SW8051203_Historical File_20080125

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\O�O 9QG Michael F. Easley, Governor
y William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
r Coleen H. Sullins Director
Division of Water Quality
January 25, 2008
Mr. Ken Balogh, Division President
Centex Homes
2050 Corporate Center Drive, Suite 200
Myrtle Beach, SC 29577
Subject: Stormwater Permit No. SW8 051203 Modification
Savannah Lakes at the Meadowlands
High Density Subdivision Project
Brunswick County
Dear Mr. Balogh:
The Wilmington Regional Office. received a complete Stormwater Management Permit Application for
the modification of Savannah Lakes at the Meadowlands on January 11, 2008. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the Stormwater
Regulations set forth in Title 15A NCAC 2H.1000 and the NPDES Phase II Post Construction
Requirements set forth in Session Law 206-246, as applicable. We are forwarding Permit No. SW8
051203 Modification., dated January 25, 2008, for the construction of the subject project.
This permit modification revises Permit No. SW8 051203 for Savannah Lakes at the Meadowlands,_
issued November 7, 2006, as follows: (1) reduces the size of Pond #7, (2) changes Pond #7 to an
amenity lake, (3) adds Pond #8A and Pond #813, and (4) removes a cul-de-sac and one lot in Phase
3C.
Please replace the previously approved plans for Phase 3 of Savannah Lakes at the Meadowlands with
the enclosed plans approved for this permit modification.
This permit shall be effective from the date of issuance until November 7, 2016, and shall be subject to
the conditions and limitations as specified therein. Please pay special attention to the Operation and
Maintenance requirements in this permit. Failure to establish an adequate system for operation and
maintenance of the stormwater management system will result in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within sixty (60) days following receipt of this
permit. This request must be in the form of a written petition, conforming to Chapter 150B of the North
Carolina General Statutes, and filed with the Office of Administrative Hearings, P.O. Drawer 27447,
Raleigh, NC 27611-7447. Unless such demands are made this permit shall be final and binding.
If uou haVe a questions, or need additional information concerning this matter, please contact
Christine 61sbn, or me at 1910) 7906-7215.
Since ly
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/can: S:IWQSISTORMWATERIPERMIT1051203Mod.jan08
cc: David Gantt, P.E., Thomas and Hutton Engineering
Town of Carolina Shores Building Inspections
Christine Nelson
Wilmington Regional Office
Central Files NoAn Carolina
)Vaturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 051203 Modification
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWA T ER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North- Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Ken Balogh and Centex Homes
Savannah Lakes at the Meadowlands
NCS'R 1303 & NCSR 1302, Carolina Shores, Brunswick County
FOR THE
construction, operation and maintenance of eight wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 and Session Law 2006-246, as applicable
(hereafter referred to as the "stormwater rules and the NPDES Phase 11 Post
Construction Requirements') and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by
the Division of Water Quality and considered a part of this permit.
This permit modification revises Permit No. SW8 051203 for Savannah Lakes at the
Meadowlands, issued November 7, 2006, as follows: (1) reduces the size of Pond #7,
(2) changes Pond #7 to an amenity lake, (3) adds Pond #8A and Pond #813, and (4)
removes a cul-de-sac and one lot in Phase 3C.
This permit modification replaces the plans previously approved with Permit No. SW8
051203, issued November 7, 2006, for Phase 3 of Savannah Lakes at the
Meadowlands with the enclosed Phase 3 plans approved on January 24, 2008.
This permit shall be effective from the date of issuance until November 7, 2016 and
shall be subject to the following specified conditions and limitations:
1. 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 1.5 on page 3 of this permit. The subdivision is
permitted for 92, 82, and 100 lots for Phases 1, 2, and 3, respectively, each
allowed 4,000 square feet of built -upon area. There is no allotment for future
built -upon area at the site.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 051203 Modification
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 following design elements have been permitted for the wet detention pond
stormwater facilities, and must be provided in the systems at all times.
Design Criteria
Pond
Pond
Pond
Pond
Pond
Pond
Pond
Pond
#1
#2
#3
#4
#5
#6
#8A
#813
a. Drainage Area, acres:
8.58
2.33
23.78
17.97
13.25
4.96
8.05
6.95
Onsite, ft2
Offsite, ft2
373,745
101,495
1,035,857
782,773
577,176
216,058
350,658
302,742
None
None
None
None
No
None
None
None
b. Total Impervious Surfaces, ft
145,719
23,405
264,947
358,063
209,523
97,203
127,396
135,972
(1) Buildings
110,000
16,000
185,232
205,000
164,000
69,760
86,896
95,472
(2) Roads/Parking
35,719
7,405
79,715
78,496
45,523
27,443
40,500
40,500
(3) Other
0
0
0
74,567
0
0
0
0
4 Offsite
0
0
0
0
0
0
0
0
c. Design Storm, inches
1.0
1.0
1.0
1.0
1.0
1.0
11.5
1.5
d.Pond Depth, feet
7.5
7.5
7.5
6.0
5.0
5.0
9 4,9 av
8 3.5 av
e.TSS removal efficient
90
90
90
90
90
90
90
90
f. Permanent Pool Elev., FMSL
25.0
25.0
25.0
24.0
24.0
25.0
25.0
25.0
.Perm. Pool Surface Area, ft
20,216
23,659
30,492 140,787.
16,950
13,939
20,455
17,224
h.Permitted Storage Volume, ftJ
12,512
2,232
24,995
31,035
20,139
8,768
17,574
18,770
I. Temp. Storage Elev., FMSL
25.59
25.09
25.8
24.74
25.1
25.59
25.81
25.99
j. Controlling Weir, Ht. X L, in
7.1 x 2.0
1.1 x 3
9.6 x 3
8.84 x 3
12.96 x
7.13 x
10.0 x 2.0
12.0 x 2.0
2.16
1.5
k.Permitted Forebay Volume, ft
9,828 14,000 62,601 38,333 18,522 10,147 20,342 13,0 33
I. Receiving Stream/River Basin
Shin letree Swam / Lumber
m.Stream Index Number
LBR57 15-23-2
n.Classification of Water Body
C; SW
o.Max. fountain horse ower, HP
1/6 1/4 1/2 1/2 1/8 1/6 1/3 1/4
Note: Pond #3 includes Pond #3A as a forebay to Pond #3. Pond #8A and Pond #813 are designed to
meet the NPDES Phase II Post Construction Requirements.
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division. "
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire lot, including driveways and sidewalks, does not exceed the allowable
built -upon area. Once the lot transfer is complete, the built -upon area may not be
revised without approval from the Division of Water Quality, and responsibility for
meeting the built -upon area limit is transferred to the individual property owner.
3. If an Architectural Review Board or Committee is required to review plans for
compliance with the BUA limit, the plans reviewed must include all proposed
built -upon area. Any approvals given by the Board do not relieve the homeowner
of the responsibility to maintain compliance with the permitted BUA limit.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 051203 Modification
4. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of all or part of the project area. The
project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval or a CAMA Major permit
was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
5. The Director may determine that other revisions to the project should require a
modification to the permit.
6. 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.
7. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
8. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
9. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
10. 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.
11. 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 4 of 9

State Stormwater Management Systems
Permit No. SW8 051203 Modification
12. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 051203 Modification,
as issued on January 25, 2008, by the Division of Water Quality under
NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to the
extent necessary to maintain compliance with the Stormwater Management
Permit.
c. These covenants are to run with the land and be binding on all persons and
parties claiming under them.
d. The covenants pertaining to stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is 4,000 square feet. This allotted
amount includes any built -upon area constructed within the lot property
boundaries, and that portion of the right-of-way between the front lot line
and the edge of the pavement. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking
areas, but does not include raised, open wood decking, or the water surface
of swimming pools.
g. Lots within CAMA's Area of Environmental Concern may be subject to a
reduction in their allowable built -upon area due to CAMA regulations.
h. All runoff from' built upon area on the lot must drain into the permitted
system. This may be accomplished through providing roof drain gutters
which drain to the street, grading the lot to drain toward the street, or
grading perimeter swales and directing them into the pond or street. Lots
that will naturally drain into the system are not required to provide these
measures.
i. Built -upon area in excess of the permitted amount will require a permit
modification.
13. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
14. Decorative spray fountains will be allowed in the wet detention pond stormlrJater
treatment systems, subject to the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for a fountain in the
wet detention ponds is listed on page 3 of this permit in Section 1.5.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 051203 Modification
15. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The facility must be in compliance with all permit conditions. Any
items not in compliance must be repaired or replaced to design condition prior to
the transfer. Records of maintenance activities performed to date will be
required.
16. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
17. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
18. This permit shall become voidable unless the facilities are constructed in
accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
19. Built upon area includes, but is not limited to, structures, asphalt, concrete,
gravel, brick, stone, slate, coquina and parking areas, but does not include
raised, open wood decking, or the water surface of swimming pools.
III. GENERAL. CONDITIONS
1. This permit is not transferable to any person or entity except after notice to and
approval by the Director. In the event there is either a desire for the facilities to
change ownership, or there is a name change of the Permittee, a
"Name/Ownership Change Form" must be submitted to the Division of Water
Quality accompanied by appropriate documentation from the parties involved.
This may include, but is not limited to, a deed of trust, recorded deed restrictions,
Designer's Certification and a signed Operation and Maintenance plan. The
project must be in good standing with DWQ. The approval of this request will be
considered on its merits and may or may not be approved.
2. The permittee is responsible for compliance with all of the terms and conditions
of this permit until such time as the Director approves the transfer request.
3. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
4. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances which may be imposed by
other government agencies (local, state, and federal) which have jurisdiction.
Page 6 of 9

M
State Stormwater Management Systems
Permit No. SW8 951203 modification
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
7. Permittee grants permission to staff of the DWQ to access the property for the
purposes of inspecting the stormwater facilities during normal business hours.
8. The permittee shall notify the Division of any name, ownership or mailing address
changes within 30 days.
9. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
Permit issued this the 25th day of January 2008.
NOR CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
for Coleen H. Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 051203 Modification
Page 7of9

State Stormwater Management Systems
Permit No. SW8 051203 Modification
Savannah Lakes at the Meadowlands, Phase 3 Page 1 of 2
Stormwater Permit No. SW8 051203 Modification
Brunswick County
Designer's Certification
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically/weekly/full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form are a part of this Certification.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 051203 Modification
Certification Requirements: Page 2 of 2
The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
,14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DWQ Regional Office
Town of Carolina Shores Building Inspections
Page 9 of 9

DI,VQ USE ONLY
Date Rece ed
Fee Paid
Permit Number
Z n7
5
S w S zo o.p
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Centex Homes
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Ken Balogh - Division President - Centex Homes
3. Mailing Address for person listed in item 2 above:
2050 Corporate Center Drive, Suite 200
City: Myrtle Beach State:SC Zip:29577
Phone: (843 ) 839-2200 Fax: (843 ) 839-2208
Email:[e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Savannah Lakes at the Meadowland, Phase 3
5. Location of Project (street address):
Intersection of SR 1303 and SR 1302
City:Carolina Shores County:Brunswick
b. Directions to project (from nearest major intersection):
Intersection of SR 1303 and SR 1302
7. Latitude:33° 55' 37" Longitude:78' 35' 38" of project
8. Contact person who can answer questions about the project:
Name:David Gantt, P.E. Telephone Number: (843 ) 839-3545
Email: [e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
❑New
❑Renewal ®Modification
Form SWU-101 Version 8.07 Page I of

2. If this application is being submitted as the result of a renewal or modification to an existing per -nit, list the
existing permit number SW8051203 and its issue date (if known) 3/8/06
3. Specify the type of project (check one):
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4. Additional Project Requirements (check applicable blanks):
❑CAMA Major ®Sedimentation/Erosion Control Z404 /401 Permit ❑NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated on -site via wet detention basins.
2. Stormwater runoff from this project drains to the Lumber River basin.
3. Total Site Area: 110.27 acres 4. Total Wetlands Area: 9.91 acres
5. 100' Wide Strip of Wetland Area: 7.00 acres (not applicable if no wetlands exist on site)
6. Total Project Area**: 107.36 acres 7. Project Built Upon Area: 28.36
8. How many drainage areas does the project have? 8
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.
Bn n Informat%on
a Area 1
Dr Area 2
Receiving Stream Name
Stream Class & Index No.
Drainage Area (sf)
Existing Impervious* Area (sf)
See attached Sheet
See attached Sheet
Proposed Impervious*Area (sf)
% Impervious* Area (total)
6pern6a Surface Ar+ a
l rairr Ares 1
Dr U e Area 2
On -site Buildings (sf)
On -site Streets (st)
On -site Parking (sf)
On -site Sidewalks (sf)
See attached Sheet
See attached Sheet
Other on -site (sf)
Off -site (sf)
Total (sf):
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
Form SWU-101 Version 8.07 Page 2 of 4

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10. How was the off -site impervious area listed above derived? Using average impervious area per lot and
adding the proposed roadway.
IV. DEED RESTRICTIONS AND PROTECTIVL 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
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form S101401-Wet Detention Basin
Form S`dV401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Low Density Supplement
Curb Outlet System Supplement
Off -Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at httr)://h2o.enr.state.nc.us/su/msi maps.htm)
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• Original and one copy of the Deed Restrictions & Protective Covenants Form
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations & detailed narrative description of stormwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including:
- Development/ Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):Thomas & Hutton Engineering Co. - David Gantt, P.E.
Mailing Address:P.O. Box 8000
City: MXrtle Beach State: SC
Phone: (843 ) 839-3545
Email: [e-mail]
VIII. APPLICANT'S CERTIFICATION
Zip: 29577
Fax: (843 ) 839-3565
I, (print or type name of person listed in General Information, item 2)-Frwtk-1t* ee 4 Ic Gj
certify that the information included on this permit application form is, to the best of my kn wledge, 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
NCAC 2H .1000. 7
Signature:
project complies with the requirements of 15A
Date: ` 0 2 d
Form SWU-101 Version 8.07 Page 4 of 4

r • ,
Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
S T ORNI WATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes -an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: Meadowlands Phase 3 (Savannah Lakes)
Contact Person: David Gantt, P.E. Phone Number: (843 ) 839-3545
For projects with multiple basins, specify which basin this worksheet applies to: Basin 6
elevations
Basin Bottom Elevation 20
Permanent Pool Elevation 25.00
Temporary Pool Elevation 25.59
areas
Permanent Pool Surface Area 13,939
Drainage Area 4.96
Impervious Area 2.23
volumes 014. k'bl *
ft. (door of Ae basin)
ft. (elevation of the orifice)
ft. (elevation of the discharge structure overflow)
sq. ft. (water surface area at the orifice elevation)
ac. (on -site and off -site drainage to the basin)
ac. (on -site and off -site drainage to the basin)
Permanent Pool Volume 47,908 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume cu. ft. (volume detained above the permanent pool)
Forebay Volume 10,147 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DA1 1.5 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 1.5x7.13 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall 1
Design TSS Removal 2 90
in.
% (minimum 85% required)
Form SWU-102 Rev 3.99 ' Pagel of 4

Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDEN'R BMP manual provides design tables for both 85% T SS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design 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.
i. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
�. The forebay volume is approximately equal to 20% of the basin volume.
The temporary pool controls runoff from the design storm event.
J. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non -erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
i. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
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) 0 does 16 does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does Voes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re -seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
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 4.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 4.5 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 25
Sediment Re oval El. 21.25 75 o
-------------- -
\
Sediment Removal Elevation
21.25
75%
Bottom Ele ation 20 %
---------------------------------------------125%.
------
Bottom Elevation
20
,
IFO REBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
Form SWU-102 Rev 3.99 Page 3 of 4

7. All components of the wet detention basin system shall be maintained in good working order.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Centex Homes
Title: Ken Ba
Address: 2050 Corporate Center Drive, Suite 200, Myrtle Beach, SC 29577
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.
I, , a Notary Public or the State of
County of o r r , do hereby certify that e rl Li
personally appeared before me this i day of T , c;Ua , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official sea!,
SEAL
My commission expires ? /%$
Form SWU-102 Rev 3.99 Page 4 of 4

1 Permit No. 4J%4 % Q rY0{)
(to be provided by DWQ)
F WAT�c,9
- o
EMR -
STORMWATER MANAGEMENT PERMIT APPLICATION FORM,wr'`
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
.P110JECT INE It4ATIN-----�--
--- ::. ..
Project name
Savannah Lakes Phase 3
Contact person
David C. Gantt, P.E.
Phone number
843-839-3545
Date
1/7/2008
Drainage area number
Lake 8A
_-DES l+tl�j-illi�lAT10tV
�
Site Characteristics
_ -
Drainage area
350,658 ft2
Impervious area
127,369 ft2
% impervious
36.32285589 %
Design rainfall depth
1.5 in
Storage Volume: Non -SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
i-yr, 24-hr runoff depth
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
Top of shelf elevation
Temporary pool elevation
Volume and Surface Area Calculations
SAIDA ratio
Surface area at the bottom of shelf
Volume at the bottom of shelf
Permanent pool, surface area required
Permanent pool, surface area provided
Permanent pool volume
Average depth for SA/DA tables
Surface area at the top of shelf
Volume at the top of shelf
Forebay volume
Forebay % of permanent pool volume
Temporary pool, surface area provided
16,553 —ft'
W 17 5-1q CtJ
in
fe
fe
fe
ft3
Y (Y or N)
3.7 in
0.2 (unitless)
0.5 (unitless)
0.2 in/hr
13.1 ft3/sec
12.6 ft3/sec
.0.5 fts/sec
15.00 it
16.00 ft
24.50 ft
25.00 ft
25.50 It
25.81 ft
2.60 (unitless)
15698.00 ft2
89759.00 ft3
9,325 ft2
20,455 ft2 OK
99,610 ft3
4.869714006 ft OK
22232 ft2 q
110132 ft3 JAN 9 ®�
20,342 ft3
20 % OK DWO
22,980 ft2 PROJ
Form SW401-Wet Detention Basin-Rev.3
Parts I. & II. Design Summary, Page 1 of 3

Permit No. IV4 015 1Q'O M-00
'
r (to be providy DWC)7
ltVUI9ry1Fi;11Vn1 _ _ _ __.
Drawdown Calculations
Treatment volume drawdown time
3.7
days OK
Treatment volume discharge rate
0.05
ft3/s
Pre -development 1-yr, 24-hr discharge
13.09
ft3/s OK
Post -development 1-yr, 24-hr discharge
12.66
ft3/s OK
Additional Information
Diameter of orifice
2.00
in
Design TSS removal
90
%
Basin side slopes
3
:1
OK
Vegetated shelf slope
10
:1
OK
Vegetated shelf width
10
It
OK
Length of flowpath to width ratio
3
:1
OK
Length to width ratio
1.97
:1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
j t
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
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies
RipRap Overflow Outfalls
E C E I V ED
JAN 11 2008
DWQ
PROD #
Form SW401-Wet Detention Basin-Rev.3 Parts I. & il. Design Summary, Page 2 of 3

L'c.1�A �A
Permit No. 'V�4' 611 Vn MOD
(to be provided by DWC)
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.
SWR = STORMWATER REPORT SDP= SITE DEVELOPMENT PLANS AWTP= ATTACHED WITH THIS PACKAGE
Initials
Page/ Plan Sheet No.
1. Plans (1 " - 50' or larger) of the entire site showing:
.OV
SDP 6-13
Design at ultimate build -out
16V
SWR Section 3
Off -site drainage (if applicable)
'LN
SWR Section 3
Delineated drainage basins (include Rational C coefficient per basin)
Xy
SWR Section 3
Basin dimensions
XV
SDP 5A-5D
Pretreatment system
.HIV
N/A
High flow bypass system
E'y
SDP 6-13
Maintenance access
W
SDP 6-13
Recorded drainage easement and public right of way (ROW)
f:y
SDP 6-13, 25
Overflow device
�JV
SDP 6-13
Boundaries of drainage easement
2. Partial plan (1 " = 30' or larger) and details for the wet detention basin showing:
�V
SDP 25
Outlet structure with trash rack or similar
XW
SDP 6-13
- Maintenance access
M
SWR Section 3
Permanent pool dimensions
M
SDP 6-13, SWR Section 3, SDP 25
Forebay and main pond with hardened emergency spillway
r.Al
SDP 24A
Basin cross-section
X/V
SDP 24A
Vegetation specification for planting shelf
Xv
N/A
• Filter strip
3. Section view of the dry detention basin (1" = 20' or larger) showing:
XA/ .
SDP 24A
- Side slopes, 3:1 or lower
Xy
SDP 24A
Pretreatment and treatment areas
.0V
SDP 23-25
Inlet and Outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is
.KM
SDP 5A-5D, 25
specified on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and
,oV
SWR Section 10-11
for forebay, to verify volume provided.
6. An assurance that the installed system will meet design specifications upon initial operation once
.0V
SDP 3
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
_0V _
SDP 5A-5D
until the entire drainage area is stabilized,
.xV
SWR Section 10-11
8. The supporting calculations.
_0V
AWPT
9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
„ N
AWPT
10. A copy of the deed restriction.
D E C E I V ED
JAN 1 S 2008
DWQ
PROD # - ,
Form SW401-Wet Detention Basin-Rev.3 Part III. Required Items Checklist, Page 3 of 3

'Jlw 0 05 w ub (nOA
Wet Detention Basin Inspection and Maintenance Agreement
for Lake BA
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of 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:
How I will remediate theproblem:
The entire BMP
Trash/debris is present.
Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
_
one-time fertilizer application.
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.

,5\-4I aP) a'03 moa
Lck A
OQ A oI%g
BMP element:
Potentialproblem:
How I will remediate theproblem:
The inlet device: pipe or
swale
The pipe is clogged.
Unclog the pipe. Dispose of the
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 hasaccumulated to
Search for the source of the
a depth greater than the
sediment and remedy the problem if
original design sediment
possible. Remove the sediment and
storage depth.
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over
Consult a professional to remove
50% of the area.
and control the al aI growth.
Cattails, phragmites or other
Remove the plants by wiping them
invasive plants cover 50% of
with pesticide (do not spray).
the basin surface.

rckDb MOD
c V 11 /0-8
LaL M,
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
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 9.00 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 9.00 feet in the forebay, the sediment
shall be removed.
Sediment Removal 16.00
Bottom Elevatio 15.00 I
FOREBAY
C 'E
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 25.00
'e anen Pool
Volume - - - - - -Sediment Removal Elevation-16.00: - - - - - - - - - Volume
-ft Min. ------
Sediment Bottom Elevation 15.00 1-ft n
Storage Sedimet
MAIN POND
Storage
FROJ # _ _ .

L-c,6 A
kc, d I I(I /C)z
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print name:Centex Homes
Address:2050 Corporate Center Drive, Suite 200, Myrtle Beach, SC 29577
Phone: [phone],
Signature:
Date:
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.
I,
a Notary Public for the State of
K'019
%'ll? OL, , County of , do hereby certify that
-"We personally appeared before me this OIN
day of 0 d c,"700 -7 , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires ?�/C) to, F

Permit No. 4)w7 Q61'a0 )
(to be provided by DWQ)
of WAre,
QG
NCDENR
s ;
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.
Project name Savannah Lakes Phase 3
Contact person David C. Gantt, P.E.
Phone number 843-839-3545
Date 1/7/2008
Drainage area number Lake 8B
Site Characteristics
Drainage area
302,742 ft
Impervious area
135,972 1?
% impervious
44.9134907 %
Design rainfall depth
1.5 in
Storage Volume: Non -SR Waters
Minimum volume required
16,988
It,
Volume provided
18,770
1t3
Storage Volume: SR Waters
f-yr, 24-hr runoff depth
in
Pre -development 1-yr, 24-hr runoff
ft,
Post -development 1-yr, 24-hr runoff
Minimum volume required
—fe
ft,
Volume provided
ft,
Peak Flow Calculations
Is prelpost control of the 1-yr 24-hr peak flow required?
Y
(Y or N)
1-yr, 24-hr rainfall depth
3.7
in
Rational C, pre -development
0.2
(unitless)
Rational C, post -development
0.5
(unitless)
Rainfall intensity: 1 -yr, 24-hr storm
0.2
in/hr
Pre -development 1-yr, 24-hr peak flow
13.1
fta/sec
Post -development 1-yr, 24-hr peak flow
12.6
fta/sec
Pre/Post 1-yr, 24-hr peak flow control
-0.5
fe/sec
Basin Elevations
Basin bottom elevation
16.00 ft
Sediment cleanout elevation
17.00 ft
Bottom of shelf elevation
24.50 It
Permanent pool elevation
25.00 ft
Top of shelf elevation
25.50 it
Temporary pool elevation
25.99 ft
Volume and Surface Area Calculations
SAIDA ratio 4.49 (unitless)
Surface area at the bottom of shelf 14788.00 ff2
Volume at the bottom of shelf 51988.00 fta
Permanent pool, surface area required 13,597 fe
Permanent pool, surface area provided 17,224 fe OK
Permanent pool volume 60,225 fe E C
Average depth for SAIDA tables 3.496574547 it OK
Surface area at the top of shelf 19041 fe D
Volume at the top of shelf 68902 —,,e R JAN ' 2008
Forebay volume 13,063 fta
Forebay % of permanent pool volume 22 % OK ©1NQ
Temporary pool, surface area provided 20,836 f? PROJ #
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 1 of 3

14,0 C Q q l 1/ vb�^��
�t�
MsZK)
PermitNo.,� o "��a`
(to be provided by DWQ)
1^Cr-Ir
NIIATION
Drawdown Calculations
Treatment volume drawdown time
3.2 days OK
Treatment volume discharge rate
0.06 ft3/s
Pre -development 1-yr, 24-hr discharge
13.09 ft3/s OK
Post -development 1-yr, 24-hr discharge
12.66 ft3/s OK
Additional Information
Diameter of orifice
2.00
in
Design TSS removal
90
%
Basin side slopes
3
:1
OK
Vegetated shelf slope
10
:1
OK
Vegetated shelf width
10
ft
OK
Length of flowpath to width ratio
3
:1
OK
Length to width ratio
7.73
:1
OK
Trash rack for overflow & orifice?
Y
(Y or N)
OK
Freeboard provided
9:91—
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
Capures all runoff at ultimate build -out?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies
RipRap Overflow Outfalls
RE C E IdED
JAN 9 1 2008
DWQ
PfROJ #
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 3

Permit No. t\_4l q051 a03 (noo
(to be provided by DWQ)
AfA
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.
SWR = STORMWATER REPORT SDP= SITE DEVELOPMENT PLANS AWTP= ATTACHED WITH THIS PACKAGE
Initials
Page/ Plan Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
�E.IV
SDP 6-13
Design at ultimate build -out
_ Xy
SWR Section 3
Off -site drainage (if applicable)
SWR Section 3
Delineated drainage basins (include Rational C coefficient per basin)
Xy
SWR Section 3
Basin dimensions
_M
SDP 5A-5D
Pretreatment system
1/V
N/A
High flow bypass system
Jov
SDP 6-13
Maintenance access
-M
SDP 6-13
Recorded drainage easement and public right of way (ROW)
xN
SDP 6-13, 25
- Overflow device
_Joy
SDP 6-13
Boundaries of drainage easement
2. Partial plan (1 " = 30' or larger) and details for the wet detention basin showing:
X/V
SDP 25
Outlet structure with trash rack or similar
.aV
SDP 6-13
Maintenance access
.KiV
SWR Section 3
- Permanent pool dimensions
JW
SDP 6-13, SWR Section 3, SDP 25
Forebay and main pond with hardened emergency spillway
SDP 24A
Basin cross-section
SDP 24A
Vegetation specification for planting shelf
XAI
N/A
Filter strip
3. Section view of the dry detention basin (1 " = 20' or larger) showing:
_0V
SDP 24A
Side slopes, 3:1 or lower
XN
SDP 24A
- Pretreatment and treatment areas
.QV
SDP 23-25
Inlet and Outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is
.ay
SDP 5A-5D, 25
specified on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and
0V
SWR Section 10-11
for forebay, to verify volume provided.
6. An assurance that the installed system will meet design specifications upon initial operation once
/
SDP 3
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
C/V
SDP 5A-5D
until the entire drainage area is stabilized.
XN
SWR Section 10-11
8. The supporting calculations.
xV
AWPT
9. A copy of the signed and notarized inspection and maintenance (I&M) agreement.
6N
AWPT
10. A copy of the deed restriction.
® E O E I V
Form SW401-Wet Detention Basin-Rev.3 Part III. Required Items Checklist, Page 3 of 3

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

kc_' � IN/0-9
BMP element:
The inlet device:
swale
The forebay
Potentialproblem:_
pipe or I The pipe is clogged.
The vegetated shelf
The main treatment area
The pipe is cracked or
otherwise damaged.
Erosion is occurring in the
swale.
Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Erosion has occurred.
Weeds are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Algal growth covers over
50% of the area.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
LO'6- �5
How I will remediate the problem:
Unclog the pipe. Dispose of the
sediment off -site.
Replace the pipe.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Prune according to best professional
practices
Determine the source of the
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.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray).

