Hanover Design Services
1123 Floral Pkwy.
Wilmington, NC 28403
MAPLEGEND
Area of Interest (AOq
Area of Interact (AOI)
Soils
Soil Map Units
Special
Point Features
0.1
Blowout
®
Borrow Pit
X
Clay Spot
Closed Depression
Gravel Pit
.,
Gravelly Spot
®
Landfill
n
Lava Flow
41&
Marsh
IR
Mine or Quarry
Qo
Miscellaneous Water
0.
Perennial Water
v
Rock Outcrop
t
Saline Spot
Sandy Spot
Severely Eroded Spot
0
Sinkhole
j)
Slide or Slip
g
Sodic Spot
Spoil Area
Q
Stony Spot
USDA Natural Resources
Conservation Service
Soil Map -Brunswick County, North Carolina
(WEST GATE -Best Western)
CZ Very Stony Spot
f Wet Spot
A Other
Special Line Features
Gully
Short Steep Slope
Other
Political Features
Municipalities
Cities
Urban Areas
Water Features
J Oceans
Streams and Canals
Transportation
+++ Rails
Roads
N Interstate Highways
US Routes
State Highways
�y Local Roads
Other Roads
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL. http://websoilsurvey.nres.usda.gov
Coordinate System. UTM Zone 17N
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area Brunswick County, North Carolina
Survey Area Data. Version 11, Feb 27. 2007
Date(s) aerial images were photographed: 3/6/1993
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result. some minor shifting
of map unit boundaries may be evident.
Web Soil Survey 2.0
National Cooperative Soil Survey
1 /29/2008
Page 2 of 3