`:)W i or) 1'� -03 mRq_d�
i
c A \r,l /�s
LGIV_ 9 Ab
BMP element:
Potentialproblem:
How I will remediate the roblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
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 8.00 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 7.00 feet in the forebay, the sediment
shall be removed.
Sediment Removal Ft. 18.00 1 ]
Bottom Elevatio 17.00 {
FOREBAY
® E G E N E
1" D
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 25.00
r'�(
anon Pool
lume - - - - Sediment Removal Elevation-17.00- - - - - - - - - Volume
Min - ------
Sediment Bottom Elevation 16.00 1-ft n
Storage Sedimei
Storage
MAIN POND
DWQ
1PROJ ## --- -- -

mo-A
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Print name:Centex Homes
Title:Ken Balogh
Address:2050 Corporate Center Drive, Suite 200, Myrtle Beach, SC 29577
Phone
Signa
Date:
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.
Fol I, a Notary Public for the State of
County of , do hereby certify that
)I
personally appeared before me this 4 �f
day of ,•and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
``�oA��e JUS�-
�% ' .rrrrr°� Ll h
b ��%
cn ; NOTARY N : � =
SEAL
PUBLIC % Z =
� � •
My commission expires si �i�` °•• C�P��

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 2H.1000, the Stormwater Management Regulations, deed restrictions and
protective covenants are required for High Density Residential Subdivisions where lots will be subdivided and
sold and runoff will be treated in an engineered stormwater control facility. Deed restrictions and protective
covenants are necessary to ensure that the development maintains a "built -upon" area consistent with the
design criteria used to size the stormwater control facility.
I, Ken Balogh , acknowledge, affirm and agree by my signature below, that I will
cause the following deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number SW8 0 512 03 , as issued by the Division of Water Quality under
NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
6. The maximum allowable built -upon area per lot is 4 0 0 0 square feet. This allotted amount
includes any built -upon area constructed within the lot property boundaries, and that portion .of the
right-of-way between the front lot line and the edge of the pavement. Built upon area includes, but is not
limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas, but does
not include raised, open wood decking, or the water surface of swimming pools.
OR, if the proposed built -upon areas per lot will vary, please REPLACE #6 above with the following:
6. The maximum built -upon area per lot, in square feet, is as listed below:
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
NfA N/A
This allotted amount includes any built -upon area constructed within the lot property boundaries, and
that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water surface of swimming
pools.
7. All runoff from the built -upon areas. on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required tZpr,e these additional measures. ,�
Signatu P: Date: ! f 116�, ! 1
--,
lr , a Notary Public in the
State of� ,County of 1
do hereby certify that personally appeared
before me this the day of 20fl-, and acknowledge
the d e xecution of the foregoing instrument. Witness VINj9 i and official seal,
SEAL_
Si ture ����ssioNo . �'
dV
My Commission expires d q �QYp,�Y �' Z
Form DRPC-3 Rev.1 Page 1 of 1 a g�t4C e
S 0A� sseeN 20 %
�siA11eS0U Y\

State of North Carolina
Depattrent f Environment and Natural Resources
Vlrningtoz: Regional Office
Michael F. Easley, Governor William G. Ross Jr., Secretary
FAX COVER SHEET
Date: January 2j, 2008 // No. of Pages: (excluding ewer)
To: David Gantt, P.E/�dGZ �iU�C From: Azita 5ar ip#
Co. Thomas and Button Euginecr ng O ' Co: Express Permitting
Fax No. 1-843-839-3565
Tel No. 1-843-839-3545 Tel No.: 910-796-7500 ext. 7377
FAX No. 910-350-2004
9-mA#1: gam
ts.s>nti @_ LQmail.net
REMARKS: Permit No. SWBQS129
Mr. Gantt. I will mail you a hard copy of the following pages. Please do not hesitate to
contact me if you have any questions.
Best regards,
Azlta
127 Cmd31tY1 Ddvc I3 =9ic% W IlmhubD . TLC. 28405.3M5 telephone [phone] Fox (910) 3504004
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F ENGINEERING, ENVIRONMENTAL
& CONSTRUCTION SERVICES
January 8, 2008
Mr. Nickey Lewis, E.I.T.
Designer II
Thomas & Hutton Engineering Company
Subject: Savannah Lakes Phase 3 -- Seasonal High Water Table
Mr. Lewis:
Available information indicates ground surface elevations at the site range from
approximately 24 feet to 35 feet above mean sea level. A review of soil descriptions
from one boring (B-1) and 17 test pits excavated at the subject site in September 2004,
indicate depth to groundwater beneath the site ranges from approximately 3 to 10 feet
below ground surface (bgs). Based on the available information regarding measured
and surveyed water elevations above mean sea level in adjacent wetland areas (23
feet), the abandoned borrow pit (24 feet), and Shingletree Creek (21 feet), it appears
that each of these surface features may act as a discharge point for shallow
groundwater at the site.
After reviewing the provided site development plan information, historical water table
data, and site geomorphology, it appears that the average seasonal high water table
(SHWT) elevation in the area would range between an elevation of approximately 21
to 24 feet above mean sea level (msl), or approximately 3 to 7 feet below ground
surface (be,.
Should you have any further questions regarding this, please feel free to contact me at
anytime at 843-286-2500.
Respectfully Submitted,
WPC, Inc.
S'
4--
Mark S. Holmes
Project Geologist
fo
E C E I V
JAN 1 1 2.000
DWU
PROD # -
#;��Z
Anthony T. Stockman
Branch Manager
246 Howard Avenue, Myrtle Beack SC 29577 tei 843.286.2500 fax [phone] www_wp=&.com

October 13, 2004
Mr. Jim Green
Centex Homes
2050 Corporate Center Drive, Suite 200
Myrtle Beach, South Carolina 29577
Geotechnical Report
Proposed Meadowlands
Development
Brunswick County, NC
WPC Project MYR2-04-075
Dear Mr. Green:
WPC has completed the geotechnical investigation for the proposed Meadowlands
development located in Brunswick County, North Carolina. This report provides a
general discussion of the planned development, the exploration procedures used,
subsurface conditions encountered, site preparation, pavement design
recommendations for proposed roadways, seismic analysis and foundation
recommendations for the proposed bridge, and recommendations regarding the
suitability of material excavated from proposed stormwater pond areas for use as fill
material.
PROJECT DESCRIPTION
The project site is located at the intersection of State Road (SR) 1302 and SR 1303 in
Brunswick County near Calabash, North Carolina. Please refer to the Site Vicinity
Plan enclosed in the Appendix for the approximate site location. The project site is
bounded by SR 1302 to the north, undeveloped wooded lands and single-family
residential properties to the east and south, and a golf course to the west. The site is
currently undeveloped and partially cleared and partially wooded.
We understand that Centex Homes is planning development of the 120-acre site for
single-family residential uses. We have been provided Planned Urban Development
(PUD) plans for the proposed project, prepared by Thomas & Hutton Engineering
Company, showing a layout for the proposed development. Based on this drawing,
the proposed development will consist of 275 single-family lots, an amenity area,
approximately 11,700 linear feet of roadways, a new bridge on Privet Drive over
Shingletree Canal, and nine stormwater ponds. Based on the topographic
information on the Storm Drainage Master Plan, the ground surface elevations range
from approximately 24 to 35 feet above mean sea level across the site. The land
surface slopes locally toward Shingletree Canal and isolated low areas within the site.
WPC understands that Centex wishes to determine the suitability of proposed lake
excavation soils for use as structural fill on building lots and roadways. In addition,
Centex has requested conclusions and recommendations regarding site preparation
and pavements for the proposed roadways, and foundations for the proposed bridge.
Conclusions and recommendations regarding the foundations for the proposed single-
family residence structures are not part of this scope of work. In addition, at the time
926 Wesley Street Suite 703 Myrtle Beach, SC 29579 tel [phone] fax [phone] www.wpceng.com

of this report, structural details for the proposed bridge were not available; therefore,
the conclusions and recommendations for the proposed bridge will be provided at a
later date under separate cover after the structural details become available.
Traffic data has not been provided; therefore, our roadway design is based on the
following assumptions. Once traffic data is available, WPC should be given the
opportunity to revise our recommendations with respect to this information. Our
design for the roadways of the development is largely based on the anticipated traffic
from the proposed single-family dwelling units utilizing the roadways. Based on
this, we assumed an average daily traffic (ADT) volume of 2,500 vehicles and that
truck traffic will not exceed 4% of the ADT for our pavement analysis.
EXPLORATION PROCEDURES
Our field investigation at the site consisted of one (1) soil test boring (STB),
designated B-1, at the location of the proposed bridge where Privet Drive crosses
Shingietree Canal. The STB was performed using an ATV -mounted drill rig and
mud -rotary drilling procedures. Split -spoon samples and Standard Penetration Test
resistance (N) values were obtained in accordance with American Society for Testing
and Materials (ASTM) D-1586 at regular intervals. The STB was advanced to a
depth of approximately 40 feet below the existing ground surface. After visual
examination of the split spoon samples obtained from the STB during our field
exploration, representative samples were transported to our laboratory for visual
examination and classification of the soils according to the Unified Soil
Classification System (USCS) in accordance with ASTM D 2488 by the project
geotechnical engineer. The STB was left open for a period of at least 24 hours to
measure the groundwater table level at this location.
The subsurface conditions in the proposed stormwater pond and roadway locations at
the site were explored by excavating a total of seventeen (17) shallow test pits (TPs).
The TPs within the stormwater ponds, designated TP-3, TP-4, TP-8, TP-11, and TP-
13 through TP-15, were excavated to depths of approximately 10 feet below existing
ground surface. The TPs within the roadways, designated TP-2, TP-5, TP-b, TP-7,
TP-9, TP-10, TP-12, and TP-16 through TP-18, were excavated to depths of
approximately 5 feet. The TPs allow for physical sampling of the in -situ soils for
classification purposes. Representative portions of the TP soil samples obtained
during our field exploration were transported to our laboratory for visual examination
and classification of the soils according to the USCS in accordance with ASTM D
2488. The TPs were backfilled the same day following completion of the TP
excavation.
The number and locations of borings and TPs were selected by WPC based on the
project information provided. The Test Location Plan presented in the report
I 0:1EA1GR120041MYR2-04-075(Meadowlands)1MYR2-04-075repori.dce Page 2 of 10

Appendix shows the subsurface test locations. Latitude and longitude coordinates for
,the test locations were provided by the project civil engineer, Thomas &. Hutton
Engineering Company. The test locations shown were established in the field using a
hand-held Global Positioning System (GPS) locator.
The STB Log in the Appendix of this report graphically illustrates the relative
strength of the soils encountered and provides an approximate soil stratigraphy.
Stratification lines on the STB Log represent approximate boundaries between soil
types. The TPs allow for physical sampling of the in -situ soils for classification
purposes. The TP Logs are also presented in the report Appendix.
GEOTECHNICAL FINDINGS
Subsurface Soil Details of the subsurface conditions encountered by the STB and TPs are shown in
Conditions the Appendix. These subsurface exploration records represent an interpretation of
subsurface conditions at the test locations. Please note that the soil conditions
between test locations may vary.
In general, the subsurface conditions are relatively uniform across the site. Below a
surficial layer of topsoil and roots approximately 6 to 12 inches thick, the boring
generally encountered very loose to loose, fine to medium clayey sands (USCS
Classification SC) to a depth of approximately 8 feet below existing ground surface.
Standard penetration resistance values (N-values) obtained in these clayey sands
ranged from 2 to 7 blows per foot (bpf). The clayey sands were underlain by loose to
medium dense, fine to medium sands (USCS Classification SP) with N-values
ranging from approximately 6 to 15 bpf which extend to a depth of approximately 32
feet. Loose clayey sands (USCS Classification SC) with an N-value of 8 were
encountered below the sands and extend to a depth of approximately 37 feet below
the ground surface. Hard clays with an N-value of 100 were encountered below the
clayey sands and extend to termination of the boring at a depth of approximately 40
feet below the ground surface.
In the proposed stormwater pond and roadway locations, the soils encountered were
generally consistent with those encountered within the STB. Soils encountered
within the TP excavations for the roadways in the northern portion of the site
consisted generally of sandy clays (CL). Soils encountered within the TP
excavations for the roadways in the southern and western portions of the site
consisted generally of sands (SP) and clayey sands (SC) underlain by sandy clays and
clays (CL/CH), except TP-12, TP-17, and TP-18 where clays were not encountered
to termination of the TPs. Soils encountered within the TP excavations for the
stormwater ponds consisted generally of sands (SP), clayey sands (SC), and clays
(CUCH), except TP-13 and TP-15 where clays were not encountered.
0:1ENGR12004\MYR24WO75(Meadowlands)\MYR2-04-075report.doe Page 3 of 10

Groundwater The groundwater table depth was measured in the STB at a period of at least 24 hours
alter boring completion. The 24-hour groundwater table was measured at a depth of
approximately 3.0 feet below the existing ground surface. In addition, groundwater
levels were measured in four of the TP locations that were allowed to remain open
for a period of several hours during the day of TP excavation. Groundwater level
depths measured in these TP locations ranged from approximately 5 to 10 feet below
existing ground surface, with an average of 7 feet. Although the groundwater level
depths measured in the TPs are an indication of the normal groundwater table
elevations, 24-hour groundwater table measurements are more accurate because time
has elapsed allowing the groundwater levels to stabilize. Rainfall events, drainage
constraints, and seasonal weather patterns can vary with time and influence the level
of the groundwater table.
Based on the measured groundwater elevations, there is the potential for groundwater
to tend to pond in areas of proposed cuts. The presence of near surface clayey sands
and sandy clays across the site may lead to "perched" groundwater conditions. A
perched groundwater table occurs when water cannot drain quickly through the lower
permeability fine-grained soils. Subsequently, the trapped water moves laterally
across the site to pond in low areas before it slowly descends to the true groundwater
level (phreatic surface) or evaporates.
Liquefaction Due to the potential seismicity of the subject site, we performed a liquefaction
Potential potential analysis to be used in design of the proposed bridge. Ground shaking at the
Evaluation foundation of structures and liquefaction of the soil under the foundation are the
principle seismic hazards to be considered in design of earthquake -resistant
structures. Liquefaction occurs when a rapid buildup in water pressure, caused by the
ground motion, pushes sand particles apart, resulting in a loss of strength and later
densification as the water pressure dissipates. This loss of strength can cause bearing
capacity failure while the densification can cause excessive settlement. Potential
earthquake damage can be mitigated by structural and/or geotechnical measures or
procedures common to earthquake resistant design.
The State of North Carolina has adopted the _International Building Code, 2000
Edition (IBC 2000). According to IBC 2000, proposed structures are required to be
designed for an earthquake from a 50 year exposure period with a 2% Probability of
Exceedance (PE) (i.e. a 2475-year design earthquake). Therefore, we used the 2% PE
in 50 year earthquake as the design earthquake for our liquefaction analysis.
The 2% PE in 50 year design earthquake has a Moment Magnitude (Mw) of 7.25 and
a Peak Ground Acceleration (PGA) of 0.17g, as determined from data provided by
the IBC 2000. The seismic design portions of the IBC 2000 are based on the 1997
National Earthquake Hazards Reduction Program (NEHRP) Recommended
0:1ENGR12004)uMYR2-04-075(Meadowlands)1MYR2-04-075repon.dce Page 4 of W

Provisions for Seismic Regulations for New Building and Other Structures (FEMA
302 and 303) and the USGS National Seismic Hazard Mapping Project. Our analysis
indicated that loose to medium dense sandy soils below the water table have the
potential to liquefy during this magnitude earthquake. According to the IBC 2000,
this potential for liquefaction classifies the site as Site Class F.
Recently, the 2000 Edition of the NEHRP was published (FEMA 368 and 369),
which provides an exception to the Site Class recommendation for a structure with a
fundamental period equal to or less than 0.5 second. NEHRP 2000 states that a site
can be classified as whatever Site Class it would be without considering liquefaction
to determine spectral accelerations for structural design. Using these criteria, this site
would classify as Site Class D. The determination for Site Class D was based on the
N-values from the STB data and the procedures outlined in IBC 2000. We have
provided a Design Response Curve (Figure 1) for your use based on this site
classification (Note - This is not a site -specific curve). If the fundamental period of
the structure is greater than 0.5 second, WPC can perform a site specific study in
accordance with IBC 2000 and generate a Site Specific Response Spectrum.
Design Response Curve
am
............._
12 OAO - - --_--_ — - —
- --- ................
0.10
too
0 1 3 3
Period, T (seeends)
Figure 1— Design Response Spectrum for Meadowlands
0:\ENGR0004WYR2-04-075(Meadowlands)WYR2-04-075report.doc Page 5 of 10

While the amount of the settlement is dependent on the magnitude and distance from
the seismic event, we estimate that total settlements from the design earthquake will
be up to approximately 5 inches with differential settlement between 50% and
100% of total settlement. The project structural engineer should verify that the
anticipated settlements as a result of the seismic event are acceptable. If design
settlements are not acceptable, options to mitigate the liquefaction settlement can be
considered.
RECOMMENDATIONS
Initial Site Drainage With the potential for perched and shallow groundwater conditions, significant
consideration should be given to site drainage. Before site clearing begins, the
installation of additional or temporary drainage ditches will help control shallow
groundwater conditions. These ditches can outfall into proposed drainage areas.
During the construction of these ditches, temporary pipe culverts may be needed to
provide access across the ditches. A detailed design for this temporary drainage
system can be completed once the civil design work is completed in conjunction with
the help of the site grading contractor.
Clearing and initial Proposed construction areas should be cleared and stripped of topsoil, trees, stumps,
Site Preparation and other organic debris. Clearing techniques that minimize subgrade soil
disturbance, such as the use of track -mounted equipment, should be employed.
Stripping should extend at least three (3) feet beyond the building, roadway and
parking area limits. Topsoil should be removed from the site or stored on -site away
from Controlled Fill (subsequently described) if reuse for landscaping purposes is
desired.
A root rake should be utilized in conjunction with clearing operations to ensure the
removal of the majority of the roots from subgrade soils. The depth of organic
material can be expected to vary across the site and will likely be more significant
within the more heavily wooded portions of the site. Topsoil depths encountered
during our field investigation were approximately 6 to 12 inches.
Roadway Grading and site design has not been completed for this proposed development;
Subgrades therefore, finished subgrade elevations across the site for the roadways are not known
at this time. As discussed above, the majority of the neat surface soils in the
proposed roadway arcas of the site consist generally of clayey sands (SC) and sandy
clays (CL), with the exception of a few areas in the southern and southwestern
portions of the site where sands (SP) were encountered near ground surface. The
near surface SP soils are considered suitable for use as subgrade material. The SC
and CL soils are considered marginal for use as roadway subgrade. While stable near
optimum moisture content, the stability of the clayey soils will deteriorate rapidly
0:IENGRU0041MYR2-04-075(Meadowlands)1MYR2-04-075report.doe Page 6 of 10

when exposed to excessive moisture. Depending on weather and drainage conditions
at the time earthwork is in progress as well as construction time constraints, these
soils may be difficult or impractical to compact in -place. Therefore, undercutting of
these soils should be expected in areas of the site where clayey soils are encountered
at the ground surface or where roadways are "cut" below existing grades and the
clayey soils are exposed. The potential for undercutting these soils should be
accounted for in the project budget.
The existing subgrade of the roadway areas should be proofrolled with a loaded
dump truck or other similar rubber -tired, heavy construction equipment. A
geotechnical engineer should monitor the proofrolling operations. Areas that pump,
rut, or perform poorly during the proofrolling operations should be undercut to stable
soil conditions and backfilled with Controlled Fill as described below. The extent of
the undercutting will be dependent on weather conditions and the effectiveness of site
drainage in place at the time earthwork is in progress. We anticipate that undercut
depths will not exceed 18 to 24 inches. Undercut soils could be utilized as non-
structural fill in landscaped and grassed areas.
Providing proper drainage on site will help to minimize the amount of undercutting.
if the near surface clayey soils are exposed to rubber -tired traffic during wet periods,
they may lose their strength leading to nitting and increase undercutting depths. The
ability to maintain competent bearing soils will affect pavement design and overall
performance. Placement of base course materials as soon as possible in parking and
roadway areas would provide protection for the subgrade as other construction takes
place.
Soil conditions indicate underdrains will be required to adequately drain the roadway
subgrade areas. Underdrains should consist of a 4 to 6-inch diameter perforated pipe
wrapped with filter fabric and covered with #57 stone. Underdrains typically extend
from the catch basins in both directions. The configuration of the underdrains would
be dependent upon the project grading and drainage plans which can be reviewed to
finalize underdrain placement. The underdrain plan should be coordinated with the
site civil engineer. WPC can provide additional design criteria and input for
underdrains as required.
Suitability of Stormwater WPC observed excavation of seven (7) test pits (TP-3, TP-4, TP-8, TP-11, and TP-13
Pond Excavation for through TP-15) within the proposed stormwater pond areas to determine the
Structural Fill suitability of these soils for use as structural fill material. As previously discussed in
the Section on "Subsurface Soil Conditions," the majority of the soils encountered
consisted of sands, clayey sands, and sandy clays (USCS Classification SP, SC, and
CL). The SP soils are considered suitable for use as fill within roadway and
O.TNOR12004%4YR2-04-075(Meadowlands)1MYR2-04-075reportdoc Page 7 of 10

residential lot areas. The SC/CL/CH soils can be utilized for residential lot fill;
however, the SC/CL/CH soils are not considered suitable for use within roadways.
Should on -site SC/CL/CH soils be utilized to elevate the building pad to final grade,
several guidelines should be followed. Soils should be placed in thin lifts
(approximately 6 inches), aerated and dried to within t3% of their optimum moisture
content, and compacted to at least 95% of the Maximum Dry Density as determined
by ASTM D 1557 prior to placing the next lift. Soils should be rolled smooth and
crowned to prevent water from ponding. Additional time will be required for drying
SC/CL/CH type soils relative to the time required for sandier soils typically utilized
as fill material in this area. Drying time will be weather dependent and will increase
with lift thickness. Should the construction schedule permit, thicker lifts of the
clayey soils can placed and allowed to dry for longer periods of time.
Controlled Fill Controlled Fill material should be free of organics and debris. Fill soils should be as
approved by the project geotechnicai engineer and should generally consist of sands
classified as SP, SP-SC, SC, SP-SM, or SM soils according, to the Unified Soil
Classification System. In addition, fill soils should have a Maximum Dry Density of
at least 100 pounds per cubic foot (pcf) as per a Modified Proctor Compaction Test
(ASTM D 1557) and fines content (i.e. the amount passing a #200 sieve) no greater
than 20%. Controlled Fill should be. placed in uniform lifts and compacted to at least
95% of its Maximum Dry Density as determined by ASTM D 1557. The upper 1-
foot of floor slab areas should be compacted to 100% of its Maximum Dry Density as
determined by ASTM D1557.
Pavement Design Site preparation for the roadway and parking areas should follow the
recommendations discussed above in this report. Traffic patterns are assumed to
consist of light vehicular traffic with occasional truck traffic. For the new paved
areas, we have assumed typical design traffic loading 18-kip equivalent single axle
load (ESAL) over a 20-year pavement design life to be 160,000. The pavement
design considers an initial serviceability of 4.2, a terminal serviceability of 2.0, and a
reliability of 90%.
The flexible pavement 'iection is designed using the American Association of Sfate
Highway and Transportation Officials (AASHTO) "structural number" (SN) system.
The SN used for design is based on a subgrade California Bearing Ratio (CBR) of 10
for properly compacted in -situ SP soils or locally available select fill soils (SP and
SM soils). WPC recommends a light -duty pavement section consisting of a
minimum of 18 inches of compacted subgrade, 6 inches of Graded Aggregate Base
Course (GABC), and 2 inches of Type I Asphalt Concrete Surface Course meeting
the minimum requirements of the South Carolina Department of Transportation
(SCDOT) "Standard Specifications for Highway Construction," 2000 Edition.
0:\ENGR\2004\MYR2.04-075(Meadowlands)1MYR2-04-075reporkdoc Page 8 of 10

The GABC should be compacted to at least 100% of its Modified Proctor Maximum
Dry Density as determined by ASTM D1557. The hot laid asphalt concrete should
be compacted to at least 95% of its maximum unit weight, as determined by the
Marshall Mix Design procedure. All subgrade, base and pavement construction
operations and materials should meet SCDOT requirements.
As discussed previously, due to the presence of sandy soils above less permeable
clayey soils, underdrains are recommended to establish positive subgrade drainage.
If underdrains are not implemented, it is likely that perched water conditions will
develop beneath the pavement sections.
Qualifications of Report We have prepared this report according to generally accepted geotechnical
engineering practices. No warranty, express or implied, is made as to the
professional advice included in this report
The analyses and recommendations submitted in this report were based, in part, on
data obtained from the subsurface exploration. The nature and extent of variations
between the borings may not become evident until construction. if the above -
described project conditions are incorrect or changed after the issuing of this report,
or subsurface conditions encountered during construction are different from those
reported, WPC should be notified and these recommendations should be re-evaluated
based on the changed conditions to make appropriate revisions.
O:1EWGR00041MYR2-04-075(Meadowlands)IMYR2-04-075reportdoc Page 9 of 10

This report is for the sole use of this project and should not be relied upon otherwise.
WPC appreciates the opportunity to provide this report. Should the project change
significantly, we can review and modify our recommendations as needed. If you have
questions concerning the contents herein, please contact us.
Respectfully submitted,
WPC
tit
Ronald R. Austin, P.E.
Geotechnical Engineer
WendyZh s, P.E.
Geotechnical Engineer
Attachments: Site Vicinity Plan
Test Location Plan
Soil Test Boring Logs
Summary of Test Pits
O:IENGR520041MYR2-04-075(Meadowlands)IMYR2-04-075report.doc Page 10 of 10
E

ENGINEERING, ENVIRONMENTAL
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Site Vicinity Plan

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ENGINEERING. ENVIRONMENTAL
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Test Location Plan

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ENGINEERING, ENVIRONMENTAL
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Soil Test Boring Log

----Meadovi-lands Tract - —
I Brunswick County, `ortb Carolina
1 MYR2-0�-07�
II DATE: 9.•'25 2004 1 + 1ccEa L : Cos
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STANDARD PE1ETIRA'i`10'� TEST DATA
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'N4ATERTAL DESCRIPTION
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Page 9 of 1

ENGINEERING, EN'VIRONIMENTAL
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SAVANNAH LAKES
PHASE 3
BRuNSWICK CouNTY, NORTH CAROLINA
STORMWATER MANAGEMENT
REPORT
PREPARED FOR
CENTEx BIOMES
JULY 26, 2006
REVISED; JANUARY 89 2008
18660.406
THOMAS & i-IUTTON ENGINEERING CO.
SAVANNAH, GEORGIA
CHARLESTON, SOUTH CAROLINA
MYRTLE BEACH, SOUTH CAROLINA
BRUNSWIW CK, GEORGIA

PROJECT NARRATIVE FOR SAVANNAH LAKES
AT MEADOWLANDS PHASE 3
PREPARED FOR CENTEX HOMES
Savannah Lakes at the Meadowlands, Phase 3 is the final phase of the proposed planned
unit development adjacent to the Meadowlands Golf Club in southern Brunswick County.
The proposed residential development ultimately consists of 275 combined lots for
phases 1 through 3. Phase 3 consists of 100 residential lots, water system, sewer system,
drainage system, and roads. This project was previously approved through the
Express Permit Review on 3/8/06 and is identified under the existing permit number
SW8051203 which is now being submitted for a modification due to the latest
changes to the Phase 3C layout. Phase 3A and Phase 3B have not been modified.
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, rip -rap stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingletree Canal. The drainage system : and detention, facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
have been provided with rip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
The changes to the previously approved plans are isolated to Phase 3C and include the
preservation of the abandoned borrow pit/wetland and the large existing wetland. The
previous Phase 3C included one large lake by the name of Proposed Lake 7. There are
now 3 separate lakes contained in the Phase 3 by the name of Lake 7, Lake 8A, and Lake
8B. Lake 7 provides an interconnection link to Lake 8A and Lake 8B which discharge to
the Shingletree Canal through a weir system designed to meet or exceed the BMP
standards.
NOTE: Please reference the Stormwater Report for sediment and drainage calculations.
_CONSTRUCTION SEQUENCE
1. SILT FENCE/TEMP. SEDIMENT BASINS
2. CLEARING AND GRUBBING/TEMPORARY DIVERSIONS
3. ROUGH GRADING
4. SEWER SYSTEM
5. DRAINAGE SYSTEM
6. OTHER EROSION CONTROL DEVICES INSTALLED
7. WATER SYSTEM
8. ROADS
9. FINAL GRASSING
*Construction plans show actual construction sequence, the above sequence is general.
N:\18660\Docs\Applications\DENER Stormwater Revisions 10-3-07\Narrative 10-03-07.doc

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Savmd LaIm Phase 3 is a 472 an saddened subdivision commisft of Ito
AW@hmiJYI B is baled. new the %ftsoction ofSR 1302 and SR 1303 in
B nmmidc Clo vaty sad b an a domdmn oftbe pmevioou dy Sppnmed V q)- u tided
MeadoWinds Pbm I aid Savannah Lakes Phase 2. The mqa* of the rite
mints of woods aid mmmdow. It omrsady dmoaiaa via dout Soar and ditches u
do Sh inglolum CmnmL Sofia pream an rite an in hydiologlo soil V oups A. B, C
aid D.
Phase 3A is a shalt anlde-sec roadway wide, as adiftg anm" pond 3A)
that Is to be anheped m port of Pbm 3. rao editing L A m 3A was booth is Phm
l and outlie b iota Lie 3. which was previcw�y appmvved in Phase 1. Ilse to die
ietereammaeotiurm of LWku 3 A 3A dds dmnw m model includes the pcWoody
Phase 1 sofa fae ft into Lalme I As aboeodm in the port
sip tmtim of d& mpwL the added impwvw u ams, within Phase 3A
dineody sit dw acistiag war in Labe 3. A sore to aouskm time cbsopein
weir bu ban Wad in dw aomutcnotion plans. Phase 38 & Phase 3C are staff
domokkeikalumpaj and u* sot directly eSb cu it by any pmevioos phases
a To define the limits of ie dmimp bashes at Wdu dW coomn flris pmoJect.
• To doammmt drat mmajoe dainape � suoch as sad lake
job s$ gad oldmis me WogWoe for di Ofift proposed, and
des+ all wbbin the drainage bmdn(s), at dot i>a h tnmctmmt+e consaudw m be
phased fa ---A— musedevelopment
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W#W QwEty sMU bo nmmadned by r gmffiW wnomu ofmmoUin a
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A Sedinment shall be povemted ftmn laming the sire daft coon doam.
a MU11SW=COUN"
Post Dndopament peak tvmff isaes AsU be deftined far time 1 and ld yasr
storms.
> Perk dages in lm eball be beloa+l6e amamimum Pmiahed, lbs .

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TIx components of the proposed system are roads, ditches, culverts, lakes.- and
outfMlls.. lure rearyard swales, provide posid-ft chainago
from lots, ► pipedslrainage syst n con a ronpff die'roads°t ..a system of 5
proposed lakes; Lake 3A, Lake 6, Lake 7f Lake BA, Lake $B. Lake3A was
previously constucted in .Phase 1 of conduction and. has now -bow exp sided in
Please I %apes BA., O dt ! outfall directly into $hingleave Canal. Lake M is
interconnected to a downstream Like ,3, constucted.in Phase 1, which then
outfalls, into an existing l0leadowland Golf Couse'Lake.
Vachlaimcollects it certain atea.through runoff, eulrb inlets, yard inlets and grate
Wets. To clarify which lake collects what area a table has been generated:
showing the lake nmbcr and which lots are draining to-wh ch_lake: Nate .that
many lots are °divided in such a wny that the portions of the lot we divided into
multiply lakes. To. minimize confusion. the -front lotrunoff is what .determines
which,leke the lot will be included. Seethe table below:.
Tle_.lakes +ndWs consist done culvert draining through :an a aitWIstructure;
consisting. of a large concrete box which includes weirs sized Ito pravide the
necessary detention of runo#i All road runoff drains through these lakes prior to.
discharging off -site.
Times of °concentration and curve numbers are generated.accordingto procedures.
set fOk&' in SCS Technical Release S5. A computer .POSM ealTed� Advanced
InterconnedW Maonel & Pond Routing" (ICPR) is used tq model rainfall and
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poet xxWomm
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oudhOL Roads, and In some cues rar yud swakk p w &la pod& e du&pp
Dow lots. A piped a sysim oonvieys rmafffmm the ram& to a system of 3
prof b&M Ldw 3A. Labe 6i. Ldm 7, LdN K Ldm 8B. IAw 3A v=
p mvioudy consp eW in Phase 1 of mosteuodon sad hro now been mpMW im
Phsss 3. Ldms SA, 8H A 6 omM dhdctly Jew Shlagaum Csael. Ldw 3A is
m1�o�ueeoted to a duvmsw m Ldw 3, commkw d is Phua 1, wft than
aetblb hft sn maift Modavwl=d Golf Couse Ldoe.
Ewh WO aallecb a axtala am tb h MMM emb yard bla sad prate
mleb. To **M Wo collects what wn a table bar Wm po=W
die Idto number sat ahidt lab on &vWng to wIdch ldcm Note drat
mmw lots use divldod'b smh a ws9 dodo porticos of daa lot mdivlm face
mWN* Llms. To mbdmm oosdwm the *M lot nmffu what dommom
%fth ]she do lot will be mod. Sou dw ubla bdosw.
The lobes auddls moancvti c tim+oa as ou�alt *mom
cam of s Jteda aosele box wldeh bwb dos wdrai sized 1W provide the
ry dela don of rundt, AN rood runoff d mim dffooph these bk o prise to
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SkMWnr
Abe MMQ
Del AW*vst tl0lld'f
DMRe IWL- a118107
air.
Mw peak ion afAomwMwmwff(cWc fee per wooed) for Piave
2 are a dcubod by tmaeaea ofdw iCPR wft to Wombs unapdioom
I. Mw 24 bom1,1% 23 and l00 year fi+egoeoay dm (d itm of
pe asin24 bam) bzuaed hrdw oftod= dupe
WOOL
2. A Type Bllnteoedeua Moia = C.omdb;M (AMCR Is wed. This des mlw
dw depza atwow softhe wares W at dw b of a slam. AMC It
isle ataWnd used b vrabacsbed stWft and it = fl=% au avenge caodM=
(dsaadl isnxidwdcy
3. A Type M al Rd" DbenbAm b uni TbkdW*xdoupst m
is detamained by to Soil Comm"dw SwAaa conVuiop agioud rein-
pp
4` A 323 E ph PUNK FMoar i n used b0 ad clda 3j►p d SM 40
P bag Fac m. 79M 323 Faolor to bead an stdtattaal nelph of a ted
nb" eod " t- SMAh§M=hailed SlML
S. Mw hydmps& for u& 1goaca we ped witbio Kft PnV= v"
aaodeb iM � � of the aonoBpuo� a fi�Iq►.
2'he as b�dAra 1 t� id y� ats� . TM
aebiRrainb Ind* upon
seae
earnr ire dr Peat i3ev+ekapment
aw report end is repacaenoed tabubr thcie nrmnave.
Dr�e basins aua algwn au in- exbi�it:at t>ss eod o!'ddn uepoat. 7La aompoedte
carve nu®bo= (Cid)`we ulbd ted by combift concaptud awaw plan
bAxwMoa vft soib bh=Wm in- tine
1be re=h can be seeu iu dMe St Msp Saod= eMptbia
TMplveckvanta ndidcnett wpgmtyeowwofwoodiandendow
The Oulu is dw S ee CML Pre - elopct pak floor
rates* *are cd=bftd by "SO TR»S3' &m ft d by dame SooH caret nradacct Savdoe
nd U Stares D of A�ianl�ce. VM .FR %"" h" vWft almia
to Map vdame rued by am and !local ormm Cd*Mm aed remft
m holudd in Sin L
ram Ofh'or iopcaM®t sue ddm=tmd
ssaordi g tQ tlae ionpest aodedp0ed moved pads v Okeed baaia.
MuW�..�r�aw�.MrJt��ucs-�aac�

Section 2

SUMMARY of RESULTS
SAVANNAH LAKES PHASE 3
Storm Frequency
Pea-
Post Development (do)
Qitbsr® Development
1-year
13.09
12.84
0.45
10-Year
85.224
8388
1.34
25•Year
122.459
120.91
1.55
100-Year
197.004
16353
3.48
Lake
Top of Bank
Elevation
25 Year Storm
Elevation
100 Year Storm Elevation
Lake 3
31
28.03
28-49
Lake 3A
32
30.50
30.57
Lake 8
28
26.84
27.08
Lake 7
29
27.28
27.88
Lake GA
29
27.15
27.39
Lake 88
28
27.01
27.20
Wetland (Large)
28
23.91
23.98
Weiland K 7
28
25.30
25.52

w*

ray � t
V C iirySiiy 'o ~ q
14
r � r
:r�.r •
F
J L�I • • r
"•Y,,x 1 l
.� Cap
VICINITY MAP FOR SAVANNAH LAKES PROPOSED ACTIVITY., SAVANNAH
(PHASE 3) AT MEADOWLANDS ! LAKES (PHASE 3)
LATITUDE: 33-55-37 COUNTY: BRUNSWICK
LONGITUDE:—78-35-311
rUSGS OUADRANGLE MAP, CALABASH s;
DATE: July 27 2006 ` ` APPLICANT: CENTEX HOMES !

tF h� at -- � ! •-
of F
C� •�\ �w1t
`fir ^i 1
If
1
I \oRm t
�7
A
a \`� r-y♦ f� �}lrrt Y ♦` ^ t " _I♦ya.,�rBNAMADE TYPE A
ju♦ f gill +� i �' yJ
► +O - TOE 8
♦
,yt6ly FOREFM - ZVPE C
MM �i
S`
ILI
i~L
- sa
L�s
FF %I-
`` ,' PRE -DEVELOPMENT DRAINAGE
BASIN EXHIBIT
•\\`` t
•,,;;
FOR
SAVANNAH LAKES
PHASE 3A
`:•°, (THE MEADOWLANDS)
PINIPNM PM
CENTEX HOMES
on coi vmm Comm awe
MYRRH MUK SWJM COMM MY I
URN 6804MM
i0•i�
AM•GMA�
THOMAS lk HIJTTON ENdNEI RING CO.
1144 SH04 AVENUE
MYRU BEACH, SC 2295577 SCALE
839-3545
CRAPHFC SCALE
f
�sFlw�
lIM•M a

R + ` `�•� + fit', tq\
} 1
� t
PHASE
11, \
zlcz
ILL
�r
r
i rri � , y r r(- ✓
+J .•^ _ ��-� � � ; '�I" >' / i !' f e �j��; �� I'•'' ``may ., � \` � � ' 1'
r!~ L J ✓1`�,e--�. r i � •f � � {i. r I t5 � 1� 1 , Y� t
V3 i tt, 1
�`�\ • J .�' y \ try ,y '- ��\r - Y `�1 1\,1�
r g
® 9AY DIX - 1YK A
COLDSOM - TYPE 8
® FMIUM - TYPE C
LYMC COM - TYPE C
LEMON - TYPE 0
PRE -DEVELOPMENT DRAINAGE
BASIN EXHIBIT
FOR
SAVANNAH LAKES
PHASE 3B
(THE MEADOWLANDS)
CENTEX HOMES
on m
ilYiIM SACK SOUM CANUM 2UV
Aril! !L l00�
THOMAS & HUTTON ENGINEERING CO
1144 SIYVE AVENUE
MYRTLE BEACH. SC 2077 [phone]
CRAPR C SCA1a
NMI
rrr-® r<

IZ .` + i— — ,n`•`yVls sy -'--+srpli- -- ti3- -- � -C:,.� _---�- >r r—•--'fi T!
lti r • ! _ i t
01.
! R
i y
.� 84"ff" - TYPE A
oa \
coummm - ?WE B
y x !
LEON -TYPE 0
r
=car r,� . ,,,r" ,y' a! / „� •. r . r {L'i�.' .] .may `t� ` '
!. +"� . !' f ."`T•S '� ` 1 1. ' , sar` � p{..• I - ^f s' ,� �.e,`;�`
S )� .�. rr�Ir ! !I� f R._ ! �.aCr rr I;�y.�; '�.+{ �•'
GE LO�JPMEN OAINAGE
:" f' .�--�' SAVAI�II1 LAKES
Jw"
(T"t MEADOWLANDS)
iel
mmFm s !
IF EX HOMES
■faA K •om CAROLM a""
+ 1 �r•�• ff :7�.�..,•s* .02
i
141.
THOMAS 8t HUTTON ENGINEERING CO.
' 1144 SHE A
WON/ t '-.� MYRiCi BE/Idi, SC 29377 (843) 839-3S45
IF IF 1p
BA Of
� � ai ! !IW •r R

s
{ t
4
7 G 6
a f a
R t
b �f
.� j•F � i
' PHASE
gir
J r• / �\
f ' !
NATPMAIM
MR N
�. its s
�`A r 30 r `•, � _
op _ A_ LAW a raw 21—am an
= m 711 aM
To ■ N.T To a SGA
AMU w 4AW AGM ARM a 4" AOIMOM
I�
N
wr
-qwok..- • I •MR1 N 11
Is
12 MYMEJ4DE - TYPE A
ODLD mm - TYPE 8
raRaf..m — nw C
"f4cmem — TYP! Y
0 Lwo - TYPE D
POST -DEVELOPMENT DRAINAGE
BASIN EXHIBIT
FOR
SAVANNAH LAKES
PHASE 39
(THE MEADOWLANDS)
pm
CENTEX HOMES
mvxm map^ aowm Unoum 2""
Am 2% mm
THOMAS S M rTON Eta MERINB CO.
11" S M AAME
I WIE 9EACM, SC M77 ( M-3US
CRAPlOIC sCIILE
(t awl l
...a a

NEOOW MOS COIF =W fj(;
EOMMM ML% JR
l
i
Nam �cYLRmjm !I
QQ - 3
CN . es
To s 41.3
APZA r %&GO ACRES
lellff"NA
WETLANID
C!! . 83
To + OLI
A 3,77 ACW
�1
Ar
,
t \
LB4'iBPID
BAYMEADE - TYPE A
,$OUNDARY NODE 1 GOLDSBORO - TYPE B
ol
LEON - TYPE D
WETLAND X-7
t�l •� 48 \ �0
Tc 2LT
r I
Jr
JJ
OWTSOTBANK
_ ONol
\, .t. Tc. /
ti
,,
� r - ... _... ` ' /O/ �'_ �` 'a�."�`� �•�� ,fit
/E191ELLFR f / I-.•
AV w4mN
N/�
� Kry m \
1\
POST -DEVELOPMENT DRAINAGE,
BASIN EXHIBIT
FOR
SAVANNAH LAKES
PHASE 3C
(THE MEADOWLANDS)
PREPARED FOR
CENTEX HOMES
2080 CORPORATE CENTER DRIVE
MYRTLE BEACH, SOUTH CAROLINA 99577
(843) 88$-noo
DECEMBER It 2007
THOMAS & HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
MYRTLE BEACH, SC 29577 [phone]
GRAPFIIC SCALE
s r r qo w
(>11 RR)
1 imbAM R

r

J-111660.00 ?bw= & Run= Dome* oL x:w
STORMWATER DESIGN CONSIDERATIONS
FOR
SAVANNAH LAKES PRASE 3
PMAM FOR: CENM HOMES
DATE- JULY 13,
We !taus! linen Concept
Overt ud Plow: t _ (a00RpMlX(M•S:' WOA)) TR 55 Eq 3-3
ubaa t = Tv" tune ibr Overleod Flaw (s )
n = Maeeeho ooalWw- fenm TIG55 T&le 3-1
I-Lmq haflba►(M
P2= 2 yrmb&l dW& (b)
"s= Hy*macarm" (NI
o= O,AO Woods:L4wundeem&
1- lO0 tt
P2 = 4.5 b
s Mod *a
t Slis aft
shakes co<♦oeNrared pow:1=M60v
where•. PTrml line %r 81rdlowConeaemMed Flow (eel
KABSO O`fiM(0)
2-'A"np waWcorerne sbpe Qft
e Wduky (m). Fmm 7R-55
k 467
R
lm O.005
Uaprtved
r= 1.14
Ne
tw 6.iz
aio
Flpe pew: t=1t60v
wlrem t: r awl !lane ow Pipe
lbi (sin)
of ll w (f)
s=Vdooity (R4e}Aaerrre 2 W,
k 1351
R
w 2.00
M
In ILL
rain
Te = 49A mim
IQ/IFar. 1s660-pm&po -7'"kt Pap 104

Un Trarel'1" m cwampt
Owrhni Fhw: t = (gA"Goft&B f(p2"03)'(V%A)) TR45 6q 3.3
whoa` t = Tmvel time lbr Ovwltmd Floor (mb)
a = NWwdn& audlieied - feaa TR-63 Table 3-1
1= Lmob offim (ti)
P2=2-W=hd11d*&(bt)
Sr-Hy*mftd**(Ift
a = 0.15 Chm: Shot Qe Petrie
1= 100 it
P2= 45 in
9= 0005 OM
t = 14.39 i
8balbw Comeswtealsd Now. rv6ov
! Wbw: PTnvd *m hr3hailow CAaoeetraled nm (wJn)
OfAow(R)
( S=►vmp dop (A"
w-Voiooitlr (ft)-From R M
l3 320 R
s= OAN Unpaved
VC 1.14 Ms
on 7A rah
TOMM Te = Me Mb
f
t tdl9ll1006 Put 1 Teats
JcN
Pa0e 3 of4

-1866g.Ab Tboom & Hufto Lr Wwbig Co. 1CN
I
Jn Tawl Tam Convert
i PAW.t=(oAQ7(aIY*W(P_W"f(SAOA)) 72-ss sq 9-3
om: t= Travel tiara for Ovwbnd Fbw ( ,)
n = Mao lr ooditiest - *m 71t ss Tabis 3-1
I = Leh of raw (ft)
P2=2.yr=fiM (fn)
S a Hy&sWk dope (WM
an 0615 (tans: Sbort Farm rime
I= 100 a
P2 = 4.3 in
S= LOOS fkf t
t= 14jo mi
halaiFbwo r-Mv
arMm: laT avd time for Sblfow Co noa*obd Fbw (auk)
Kanob offlow (fo
v=Velodiy (oar} Fl ii-Z
1-- 240 ft
S= a005 Unpaved
v- 1.14 ftls
to Si/ min
j mad raw. 6=1/60v
J WbE wra"I time for Chmo l Fbw (p"
KAmg&affivw(lk)
v='Valoeiiy (rd*A� 2 flra
P 1244 ft
v= 2.00 No
to 11.20 ads
Tt-= 29.2 ta& 1
Ljollo p0 Fft I Wo-Pr*Uto*TTeads PaSe 2 at4
1

J-1966000
IWI94006
Tbmm & Hallos Bqomaft Ca
tha Trare! Time com" t
Owrdad rwm t = (0 007(nQAG MP2AU)'(9^") TR ss Bq 3.3
who t= Tmd time lbr Omfs d Raw (nda)
a = Ma■nbO wdfid mt- 0 M TR Ss Table 3-1
1= Lao of Aow (11)
P2= 2 jr=hMl depd (in)
3 - HAmk eep(NM
a = 024 Gi Dane
1= 1J0 R
P2 = 4.s b
s= 000s its
t= WIN mb
open amad Plaer: Pl/60v
r-Vdo ft (M) Anume 2 M
1r 304
V= 1.80
Wls
w 2m
a�
Tbwdw*oTes 31A
dr
RIC i po -Taxle
0
hp4d4

3.1aftoo ltn m&livwongoal -bC06 jcm
STORMWATER DESIGN CONSIDERATIONS
FOR
SAVANNAH I.AKES PHASE 3
MOAMPOR: CMrr HCBM
MWAM BY: nb A Ban B fig CO.
DATM ALLY 12.2W6
REVIUD DATA RWY 3W 2W7
th@ Tmd Time Concept
Owelm d Lbw t TR4514 3,3
shww t- Thud Was Wr OMmWd Ploy (W"
n = Msmkosostlf l 1 •* mTR45 Tdb3-1
Z- LwAo ditw oo
S = dope "
as 0624 Omc Ds
1= 72 :4
n- 4.3 in
S- OAM S2
t- 1R73 sb
ilAOM cowm&aftd NW. PN0v
■►hwc PTmd *W lbr 11 Amw c=mm wd 1 (r"
btebol'8mr(!q
fl=Avw&a.RE w 11w Ok"
depoll r (W} Arom TR-33
1= 200 R
dim Paved
e� IA fib
to Us sb
llae LRm t=imv
WbKC t= iti" Was Jbr Pip. MW W*
kLmw&offtw(9)
vmvdodjr(W*AM lft
Um as R
wr 2m ft
to Lit mb
TC = 23.9 WE
7ea►200r MK 1 7b Wsd=d Rw (746WJ7 xb pop 1 Grit

3.1F6OAQ Tbomet & *Ala ll4loeefiad Co, XN
tbo7tewl'MrCoaeept
OVWlead Flew: t= TIt W Hq 3-3
wMee t= TMd d w farOYedmd RM (ado)
a= MA~ oodlidoo-fk=71-9 TWhb3-t
l= toyd,of low"
P2= 2wpadoM dq* (k)
B= Mphodb dope(fbly
a = 0.24 Oise: Deese
1=
137
l
P2=
43
la
S-
CLM
AM
to
3IL"
aft
Tie = 27.0 E
Un T vd rW Caaoept
Ckwhod nm t = (Oro07Qd," IX9 2MUNS"OAp T" B4 3�
�m'ii ¢ = TWM t 'm albr OYwlwd Flow (md0
B=K~po lfkient- it�tm 1R-33 YallN 3.1
1=1wvboffbw M
P2- 2-yr=WWdW&
am M GONE D�
I ■
75
l
P2
45
is
B=
O:fiO3
lift
t ■
If."
oft
P%M Flaws t=UW
%does t' rMM d= hr Pipe Plow OWO
ImLM et od&w 0
1= 012 0
Mw 240 ft
ti M7 nk
Ten nA ;
7136"Aff Fft l Re WWIs dRaw(7 x1e hp3 d It

J-186im 1larar & 800lio11-1twI I C,6 xN
1JNTmw lbw c=Olpt
Onrlttl ■ m t 0 Mt-M � 33
libm t= 7km iiat farovmwd 19mr Ono
t = OOWz w - fiom TR-9iST" 3-1
1=1ARb a[ftMOD
PI=2-7reolmdgOpq)
S' HY&MU dwi0
a= Om Qe -Down
1= 130 a
p2z 45 is
a= OM "
to an ad
®PM cb ■ d raw s tmv
v ?Vdadly P*Aoruas 2 !db
Ir am f!
ve LN fib
is Lf ala
Te a 31A sh
*3wjw Oft IWG)4hm&1ml47b Wdkmd Rear (74G7)sb tie 3 o[ 1 i

I
l-186ma Tho # EW w Bgplmvedga Oa JcN
I
Uoo 7bmd 7b*c+mlm"
ow umd Rm t= 77t M Bq 3.3
whm t= Tmd dmolbrOvaind Pbw @do)
s=1►e ao' 9k.00dWm-ftmTRM7mbl93.1
l 1=14modBar(1q
8= HydmAs dop
a= U4 0�Do
1= 77 R
P2= Ors In
s= as fm
t• i%AS uk
.shame �favatim.lor�owc0000sasi.aPloo►(i�
� �t.eo� dBomr pp
& VWW wa61oomve dopm (A"
E 1= 218 R
sin was 1bw
we IM 6i
in US i
i l4e Aew: �1/6�►
mme PTnvd dw farpip lbw On"
v= 2AD ft
a ass mb
7I9pvM pow I Towwo d ar p"7pa Pys4 at i l

J-111am Zits s R1 K Ht*onft m xx
{ ut.n�tl�.at�r
o --bW am: t = ass Hq 3-3
hi t=Tmvo1Imo!beowtlwodPlow►(w*
n= ooNeol��t-som 7'RrOS � �1
�= to�di'bw�1p
i«t= �n�sna� (1q1
s=14�atd�orlopo(�D
1= 100 A
rz= 4.b an
s= OM "
t• WE .r
mr b Ihdww oomwawa fon *ft
r r-Aw* otf pq
I=Avmp dep
wrvwloottlr (11h�- PYaoo t'Jt�is
l to loll a
:e=um Uqwmd
1.14 xlft
IN ts79 td.
Te = W7
TM2007 1ft 11i6D-lwlPal�a weand am (7447)Ab !p s otl i

3.1 r=etiw t ibaooa Oa >cN
Um7ww 7b acnompk
Owdmi ROm t= M55 Bq 34
wb u c la TWwi tow brOwdmdPlow WO
as C ffbiW- ftm TR45libb 3-1
1= Lago o[Sow M
P2 = 2grmhM d*& an}
S=vopM"
a= 044 Om cDmw
1- 100 a
P31, 43 in
S- am M
t• MA ode
lbdkvw Qomembabd Rmt WMSOv
wlmrc P. mvd dm dor 9mlbw OomovWrMd Plow (mk)
1=1,a40 ofAow (1)
SKAvrmpawIemom m depo
wV ►(&*PromTA-55
0 130 a
8a 0405 Pared
vn IM M
In Lu ob
rip vows p1mv
mmossoffbwp)
�r a ft
1= 261 a
v= zco sub
P in i
Tea 24A lda
6 1209 PJbc 1 0-Pie -'H'e WMYodRa+r (7-944xb P%s 6 of 1 l

J-18d6m TbowwaBeen awbombg Ca JcK
UnTwaelTlmrCan*t
OF~ ROM t= ))TM Bq 3-3
rwbm t= Tmd dw lbrOvrdmd Flow GmW
u = hbmhOov@ lld@m-ftw TRP9 Tibb l-1
1= IAWboffiew (1)
n=I-P mmm ft&0*
8= Hydnaft deptftq
S x OAO Woods lJ0 a adubmh
1= 100 !t
!2 = 4J in
!a - "05 1111!
tw 3IJ3 wb
ibdlww Cueo■tralod l0tws 049*V
i bNec IdTmd *n far 8lallow Cm aoatrr wl rl w (MM.
lr.Lmu & of flo r pg
9--AvwW voeweaAND dope ptstj
vewooily pth} 19os TJL45
� a00s [Topswd
v= 1.14 ;oiia
a am mb
Ow chend mm P1/60v
wim ""dm»fbr rww" )
1=1o'flow
vcVobot (!db), 6. 2 ffJb
k 342 ft
vc In M
On 4JI win
TO ® 41.3 =
7MA07 TOM 11e860 POAPod TC Wood 1Row (y."7) b FrOe 7 of 11

J•116" Thomas & Room Eat Ca Jcm
Owrlsad PiM t = (Q 4)) TR-W Eq M
�-he m t=VauddmetbrOwdmdPkwo*)
a - MsambO •sdlloia+ - -*w 3RSS T*b P-1
l=I4104fftw(fa
a= 024 Oa Ds
1= 100 R
P2 = 0 is
8 = OAS to
to am ob
lPleNt t=IA60v
PTowddmshrMWbwCawmUaelr, (pd,}
' rLaa�th dsow �
B=AswwdWOM
v=Vitosl�r (N�• Pbom TR$3
49 K
li= am Pared
v� 1rI4 M
� 0►!i ai
rip PAM t=1/60v
a� �'IL�va1 �ftrPlpsPb�r
�Lsa�deow(i�
%mVdo ft (d*Ama 2 M
v� Z00
!1llt
IN 7.10
ada
Te a: 2"
7l l47 Pft Imago-ftwoslp-'h WtdmdR4,V(YJj47p& PNPI d11

3.106" 7bo &Hmomft*NftcL JCm
i VnTmd7bwcmq*
nwel� am t = �0.90rr(a�"0,6y�+osYl�ATIM R9 3-3
whm t=Tmd dmefbromindFlow(m"
a = Ye~ aoeilla M- fiom TRr3S Tmbb 34
1= L4%* affbw(fo
P2=2-yr LIIdR000
w= O.S4 Cim�Deep
1= 90 A
F2- M b
` S = OAS fdit
t: an ob
� flielMlw � �1160r
w11 velWW dms fbr Sbdbw C7ommm&dmd Flow W*
>�AI� oribw (!q
WAS dopi"
I �vdood�r(Ms} ihom4'[ft-a3
I
1= 62 ft
vw f.4 fly
a an wk
"Praw.
.rMm: dmbfarPipe i9o,�►�
v�YebaigrQlk}Amm�ns2 frr`
M flf`
N3A►300? Pft t - wwkd mw (%947),w hr 9 atfi i

J61i6OOM '1"itoe4ee A i1a10os11el*rnlescL RM
UWTN iT=Coeerpt
Owdwd RM t= Al T&H Bg3-3
wlrm t='tmdderfhrOryNedlibvwOW
a= Mnm eaeilide.i -fees ZR-6S TM93-1
1 w Iae�of'!le*►�p
n��x��GrJ
g dopHN4
2 = UO Qesx Deems
1= 100 e
PZ = 45 1n
` S m QAOS WR
to ILU Ob
ablewcancubmwrmn SeW
Ube m lRTnv 1 der hr Sidbw Oeeeemnrbd f m (mW
mAqOGffiDwm
1 wqkmmp
r_ti►►l'11hF 1Arem'1'ifrS6
1= m fE
01= am fired
vr IM fVa
OR 4A eds
1 O
a
7434~ m cM & WsdndRa(1407)mb Pyet0at1I

J-38"m Tb�alfmmme amr )m
UnTfftd rl Cmmpt
O"dMd PMwa t= A 7E43 Eg3.3
rrl w t= Tmvddm brOvulwdrAwod*
Bull eon - lkmmt 7ftM T bb 3-1
1=LANO otlbw(1q
P2=2-)Tdq&G41
8=dop
an armors: Dare
1= 100 f!
M v 45 to
0 = GAS WR
t= ILII osb
sbdbwC*nsm■artmdmm 94019OV
whe - vTmW dims fbr lli A*w C7onaemMbd plow (ndm)
1--Loo k mf flow (ro
�wwr�a�•l�►i
v�vvoafp (flle} r�om,nss
R t= 300 ft
vw 1.14 to
so 13m sb
` Tc= W mb
l
7f3 lffm I Femf i+e W timed pAV (74 47)Ab PI/ 1 l of 11

Cww Nmnbe+r CdcWmtim

STORMWATER DESIGN CONSIDERATIONS
FOR
SAVANNAH LAKES ]PHASE 3
»ARM FOI: C NM llOjM
P1tWMW BY Mmm & HMon Boomwing Co,
DAM M.Y 12,
--- M-NRM i
- 1 Li uw,,a
�^SLR'
�, 'k
a -
AM
mokamom
Woods hood Cora"
B
O.S3
3%
$5
Woods hoed CoodiRbe
C
1 A2
1%
70
Womb GoW CoodWm
D
3.16
19%
77
om"ba Good Comadw
B
1.60
9%
61
Ordnb d Good CondW=
C
1 a6
9%
74
CMu shad Sid CadMm
D
1."M
n%
Too &
16U
10%
1�1
Woods Good Condition
C
639
WA
35
WOO&CI odCoaditian
D
LN
16%
77
cwmww d GOod coor iae
D
us
4%
N
Tetsls
an
100%
WoodoA0n6 R&CONfiff e
A
2.0
M
43
WaO& G nm Fdr Cm%wioa
B
119
W%
63
Opal %W= Ptw Cmdil9 m
A
131
13%
.61
Open Opm Poor amudon
B
2.51
3096
79
to&
IN%
1
�
Woody Oood Condition
A
172
17%
32
Woo&FdrCoadMm
B
9r14
2VA
60
WOO&GOWCOOMM
D
3.66
11%
79
Open 9pOas F r Couftm
A
4.10
12%
49
Opm 9psoe Fair COodillon
B
10.30
31%
69
Opm'0pamFh c
D
0.17
1%
14
TO%Is
33JO
106%
on 0
sy

STORMWATER DESIGN CONSIDERATIONS
FOR
SAVANNAH LAKES PHASE 3
MWAM FM- CMn= HOME
pww"m BY.. Thomas A Rue= Fmbmiog Co.
DATE AMY 18, 2006
LI1 m
S
A9
�.'1%
CIE
lim"otcoh)
NA
an
14%
90
Ldm 3A
NA
@-M-
9%
100
lA Ada Lot plodh")
C
1.01
15%
83
114A�Lot(lksdh id)
D
4609
62%
87
Tmk
d311
100%
mu
114 Aces WVdidmdd)
C
w76
76'r .
03
U4A$MLot(RaMul d)
D
0.24
24%
$1
T"b
Lee
it
11
p
GT'S1
114AamIt 41) c 0.96
Ills 83
114 Add Lot (RMldWd) D am
WA 07
woodlowd(buillim H 638
a% SS
TWO an
ll m
61
bgmm a otmh)
NA
091
10%
OR
L11co3
NA
IAS
11%
loll
114 Aa Lot OLUM001)
B
130
14%
75
U4 Ao Lot otoido dd)
C
0.94
101G
23
114 Am Lot(lWdditdd)
D
so
54K
97
A
lmft- ad Woft d ftv (/4o7)ab

SAVANNAH RAKES PHASE 3
P WMW mot: C CM ROME
DAM AMY 18, 2006
RBVED DATE: AXY 30.2007
frm
bwavimomah)
NA
GA
13%
96
Ld *6
NA
OA7
9%
f0d
1114 Aa Lot f 4SldWW)
A
Z17
44%
61
94Aa Loth)
9
1.69
34%
75
To&
4m
Am
__, 7
IM Aa Lot f Wdit") A 1.13 23% 61
F4AMLA-tQtotMwdd) e" 3m TM 73
WAa Lat(1lvoWwAd) C GAO orb 13
7obb 4A6 iN 6
fr""u
ldprvio� ON"
NA
am
12%
91
Lab 7
MA
021
S%
100
114Ao LotOWWdmdd)
A
*A
9" 6
61
114AoaMLAQWdwWl)
9
IN
29%
73
U4Ae fat )
D
L10
46%
17
1
US
!11%
I CEO
—9
(IR1110"
NA
ON
0%
91
omm*mp*coomn
9
Us
38%
a
MRoodsF&Cooddlon
9
UP
3696
60
1!4 MM LotQWdddW)
A
Q74
9%
61
V4 AOM Lot QWddodd)
9
1."
10%
75
1/4 Aara Lot (ltMMON ti)
D
134
11%
17
Tilde
lCNUNMR - - e1�w11M11Wdf d 1iw (?4MW) > b

f STORMWATER DESIGN CONSIDERATIONS
FOR
SAVANNAH LAKES PRASE 3
PWAMW FOR: CU1= EKSM
MWARBD BY: 1Z+ot & I30on Ro®coe ft Co.
DATE; JULY 18,E 206
RRV7SD DATR- ALLY 30 2 W
1 RVkLC'ULATIa1+ S
�Y
b4wvioor NA 0.64 11%
90
_ Ldoe 6A NA 046 11%
too
>bbe� M+ (woods doodl B om 4%
ss
V4Aa LotptaddmOd A 032 9%
61
1/4 AWn Lot M ridmdd) B &72 64%
73
Taub Mf 10%
s73
1 MEM
bwwfkwfwo" WA 032 11%
98
Ldw W MA "1 13%
too
i 114 Aa WWAddw") A 3.32 0%
61
114Ao LotoWddadd) B 034 7%
75
100 40 um
•
71
' 11d 5 (WOO& 084 A OA 44%
32
Bdf 7Yrdond(91/ood�Ibttj a 0.75 M%
60
7bbb im 1.0
44
soft Woftd(Woob aood) A 133 35%
32
edges Wdmd(1Paodo 1b* B om 7%
6o
v4 AmM Lct oWddWd) A ire► 49%
61
V4 Aoir Liic pl.ddoet�d ➢ s Wo 139b
Taub My Am
A111 1 W WlldRBr('lead.

Secdon
I - De i I at KMMQdW hwA

�sanev111opewtnL xmut
All Lout
laagpaaflaaSla=■wsrsr�ssssrfs�pr�s�sQs�sWssrPss0ssslr�ssssss�lrsssr sass*ss�sis
sass sass�sa:sssressrsrosssssss�esassssssssssssassssasssssssssssssasass
aaas�ssss�aas,Mtssrn�wsssasss saasGsaSiaasssisssss�rcaR�a��aygasassaaaylss�ss�slaa�swss�
Yeses 6-lbesm
Oaoaps f) M
Node: XW-3
Types MM Vait M dr
status: 4saite
Omit Rydse~.,
Vb323
P00%ing lae:kkkatles
323.0
)leis MI 9i1f1
Resiii
Stem vArsti0n(brs) 1
0.00
Raiatall AMMM (im)1
0.000
Time of canc(siu):
49.60
Area (ma) s
16.000
Tim Adit(bs:s) m
0.00
Carve 0usbws.
73.00
Rast A120M title Qtcfs! s
999299.000
W-U(a):
0.00
-------------------------------------------------------r---�---r--.�-----���---^-----
Smas 11-p')sase3s
Nodot MID-2
Statuas Qcesite
Grow; am
Tyne& Bea Ahit m"zQOra931
gait RydsoRragpi►1
M323
Vemkift Pac ,.
323.0
Rai:fall Pile:
ftaiii
Staxim ZIUSationibra) 1
0.00
ainfall axe t(in)1
8.000
TUM 09 Ccnc(mift)1
.22.00
ArealsC)1
8.490
-Tula suft(1it's):
0.00
Cvcw Rat:
63.00
"K Au0mble Q(afa):
999999.000
OCIA(0).1
0.00
--------------------•----------------------------------- -------------------- ----
31MOS a-lbasew
Nods p MID-1
status s Onsite
0lraep: NAM
Type.: We VaLt. Nydsrogxweb
Omit NydXo0xvSbt Vh323
Rainfall Piles 2csiii
Maingall lmusst(w s 0.000
Axea(aa)s 31.590
Chew 3feslsbar: 89.00
Om' (0)s 0.00
Peaki9O lset0es 323.0
Stows Daratieia(bra)s 6.00
Tisss of Cmc wln) : 29. 20
%%xia &I ft Mrs) a 0. 00
Ilan .A2200tbles elates) : 999999.000
-----------i,-------------------------
----------wa------- �-..w-�M-----1-.-...r MM-1--
ymee: 06-1 No"1 UM-3 status! smite
Groups am VAR! sea quit WIdrwmb
Wait fbdro0rapb: M323
RaWall Met sCsiii
Rainfall Asemat(in)1 0..000
Area I-ac) : 9.000
Llano Number: 60.00
amM: 0.00
Pemidaff )lactose
3.23.0
Stem purationthra)s
0.00
Tine of 0=0(milk1s
31.80
Tim 6(sift(5ra) s
0.00
Ilene Lllewable Wars)1
999999.000
awrwssasr�s-�-�naaa<wsfnsyssss�swwasraws�su�ssas:«s.asse�.aa�a,rrawra.w+�are�sseeae

tce-ttavWloprrmt she.
All bet
ssi! �pitiee rsrisssaaria!lssrlisrwiirsrislsswi�=s�esiistisiiisrirrlsssasa=iislsli
iriilrii!lla�Oiiri!/slriii!!!ilititll�fii! l�pfiMiiiitya`jlif*ars�4iilrfl/i!i
XWO: SM-1
Grows am
Types ft"a/st",
Time Mrs) ste" (ft)
-_ - ------
0.00 25.4so
24.00 25.4So
Sase Pioy(CEa): 0.000 fail Stme(it)r 2S.450
1Nssa Ste"(ft) : 26.000
- - - - - - - - - - - - - -----------------------------------------------------------------------
i0mes U1p-2 now F)"(efa) t 0.000 zxLt stage(ft) s 25.450
G row! Mat Kara Stape(ft) : 26.000
'types 3iM/S &"
Timthrm) sts"(it)
--------------- ---- ------
0.00 R - 25.450
24.00 25.450
----_--•--•- - a -_----«-__---_--•-_•_••-•_•--
Names 9Rs-S Saga llowicfol s 0.000 14t Stive(ftl:. 22.000
Grows Hillis Nun staQe(ft): 26.000
T"Or Titib/Steve
TUO(hro) stege(!t)
---------------
-------------
0.00
22.000
24.00
23.000
iiiiiiaissi isnsawsa�aaasssiiglsresas��isssasss�ss�Ygsrswat�=slsssisslwssassssssrsrsa
sr=w pfpmsssrisssussrsawsrsssassm+sasirpssssssur�isarrrssaiaeasr..s�lss�as
tiwas=�ras�isiassiilsasssssssDislltsiisss�ssiss�rw�trsiissesisswwwrassrisp}sess�is�ssrsf
!Imes
morn Stod*:
L*slgth(ft): 0.00
Grow: W"
To no& s
Co:mt: 1
Friction swiations ntaez"W
UPDZRBM
DOr■ AK
9Wut1oa Alowritlm: fttoSeti
peooletzys Cis%tiiar
Cisculor
Mors Both
Epm(ie) s 0.00
0.00
Nktramce Lam ilaaf:.0.00
Rise(in)1 0.00
0.00
auit Lose Coot: 0.00
urvert(ft.)s 0..000
0.000
Hand Loss Corfs 0.00
uosmiaa'a Ns 0.000000
0.000000
Outlet Ctil spear Una de o
Top CIiP(in)1 0.000
0.000
Inlet Ctsl spec: use da
not C239(in) : 0.000
0.000
stabilises Options am*
tibatrom . MW Inlet Jkfte 0*0or%ti9a:
Chmmed and PbW R.*v ftAlWW M. 62)002 ShamN= Tedomb@1@4 foe. f'ye 2 m

.-Drvelap�{e rrAputi
All lawt
Ci�elar cap�at.: 8que:, ad�r v/ >w6saiY
Chas co®asttts iWaza aft* r/ mil
sssssssr�essssOsrssss■RswttlN.asss�assasslsssa.Na.sspw.q.■saasw■.#ass3a�s■s■a:rs.
woos MY&OlqW $j=1ati<=W =n.Mesa:w■sa■.�rrs�■s�.�wrass■s+ss�r■sws..rras=:■.a
one _ an wa■■!asl■s■ssssasssssasssf■s...■■■fraa■�aasssss��.
arms 001-Yow
rilsaoaaet Ir:�isaa0�+a.�►�arot��xo�.i�ooi-Ya�.�z
O,ve=iae Defaults: lee
Btom D=etian(brs)0 25.00
Rainfall Hilt: swill
Rainfall Aoa=t (W - 3.20
Yias(hrs)
10.000�
15.006
24.000
priest iae(mini
---------------
15,09
20.00
15.00
-----------------------, _....----,--------------------_------------------------------
Wf z 010-'Seas
Fil4maMs Xs%ll660%dWim%ftmv tor%Nof1%010-lsau.R32
Ovwwift Dagsnl't*% Yw
Altom Ourat:Lan(Ars): 26.00
Rainfall P1209 $Gsiii
Ralniall t(W 2 6.00
sire(hrsl
---------------
10.000
15.000
26.000
WSW ma(minl
13.00
10.00
15..00
------------- 4-------- r---r-s«r-_--.rr-------.---------N
wMet 035-':ear
Filsam*4 S: NJLB"C% - nlW*j=MtWVMeaai%035-Yaas.A3z
Overrift Defaultat Yq
Stara Duratfqu(>srsI Is 24.00
Mall t'41ts ScsUl
Rainfall as0uat1lals 9-30
Yias(hrs)
-------------
le. 000
15.000
2i-000
Print 20a(=Lnl
15.00---------
10.00
15.00
..-«----------- ----------- ----------- ....---------- A&-.--------------------------------
Mmos 100-Year
ctieoael.�>�oad>sau6�Moddl �IOaQiiee� � �3efi

ss>put
A.11 =nput
Fils�: Na10660\t10ti1r�sT0i066►TBZt�N0��i00-Yearae3Z
Oro=ida Delan3tss Yes
Storm Duratiea(bra)s 14.00
Rainfall File: Stahl
Rawall. t(ip)i 10.00
Tice(brs)
--------------
print xW thin)
10.000
- ----------
15.00
15.000
10.40
24.000
15.00
IAif�/ iNOMONN sIRRiiiKrtitaNiiiaMiOman
■rrr t�8i�111wx3,ODs+��sar.isi��air..i...rs.ri=rs.rr�.a.rais�:.ssiii.r.as..a�s
6iiltiiii/ii='iiYSiiiUS, iliipiigiiUMOMMOMiialam
M el 001-Year R d"low Si`: 001-Feat
Fileflase: N:%18660%doM%Stas=sator%Nodel\001-Year.=32
Raacuta us amatart% X4 Patch: Lea
Alternative: no
USK Delta stit):
1.00
Tim Step Optwzer:
10.000
start Tiue(hra<') s
0.000
Miss Cale TlM (SOc)1
0.5000
BOMALry stapes:
Tiasathre)
Print r9W(win)
20-000 15.000
15.000
10.000
24.000
.15.000
Grow jbM
sun TAM
Delta E Factor: 0.00500
Bad Ti>l:a(bra): 20.00
max Gila :Ti1M(Mo) 1 60.Ono
Boundary Flows
--------------------------IaN--M----•---1—_-_-----N--.--'R--- _-------------- .i------.-
Navas 010-Yeas ldrology SIM: 010-Year
Fileume : Ns 118660%dsm% t+orarater%Uodet\010-Fea:r.I3'
ftecutes VOW ilastart: *0 Patch's No
alteamtiva: no
MM Delta 'aIft)1 1.00 Delta 8 Factors 0.00500
Tian Step Optiai:er: 10.000
start Time two) s 0.000 sold Iflum al s. 24..00
min Calc Tfaetsec): 0.3060 Naas Cole Tinatsec)s 60.0000
SOUS&MYscat es: xoum*wy name
11 and Chased and %ad saellap Mortal ice) cow SO Odk e'It=eo9 Mddp% , arm, Palls of i

PMR-O*wlopment mwut
All 3eut
aS�ss)
Print no (Skin)
10.000
IS.000
15.000
10.000
94.000
IS.000
Gram Snn
------------ --
8888 YM
----—--------------- --------------- -.•
Same: 025-Year 3bdsolow Sint 029-Yeas -
Filepame: Ms\18860\dOn\slrorplratasti4ioelal�p05-Tiar.T9Z
Mumate: Y00 iteatasE r No
Altarnative: so.
llex Delta s(ft):
1.00
Tine Step Optimiser:
10.000
Start 71"i ues):
0.000
Kin CAU TUM(O a):
0.5000
&tandary stages:
Tiw fhra.) Print XW(mt+a1
----------------------
--
10.600
---
13.000
.15.000
10.000
A4.000
15.000
0romv yam
-- ---- ------ -----
SAM Yes
Patch: No
Dolt.* S Factor: 0.00s00
and TIM(bsa) S..245 0
mam Cale T'ime`mm) : so. 0000
Boundary F10w:.
-------- ---------------------------------M-----ft---w--------- M.w--•N--N---•----
Miens 100 Year 1%fdrolow "as 100-TOW
71100e:10: U;Yi6660MOROM101110p11'® %N=IIL%IOQ-Tiw—X32
mme-met Yes Mast: 95
Alternative: M0
lax Delta z (it) : 1. 00
TI M gtap Optimiser: 10.006
start 3ae(bsa); 0.000
Nin Cale Tiae(see)a 6.5000
Boundary stagy:
Tieua(hVIS)
Print Ise Cain)
10.000 16.000
15.000
10.000
30.000
1s.000
fttchr 'ft
Delta i Factor: 0.00100
Sid ftm4bxs) Id.0^
MGM Cale Tilme(am): 60.0000
020m-.

PXW4%WeUq-mwmV Itut
All Input
exom AM
=r�rrar�esrrrassrr�ss�ws�rrw�r�fr�rr�raarrsar��rawt�sr+e�s�rslrisl�atr! r=ws
sos �;�i, rr+errsrrrrrrrr�rssrrrrsrrrrwqsrrsrrassrrsrNaasssaer�rrss
��rr�rs�sasssssss:�sssr�srs�srs�pssf¢�sssaaSsssssisaassssal�sssel�rr=aale- afgii.
1 +o0m Od�9e�dt�adl�M�r��ouli �Bod�ii�t . f1001Q '� Ii�T� hp60[6

Section 7
PW-Dwokpmmt ACM MaM

v
+s
gas"
202
a "a
Sa°1ir�ia
ii
...
...
...
.p
sy
�0:A
s,r
:cog
�te0.1.
Me, Pr.
rsonQ
aP.RIr
avO�.y
n1l�ear�
illeA
an.�n
.r«.wQl
also
"002.4
4xz
«h.,,
qftp
O else
ill
pnl
M
10.0
rlMllflld
J►
• . .
OL7MM1
94
• .
OAAW
..
OAMr
�16{
1OA�a
:Ogg
w p
P�+�
maws
OIrNN
a.aV.Yl
Oi10A
1�rlO•
lr /l •
mass.4a4i
wwa::x
A
_
Gft� +P
�O Yl Yl
q! M M Al
l�0��►
ei ? 1+►
O��d
Y r
.aA :i
A 94 :� w
w .Ma W4 .ct Mi
I l 44 �.i .i
1111
fill
1111
1111
wpiA
w«
I
rl."i~Jijuv
Aida
iAA
&AIL
�►
'{
QO®ad

d
g1111111111
et8Sg88SS8'g8
O O O O O O O 00 O 00
H8iROS8:8RO
.I M•i�AM�•y•OiAw
000000000000
88888888888g
gd�eo�me�aeZ
ifieieifta;
111111111111
"iiiiiiiiiiii

low, gult Tt

Savannah La Phase 3
Post Development Input
All Input
ssssssssssssssssssmasasas:sssssaxaxsssaslasses;ssss:sassrsssssass;sasssssssaass;ssls;ss
sass $aoinB lsssasasaassasssss:ssssx;x=aaalas:;::::asxsass;rss:ssssssssssrss;asssssasslsss;
sssssssssss:angssssssssxsasssssae=asaaxxxsasass:::¢!:xsc_sexsslssslssssssss:assssssssssssss
Name: DD-1
Group: BASE
[snit Hydrograph: Uh323
Rainfall File: Sesi.ii
Rainfall Amount(in): 0.000
Area(ac): 1.000
Curve Numbers 84.00
DCIA M : 0.00
geode: OW-3
Type: SCS unit Hydrograph
Peaking Factor:
Storm Duration(hrs):
Time of Coxc (min);
Time Shift (hrs) a
Max Allowable Q(efs) :
Status: Onsite
323.0
0.00
27.00
0.00
999999.000
- - BW-Z Status: Onsite
- ----- ----- ------
Name: DD-2 Node:
Group: BASE Type: SCS Unit ttydrograph
Unit Hydrograph: OU323
Rainfall File: Scsiii
Rainfall Amount(in): 0.000
Area(ac): 4.960
Curve Number: 72.00
DCIA M : 0.00
Peaking Factor: 323.0
Storm Duration(hrs): 0.00
Time of Conc(min): 3.6.70
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
-- - -__---_-------
Name: DD-3 Node: MW-1 Status: Onsite
Group: BASS Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Rainfall File: Scsiii
Rainfall Amount(in): 0.000
Area(ac): 13.660
Curve Number: 68.00
DCIA(6): 0.00
Peaking Factor: 323.0
Storm Duration(hra): 0.00
Time of Conc(min): 41.30
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999,000
- - ------
Name: Lake 3 Node: Lake 3 Status: Oneite
Group: BASS Type-- SC$ [fait Hydrograph
Unit Hydrograph: Uh323
Rainfall File: Scsiii
Rainfall Amount(in): 0.000
Area(ac): 9.200
Curve Number: 97.0.
DCIA M : 0.00
Peaking Factor: 323.0
Storm Duration(hre): 0.00
Time of Conc(min): 23.40
Time Shift(hrs): 0.00
Max Allowable Q(cfa)c 999999.000
Thomas & Hutton Engineering Co.
Interconnected Channel and Pond Routing Mode) (ICPR) 02002 Streamline Technologies, lea. Page 1 of is

Savannah Lakes Phase 3
Post Development Input
All Input
------------------------------------------------------------------------------------------
Name: Lake 3A Node: Lake 3A Status: Onsite
Group:. BARB Type: SCS Unit Hydrograph
Unit Hydrograph: Uh3.23
Rainfall File; Sesiii.
Rainfall Amount(in): 0.000
Area(ac): 6.580
Curve Number; 89.00
DCIA(V): 0.00
Peaking Factor: 323.0
Storm Duration(.hrs): 0.00
Time of Conc(min): 23.90
Time Shift(hrs.): 0.00
Maas Allowable 4(cfs): 999999.000
- -
Name: Lake 6 Node: Lake 6 Status: Onsite
Group. SASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Rainfall File.: Scsiii
Rainfall Amount(in): 0.000
Area(ac): 4.960
Curve Number: 74.00
DCIA(%): 0.00
Peaking Factor; 323.0
Storm Duration(hrs): 0.00
Time of Conc (lain) : 20.40
Time Shift(hrs): 0.00
Max Allowable. Q(cfs); 999999.000
-------
Name: Lake 7 Node: Lake 7 Status': Onsite
Group: BASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Rainfall File: Scsiii
Rainfall Amount(in): 0.000
Area(ac): 4.320
Curve Number; 83.00
DCIA(8): 0.00
Peaking Factor: 323.0
Storm Duration(hrs): 0.00
Time of Conc(min): 24.90
Time Shift (hrs) : 0.00
Max Allowable Q(cfe); 9.99999.000
-----------------
Name :Lake 8A Node: Lake 8A Status: Onsite
Group: BASS Type: SCS Unit Hydrograph
Unit Hydrograph: Uh323
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 5.790
Curve Number. 78.00
DCIA(l): 0.00
Peaking Factor: 323..0
Storm Duration(ars): 0.00
Time of Conc(min): 20.60
Time Shift(hre): 0.00
Max Allowable Q(cfs), 999999.000
-- - - -- - - -------------------------
Name: Lake 8B Node: Lake 8B status: Onsite
Thomas Hutton Engineering Co.
Interconnected Channel and Pond pouting Model (lCPR) 02002 Sft mlme Technologies, Inc. Pap 2 of 18

Savannah Lakes Phase 3
Post Development Input
All Input:
Group: SASE
Type: SCS gait Hydrograph
Unit Hydrograph:
Uh323
Peaking Factor:
323.0
Rainfall File:-
Storm Duration(hrs):
0.00
Rainfall Amount(in):
0.000
Time of Conc(min):
27.30
Area(ac):
4.690
Time Shift(hrs):
0.00
Curve Number:
71.00
Max Allowable Q(cfs):
999999.000
DCIA(3):
0.00
--
Name: OS-1 Node: Lake 3 Status: Onsite
Group: RASE Type: SCS Unit Hydrograph
Unit Hydrograph: Vh323
Rainfall File: Scsiii
Rainfall Amount(in): 0.000
Area(ac): 8.000
Curve Number: 61.00
DCIAM : 0.00
Peaking Factor: 323.0
Storm Duration (hrs): 0.00
Time of Conc(min): 31.80
Time Shift(hre): 0.00
Nax Allowable Q(cfs): 999999.000
-------------------------------
Name: Wetland (Large) Node: Wetland (Large) Status: Onsite
group: RASE Type: SCS Unit Hydrograph
Unit Hydrograph: Dh323
Rainfall File:
Rainfall Amount(in): 0.000
Area(ac): 3.770
Curve Number: 53.00
DCXA(9): 0.00
Peaking Factor: 323.0
Storm.Duration(hre): 0.00
Time of Conc(min): 31.30
Time Shift(hrs): 0.00
Max Allowable Q(cfs): 999999.000
- ---
Name: X-7 Node: WETLAND R-7 Status: Onsite ------
Group: RASE Type: SCS Unit Hydrograph
Unit Hydrograph: Uh.323
Rainfall File:
Rainfall Amount(iu): 0:000
Area(ac) 1.350
Curve Number: 48.00
DCIA(4r): 0.00
Peaking Factor: 323.0
Storm Duration(hrs): 0.00
Time of Conc(min): 22.70
Time Shift(hre): 0.00
Massy Allowable Q(cfs): 999999.000
sa=asssaaasssasssssssssasssassssass:a sasasasaasssasasssaexsuxssxxsaasssssasssas=aasssssass
!ss# Node##!!!a#ilasls#!iliilsliisliislisailasii aiisiaii!lsaass.-jaa aiiiai!'i2#aasislss S'iaa
aaS#.a saaT.=#aa�a,a iasssisss'siisaaSsa¢aas=aaassaas;laalsi!#ailata#aasaaiaaaiaa#i!a!a!!!!alis
Name: BND-3 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Thomas & Hutton Engineering Co.
Interconnected Channel and Fond Routing Mode) XPR) 02002 Streamline TwAmologies, Inc. Page 3 of 18

Savannah Lakes Phase 3
Post Development Input
All Input
Group: BASE Warn Stage(ft): 30.000
Type: Time/Stage
See Post Development Drainage Basin Exhibit Phase 3C
Time(hrs)
---------------
0.00
24.00
Stage(ft)
---------------
22.000
24.000
__- '_ ___-_
Name: BND-2 Base Flow(cfs) 0.000 Init Stage(ft)- 25.450
Group: BASS Warn Stage(ft): 26.000
Type: Time/Stage
See Post Development Drainage Basin Exhibit Phase 3B
Time(hrs)
---------------
0.00
24.00
Stage(ft)
---------------
25.450
25.450
______
Name: BND-3 Base Flow(cfs): 0.000 Init Stage(ft): 22.000
Group: HASTE WA-u-M Stage(ft) : 30.000
Type: Time/Stage
See Past Development Drainage Basin Exhibit Phase 3A
Time(hrs)
---------------
0.00
24.00
Stage(ft)
---------------
22.000
24.000
-
Name: Lake 3 Base Flow(cfs): 0.000 Init Stage(ft): 25.000
Group: BASE Warn Stage(ft): 31.000
Type: Stage/Area
Lake 3 Phase 3
Stage(ft)
18.000
19.000
20.000
21.000
22.000
23.000
24.000
2S.000
26.000
27.000
29.000
29.000
Area (ac )
0.2600
0.3000
0.3400
0.3900
0.4400
0.4900
0.5700
0.7000
0.7600
0.8100
0.0600
6.9200
Thomas & Hutton Engineering Co.
Interconnected Channel and. Pond Routing Model QCPR) 02002 Streamline Tochnol*es, Inc. Page 4 of I8

Savannah makes Phase 3
Poet Mvelcgxnent Input
All Input
30.000 0.9800
31.000 1,0300
--
Name: Lake 3A Base Flow(cfe) . 0.000 Init Stage(ft) 29.000-----
Group: BASE Warn Stage(ft): 32.000
Type: Stage/Area.
Lake 3A Phase 3
Stage(ft)
----------------
23,000
24.00.0
25.000
26.000
27.000
28.000
29.000
30.000
31.000
32.000
Area(sc)
---------------
0.0900
0.1300
0.1600
0.2000
0.2400
0.2600
0.3700
0.4300
0.4900
0..5500
Name: Lake 6
Group: BASS
Type: Stage/Area
Stage(ft)
20.0.00
21.000
22.000
23..000
24.000
25.000
26.000
27.000
28.000
Area(ac)
O.1s00
0.1700
0.2000
0.2300
0.2600
0.3200
0.3700
0.4200
0.4700
- - -----
Base Flom(cfe): 0.000 Init Stage(ft)25.000
Warn Stage(ft): 28.000
-- -- - - ----------------------------
Name: Lake 7 Base Flow(cfs): 6.000 Init Stage(ft): 25.000
Group: BASS Warn Stage(ft): 29.000
Type: Stage/Area
Stage(ft)
25.000
26.000
27.000
28.000
Area (ac)
0.2100
0.2500
0.2900
0.3300
Thomas & Hutton 8ngineering Co.
Ime twneeted Channel and Pend RoutinS Model .(ICPR) 02002 SMmll,ne Twftologies, Inc. Page 5 of is

Savannah Lakes Prase 3
Post Development Input
All Input
2.9.000 0.3700
- - - - - - - - -
- - - - -
Name: Lake 6A Base Flow(cfa). 0.000Tait Stage(ft) 25.000
Group: BASE Warn Stag4(ft): 29.000
Type: stage/Area
Stage(ft) Area(ac)
25.000
0.4400
26.000
0.4900
27.000
0.5500
28.000
0.6000
29.000
0.6600
Name: LAKE BA
- - --------------------------
Base Flow(cfs): 0.000 Init Stage(ft): 25.000
Group: BASE
Warn Stage(ft)-. 28,000
Type: stage/Area
Stage(ft) Area(ac)
25.000
0.3700
26.000
0.4500
27.000
0.5200
28.000
0.5900
-- -------------------
Name: Wetland (Large) Bags Fiow(cfs)9
. 0.000Init Stage(ft): 22.000
Group: BASS Warn Stage(ft): 28.000
Type: stage/Area
Stage(ft)
Area(ac)
22.000
1.5400
28,000
1.56.00
30.000
1.5700
----------------------
Name: WETI AND X-7 Bade Flow(cfs): 0.000 Init Stage(ft): 25.000
Group: BASE Warn stage(ft): 28.000
Type: Stage/Area
Stage(ft)
Area(ac)
25.000
0 . $800
26.000
0.9000
Thomas & Hutton Engineering Co.
lMemonnected Channel and Pond RoU&S Model ([.CPR) C2002 Sh=mline Teci nologles. Inc. Page 6 of 18

Savannah Lakes Phase 3
Post Development Input
All Input
27.000 1.0000
sars'i i�si�� s C � Saaa � li.i as asfaCOCxs��ssastas���ssissassssasf srfsssssi ass si.if:as sasi'ss* issa.: a'
sums Pipes sseaa�eaaais:'sssiissCxassDaisiiSQssaaGaissCssssasi.sissssisaifsiaassss.arsssssacair
==aaaen-xsssssssaarsarsis=nfsssssssasssassaraaaiaafasxissassasssssxaaxsfiasaefaaassssanassa's
Name:
Group: BASE
Geometry;
Span(in):
Rise(in):
invert(ft):
Manning's N:
Top Clip(in):
Bet Clip(in):
UPSTREAM
Circular
0.00
0.00
0.0:00
0.000000
0.000
0.000
From Node:
To Node:
DOWNSTREAM
Circular
0.00
0.00
0.000
0.000000
0.000
0.000
Upstream FHWA Inlet Edge Descriptions
Circular. Concrete: .Square edge w/ headwall
Downstream PENA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Length(ft) :
Count:
Friction Equation:
Solution Algorithm:
Flow:
Entrance Loss Coat:
Exit Loss coef:
Bend Loss Cost:
Outlet Ctrl Spec:
Inlet Ctrl Spec:
Stabilizer Option.-
0.00
1
Average Conve
Automatic
Both
0.00
0.00
0.00
Use do or tw
Use do
None
Name:
L7 to LB
LOWER From Node: Lake 7
-------
Length(ft).
1037.00------
Group:
BASE
To Node: Lake BE
Count:
1
Friction Equation:
Average Conve
UPSTREAM
DOWNSTREAM
Solution Algorithm:
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
3.0.00
30.00
Entrance Loss Coef:
0.50
Rxse(in):
30.00
30.00
Exit Loss Coef:
1.00
Invert(ft):
20.000
20.000
Bend Loss Costs
0.00
Nanning''s N:
0:.013000
0.013000
Outlet Ctrl Spec:
Use do or tw
Top Clip(in):
0.000
0.000
Inlet Ctrl Spect
Use do
Bot Clip(in):
0.000
0.000
.Stabilizer Option:
None
Upstream FHWA inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
-. - -- ----------------------------------
Name: L7 to L8 UPPER From Node: Lake '7 Length(ft): 1004.00
Group: BASE To Node: Lake SA Count: 1
Friction Equation: Average Conve.
Thomas & Hutton Engineering Co.
Interconnected Chsnne) and Pond Routing Made) (ICPR) C2002 Smonihm Technologies, Inc. Foe 7 of I8

Savannah Lakes Phase 3
Post Development Input
All Input
UPSTREAM
DOWSTREAN
Solution Algorithms
Automatic
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24.0.0
24.00
Entrance Loss Coef:
0.50
Rise(in):
24.00
24.00
Exit Loss Coef:
1.00
Invert(ft);
20.000
20.000
Bend Lose Coef:
0..00
Manning's N:
0.013000
0.013000
Outlet Ctrl Spec:
Use de or tw
Top :Clip(in):
0.000
0.000
Inlet Ctrl Spec:
Use do
Rot Clip(in):
0.000
0.000
Stabilizer Option:
Bone
Upstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA Inset Edge Description:
Circular Concrete: Groove end projecting
�ss�a=sass.ansxaasssssssds=Gaasasaasasssssaasaaa=as.a sass.:Cq=agCaaaaaasaraaaaasz�sCpoasasaa
ass= Channels,e_aasysasmmssssoraasas:.q�crasasaasasaasraraassaa�sFxraa�sssxx=aaaassasasassa
a ss.a sssso s==assess::zsssaaassassess:ar==ese�a-am:=ama=sxxaaxaaoaaxsass=asap es=Cansasssass.*=
Name:
WETLAND DITCH
From Node:
Wetland (Large) Length(ft):
335.00
Group:
BASE
To Node:
mm-1 Count:
1
UPSTREAM
DOWNSTREAM!
Friction Equation:
Average Conv
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Inv'ert(ft):
23.000
23..000
Flow.:
Both
TC1pInitZ(ft):
9999.000
9999.000
Contraction Coef:
0.000
Nanning's N:
0.060000
0.060000
Expansion Coef
0.000
Top. Clip(ft):
0.000
0.000
Entrance Loss Coef:
0.000
Bot Clip(ft):
0.000
0.000
EXit Loss Coef:
0.000
Main Mac:
Outlet Ctrl Spec:
Use do or tw
AuxElevi(ft):
Inlet Ctrl Spec:
Use do
Aux XSeci:
Stabilizer option:
None
AuxRlev2(ft):
Aux XSec2:
Top Width(ft) :
Depth(ft) :
Rot Width(ft):
12.000
12.000.
LtSdSlp(h/v):
1.00
1.00
RLSdSlp(h/v):
1.00
1.00
Name.
X-7 Ditch
From Node:
-
WETLAND X-7 Length(ft):
65-00 r
Group:
BASIC
To Node:
MM-1 Count.
1
UPSTREAM
DOWNSTREAM
Friction Equation:
Average Conv:
Geometry:
Trapezoidal
Trapezoidal
Solution Algorithm:
Automatic
Invert(ft):
25.000
22.000
Floor:.
Both
TC1pinitz(ft)=
9`999.000
9999.000
Contraction Coef:
0.000
Nanning's N.
0.04-0000
0.0.60000
Expansion Coef:
0.000
Thomas & Hutton Engineering Co.
Interconnected Channel and Pond Roudog Model (ICPR) C►2002 Sftamline Technalogles, :Inc.
Pages of 18

Savannah Lakes Phase 3
Post Development input
All Input
Top Clip(ft):
0.000..
0.000
Entrance Loss Cost.
0..000
Bat Clip(ft):
0.000
0.00.0
Exit Loan Cost;
0.000
Main XSec:
Outlet Ctrl Spec:
Use do or tw
AuxBievl(ft):
Inlet Ctrl Spec:
Use do
Aux XSetl:
Stabilizer Option:
None
AuXRlsv2(ft):
Aux XSec2:
Top .Width(ft) :
Depth (ft):
Bat Width(ft):
10.000
15.000
LtSdSlp(h/v):
1.00
1.00
RtSdSlp(h/v):
1.00
1.00
ssassessssssa sii asssaseaasaaaasxssssssssasssseassssssasassrxf¢a=;e=aaeoasaeaaaeaeaaaasaaasss
ax== Drop Structures ass=ssasasasssax:sasasasasssssssssxsxsssxse�,sss
x-ssmssaassaa�e:aassasassasa:asassaastassrssssssssasssasssrsva=ash=a..aooga=as=sssssaxs.a=aaa
Name: DS-Lake 3 From Node: Lake 3
Croup; .BASE To Node: BND-3
UPSTREAM
DOWNSTREM
Geometry: Circular
Circulatr
Span(in): 36..00
36.00
Rise(in): 36.00
36.00
invert(ft); 20.670
20.670
Manning's N: 0.010000
0.010060
Top Clip(in): 0.000
0.000
Bot Clip(in): 0.00.0
0.0.00
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square
edge w/ headwall
Downstream FHWA Inlet Edge Description.:
Circular Concrete: Groove
end projecting
Drop Sturcute at Exit of Lake 3
Information from Phase 1 Plans but then modified.
*** Weir 1 of 3 for .Drop Structure DS-Lake 3 ***
LeAgth(ft): 70.00
count: 1
Friction 9quation: average Conve
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Cost: 0.500
Rxit Lose Cost: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
Solution Inca: 10
TABLE
Count: 1
Type; Horizontal
Flo:: Both
Geometry: Rectangular
Span(in): $0.00
Rise(in): 60.00
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Cost: 3.200
Orifice Disc Coef: 0.600
*** Weir 2 of 3 for Drop Structure DS-Lake 3 ***
Invert(ft): 30.000
Control Elev(ft); 30.000
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Thomas & Hutton Engineering Co.
InwconneeW Channel and Pond Routing. Motel (1CPR) C2002 Sh a►llne Tedmolog* Inc. Page 9 of 18

savannah Lakes Phase 3
Post Development Input
All Input
Flow: Both Weir Disc Coef.: 3.200
Geometry: Rectangular Orifice. Disc Coef: 0.600
span()- 3.00 Invert(ft): 25.000
Rise(): 9.60 Control Blev(ft) 25.000
*** weir 3 of 3 for Drop Structure Ds -Lake 3 ***
Count; i
Type: Vertical: Mavis
Plow: Both
Geometry: Rectangular
Span(in)s 60.00
Rise(in): 50.40
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3,200
Orifice Disc Coef: 0.600
Invert'(ft). 25.800
Control Blev(ft): 25.600
TABLE
- - -- - - - - - - --------------------------------------------
Namee Ds -Lake 3A From Node: Lake 3A Length(ft): 237.00
Group: BASE To Node: Lake 3 Count: 1
VPSTRR7IM DOWNSTREAM
Geometry: Cii f al" %ircuiar
Span(in): 30.00 30.00
Rise(in): 30.00 30.00
invert(ft): 26.200 21.200
Manning's N: 0.010000 0.010000
Top Clip(in):. 0.000 0.000
Dot Clip(in): 0.000 0.000
Upstream PHWA Inlet Edge Description:
Circular Concrete: Square edge wj headwall
Downstream PHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Drop sturcute at Nxit of Lake 3A
Information from Phase.I Plans
*** Weir 1 of .2 for Drop Structure DS-Lake 3A ***
Friction Equation:
Average Conve
Solution algorithm:
Automatic
Flow:
Both
Entrance Loss Coef-
0.50u
Exit Loss Coef:
1.000
Outlet Ctrl Spec:
Use do or tw
Inlet Ctrl Spec:
Use do
Solution Inca:
10
TABLE'.
Counts 1
Types Noriaontal
Flog: Both
Geometry Rectangular
span(in): 60.00
Rise.(in): 60.00
Bottom C13p.(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert (ft) : 30.000
Control $lev(ft): 30.000
*** weir 2 of 2 for Drop Structure DS-Lake 3A ***
TABLE
Count: 1 Bottom Clip(in): 0.000
Type: Vertical: Mavis Top Clip(in): 0.000
Flow: Both Weir Disc Coef: 3.200
Thomas & Hutton Engineering Co.
interconnected Channel and Pond Routing Model (I.CPR) W= Streamline Tedinologlea, Inc. Page 10 of is

Savannah Lakes Phase 3
Post Development Input
All Input
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 2.40
Rise(in): 12.00
Invert(ft)-. 29.000
Control Slev(ft): 29.000
------
Name: DS-Lake 6 From Node: Lake 6 Lmng- ------
th(ft). 70.00
Group: BASE To Node: BND-2 Count: 1
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in): 36.00 36.00
Rise(in): 36.00 36.00
Invert(ft): 21.470 21.000
Manning's N: 0.010000 0.010000
Top Clip(in): 0.000 0.000
Bot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Dow" : -earn FWOFA 1kilet wge Desc 3p�ci:an:
Circular Concrete: Square edge w/ headwall
Drop Sturcute at Exit of Lake 6
*** Weir 1 of 4 for Drop structure DS-Labe 6 ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 1.S0
Rise(in): 7.13
Friction Equation: Average Conve
Solution Algorithm: Automatic
Flour: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl Spec: Use do
solution Incs• 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc.Coef: 3.200
Orifice Disc Coef: 0.600
*** Weir 2 of 4 for Drop Structure DS-Lake 6 ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 24.00
Rise(in): 21.16
Invert(ft): 2S.000
Control Slev(ft): 2S.000
Bottom Clip(in):
.0.000.
Top Clip(in):
0.000
Weir Disc Coat;
3.200
Orifice Disc Coef:
0.600
*** Weir 3 of 4 for Drop Structure DS-Lake 6 ***
count: 1
Type: Vertical: Mavis
trlow.. Both
Geometry: Rectangular
Span(in): 36.00
Invert(ft): 2S.S90
Control 81ev(ft)a 2S.S90
Bottom Clip(in):
0.000
Top Clip(in):
0.000
Weir Disc Coef:
3.200
Orifice Disc Coef:
0.600
Invert.(ft): 26.520
TABLE
Thomas 1. Hutton Engineering Co.
interconnected Charm) and Pond pouting Model (ICPR) C2002 Streamline Technologies, Ina Page 11 of 1s

Savannah Lakes Phase 3
Post.Development Input
All Input
Rise(in): 5.76
*** Nair 4 of 4 for Drop Structure DS-Lake 6 ***
Count: 1
Type: Horizontal
Flow: Both
Geometry: Rectangular
Span(in): 60.00
Rise(in): 60.00
Control Elev(ft): 26.520
Bottom Clip(in).. O..o00
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(€t): 27.000
Control 8lev(ft): 27,000
-- ---------------------------------------;--------_-----
Name: DS-Lake 6A From Node: Lake 8A Length(.ft) 75.00
Group:: BASS To Node: BND-1 Count: 1
UPSTREAM DOWNSTREAM
Geometry: Circular Circular
Span(in):. 30.00 30..00
Riae(in): 30.00 30.00
Invert(ft): 22..080 22.000
Nanning:s N: 6.011000 0.0110.00
Top Clip(in): 0.000 0.000
Rot Clip(in): 0.000 0.000
Upstream FWA Inlet Edge Description:
Circular Concrete: Groove end projecting
Downstream FHWA 'Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir 1 of 3 for Drop Structure DS-Lake SA ***
Count: 1
Type: Vertical: Mavis
Flow: Both
Geometry: Rectangular
Span(in): 2.00
Rise(in): 12.00
Friction Equation: Average Conve
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Exit Loss Coef: 1.000
Outlet Ctrl Spec: Use do or tw
Inlet Ctrl.Spec: Use do
Solution Inca: 10
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coof: 3.200
Orifice Disc Coef: 0.600
Invert(ft): 25.000
Control Rlev(ft) 25.000
*** Weir 2 of 3 for Drop Structure DS-Lake SA ***
+Count: 1
Type: Vertical: Mavis
Flow: Both
geometry.. Rectangular
Span(in): 30.00
Rise(in): 44.00
Bottom.Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef:'3.200
Orifice Disc Coef.- 0.600
Invert(ft): 26.000
Control Elev(ft) : 26.000
*** Weir 3 of 3 for Drop Structure DS-Lake SA ***
TABLE
TABLE
Thomas & Hutton Engineering Co
(merconnecud Channcf and Pond Roudus Model (ICPR) E92;102 StrmUm Twhno)oom Inc. Pop 12 of IS

I
Savannah Lakes Phase 3
Poet Development input
All input
TABLE
Count:
1
Bottom Clip(in)-.
0.000
Typet
Horizontal
Top Clip(in):
0.000
Flow:
Both,
Weir Disc Coat:
3.200
Geometry:
Rectangular
Orifice Disc Coef:
moo
Span(in).-
48.00
Invert(ft):
28.000
Rise(in):
48.00
Control.Slev(ft)t
28.0.00
--_•----
Name- DS-LAKE 8B From Node: LAKE BHLength(ft): 81.00 -+--•-
Group: BASS To Node: SM-1 Count: 1
UPSTREAM DOWNSTRR&M
Geometry: Circular Circular
Span(in): 30.00 30.00
Rise(in): 30.00 30.00
ZAvert(ft): 22.090 22.000
Manning's N. 0.011000 0.011000
Tog Clip(in): 0.000 0.000
Sot Clip(in): 0.000 0.000
Upstream FHWA Inlet Edge Description:
Circular Concrete. Groove end projecting
Downstream FHWA Inlet Edge Description:
Circular Concrete: Groove end projecting
*** Weir i of 3 for Drop Structure DS-LANM 8B ***
Friction Equation: Average Conve
Solution Algorithm: Automatic
Flow: Both
Entrance Loss Coef: 0.500
Skit Loss Coef. 1.000
Outlet Ctr). Epee: Use do or tw
Inlet Ctrl Spec: Use do
Solution Inca: 10
TABLE
Count: 1
Types Vertical: Mavis
Flom: Both
Geometry: Rectangular
Span(in): 2.00
Rise (1n): 13.00
Bottom Clip(in): 0.000
Top C1ip(in)s 0.000
Weir Disc Coef: 3.200
Orifice Disc Coef: 0.600
Invert(ft); 25.000
Control Eley(ft): 25.000
*** Weir 2 of 3 for Drop Structure DS-LAKE $A ***
TABLE
Count; 1
Typet Vertical: Mavis
Flow-. Both
Geometry: Rectangular
Span(in): 24.00
Rise(iu)t 35.04
Bottom Clip(in): 0.000
Top Clip(in): 0.000
Weir Disc Coef: 3.200
Orifice Dias Coef: 0.500
Invert(ft): 26.080
Control $lev(ft): 26.080
*** Weir 3 of 3 for Drop Structure DO -LAM 88 ***
Count: 1 Bottom Clip(in). 0.000
Type: Horizontal Top Clip(in): 0.000
Thomas & Hutton Engineering Co.
lnwcomected Channel and Pond. ROudnS Model QCPR) C2002 St=Wine Technologiea,Inc. Pap 13 of 18

Savannah Lakes Phase 3
Post Development Input
All Input
Flow: Both Heir Disc Coef: 3.200
Geometry: Rectangular Orifice Disc Coef: 0.600
Span(in): 48.00 I vert(ft): 29.000
Rise(in):. 49.00 Control Slev(ft): 29.000
sssssssasasxxassssssassssassizasaxsxassssssssasassssasasssssssaasssassssssssaaaassssxaaass
ssss WeirB assasassasssssrsssssasssasasassaasassssacasa:sassassasasasssassxasassssasasssss
saFs�sss�sssssasxssasssssasssasmax=sxxxssaxsasslFssss�ssssssss:saa�easssssassssssassssssasssss
Name; LMM 6A - OF.S From Node: Lake 8A
Group: BASS To Mode: WNTLAND X-7
Flow: Both Count: 1
Type: Vertical: Fread Geometry: Trapezoidal
Bottom.Nidth(ft): 5.00
Left Side Slope(h/v): 1.00
Right side Slope(h/v): 1.00
Invert (ft): 27.000
Control Slevation(ft): 27.000
Struct Opening Dim(ft): 9999.00
TABLE
Bottom Clip(ft): 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
Namie:
LAKE 6B - OFS
-
From Node.
----------------------------------
Lake 88
Group:
BASS
To Node:
WBTLKkW X-7
Float:
Both
Count:
1
Type:
Vertical: Fread
Geometry:
Trapezoidal
Bottom Width(ft): 5.00
Left Side Slope(h/v): 1.00
Right Side Slope(h/v): 1.00
Invert (ft) : 26.500
control Klevation(ft): 26.500
StWuct OpeYxlug Dim:(fet) : 9999.00
TABLE
Bottom Clip (ft h 0.000
Top Clip(ft): 0.000
Weir Discharge Coef: 3.200
Orifice Discharge Coef: 0.600
mossssssssssssasssssassssszssassxxsxsxasasssrsss:mosssssasacsssszsssssssssssssssassasaassss
sssa Hydrology Simulations assassaxxaxssassaaaaaxszxxsxxassassssszssssszsrxayrsssssxssss
s ssssxsasssssssasssssassssssssssssssssssssaszxssssassssassssssss=sssasssssxssazassssasssass
Name: 001-Yr-post
Thomas a Hutton Engineering Co.
Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Teftoloagic% Inc. Page 14 of Is

Savannah bakes Phase 3
Post Development Input
All Input
Filename: N:\18660\dsgn\Stormwater\Model\001-Yr-post:R32.
override Defaults: Yes
Storm Duration(hre): 24.00
Rain€all. File: Scsiii
Rainfall Amount(in). 3.20
Time(hrs) Print Inc(min)
10.000 15.00
15.000 10.00
24.000 15.00
---------
Name: 010-Yr-post
Filename: N:\18660\dsgn\Stormwater\Model\010-Yr-post.R32
Override.Defaults: Yes
Storm Duration(hre): 24.00
Rainfall File: Sceiii
Rainfall Amount(in): 6.80
`ime(nrs) Print Inc(min)
10.. 000 15.00
15.000 10.00
24.000 15.00
-- Name: 025-Yr-post
Filename: K:\18660\dsgn\Stoz:maater\Model\025-Yr-post.R32
Override Defaults: Yes.
storm Duration(hrs): 2.4.00
Rainfall File: scsiii
Rainfall Amount(in): 8.30
Time(hre) Print Inc(min)
10..000 15..00
15.000 10.00
24.000 15,00
- - Name: 100-Yr-post
Filename: N:\18680\dsgn\stornwatzr\Nodcl\lOo=Yr-post.R33
Override Defaults: Yes
Storm Duration(hre): 24.00
Rainfall File: Scsiii
Rainfall Amount(in): 10.00
Time (hrs) Print Inc (miry)
10.000 '15.00
Thomas & Hutton Bugineering Co.
interconnected Channel and Fond Routing Model (ICPR) 02002 Streamline Tedmologies,.lnc. page 15 of is..

r
Savannah Lakes Phase 3
Post Development Input
Al Input
15.000 10.00
24.000 15.00
o C = x a'= won=Cax xxa.aMsWax .=xa'ar a.==Wsaar=saa
=a Routing Simulations j=a=xxxxaama�=_:xx=mxaaa.s::aexsasao=as==ex �a�_sx-xsasa=x::aa:xaas
ss=�_�saiaxaasaaaasxaa xxa�;=aa=a-nssxxsxses�sxsssasaasaaarxxs aa e,a ssaawpxsi.esxxaxxsasa=are�x--aa
Name:. 001-Yr-post Hydrology Sim: 001-Yr-post
Filename: N:\29660\dsgn\Stsrmwater\Model\0o.1-Yr-post_.132
$xecute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hre): 0.000
Min Calc Time(sec): 0.5000
Boundary Stages:
Time(hrs)
Print Inc(min)
10.000
15.000
15.000
10.000
24.000
15.000
Group Run
BASE Yes
Patch: No
Delta Z Factor: 0.60500
End Time(hrs) 24.00
Max Calc Time(sec): 60.0000
Boundary Flows:
-- - --------------------
Name: 010-Yr-post hydrology Sim: 010-Yr-post
Filename: N:\19660\dsgn\Stormwater\Model\010-Yr-post.I32
Execute: Yes Restart:. No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(Sec): 0.5000
Boundary Stages:
Time (hrs)
Print Inc (min)
10.000
15.000
15.000
10.000
24.000
15.000
Group Run
Patch: No
Delta Z Factor: 0.0050.0
End Time(hrs): 24.00
Max Cale Time(seo): 60,0000
Boundary Flows:
Thomas & Hutton Engineering Co.
intmonneeted Channel and .Pond Routing Model QCPR) C2002 5tmaniline Technologies, Inc. Page 16 of is

I
I
Savannah Lakes Phase 3
Post Development Input
All Input
BASE
Yes
- Hydrology Sim. 02S-Yr-post---------- ------------------
Name: 025-Yr-postFilename:.N:\16"0\dsgn\Sto=water\Model\025-Yr-post.I32
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimizer: 10.000
Start Time(hrs): 0.000
Min Cale Time(sec)t 0.5000
Boundary Stages:
Time(hrs)
Print Inc(min)
10.000
'^R _
15.000
15.000
1.0.000
24.000
15.000
Group Run
BASE Yes
Patch: No
Delta Z Factor, 0.00500
End Time(hrs): 24.00
Max Cale Time(sec): 60.0000
Boundary Flows:
--- -------------------------
Name: 100-Yr-post Hydrology Sim: 100-Yr-post
Filename: Xz\18860\dogn\Stormwater\Model\loo-Yr-post.132
Execute: Yes Restart: No
Alternative: No
Max Delta Z(ft): 1.00
Time Step Optimiser: 10.000
Start Time(hrs): 0.000
Min Cale Time(sec): 0.5000
Boundary Stages:
Time(hrs)
Print Inc(min)
10.000
15.000
15.000
10.000
24.000
15.000
Group Run
BASE Yes
Patch: No
Delta Z Factor: 0.00500
End Time(hrs): 24.00
Max Cale Time(sec): 60.0000
Boundary Flows:
Thomas & Hutton Engineering Co.
[ntaconnectad Channel and Pond Routing Model (ICPR) 02002 Sveainilne Tedmologle% Inc. Page 17 of )g

Savannah Lakes Phase 3
Post Development Input
All input
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as=r. Boundary Conditions s:risesaa.ep�zatsssasasa:s=sawsssa:i*srr:acsssaz:iaaa:sss:sa:sssasQaa
=ass=as:.esaazsaassastEaas:.vca=o==aaaazassszssssssasasassaasszasz=ssasisssssmawasaa:wz:as=s
Thomas & Nutton Engimmering Co.
Interconnected Channel and Pond R:outhig. Model (ICPR) 02002 SUumline Technologies, be. Pop l8 of 18

Section 8
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S�#ot� 11
HOLCdoddiM

Savannah Lakes Phase 3A, 38
25-Year Storm
Thomas S Hutton Engineering Co.
Stonnwater Piping and Inlet Design Considerations
Date: 6/29/2006
By: JCN
Job Edo.: 18660.00
Last Printed: 12/12/2007
CaiculsII6®ras
usW input
INLET CALCULAT13NS
A
DRAIN.
DRAIN.
I]RA(Iv.
Tc
INLET
C
INLET
l
INLET
'
n
��
l
�'
Qc
S
Dm
V
L
hf
Ke
hm
FROM
TO
INLET TOTAL
PATH
PATH
PATH
TIME OF RUNOFF
RAINFALL
INLET
MANNING'S
TIME OF
RAINFALL RUNOFF ',CUMULATIVE
- PIPE
MA%N(NG'S A, ANNIN&S, MANNING'S SEGMENT
FRAME
MINOR
POND
MAX.
INLET ..FREE
0ONDING.
BOARD
INLET
INLET
AREA
AREA
DIST.
VEL I
TIME.
CONC.
COEFF.
INTENSITY DISCHARGE
COEFF-
CONC.
INTENSITY
COEFF.
` DISCHARGE
SLOPE
1XI-190
Size
VELOCITY
LENGTH
.TRA1v5
TIME
ELEV
.0RICTiON
•: LOSSES
TOTAL
LOSSES
STAGE -
ELEV
(AC)
(AC)
(FT)
(FT/SEC)
!M!N)
(MIN)
(IN/HR)
(CFS)
�
(MIN)
(IN.IHR.)
(CFS) `
(4fr)
QA()
!EN)
(Ftfi%C)
(FT)
(MIN)
(FT)
{FT)
(FT)
ELEV (FT} �
(F!�
(FT)
133
132
0,07
0.87
150
0.30
8,33
15,00
0.50
6.24
2,7
0.013 q
15.00
6.24
0.50
2.7
0.48%
13
15
2.21
21
0.16
27,50
0.0369
0.50
0.0380
2&85
27.39
0.11
132
LAKE 6
055
1.42
150
0.30 I
8,33
15-00
0,50
6.24
1.7
0.013 I
15.16
6.23
0,60
4.4
0.51%
15
15
3-60
78
0.3E
27.50
0.3640
0.50
0.140$
26.85
27.31
0.19
'FS8
137
0.47
OA7
150
0.30
8.33
15.00
0.50
6.24
1.5
0-013
15.00
624
0.50
1.5
0A8%
10
15
1.20
21
0.29
29,80
0.0108
0.50
0,0111
26,86
27.37
2.43
137
136
0.17
0.84
150
0.30
8.33
15.00
0.50
6.24
0.5
0.013
15.29
6.22
0.50
3.0
0-499b
12
i8
1.13
24
0.3:i
29,80
0.0086
0.50
O.i7a138
26785
27.35
1.43
138
139
0.08
0.70
150
0.30
8.33
15.00
0.50
6.24
0.2
0 �13
15.65
5.19
0.50
2.2
0.6v'Yo
.i i
1$
123
229
3.11
29.70
0.0970
0.50
0.0117
26:85
27.10
2.80
131
130
0.91
1.61
150
0.30
8.33
15.00
0.50
6.24
2.8
0.013
18-77
5-93
0.50
4.8
1.47%
13
i8
2.70
136
0.84
27.80
0.2798
D.50
0.0567
26.85
27.33
0.47
130
129
0,73
2.34
150
0.30
8.33
15.00
0.50
6.24
2.3
0.013
1941
5.86
0.50
6.9 1
0.63'"0
17
2+L
2.18
63
0.48
27.50
0.0576
0.50
0.037Q
26:85
26.99
0.51
129
LAKE 6
0.46
2.80
150
0.30
11
8.33
15.00
0.50
6.24
1 A
0,013
20.09
5.82
0.50
8.1
0.97°'a
17 i
30
1.66
62
0.62
27.50
0.0244
0.50
0.0214
26.85
26.90
0.60
135
LAKE 3A
0.99
0.99
150
0.30
&33
15.00
0.50
6.24
3.1
0.013
15.00
6.24
0.60
3.1
0.67%1
13
1.5
2.52
148
0.98
31.60
0.3371
0.50
0.0492
30.50
30.89
0.71
Date: 12/12/2007
File: N:1186601dsgnlStormwater118660 - HGL PHASE 3A-3B.XLS
Sheet: 25-YEAR STORM
Page: 1 of 1

4Dt
PHASE 1 �A
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-
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7
POST -DEVELOPMENT DRAINAGE
INDIVIDUAL BASIN EXHIBIT
!' I FOR
SAVANNAH LAKES
I PHASE 3A & 3B
I (THE MEADOWLANDS)
} J /
--� PREPARED FOR
r % CENTEX HOMES
2060 CORPORATE CENTER DRIVE
MYRTLE BEACH, SOUTH CAROLINA 29577
[phone]
JUNE K 2006
i
I
R
THOMAS Ik HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
MYRTLE BEACH, SC 29577 [phone]
GRAPEX SCALE
er veer )
1 huh . W e.

Savannah Lakes Phase 3C
25-Year Storm
Thomas & Hutton Engineering Co.
Stormwater Piping and inlet Design Considerations
Date: 7/912007
By: JCN/JOM
Job No.: 18660.00
Last Printed: 1211212007
CaicuWons
User
Input
INLET CALCULATIONS
FROM
TO
INLET
DRAIN.
DRAIN.
DRAIN.
Tc
C
I
Qi
n
Tc
I
C
Qc
V
MANNINGS
D"m
FRAME
L
S
PIPE
hf
Ke
hm .
POND
INLET FREE -
PONDING . . "BOARD
ELEV
INLET
INLET
INLET
TOTAL
PATH
PATH
PATH
TIMEOF
RUNOFF
RAINFALL
INLET
MANNING'S,
TIMEOF
RAINFALL
RUNOFF
CUMULATIVE
MANNING'S
MAN(VING:'S
SEGMENT
TRANS
FRICTION
TOTAL
0.50
MINOR
MAX
LOSSES
STAGE
INLET
108
INLET
AREA
AREA
DIST.
VEL.
TIME
CONC.
COEFF
INTENSITY
DISCHARGE
COEFF.
0.013
CONC.
INTENSITY
COEFF.
050
DISCHARGE-
VELOCITY
Dtheo.
tIZE
ELEV
LENGTH
SLOPE
':TIME:
LOSSES
(AC)
0.80
(AC)
0.80
(FT)
150
(FTISEC}
0.30
(MII�1}
8.33
(MIN)
15.00
0.50
(IN/HR)
624
(CFS}
24
(MIN)
15.00
(INJHR.j
6-24
f•C S)
2.5
(FT/SEC)
2.03
(IN)
13
(IN)
i5
(FT)
29.92
(FT)
21
(%j
0,48%
(MIN)
0.17
(FT)
0.0312
(FT)
0.0321
ELEV. (FT)
27.22
(FT)
27.28
(FT}'"
2.64
705
103
102
0.73
0.73
150
0.30
8.33
15.00
0.50
6.24
2,3
0.013
15.00
6.24
0.50
2.3
1.86
12
15
2942
21
0-48%
0,19
0.0260
0.50
0.0267
27.11
27.17
215
123
0,58
D-58
150
0.30
8.33
15.00
0.50
6.24
1-8
1.0
0.013
- 0.013
15.00
15.OD
6.24
6-?A
0.50
0.50
1.8
1.0
IA8
0.84
11
9
15
15
28.35
27.eB
21
21
0.48%
0,48%
0.24
0-42
0.0164
0.0053
0.50
0.50
0.0169
0.0055
27.18
27.21
2721
27.22
1.14
0.76
122
121
120
0.33
0.33
150
0.30
8.33
15.00
0.50
6.24
15.00
15.25
624
622
0.50
0.50
1.7
3.4
1.40
1.94
-_
11
15
15
18
28.03
2803
21
143
0.48%
0,3596
0.25
1.23
0.0148
0,1510
_
0.50
0.50
0.0152
0.0291
2723
27.24
27.45
27-42
0.58
0.61
119
118
118
117
0.55
n.55
0.55
1.10
150
150
0.30
0.30
8.33
9.33
15.00
16.00
0.50
0.50
6.24
6.24
1.7
1.7
0.013
0-013
ill
110
0.36
0.36
150
0.30
5.33
15.00
0.50
6.24
1 A
0.013
15.0D
6.24
0.50
1.1
0.92
9
15
29.00
172
0.48%
3.13
0,0518
0.50
0.0065
27.26
27.69
1,31
113
112
112
110
0.65
0.65
0.65
1.30
150
150
0.30
0.30
8.33
&33
15.00
15.00
0.50
0.50
6.24
6.24
2.0
2.0
0.013
0.013
15.00
15.21
6.24
6.22
0.50
0.50
2.0
4.0
1.65
2.29
12
16
15
18
29.46
29.46
21
151
0.489G
0.35%
0.?i
1.10
0.020fi
0.2230
0.50
0,50
0.4212
0.0407
27.25
27.26
27.90
2T.90
1.52
1.56
1I0
109
108
109
108
107
0.36
0.23
0,40
2.02
2,26
2.65
150
150
150
0.30
0.30
0.30
9,33
8.33
8.33
15.00
15.00
15.00
0.50
0.50
0.50
6.24
6.24
6.24
1.1
0.7
"
0.013
0,013
0.013
16.31
17-24
17,41
613
6.05
6.04
0.50
0.50
0.50
6.2
6.8
8.0
1.97
2.17
1.63
20
20
16
_24
F 24�
30
29.50
29.09
29,09
110
21
85
0.25%
0.25%
1.46%
0.93
0.16
0.87
0.0821
0.0i90
O.0322
0.50
0.50I.
0.50
OA302
0.0365
0..0206
27-2B
2726
2726
27.64
27.52
27.47 _
1.86
1.57
1.62
116
114
114
107
0.40
0.61
0.40
1.01
150
15fl
0.30
0.30
8.33
8.33
15.00
15.00
0.50
0.50
6.24
fi.24
1.2
1.9
0.013
0.013
15.00
15.3d
6.24
6.21
0.50
0.50
1.2
3.1
1.02
1.78
10
14
15
18
28.42
28,42
21
122
0.48%
0.35%
1.141084E
0.34JjO.
.0078
0.50
0.50
0,0080
0.0245
2726
27.26
27.56
27.55
0.86
0A7
107
j LAKE p
j 0.00
y 3.66
1 150
1 0N0
8 V3
'.5.00
0.50
_._ .
24
I 0 n
n.nig
16.49
6.12
0.50
112
228
25
�J 30
xw
154
0.20%
1.12
0.1145
0.50
0.0405
2T.26
27.41
2.67
File: N:%186601dsgn1St0rmwateA18660 - HGL PHASE 3C.XLS
Date: 12/12/2007 Sheet: 25-YEAR STORM
Page: 1 of 1

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POST —DEVELOPMENT DAINAGE
NA` BASIN EXHIBIT
FOR
SAVANNAH LAKES
PHASE 3C
(THE MEADOWLANDS)
PREPARED FOR
CENTEX HOMES
2050 CORPORATE CENTER DRIVE
MYRTLE BEACH, SOUTH CAROLINA 28677
[phone]
JULY 80. 2007
a
I
THOMAS 81 HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
MYRTLE BEACH, SC 29577 [phone]
GRAPHIC SCALE
eI w
(a1aT1

Savannah Lakes Phase 3
at The Meadow Lands
I Design for Water Ouality Control (POND 8A)
Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)?
Drainage Area =
Impervious area =
% Impervious
8.05
2.92
30%
36.3%
40%
ac. _ . 6.& sq. ft.
ac. 2? 3. : sq. ft.
12».
2.66 (90% TSS Removal)
Determine average permanent pool depth (or select depth for comparison purposes).
Temporary Pool Elev: 25.81 ft.
Permanent Pool Elev: 25; ft.
Bottom of Pond Elev: U U. ft. Start volume talcs at 16.0
Design Permanent Pool Depth: 9.0 ft.
Average Permanent Pool Depth: 4.87 ft. Must be between 3.0 and 7.5
Permanent pool surface arm as a percentage of the drainage area: 2.66 %
Determine the required surface area of the permanent pool.
Required Permanent pool surface area (AC):
0.21 ac
Required Permanent pool surface area (SF):
1 9,3251 sq. ft.
Provided Permanent Pool surface area (SF)
-;_ . ._..:.. : sq. ft.
SA/DA ratio
Determine the 1.5" design runoff treatment volume to be controlled from the 1-year 24-hour storm.
Rv-0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv): 0.38 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1.5" storm:
0.38 ac. ft.
Required Temporary Pool Volume:
16,553 1 cu. ft.
Weir required to drawdown the 1.5" treatment volume from the 1-year 24-hour storm.
V
Temporary Pool Volume
16,553
cu. ft.
Depth of Pond (P)
9.0
ft.
Temporary Pool Depth
0.81
ft. (Temporary PV / Provided Permanent Pool SA)
Minimum Drawdown time
2
days
Maximum Drawdown time
S
days
Q Required
0.0958
efs Minimum Weir Hight in Inches = 10
Required Weir Width in Inches = 2.0
=3.27+0.04 Ir0.2 H'-5
Weir Length (ft.)
Weir Height (ft.)
H (ft.)
Qo(cfs)
Dradwadsown
Check
h
0.809
0.270
0.0211
9.1
Too Slow
0 167
0.809
0.270
0.0518
3.7
OK
.:
0.809
0.270
0.1129
1.7
Too Fast
N:\18660\dsgn\Stormwater\R•.aport\DENR Stormwater Quality 1.5-inch 12-5-07.xis 1/8/2008

Savannah Lakes Phase 3
at The Meadow Lands
Design for Water Quality Control (POND 8A)
POND #8A
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV.
AREA ft�
fN INCR. VOLUME
CUM. VOLUME ft'
17,0,
850i ,
493
493
77
1,835' .;
1,242
1,735
19 0 ,
2,492-
2,064
3,799
20,.0.
3 22;
2,957
6,756
21 O
4 4 a " ;
3,922
10,676
. 22.0
496,4,959
15,637
23:D-
6641
6,069
21,706
24'0 ;
�-���."
7,250
28,956
9,325
8,592
37,548
2. PROVIDED POND INFORMATION TABLE (POND 8A)
ELEV.
AREA ft'
INCR. VOLUME ft'
CUM. VOLUME ft'
16
3,758
0
D ,
17.0
51565
4,712
4,712
=" 18.0
$976
6,321
11,032
19.0
8,393
7 685
18,717
20 0
9,907
9,150
27,867
21,0
11,518
10,713
38,579
22.0
13,212
12,365
50,944
23.0
14 987
_
14,100
65,044
24.0
16,845
15,916
80,960
26.0
20,455
18,650
99,610
25.81
1 22 980
17,574
1 117,184
Required Temporary Pool Volume to Control the First 1.5" = 16,553 ft-
Provided Temporary Pool Volume to Control the First 1.5" in Pond #8A = 18,650 ft-
Additional Storage Volume Provided (Pond 8A only) = 2,097 ft' OK
Required Surface Area of the: Permanent Pool = 9,325 111:2
Provided Surface Area of the Permanet Pool = 20,455 ft2
Additional Surface Area Provided = 11,130 ft2 JOK
3. FOREBAY INFORMATION TABLE (FOREBAY 1: Pond 8A)
ELEV.
AREA ftZ
INCR. VOLUME ft'
CUM. VOLUME W
16O5'`
0
1i ¢.74
840
840
1,125
1,965
19.0
A1,011,443
3,407
20.0.
1968: '.
1,789
5,196
24tl,:
2;353
2,161
7,357
2,.T.62.::
2,557
9,914
2.301;7-
3;19B
2,979
12,893
240,
U56.
3,426
16,319
2fi.0..
4r
4,023
20,342
Required Design Forebay Volume (20%' Provided Vol.) = 19,922 ft'
Total Provided Forebay Volume = 20,342 ft-
Actual % of Permanent Pool = 20% 18%-22%
N:\186601dsgnlStormwater\RBport1DENR Stormwater Quality 1.5-inch 12-5-07,x1s 1/8/2008

Permit
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plai 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.
SWR = STORMWATER REPORT SDP= SITE DEVELOPMENT PLANS AWTP=: ATTACHED WITH THIS PACKAGE
Initials
Page/ Plan Sheet No.
1. Plans (1" - 50' or larger) of the entire site shcwing:
SDP 6-13
- Design at ultimate build -out
_ rN
SWR Section 3
- Off -site drainage (if applicable)
_M
SWR Section 3
- Delineated drainage basins (include Rational C: coefficient per basin)
�LrN
_
SWR Section 3
- Basin dimensions
1rN
SDP 5.4-5131
- Pretreatment system
�frN
N/A
High flow bypass system
X/V
SDP 6-13
- Maintenance access
XN
_
SDP 6-13
- Recorded drainage easement and public right of way (ROW)
XN
SDP 6-13, 25
- Overflow device
_CN
SDP 6-13
- Boundaries of drainage easement
2. Partial plan (1" = 30' or larger) and details foi the wet detention basin showing:
SDP 25
- Outlet structure with trash rack or similar
SDP 6-13
- Maintenance access
XN
SWR Section 3
- Permanent pool dimensions
XN
SDP 6-13, SWR Section 3, SDP 25
- Forebay and main pond with hardened emergency spillway
XN
SDP 24A
- Basin cross-section
XN
_
SDP 24A
- Vegetation specification for planting shelf
. LrN
N/A
- Filter strip
3. Section view of the dry detenfon basin (1" = 20' or larger) showing:
X/V
SDP 24A
- Side slopes, 3:1 or lower
XAI
SDP 24A
- Pretreatment and treatment areas
XN
SDP 23-25
- Inlet and Outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is
.KN
SDP 5A-5D, 25
specified on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and
XN
SWR Section 10-11
for forebay, to verify volume provided.
6. An assurance that the installed system will meet design specifications upon initial operation once
XN
_ SDP 3
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
. W
SDP 5A-51)
until the entire drainage area is stabilized.
_M
SWR Section 10-11
8. The supporting calculations.
. Ly
_
_ AWPT
9. A copy of the signed and notarb:ed inspection and maintenance (I&M) agreement.
. Ly
AWPT
10. A copy of the deed restriction.
Form SW401-Wet Detention Basin-Rev.3 Part III. Required Items Checklist, Page 1 of 1

Permit
(to be provided by DWQ)
TAW
HtZ'? 4
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 /it) must be printed, filled out and submitted along with all of the required information.
�i PRO.IECT ! AMATIt]N
Project name
Savannah Lakes Phase 3
Contact person
David C. Gantt, P.E.
Phone number
843-839-3545
Date
1/7/2008
Drainage area number
Lake 8A
D1 SIGN IN GRMATit7N
Site Characteristics
Drainage area
350,658
{
Impervious area
127,369
ft2
% impervious
36.32285589
%
Design rainfall depth
1.5
in
Storage Volume: Non -SR Waters
Minimum volume required
16,553
ft3
Volume provided
18,650
ft3
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
ft3
Minimum volume required
ft3
Volume provided
ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required?
Y
(Y or N)
1-yr, 24-hr rainfall depth
3.7
in
Rational C, pre -development
0.2
(unitiess)
Rational C, post -development
0.5
(unifiess)
Rainfall intensity: 1-yr, 24-hr storm
0.2
irfhr
Pre -development 1-yr, 24-hr peak flmu
13.1
ft3/sec
Post -development 1-yr, 24-hr peak flow
12.6
ft3/sec
Pre/Post 1-yr, 24-ir peak flow control
-0.5
ft /sec
Basin Elevations
Basin bottom elevation
15.00
ft
Sediment cleanout elevation
16.00
ft
Bottom of shelf elevation
24.50
ft
Permanent pool elevation
25.00
ft
Top of shelf elevation
25.50
ft
Temporary pool elevation
25.81
ft
Volume and Surface Area Calculations
SAIDA ratio
2.60
(unitless)
Surface area at the bottom of shelf
15698.00
ft�
Volume at the bottom of shelf
89759.00
ft3
Permanent pool, surface area required
9,325
ft,
Permanent pool, surface area provided
20,455
ft2
Permanent pool volume
99,610
ft3
Average depth for SAIDA tables
4.869714006
ft
Surface area at the top of shelf
22232
ftz
Volume at the top of shelf
110132
ft3
Forebay volume
20,342
ft3
Forebay % of permanent pool volume
20
%
Temporary pool, surface area provided
22,980
ft2
Form SW401-Wet Detention Basln-Rev.3 Parts I. & H. Design Summary, Page 1 of 2

Permit
(to be provided by DW()
(I. DESIGN INFORMATION
Drawdown Calculations
Treatment volume drawdown time
3.7
days OK
Treatment volume discharge rate
0.05
ft3/s
Pre -development 1-yr, 24-hr discharge
13.09
ff3/s OK
Post -development 1-yr, 24-hr discharge
12.66
ft3/8 OK
Additional Information
Diameter of orifice
2.00'
in
Design TSS remcval
90
%
Basin side slopes
3
:1
OK
Vegetated shelf slope
10
:1
OK
Vegetated shelf width
10
ft
OK
Length of flowpath to width ratio
3
:1
OK
Length to width ratio
1.97
:1
OK
Trash rack for overflow &'orifice?
Y
(Y or N)
OK
Freeboard provided
3.19
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
Capures all runoff at ultimate build -art?
Y
(Y or N)
OK
Drain mechanism for maintenance or emergencies
RipRap Overflow Ouffalls
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 2

Savannah Lakes Phase 3
at The Meadow Lands
I Desil?n for Water Oualitv Control (POND 8B) I
—` Determine percent impervious cover of the drainage area.
Is a Vegetated Filter Required (Yes or No)?
— Drainage Area = 6.95 ac. t); sq. ft.
Impervious area = 3.12 ac. 1:8 97 . sq. ft.
% Impervious 40% • .A,Q("I
44.9% 4.49 (90% TSS Removal)
50% 5.04
Determine average permanent pool depth (or select depth for comparison purposes).
Temporary Pool Elev: 25.99 ft.
Permanent Pool Elev: 25.0 ft.
Bottom of Pond Elev: 16 0 ft. Start Plume calcs at 17.0 ft
Design Permanent Pool Depth: 8.0 ft.
Average Permanent Pool Depth: 3.50 ft. Must be between 3.0 and 7.5
Permanent pool surface area as a percentage of the drainage area: 4 5 %
Determine the required surface area of the permanent pool.
Required Permanent pool surface area (AC):
0.31 ac
Required Permanent pool surface area (SF):
13 597 sq. ft.
Provided Permanent Pool surface area (SF)
A ; sq. ft.
SA/DA ratio
: 4;
Determine the 1.5" design runoff treatment volume to be controlled from the 1-year 24-hoar
storm.
Rv=0.05+0.009(I)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
I = Percent Impervious = Drainage area (acres) / Impervious portion of the drainage area (acres)
Runoff Volume (Rv): 0.45 in./in.
Volume=(Design rainfall) (Rv) (Drainage Area)
Volume to be controlled from the 1.5" storm:
039 ac. ft.
Required Temporary Pool Volume:
1 16,9881 cu. ft.
Weir required to dra,vdown the 1.5" treatment volume from the 1-year 24-hour storm.
Temporary Pool Volume
16,988
cu. ft.
Depth of Pond (P)
8.0
ft.
Temporary Pool Depth
0.99
ft. (Temporary PV / Provided Permanent Pool SA)
Minimum Drawdown time
days
Maximum Drawdown time
days
Q Required
0.0983
cfs Minimum Weir Hight in Inches = 12
Required Weir Width in Inches = 2.0
Q=3.27+0.04(H/P)(L-0.21FOH's
Dradwadsown
Weir Length (ft.)
Weir Height (ft.)
H (ft.)
Q (cfs)
Check
^0.
t00
0.986
0.329
0.0211
9.3
Too Slow
0.161
0.986
0.329
0.0624
3.2
OK
P- -0300
0.986
0.329
0.1447
1.4
Too Fast
N:1186601dsgnlStormwaterlReportIDENR Stormwater Quality 1.5-inch 12-5-07.xis 1/8/2008

Savannah Lakes Phase 3
at The Meadow Lands
C Design for Water Quality Control (POND 8B)
POND #8B
1. REQUIRED 3:1 RATIO POND INFORMATION TABLE
ELEV.
AREA ft2
INCR. VOLUME ft'
CUM. VOLUME ft'
17
2;
0
48,0
' 3,907. ' :
3,461
3,461
F9 0
5;1.39 .. `
4,568
8,029
20.0 -.
6,353.."
5,746
13,775
210:'
7.639 .'
6,996
20,771
22.0 `.:
8,997 ': '
8,318
29,089
234
1fl42a-
9,712
38,802
4,0
k'._=:
11,179
49,980
13,597
12,763
62,744
2. PROVIDED POND INFORMATION TABLE (POND 8B)
ELEV.
AREA ft2
INCR. VOLUME (ft')
CUM. VOLUME ft'
17
1 170
0:'
18.0
2,072
1,621
1,621
= 19.0
3,353
2,712
4,333
20.0...
5,117
4,235
8,568
21.0
7,034
6,076
14,644
22.0
9,038
8,036
22,679
23.0
11,124
10,081
_
32,760
": ; 24.0
13,291
12,208
44,968
?.5.0
17.224
15,257
60,225
25.99
20,836
18,770
78,996
Required Temporary Pool Volume to Control the First 1.5" = 16,988 ft'
Provided Temporary Pool Volume to Control the First 1.5" in Pond #8B = 18,770 ft'
Additional Storage Volume Provided (Pond 8B only) = 1,782 ft' 1OK
Required Surface Area of the Permanent Pool = 13,597 ft2
Provided Surface Area of the Permanet Pool = 17,224 ft2
Additional Surface Area Provided = 3,626 ft2 OK
3. FOREBAY INFORMATION TABLE (FOREBAY 1; Pond 8B)
ELEV.
AREA ft2
INCR. VOLUME ft'
CUM. VOLUME ft'
18
504
Ei:
,9.0
1 835
670
670
20.0
1196
11015
1,685
21.0
1.585
1,390
3,075
22.0
2,000
1,792
4,867
2,440
2,220
7,087
i
2,905
2,672
9759
3,703
3,304
13,063
Required Design Forebay Volume (20% " Provided Vol.) = 12,045 ft'
Total Provided Forebay Volume = 13,063 ft'
Actual % aT Permanent Pool = 21.7% 18%-22%
N:1186601dsgnlStormwaterlReport\DENR Stormwater Quality 1.5-inch 12-5-07.xis 1/8/2008

Permit No.
(to be provided by DWQ)
A
:� �¢ VWATggaG
s• � w}
_ ,
NCDENR
{"1 Y
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.
f. PR_O�FOI41Yf_A_TIUH_
Project name
Savannah Lakes PhEse 3�
Contact person
David C. Gantt, P.E.
Phone number
843-839-3545
Date
1/7/2008
Drainage area number
Lake 813
II. DESIGN INFORHIATION
Site Characteristics
Drainage area
302,742
ftz
Impervious area
135,972
ftz
% impervious
44.9134907
%
Design rainfall depth
1.5
in
Storage Volume: Non -SR Waters
Minimum volume required
16,988
ft3
Volume provided
18,770
ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
in
Pre -development 1-yr, 24-hr runoff
to
Post -development 1-yr, 24-hr runoff
ft3
Minimum volume required
1`0
Volume provided
ft3
Peak Flow Calculations
Is pre/post control of the 1-yr 24-hr peak flow required?
Y
(Y or N)
1-yr, 24-hr rainfall depth
3.7
in
Rational C, pre -development
0.2
(unitles:)
Rational C, post -development
0.5
(unitles: )
Rainfall intensity: 1-yr, 24-hr storm
0.2
in/hr
Pre -development 1-yr, 24-hr peak flow
13.1
ft3/sec
Post -development 1-yr, 24-hr peak flow
12.6
ft3/sec
Pre/Post 1-yr, 24-hr peak flow control
-0.5
ft3/sec
Basin Elevallons
Basin bottom elevation
16.00
ft
Sediment cleanout elevation
17.00
ft
Bottom of shelf elevation
24.50
ft
Permanent pool elevation
25.00
ft
Top of shelf elevation
25.50
ft
Temporary pool elevation
25.99
ft
Volume and Surface Area Calculations
SAIDA ratio
4.49
(unitiess)
Surface area at the bottom of shelf
14788.00
ftz
Volume at the bottom of shelf
51988.00
ft3
Permanent pool, surface area required
13.597
ftz
Permanent pool, surface area provided
17,224
ft2
Permanent pool volume
60,225
to
Average depth for SAIDA tables
3.496574547
ft
Surface area at the top of shelf
19041
ft
Volume at the top of shelf
68902
ft3
Forebay volume
13,063
ft3
Forebay % of permanent pool volume
22
%
Temporary pool, surface area provided
20,836
ftz
Form SW401-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 1 of 2

Permit
(to be provided by DWQ)
II. DESIGN INFORMATION — __—
- —
—•--- -� J_._ �_ �.- --
Drawdown Calculations
Treatment volume drawdown time
3.2
days OK
Treatment volume discharge rate
0.06
ft3/s
Pre -development 1-yr, 24-hr discharge
13.09
ft3/s OK
Post -development 1-yr, 24-hr discharge
12.66
ft3/s OK
Additional Infonnation
Diameter of odfics
2.00
in
Design TSS removal
90
%
Basin side slopes
3
:1
Vegetated shelf slope
10
:1
Vegetated shelf width
10
ft
Length of flowpath to width ratio
3
:1
Length to width ratio
7.73
:1
Trash rack for overflow & orifice?
Y
(Y or N
Freeboard provided
3.01
ft
Vegetated fll:er provided?
N
(Y or N)
Recorded drainage easement provided?
Y
(Y or N
Capures all runoff at ultimate build-oit?
Y
(Y or N)
Drain mechanism for maintenance or emergencies
RipRap Overflow O.dfalls
OK
OK
OK
OK
OK
OK
OK
Design must be based on 90% TSS removal
OK
OK
Form SW403-Wet Detention Basin-Rev.3 Parts I. & II. Design Summary, Page 2 of 2

Permit No._
(to be provided by DWQ)
[Ill. 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.
SWR = STORMWATER REPORT SDP= SITE DEVELOPMENT PLANS AWTP=. ATTACHED WITH THIS PACKAGE
Initials Page/ Plan Sheet No.
XN SDP 6-13
IM SWR Section 3
XN SWR Section 3
,.1'N SWR Section 3
X/V
SDP 5A-5D
_
XN
NIA
XN
SDP 6-13
XN
SDP 6-13
_
XN
SDP 6-13, 25
XN
SDP 6-13
X/V
SDP 25
XN
_
SDP 6-13
XN
SWR Section 3
XIV
SDP 6-13, SWR Section 3, SDP 25
XA1
SDP 24A
SDP 24A
XN
N/A
.,LAN
SDP 24A
XA1
SDP 24A
XN
SDP 23-25
X/V
SDP 5A-5D, 25
XN
SWR Section 10-11
XN
SDP 3
XN
SDP 5A-5D
X/V
SWR Section 10-11
X/V
_
AWPT
—LAN
AWPT
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out
- Off -site drainage (if applicable)
- Delineated drainage basins (include Rational C coefficient per basin)
- Basin dimensions
- Pretreatment system
- High flow bypass system
- Maintenance access
- Recorded drainage easement and public right of way (ROW)
Overflow device
Boundaries of drainage easement
2. Partial plan (1" = 30' or larger I 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 pleriting shelf
- 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
- Inlet and Outlet structures.
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.
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 we; detention basin will be protected from sediment
until the entire drainage area is :stabilized.
8. The supporting calculations.
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.3 Part III. Required Items Checklist, Page 1 of 1

S�Mdl lofts Phae 3
Elm 1,
TA17�ON AREW O1 pMECl��rioy arti EnaNa�n CErrrp�o{ PI■r� - A
1. FROMIM POND DWON&TON TAKE
ELEV.
AWAOM
IfrCR.110 CIE R
CUY6 VOUDAE M
MO
4=
=4
X*
23.0
7w
NO
a"
27.0
1.120
on
IX17
21LO
1,m9s
13P
3.174
DAWWWAmn 1.73so
Pao* d Tempwwy s m - - - Top vdnmm = %11424
PrTi immy Sent Tmp V knw = 3.174 V
AdditW VrWm* PKwkbd - 0010
B14A.�Oii /A SM 02 (fte I a mi EiastoCCOM !Me • ShM l)
1. PROVOW POW UM)N ATION TAILE
Ma.
ARFAM
INCR.
CLIAL VO uma
2"
10Q
0
o
274
393
200
230
2LO
WS
63d
016
20 0
1,042
m
ism
3"
tA93
M
2ps
DoWn nAMG O im ac
Ro**od Timpwwy Sedmant Trap Vi*mw = 2 U 1P
Pion Tomponry S9edbum Top 1#dnmo ■ Vlew1N
AddOwd g- m - 9 ylpm Raw m as ff
NHI-1-1-6—AftoUb 1 OFZ

DNS
SWMWrXWN OMM M (ftm MdMMY Chmkv and Enmftn C=IW Pin- Shod ig
1. PROVIDED POND INFORMATION TAW.
.
AREAM
iNM
CUM. VOLUME OM
A
V
0
0
28.0
M
145
146
21LA
351
2i7
422
3D.0
539
446
887
31A
75T
we
1.5iG .
Drakwgo Ales a 0.7740
Temp m" Sedmt Thep yes 1-' flp
IPmvkbd Twoponq Sod n4W Trap V kxm s 1151611'
AddWwdSWrapVbkwwftw6ftdw 120 IF
IPHAilM 1- WOU Nd IENTATION 9AM
1. IPFA MpED POND DfOR MATION TAKE
S AREA M INCK VOLUME I MAIL 1CUNE gCL
2&0 871 718 716
24.0 1.231 9os1 1.789
MONO) Ater - OA9 W
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THOMAS & HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
POST OFFICE BOX B000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX [phone]
January 10, 2008
Christine Nelson
Environmental Engineer
127 Cardinal Drive Ext.
Wilmington, North Carolina 28405-3845
Re: Request for Additional Information
Stormwater Project No. SW8051203MOD
Savannah Lakes at the Meadowlands, Phases 1-3
J-18660.303
Dear Ms. Nelson:
Tc address the comments faxed/emaiied on 1/3/08 of your review of the above -referenced
project, a point -by -point response is provided as follows:
I. The provided deed restrictions issued in October 2004 do not include the requirements
found in Section 11.12 of Stormwater Project Number SW8051203MOD issued November
7, 2006 Section H..13 of the permit requires a copy of the deed restrictions to be provided
within 30 days of recording the plat and prior to selling lots. A modification to this
permit cannot be issued until the required deed restrictions for the previously permitted
phases are recorded and provided.
a. A deed has been obtained that includes the same language as Section H.12 of
Stormwater Project Number SW8051203MOD. Sections provided are
Section I1.12b, II.12c, 11.12e, II.12f, and II.12h. A copy is attached per your
request.
2. The designer's certification required. in Section 119 of Stormwater Permit Number
SW8051203MOD issued November 7, 2006 for the stormwater system associated with
Phase 2 of the development has not been provided. Please provide the designer's
certification, for the ponds that have been built or in the process of being built for Phase
2. A modification to this permit cannot be issued until the required designer's
certification for the stormwater system has been provided.
a. A designer's certification letter is attached per your request.
R E C E V V E
JAN 1 1 2008
DWQ
NAI8660\Docs\Corresponderce\NCDENER-L-Nelson-Express Permit Comments (1-3-08).doc PROJ #I of 3
SAVANNAH, GEORGIA - CHARLESTON, SOUTH CAROLINA - WILMINGTON, NORTH CAROLINA-BRUNSWICK, GEORGIA

3. Please resubmit page 3 of the Wet Detention Basin Inspection & Maintenance
Agreements with the corrected depth at which sediment shall be removed from the
permanent pool and forebay. This depth should equal the difference between the
permanent pool elevation and the sediment removal elevation.
a. Page 3 of the Wet Detention Basin Form has been updated. As requested, the
sediment removal depth has been changed from an elevation to a physical
depth measured from the permanent pool elevation to the sediment removal
elevation. This is revised for Lake 8A and Lake 8B.
4. Provide the seasonal high water table (SHWT) at each pond location. The SHWT must
be at or below the proposed permanent pool elevation in order to maintain the state
required storage volume. If the temporary pool is taken up by the SHWT, there is no
place to store the required runoff. If the SHWT is above the permanent pool, a liner for
the pond must be provided or the temporary storage elevation must be raised to ensure
sufficient storage will be available and supporting documentation must be provided.
Generally, a soils report for all engineered systems is required to estimate the SHWT
elevation at each proposed BMP location. The SHWT elevation must also be identified on
the pond detail sheet.
a. As requested, the SHWT has been estimated by a geotechnical engineer and
is evident in the geotech's letter that is attached. In the letter it is estimated
that the SHWT is below the permanent pool elevation for Lake 8A and Lake
8B. The SHWT is being reflected as estimates on the Site Development plans
Sheet 24A.
5. The average head used to calculate the discharge and drawdown from the pond should
be should be calculated based on Section 3.5.2 of the 2007 BMP manual. The September
28, 2007 version of the RMP Manual changed the average head equation from 11/2 to
H/3.
a. The design for Water Quality Control for Lake 8A and Lake 8B now uses
H/3 for the weir calculations, instead of H/2. This change does not affect the
design of Lake 8A and Lake 8B as the weir dimensions remain the same and
the drawdown time remains within the required 2-5 day period. However,
the drawdown time and treatment discharge rate changes are reflected on
the Wet Detention Basin Supplement Page 2 for both Lakes 8A and 8B, and
is also reflected in our calculations.
6. Please submit a $500 fee for the additional review required for this application.
a. The fee has been included per your request.
DECEIVED
JAN 1 1 2008
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7. Please note that due to this project being reviewed in the Express Stormwater Permitting
program, only two requests for additional information are permitted. If these issues
cannot be resolved in the designated timeframe, the project will be returned.
a. Understood.
If all comments have been sufficiently addressed, we are respectfully requesting approval.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
//A jl ' ;a
Nickey Lewis, E.I.T.
D E C E I V E D
JAN 1 1 2008
DWQ
PROJ #
NAI8660\Docs\Correspondence\NCDENER-L-Neison-Express Permit Comments (1-3-08).doc 3 of 3

THOMAS & HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX [phone]
January 10, 2008
Ms. Christine Nelson
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Savannah Lakes at The Meadowlands — Phase 3
Stormwater Management Application Revisions
3-18660.303
Dear Ms. Nelson:
JAN
o n'51
On behalf of Centex, we are pleased to submit the Stormwater Management Application for the
referenced project. T he following items are attached for your review:
Cover Letter and copy of comments
•Three (3) sets Construction Plans - revised
.Two (2) copies of the Stormwater Report - revised
oOne (1) copy of each recorded Declaration of Covenants
*One (1) copy Wet Detention Basin Supplement Form (Basins 8A & 8B) a revised
*One (1) copy Wet Detention Basin Inspection and Maintenance agreement (Basins 8A and 8B)
-revised
eOne (1) Designer's Certification for Phase 2
• Check in the amount of $500.00 for Review fee
*One (1) copy of the WPC Report (10/13/04) and 1/8/08 Seasonal High Water Table Letter
Please review the application, and if everything is in order, we respectfully request NCDENR approval
of the application. We appreciate your assistance with this project. Please call if you have any
questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
Davt& (�a*ttt
David Gantt, P.E.
5Wq or� 1a03 imp
E C E I V E
D
JAN 1 1 2008
DWQ
PROJ #
N:\18660\Docs\Applications\DENER Stormwater Revisions 10-3-07\Revised to High Density\NCDENR-Nelson-L- PH3
submittal revisions 1-10-08.doc
SAVANNAH, GEORGIA-CHARLESTON. SOUTH CAROLINA - WILMINGTON, NORTH CAROLINA-BRUNSWICK, GEORGIA

CHECK NO: 070159 PAYEE:NCDENR VENDOR NO: 027218 DATE: 01/07/08
@SAFEGUARD- CMENT)MOC LITHO USA
CONT-EX KOKES Ns. 070159 IM-1279
KYRTLE BEACH 611
2050 CattPORAtE CETHE DRIVE DATEJan. 07, 2008
SL)47E 200 .
MYRTLE BEA04. Sc 29577
$500.00
Five. ROVE 'red Do -a -d 22 C A, rs m
�.
Bank of America N.A. Ationta,Dekalb Cty CHECKS GREATER THAN $15,000 00
MAY NOT BE SIGNED BY FACSIMILE
PAY TOT "E NfD
7
G-R-SER OF . atdinal Dr Ext
Wilmington, Nt 28405
Scjp`ICTRrZEU-SMNATURE
?0 1

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
January 3, 2008
Mr. Ken Balogh, Divsion President
Centex Homes
2050 Corporate Center Drive, Suite 200
Myrtle Beach, SC 29577
Subject: Request for Additional Information
Stormwater Project No. SW8 051203MOD
Savannah Lakes at the Meadowland, Phases 1-3
Brunswick County
Dear Mr: Balogh:
The Wilmington Regional Office received a State Stormwater Management Permit Application
for Savannah Lakes at the Meadowlands, Phases 1-3 on November 20, 2007. A review of that
information has determined that the followina information is needed to continue the stormwater
review:
1. The provided deed restrictions issued in October 2004 do not include the
requirements found in Section 11.12 of Stormwater Project Number SW8051203MOD
issued November i, 2006. Section 11.13 of the permit requires a copy of the deed
'restrictions to be provided within 30 days of recording the plat and prior to selling
lots. A modification to this permit cannot be issued until the required deed
restrictions for the previously permitted phases are recorded and provided.
2. The designer's certification required in Section 11.9 of Stormwater Permit Number
SW8051203MOD issued November 7, 2006 for the stormwater system associated
with Phase 2 of the development has not been provided. Please provide the
designer's certification for the ponds that have been built or in the process of being
built for Phase 2. A modification to this permit cannot be issued until the required
designer's certification for the stormwater system has been provided.
3. Please resubmit page 3 of the Wet Detention Basin Inspection & Maintenance
Agreements with the corrected depth at which sediment shall be removed from the
permanent pool and forebay. This depth should equal the difference between the
permanent pool elevation and the sediment removal elevation.
4. Provide the seasonal high water table (SHWT) at each pond location. The SHWT
must be at or below the proposed permanent pool elevation in order to maintain the
state required storage volume. If the temporary pool is taken up by the SHWT, there
is no place to store the required runoff. 'If the SHWT is above the permanent pool, a
liner for the pond must be provided or the temporary storage elevation must be
raised to ensure sufficient storage will be available and supporting documentation
must be provided. Generally, a soils report for all engineered systems is required to
estimate the SHWT elevation at each proposed BMP location. The SHWT elevation
must also be identified on the pond detail sheet.
IVcrthCaro 'na
X,aiuraIAY
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterquality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled110°% Post Consumer Paper

Ken Balogh
January3, 2008
Stormwater Application No. SW8 051203MOD
5. The average head used to calculate the discharge and drawdown from the
pond should be should be calculated based on Section 3.5.2 of the 2007 BMP
manual. The September 28, 2007 version of the BMP Manual changed the
average head equation from H/2 to H/3.
6. Please submit a $500 fee for the additional review required for this
application.
7. Please note that due to this project being reviewed in the Express Stormwater
Permitting program, only two requests for additional information are
permitted. If these issues cannot be resolved in the designated timeframe,
the project will be returned.
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 January 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 ning this, matter please feel free to call me at [phone] or
email me at [e-mail].
Sincerely,
Christine Nelson
Environmental Engineer
ENB/can: S:IWQSISTORMWATERIADDINFO120071051203MOD.dec07 2
cc: David Gantt, Thomas & Hutton Engineering Co.
Christine Nelson
Wilmington Regional Office
Page 2 of 2

THOMAS & HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX [phone]
December 13, 2007
Ms. Christine Nelson
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Savannah Lakes at The Meadowlands — Phase 3
Stormwater Management Application Revisions
1-18660.303 IS � 9G 15 j i( c3,4,1Qcl
Dear Ms. Nelson:
On behalf of Centex, we are pleased to submit the Stormwater Management Application for the
referenced project. The foiiowing items are attached for your review:
Cover Letter and copy of comments
•One (1) Permit Application
*Three (3) sets Construction Plans
*Two (2) copies of the Stormwater Report
*One (1) copy Wet Detention Basin Inspection and Maintenance agreement (Basins 8A and 8B)
--re�✓ised
*One (1) copy Wet Detention Basin Supplement Form (Basins 8A)
o Check in the amount of $1000.00 for Review fee
*Two (2) Overall Post Development Drainage Plan
One (1) recorded deed restrictions
Please review the application, and if everything is in order, we respectfully request NCDENR approval
of the application. We appreciate your assistance with this project. Please call if you have any
questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
[D vvi& (�aettt
David Gantt, P.E.
N:\18660\Docs\Applications\DENER Stormwater Revisions 10-3-07\Revised to High Density\NCDENR-Lewis-L- PH3
submittal revisions.doc
SAVANNAH, GEORGIA ' CHARLESTON, SOUTH CAROLINA ' WILMINGTON, NORTH CAROLINA ' BRUNSWICK, GEORGIA

10 120707 12/07/07
10 1120707 1 12/07/07
UJ
71511 ML LP 3
Invoice total
Vendor payment
1,000.00
1,000.00
1,000.00
JAN 0 2 2001 D
DIVISION
COASTAL MANAk'..'EMENT
3. AJ
Total vendor payment 1,000.00
1,000 .00
U,
1,000 00
CHECK NO: 069627 PAYEE:NCDENR VENDOR NO: 027218 DATE: 12/12/07
@SAr-EGUARD,,. CK7JCNTX3VCC LITHO USA
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CENTEX 1114113104ES NO. 069627 64-1278
MYRTLE BEACH ..
611
2050 CORPORATE CENTRE DRIVE DATE. Dec. 12, 2007
SUITE 200
MYRTLE BEACK, SC 2S677
*****"$1,000.00
One Tbogsand Pollars and 02. SQ.gsts G A
Bank of America N.A. Atlanta,Dekalb Cty' CHECKS GREATER THAN $15,000 00
MAY NOT BE SIGNED BY FACSIMILE
PAY TO THE NCCIENR
ORDER OF 121 Cardinal e Ext
Wilmington, 28405
SiONATVRE
PPWMMT NATURE
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THOMAS & HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX f8431839-3565
December 13, 2007
Christine Nelson
Environmental Engineer
127 Cardinal Drive Ext.
Wilmington- North Carolina 2R405-IR45
Re: Request for Additional Information
Stormwater Project No. SW8051203MOD
Savannah Lakes at the Meadowlands, Phases 1-3
J-18660.303
Dear Ms. Nelson:
To address the comments faxed on 12/5/07 of your review of the above -referenced project, a
point -by -point response is provided as follows:
1. Please provide two copies an overall site map delineating the property boundary, pond
drainage areas, and the various phases of the project.
a. See the included Overall Post Development Drainage Plan.
2. Please note that Phase I and Phase 2 are now included in Permit No. SW8051203.
Update sheet 2 of the plans to remove the rescinded permit number SW8041119.
a. Sheet 2 of the Site Development Plans have been changed per your request to
only reference Permit No SW805120.
3. Please provide the designers certification for ponds that have been built or in the process
of being built for Phases 2, 3A, and 3B.
a. A_ designer's certification form is forthcoming upon further field
investigation.
4. Provide recorded deed restrictions for Phase 2 and Phase 3, if available.
a. The deed restrictions for Meadowlands Golf Course have been utilized for
Phase 1 of Savannah hakes and will also be used for Phase 2 and 3.
5. The information presented in Section X..3 through Section X..8 of the application should
reflect the entire project area, not just Phase 3.
a. All information presented in Section III.3 through Section III.8 now reflect
the required data for all 3 phases of the project.
6. Section X..9 should provide information on the drainage areas for each pond in all
phases of project. Since Pond 3A is the Forebay for Pond 3, please combine the two
drainage areas to detail the entire area treated in Pond 3.
N:\18660\Dots\Correspondence\NCDENER-L-Nelson-Express Permit Comments (12-5-07).doc 1 of 4
SAVANNAH, GEORGIA-CHARLESTON, SOUTH CAROLINA - WILMINGTON, NORTH CAROLINA-BRUNSWICK, GEORGIA

a. All drainage areas for all phases are now shown.
7. The drainage area for Pond 8A in the table for Section III.9 is slightly different than the
drainage are presented in the map for Phase 3C in Section 3 of the Report. Please
Verify.
a. Since Lake 7 is acting as a forebay for Lakes 8A and 8B it is not modeled
thus the Lake 7 Drainage Area has been added to Lake 8A and 8B using the
best engineering judgment. Therefore, if you add the areas from the post
development Phase 3C exhibit (5.79+4.52+4.69=15AC) and the revised Area
used to analyze Lake 8A and 8B (8.05+6.95=15AC) they are now the equal.
8. Verify that the impervious areas presented in the application, supplements, and
calculations for Ponds 8A and 8B are consistent.
a. All of these values are now consistent.
9. In the calculations, the pond depth used to determine the SAIDA ratio was identified as
the permanent pool depth and the sediment removal depth. The Depth of the permanent
pool is considered to be from the permanent pool elevation to the top of the sediment
cleanout elevation and does not include the minimum 1 foot sediment accumulation
depth. However, the average pond depth -crust be used when determining the SAIDA
value from the tables provided in the 2007 BMP Manual. (refer to Figure 10-2b of the
2007 BMP manual)
a. The average pond depth is now used for all calculations.
10. Please verify the table of elevations, areas, and volumes presented in the calculations for
the Ponds 8A and 8B.
a. It appears that the permanent pool volume includes the one foot of sediment
accumulation depth. The permanent pool is considered to be just the depth from
the permanent pool to the sediment cleanout elevation (refer to figure 10-2b of the
2007 BMP manual.
i. The permanent pool volume calculations now begin 1 foot above the
floor elevation of the permanent pool to account for sediment
accumulation depth.
b. The Temporary storage volume for these ponds was determined based on a one. -
foot difference between the temporary pool elevation and the permanent pool
elevation instead of the actual distance.
i. The incremental volume calculations are now based off of the actual
difference between each elevation.
c. The forebay table for Pond 8B only goes to an elevation of 24 ft and does not
include the elevation to the permanentpool.
i. The forebay volume is now calculated up to the permanent pool
elevation.
d. When adjusting the permanent pool calculations, please verify the volume
calculation for the bottom of the pond. The current calculated incremental
N:\18660\Docs\Correspondence\NCDENER-11-Nelson-Express Permit Comments (12-5-07).doc 2 of 4

volume from the bottom elevation of 18.5 to 19.0 is calculated based on a one foot
difference instead of a 0.5 foot difference.
L The incremental volume calculations are now based off of the actual
difference between each elevation.
IL The Temporary pool Surface area reported on the supplement sheets for both Pond 8A
and 8B are inconsistent with the calculation.
a. All of these values are now consistent.
12 For Pond 8A, the supplement sheet appears to be reporting the forebay percent of the
permanent pool volume incorrectly. Please verify.
a. The supplement sheet has been corrected.
13. On the pond detail located on plan sheet 24A, please identify the following:
a. The sediment cleanout elevation for Ponds 8A and 8B.
L The sediment cleanout elevation has been added to the summa.-i table
as requested.
b. The seasonal high water table (SHWT) for Ponds 8A and 8B. The permanent
pool must be above the SHWT. Provide a soils report identifying the SHWT and
each location.
L The permanent pool elevations for Ponds 8A & 8B are set at 25.00,
and are above the adjacent permanent pool elevation of the
abandoned borrow pit at 24.14 as per field survey.
c. The slopes surrounding the pond above the permanent pool will have a 3:1 slope.
a. A note stating the required slopes has been added to the detail as
requested.
14. Please verify that the permanent pool elevation for Pond 8B is above the lowest
elevation of the adjacent wetland. If the permanent pool is below the adjacent wetlands,
a liner will need to be needed to prevent draining of the wetlands.
a. As seen on the revised Plan Sheet 9 the current water level of the wetland is
at 24.14 as per field survey.
15. On the outlet detail located on plan sheet 25, please identify the permanent pool and
temporary pool elevations.
a. Elevations have been added to the summary tables per your request.
N:118660\Docs\Correspondence\NCDENER-L-Nelson-Express Permit Comments (12-5-07).doc 3 of 4

16. Please submit a $1, 000 fee for the additional review required for this application.
a. The fee has been included per your request.
If all comments have been sufficiently addressed, we are respectfully requesting approval.
Please let me know if you have any questions or need further information.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
1�4 1141
Nickey Lewis, E.I.T.
N:\18660\Docs\Correspondence\NCDENER-L-Nelson-Express Permit Comments (12-5-07).doc 4 of 4

VAT4
Q
0
December 5, 2007
Mr. Ken Balogh, Divsion President
Centex Homes
2050 Corporate Center Drive, Suite 200
Myrtle Beach, SC 29577
Michael F. Easley, Governor
William G. floss Jr., Secretary
North Carolina Department of Environment and Natural Resources
Subject: Request for Additional Information
Stormwater Project No. SW8 051203MOD
Savannah Lakes at the Meadowland, Phases 1-3
Brunswick County
Dear Mr. Balogh:
Coleen H. Sullins Director
Division of Water Quality
The Wilmington Regional Office received a State Stormwater Management Permit Application
for Savannah Lakes at the Meadowlands, Phases 1-3 an November 20, 2007. A preliminary
review of that information has determined that the following information is needed to continue
the stormwater review:
1. Please provide two copies an overall site map delineating the property boundary,
pond drainage areas, and the various phases of the project.
2. Please note that Phase 1 and Phase 2 are now included in Permit No.
SW8051203. Update Sheet 2 of the plans to remove the rescinded permit number
SW8 041119.
3. Please provide the designers certification for ponds that have been built or in the
process of being built for Phases 2, 3A, and 313.
4. Provide recorded deed restrictions for Phase 2 and Phase 3, if available.
5. The information presented in Section 111.3 through Section 111.8 of the application
should reflect the entire project area, not just Phase 3.
b. Section I1i.9 should provide information on the drainage areas for each pond in all
phases of the project. Since Pond 3A is the forebay for Pond 3, please combine
the two drainage areas to detail the entire area treated in Pond 3.
7. The drainage area for Pond 8A in the table.for Section 111.9 is slightly different than
the drainage area presented in the map for Phase 3C in Section 3 of the Report.
Please verify.
8. Verify that the impervious areas presented in the application, supplements, and
calculations for Ponds 8A and 8B are consistent.
Ale Cu;=
aro 8
rat
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwaterauali .or¢ Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycledl10% Post Consumer Paper

Ken Balogh
December 5, 2007
Stormwater Application No. SW8 051203MOD
9. In the calculations, the pond depth used to determine the SA/DA ratio was
identified as the permanent pool depth and the sediment removal depth.
The depth of the permanent pool is considered to be from the permanent
pool elevation to the top of the sediment cleanout elevation and does not
include the minimum 1-foot sediment accumulation depth. However, the
average pond depth must be used when determining the SA/DA value from
the tables provided in the 2007 BMP manual. (refer to Figure 10-2b of the
2007 BMP manual)
10. Please verify the table of elevations, areas, and volumes presented in the
calculations for the Ponds 8A and 8B.
a. It appears that the permanent pool volume includes the one -foot of
sediment accumulation depth. The permanent pool is considered to be
just the depth from the permanent pool to the sediment cleanout
elevation (refer to Figure 10-2b of the 2007 BMP manual).
b. The temporary storage volume for these ponds was determined based
on a one -foot difference between the temporary pool elevation and the
permanent pool elevation instead of the actual difference.
c. The forebay table for Pond 8B only goes to an elevation of 24 ft and
does not include the elevation to the permanent pool.
d. When adjusting the permanent pool calculations, please verify the
volume calculation for the bottom of the pond. The current calculated
incremental volume from the bottom elevation of 18.5 to 19.0 is
calculated based on a one -foot different instead of a 0.5-foot
difference.
11. The temporary pool surface area reported on the supplement sheets for
both Pond 8Aand 8B are inconsistent with the calculations.
12. For Pond 8A, the supplement sheet appears to be reporting the forebay
percent of the permanent pool volume incorrectly. Please verify.
13. On the pond detail located on plan sheet 24A, please identify the following:
a. The sediment cleanout elevation for Ponds 8A and 8B
b. The seasonal high water table (SHWT) for Ponds 8A and 8B. The
permanent pool must be above the SHWT. Provide a soils report
identifying the SHWT at each location.
c. The slopes surrounding the pond above the permanent pool will have a
3:1 slope.
14. Please verify that the permanent pool elevation for Pond 8B is above the
lowest elevation of the adjacent wetlands. If the permanent pool is below
the adjacent wetlands, a liner will be needed to prevent draining the
wetlands.
15. On the outlet detail located on plan sheet 25, please identify the permanent
pool and temporary pool elevations.
16. Please submit a $1,000 fee for the additional review required for this
application.
Page 2 of 3

Ken Balogh
December 5, 2007
Stormwater Application No. SW8 051203MOD
Please keep in mind that changing one number will 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 December
14, 2007, 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:IWQSISTORMWATERIADDINF0120071051203MOD.dec07
cc: David Gantt, Thomas &' Hutton Engineering Co.
Christine Nelson
Wilmington Regional Office
Page 3 of 3

WIDENR
North Carolina Departmont of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington, NC 28405
[phone] FAX[phone]
Request 'Fen Express Permit Rev ewr
Reviewer —
Submit
Time IC)
Confirm %. O-ZZ_- b 4
FILL-IN all information below and CHECK required Permigs). 13 ns % r'\
FAX to Express Coordinator along with a detailed narrative and vicinity main of the project location.
Projects must be submitted by 5.00 pm the day before the review date, unless prior arrangements are made.
APPLICANT Name K_ en Balogh Title Centex Myrtle Beach Division President
Company Name Centex Homes
Address 2050 Corporate Center Drive, Suite 200 _City Myrtle Beach, SC Zip 29577
Phone [phone] Fax [phone] Email kbalo [e-mail]
PROJECT Name Savannah Lakes at the Meadou-lands Phase 3 County Brunswick Count
PROJECT DRAINS TO The Singletree Canal (Stream name) in the Lumber RIVER BASIN
ENGINEER/CONSULTANT INFORMATION:
Name David GanttP,E.
Company Thomas & Hutton Engineerinai
Address 1350 Farrow Parkway City My!g Leach State SC Zip 29577
Phone [phone] Fax [phone] Email t;d@tho
----------------------------------------------------- [e-mail] � --
State or National Environmental Polio Acts SEPA _-_._------ �` --------------- -�'S°5:.���
....,..__�„...................__ y ( or NEPA) EA or EIS Required? Dyes No
........................,.._.._._.._..,,........._......._
ro �SrREAM ORIGIN DETERMINATION i �# of Stream Calls Stream name Shin p r�
ietree Swag �.._.
-------------------------------------------------------- -----------------------------------------------------------------------------------------
---
® STORMWA TER [) Low Density El High Density -Detention Pond❑ High Density - Other
(check all that apply) ® Low Density -Curb & GutterONPDES
High Density -Infiltration Off -site
Wetlands MUST be addressed below Phase Il B Plan Revision
------- ---------- ----- ------------------------
CCAiST,�L ❑Excavation &Fill ❑Bridges &Culverts ---"--_-----"""�_____-_-__
M,�NA�vEMEI�lT ❑Structures Information
® Upland Development ❑ Marina Development ❑ Urban Waterfront
---------------------------------------------------------------------------- --------- ------------------------ ----.-------------------- -------------
_LAND QUALITY 0 Erosion and Sedimentation: Control Plan with 31.76 acres to be disturbed
_--....,.1-1---------- -..................... .--------- ------------------------------ ,...... ----................
WETLANDS (401) Wetlands on Property? ® Yes ❑ No Isolated Wetlands on Properly?❑ Yes M No
(Check all that apply) Wetlands will be impacted? ® Yes ❑ No Wetland impacts: 2.59± acre(s)
Wetlands delineation has been completed? Z Yes ❑ No Z Buffers impacted: 0.0.0t Acre(s)
USACOE Approval of Delineation completed? ® Yes ❑ No
404 Application in Process w/USACOE? 0 Yes ❑ No / Permit recv'd from USACOE ❑Yes ❑ No
401'Application Required? ® Yes ❑ No If Yes ❑ Regular
� Express
Additional fees, not to exceed 50% of the original Express Review permit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application.
Total Feel
Stormwater
$
LAMA
$
LQS
$
401
$
Glo�i�c�.
TO
d'pwo� ar`
to-tp-o-+
to - I D -o1'
Date Received
E C E I V
D
OCT 10 2007
DWO
PROJ #

Project Name: Savannah Lakes Phase 3
Stormwater Express Questionnaire (7/10/2007)
What is the applicant's full legal name? Ken Balogh
Is the applicant associated with 8 Sole proprietor ® Corporation ❑ LLC
Partnership [,I Municipality
If it's an LLC, is it ❑ Manager -managed or ❑ Member -managed?
OWhat is the applicant's title within the Corp., LLC or Partnership? Division President
Will an agent (someone other than the applicant) be signing the application? ❑ Yes ® No
If Yes, what is the agent's name and title?
pr Please note the application signature requirements are listed in NCAC 2H.1003 (e). in
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a munlcipallty may sign permit applications and supplements.
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals. Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active. Please
note that speNing, capitalization, and punctuation are extremely important. Please provide the
entity name exactly as on lit with the NC Secretary of State.
2 Where is the project located?
County of Brunswick Nearest Town is the Town of Carolina Shores
gzl (Attach a detailed vicinity map with both local street names and SR, NC, US or interstate
W highlway numbers, plus other relevant information such as town or city narnes, directions to, etc.
the nearest intersection of two major roads on the vicinity map. A major road is any 1, 2 or
ov NC, US or interstate highway.)
o project is located in Brunswick, Onslow, or New Hanover Counties, or a small
W �—n of northern Pender County or the unincorporated areas outside of Morehead City
,� v �Jd ,tlantic Beach in Carteret County, NPDES Phase 11 Post -Construction rules will
o , unless a vested development right, as described in the Session Law, can be
W O nstrated, which is dated prior to July 1, 2007.
3. i6at is the name of the receiving stream? Shingle Tree Swamp
What River Basin is it located in? Lumber
What is the classification of the receiving stream? C Sw
For SA or SR waters, a separate scaled topographic map will be required The project must be
accurately located on the map and the % mile radius from the property comer closest to the SA
or SR receiving stream must he drawn on the map. If you claim that the project is not within, ;x
mile of SA or SR waters, you must conduct a series of chlorides tests to demonstrate that the
chlorides level at a point in the receiving stream that is at least '/a mile from the project is less
than 500 ppm. Samples must be sent to a State certified lab for testing.
4. If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention Infiltration Trench Infiltration Basin B Sand Filter
Bio-retention Wetlands Alternative Offsite
Dry Detention NPDES Phase II Other
How many separate BMP's are being proposed? © 2 3 4 5 6 7 8 9 10 11 12 Other
5. Is there offsite runoff from the adjacent properties or public right-of-wa that will drain into any of
the proposed BMP's on the project and is not being diverted? [ Yes ® No ❑ NIA
6. is a road across other property required to access the project? ❑ Yes ® No ❑ N/A
Page 1 of 2

Project Name: Savannah Lakes Phase 3
7. Is there any existing development or pre-1988 existing BUA located on the pro arty?
(Please document, delineate and identify on the plans.) ElYes No ❑ NIA
8. Will the high density project collect all of the proposed BUA? ® Yes ❑ No ❑ N/A
(If not, attach a separate explanation sheet)
9. Will the project involve the subdivision and sale of property? ® Yes ❑ No ❑ NIA
Is the subdivision ® residential or ❑ commercial?
How many lots are proposed? 100 Single Family Lots
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions. Specific language for the various types of subdivisions is available from DENR.)
10. Will the plans show all delineated wetlands? ®Yes ❑ No ❑ N1A
(All projects require either a signed wetlands delineation map or a wetlands report to be
submitted with the application. Only a trained professional may provide information regarding
the presence or absence of wetlands.)
11. Are wet detention ponds or other engineered controls proposed to be located ad'acent wetlands?
® Yes No ❑ NIA
(If, yes, a physical means to prevent the dewatering of the wetland must be provided, or the
SHWT must be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time. Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders).
12. For infiltration projects, a site visit must be completed with the DENR soils scientist to verify the
soil type, water table and infiltration rate provided in the soils report.
What is/was the scheduled site visit date? N/A
(include a copy of the consultant's soil repari with the application.)
13. Level Spreaders are required at the outlet of all engineered controls and swales rior to entering
surface waters or wetlands. Will the plans reflect level spreaders? []Yes No ❑ N/A
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands.)
14. Is this project A modification to an existing permit
A lot that will be treated In an existing, previously permitted BMP?
What is the name of the existing permitted facility? Savannah Lakes at the Meadowlands. Phase 3
What is the permit number of the existing permitted facility? SW8 051203
is the permitted facility in compliance with its permit?
Yes
No
NIA
Have the deed restrictions been recorded?
Yes
H
No
N/A
Have the deed restrictions been submitted?
Yes
No
N/A
Has the Designer's Certification been submitted?
Yes
No
N/A
15. Do the plans reflect all information in 15A NCAC 2H.1003 (g)?
® Yes
❑ No
❑ NIA
16. Will all of the design requirements for each proposed BMP be met? ® Yes ❑ No ❑ N/A
(if not, attach a separate explanation sheet Please note that the Express program is not set up
to handle any type of deviation from the standard design.)
17. For each BMP in all high density projects, and low density curb outlet Swale projects, the
individual drainage area for each proposed BMP must be clearly delineated.
18. Any revisions made to the application as a result of this review may cause changes to the other
documentation. Plans, calculations, application, and supplements should be reviewed for any
necessary changes. For example, changing the orifice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement. it tr E
P4
Page 2 of 2 nrT in 2QQ7
F!
il
PR®J #

PROJECT NARRATIVE FOR SAVANNAH LAKES
AT MEADOWLANDS PHASE 3
PREPARED FOR CEllITEX HOMES
Savannah Lakes at the Meadowlands, Phase 3 is the final phase of the proposed planned
unit development adjacent to the Meadowlands Golf Club in southern Brunswick County.
The proposed residential development ultimately consists of 275 combined lots for
phases 1 through 3. Phase 3 consists of 100 residential lots, water system, sewer system,
drainage system, and roads. This project was previously approved through the
Express Permit Review on 3/8/06 and is identified under the existing permit number
SW8051203 which is now being submitted for a modification due to the latest
changes to the Phase 3C layout. Phase 3A and Phase 3B have not been modified.
Sediment and erosion control devices will consist of temporary silt fencing, grassing and
sodding, stone check dams, rip -rap stabilization at drainage outlets and ditch
intersections, curb inlet protection, and grate inlet protection. All drainage from this
project will flow into the Shingletree Canal. The drainage system and detention facilities
will be privately owned and maintained. The drainage outfalls to the wet detention ponds
have been provided with rip rap stabilization. All sediment and erosion control devices
will be in -place prior to construction or constructed as necessary. The project engineer
and designated agents for the owner will monitor all sediment and erosion control devices
during construction. The sediment and erosion devices will be removed after permanent
stabilization of the site has been accomplished.
The changes to the previously approved plans are isolated to Phase 3C and include the
preservation of the abandoned borrow pit/wetland and the large existing wetland. The
previous Phase 3C included one large lake by the name of Proposed Lake 7. There are
now 3 separate lakes contained in the Phase 3 by the name of Lake 7, Lake 8A, and Lake
8B. Lake 7 provides an interconnection link to Lake 8A and Lake 8B which discharge to
the Shingletree Canal through a weir system designed to meet or exceed the BMP
standards.
NOTE: Please reference the Stormwater Report for sediment and drainage calculations.
CONSTRUCTION SEQUENCE
I. SILT FENCEITEMP. SEDIMENT BASINS
2. CLEARING AND GRUBBING/TEMPORARY DIVERSIONS
3. ROUGH GRADING
4. SEWER SYSTEM
5. DRAINAGE SYSTEM
6. OTHER EROSION CONTROL DEVICES INSTALLED
7. WATER SYSTEM
8. ROADS
9. FINAL GRASSING
*Construction plans show actual construction sequence, the above sequence is general.
D
N:1186601DocslApplications\DENER Stormwater Revisions 10-3-071Narrative 10-03-07.doc ECEIVED
OCT 10 2007
DW Q
PROD #

about:blank
Savannah Lakes at the Meadowlands, Phase 3
October 10, 2007
Gentlemen:
The Express Permitting Group is in receipt of the Express Permit Request for:
Stream Origin Determination
Stormwater
Coastal Management
Land Quality
401
The Land Quality portion has been forwarded to Carol Miller and Carol should be in touch with you
shortly. Joanne Steenhuis is working with the 401 request which is already in house. She has been in
touch with someone named Nicky. The project was submitted in the name of "The McLamb Tract".
A copy of your request has been forwarded to Jason Dail with Coastal Management. Please contact
Jason directly to determine whether or not you need a Coastal Management Permit. The stormwater
submittal date will be set up in the next day or so. I will be back in touch with that.
It was determined that you do not need a stream origin determination.
Thanks,
Janet Russell
Express Permitting
1 of 1 10/10/2007 4:48 PM

about:blank
Savannah Lakes at the Meadowlands, Phase 3
October 12, 2007
Gentlemen:
The Express stormwater submittal meeting has been scheduled with Christine Nelson on November
15, 2007 at 10:00 AM herein the Wilmington Regional Office. * Mr. Balogh with Centex Homes is
required to attend the submittal meeting.
Please carefully review the attached submittal requirements and contact Christine or me if you have
questions.
Please respond within 2 business days to confirm and reserve the submittal date of Nov. 15th.
Thanks,
Janet Russell
Express Permitting
1 of 1 10/12/2007 12:02 PM

aboui..
Savannah Lakes at the Meadowlands, Phase 3
October 19, 2007
Gentlemen:
The stormwater submittal meeting for Savannah Lakes at the Meadowlands, Ph. 3 has been scheduled
for review by Christine Nelson on November 15, 2007 at 10:00 AM here in the Wilmington
Regional Office. The applicant from Centex Homes is required to attend the meeting.
We offered you the appointment last week, but have not received a confirmation from you. If this
date/time works for you, I must have a written confirmation (by return email) ASAP.
Thank you,
Janet Russell
Express Permitting
1 of 1 10/19/2007 12:18 PM

Wilmington Region - Express Permitting - Savannah Lakes Phase 3
Subject: Wilmington Region - Express Permitting - Savannah Lakes Phase 3
From: "Lewis, Nickey" <[e-mail]>
Date: Mon, 22 Oct 2007 17:01:50 -0400
To: "Janet Russell' <[e-mail]>
CC: "Gantt, David" <[e-mail]>, "Hussey, Ida" <[e-mail]>
Janet,
The NCDENR stormwater review of the Savarmah Lakes Phase 3 project is acceptable for the scheduled date
of November 15, 2007, at 10:00 AM.
Thanks,
Nickey Lewis, E.I.T.
Designer II
Thomas & Hutton Engineering Co.
www.thomas-hutton.com
lewis. nathomas-hutton.com
(P) 843-839-8444 (F) 843-839-3565
"Relationships and Solutions for Success"
From: Janet Russell [mailto:[e-mail]]
Sent: Friday, October 19, 2007 12:19 PM
To: Gantt, David; [e-mail]
Subject: Savannah Lakes at the Meadowlands, Phase 3
Savannah Lakes at the Meadowlands, Phase 3
October 19, 2007
Gentlemen:
The stormwater submittal meeting for Savannah Lakes at the Meadowlands, Ph. 3 has been scheduled for review by
*Christine Nelson on November 15,
2007 at 10:00 AM here in the Wilmington Regional Office.* The applicant from Centex Homes is required to
attend the meeting.
We offered you the appointment last week, but have not received a confirmation from you. if this date/time works
for you, I must have a written confirmation (by return email) ASAP.
Thank you,
Janet Russell
Express Permitting
PRIVILEGED AND CONFIDENTIAL: This electronic message and any attachments are confidential property of Thomas & Hutton
Engineering Co. The information is intended only for the use of the person to whom it is addressed. Any other interception, copying,
accessing, or disclosure of this message is prohibited. if you have received this message in error, please immediately notify Thomas &
Hutton Engineering Co. and purge the message received. Do not forward this message without permission.
1 of 1 10/22/2007 5:12 PM

U.S. ARMY CORPS OF ENGINEERS
W ILMINGTON DISTRICT
Action 1D. SAW-2006-40566 County: Brunswick USGS Quad: Calabash
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Meadowlands Golf Club, Inc.
Address: PO Box 4159
Calabash, NC 28467
Telephone No.: [phone]
Size and location ofproperty (water body, road name/number, town, etc.): The 33.594 acre tract is located in the
southwest corner of the intersection of SSR 1302 and 1330m near Calabash Brunswick County, NC The Project
is for Savannah Lakes subdivision Phase 3C. parcel# 22500098.
Description of projects area and activity: Excavation of and discharge of fill material into 0.104 acres of
jurisdictional waters and wetlands for the purpose of constructing the infrastructure for the Proposed Savannah
Lakes Phase 3C 29).. Savannah Lakes subdivision has received two rior ermits 39 totalling 0.31
acres of impacts to jurisdictional areas fSAW 2006-40566 and S4W 2004-468) 'Phis brines the total Impact for
this subdivision to 0.414 acres of waters of the US impacted This Permit is contingent on 401 Water Ouaw
Certification.
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: 29
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 (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 40!-Water Quality Certification. Year
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 t. Division of Coastal Management in Wilmington, NC at 910-796-7215
This Department of the Army verifdd does t relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits. '
If there are any questio regartal
g this ven c lion, of con ons of the Permit, or the Corps of Engineers regulatory
program, please contrad berlyvey at �51 4 8
Corps Regulatory (ffc al N rlovc
Date: 8/27/2007
ExpirationDateo Ve' ati 08/2 20The Wilmington District is committed to providing the pp to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit htt .//vmv.saw.usace.army.miVWETLANDS/index htnil to
complete the survey online.
Page 1 of 2

ACTION ID # SAW-2006-40566
SPECIAL CONDITIONS:
1) The Permittee shall execute and cause to be recorded in the Brunswick County Register of Deeds the
Restrictive Covenant Language or similar mechanism (see attached) for the purpose of maintaining
7.746 acres wetlands and 3.15 acres of upland buffer, as shown on the Wetland Masterplan, dated July
2007 and prepared by S&ME, in their natural and/or mitigated state in perpetuity, prior to the sale or
conveyance of any portion or all of the 33.954 acre tract. At the time of recordation of the Covenants,
the Permittee must also record with the Brunswick County Register of Deeds, a final survey map of the
development, sealed by the licensed surveyor, which clearly depicts the surveyed areas of Conservation
and lot/inftastructure layout.
2)
These provisions relating to wetlands cannot be amended or modified without the express written
consent of the U.S. Army Corps of Engineers, Wilmington District. *This includes changes as a result
of any local government drainage easement requirements*.
The permittee shall enforce the terms of the Covenants and, prior to conveyance of the property, shall
take no action on the property described in the Covenants inconsistent with the terms thereof. The
permittee shall provide a copy of the recorded Covenants and recorded Survey to the Corps of Engineers
within 15 days of recording.
The Permittee, or any future responsible party/laud owner, must obtain written consent of the U.S. Army
Corps of Engineers, Wilmington District, prior to any activities associated with the maintenance of or
access to the flood -control inlet structures and culverts located in the jurisdictional wetlands. This
e reco ation of the su sl n Restrictive Covenants, to ensure
provision must be includ
continued comuliance_.NAth this Permit ' 'on.
Corps Regulatory

Determinations 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 Iaw 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 issuedl/28/2005. Action ID SAW- 2004-468
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit http://www.saw.usace.army.rnil/WETLANDS/index html to
complete the survey online.
Copy Furnished:
I&. Charles C. Oates, S&ME, Inc.,1330 Highway 501 Business, Conway, SC 29526
Joanne Steenhuis, DENR-DWQ, WiBO, 127 Cardinal Drive Ext., Wilmington, NC 28405
Page 2of2

Action ID Number: SAW 2006-40566 County:Brunswick
Permittee: Meadowlands Golf Club, Inc.
Date Verification Issued: 8/27 2007
Project Manager: Kimberl Garve
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
WILMINGTON REGULATORY FIELD OFFICE
POST OFFICE BOX 1890
WILMINGTON, 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 your 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 Cue terms and condition of the said permit, and required mitigation was completed in
accordance with the permit conditions.
Signature of Permittee
Date

RESTRICTIVE COVENANT GUIDANCE
August, 2003
Often, developers of residential or commercial subdivisions subject the property on
which the subdivision is built to restrictive covenants, that include provisions such as
setbacks, types of homes/buildings that can be built, etc. If the District has determined
that restrictive covenants are acceptable as a means of preserving mitigation property, the
following language can be added to those restrictive covenants:
"The areas shown on the recorded plat (identify the plat by title, date, and
recording data) as conservation areas shall be maintained in perpetuity in their
natural or mitigated condition. No person or entity shall perform any of the
following activities on such conservation area:
a. fill, grade, excavate or perform any other land disturbing activities
b. cut,, mow, burn, remove, or harm any vegetation
c. construct or place any roads, trails, walkways, buildings, mobile
homes, signs, utility poles or towers, or any other permanent or temporary
structures
d. drain or otherwise disrupt or alter the hydrology or drainage ways of
the conservation area
e. dump or store soil, trash, or other waste
f graze or water animals, or use for any agricultural or horticultural
purpose
This covenant is intended to ensure continued compliance with the mitigation
condition of a Clean Water Act authorization issued by the United States of
America, U.S. Army Corps of Engineers, Wilmington District, Action ID
, and therefore may be enforced by the United States of America. This covenant
is to run with the land, and shall be binding on the Owner, and all parties claiming
under it."
Usually, restrictive covenants have a provision that the property owners (either all of
them or some percentage of them) can amend or modify the restrictive covenants. If that
is the case, that provision needs to provide that our required paragraph (usually identified
by paragraph number) cannot be amended without the express written consent of the U.
S. Army Corps of Engineers, Wilmington District.
The permit condition should state that the nermittee will record restrictive cnvenantS_
acceptable to the Corps of Engineers, for the purpose of maintaining the mitigation areas
in their natural state in perpetuity, prior to the sale or conveyance of any lots or other
property within the subdivision. It is important that the restrictions be recorded prior to
the sale of any property within the subdivision (or phase, if it is being developed by
phase). If they are not, then any property sold prior to the recording of the restrictive
covenant are not subject to those covenants. Suggest the following:

'Termittee shall execute and cause to be recorded in the County
Register of Deeds restrictive covenants acceptable to the Corps of Engineers for
the purpose of maintaining the conservation areas, as shown on the recorded
plat* (identify by title, date, and recording data), in their natural state in
perpetuity, prior to the sale or conveyance of any lots or other property within the
subdivision. The permittee shall enforce the terms of the restrictive covenants
and, prior to conveyance of the property, shall take no action on the property
described in the covenants inconsistent with the terms thereof. The permittee
shall provide a copy of the recorded restrictive covenants to the Corps of
Engineers within 15 days of recording."
* It is possible and acceptable that the plat may not be recorded at the time of the
issuance of the permit. If that is the case, delete the word "recorded" and be sure you
have a copy of a plat showing the conservation areas in the file, and identify it in the
permit condition by title and date. The plat, however, must be recorded at the time the
restrictive covenants are recorded, and prior to the sale of any lots in the subdivision.
2

-------------------------
PROPOSED ONSITE MITIGATION
Proposed upland Buffer: 8.16 Ao.
wetlond Preservation: 7.746 Ac.
GMPWC SONS
f� gIA
12 Kvit-ru
itt'N.:UV
.a%+aa iJlFt
I?7'(1li.Vrf
IMPACTSUMMARY
Impact Area #'I : Waters of the U.S. - 0,084 Ac,
Impact Area #2: Waters of the U,S: 0.020 Ac.
TOTAL PROPOSED IMPACTS: 0.104 Ad.
NTS
i Holton F.n&paMng Co.
#S&ME
WETLAND MASTERPLAN. ]MURK-W)
McLamb Tract
Brunawlok County, North Carolina 4

NATIONWIDE PERMIT 29
DEPARTMENT OF THE ARMS
CORPS OF ENGINEERS
FINAL NOTICE OF ISSUANCE AND MODIFICATION OF NATIONWIDE PERMITS
FEDERAL REGISTER .
AUTHORIZED MARCH 19, 2007
Residential Developments. Discharges of dredged or fill material into non -tidal waters
of the United States for the construction or expansion of a single residence, a multiple unit
residential development, or a residential subdivision. This NWP authorizes the construction of
building foundations and building pads and attendant features that are necessary for the use -of
the residence or residential development. Attendant features may include but are not limited to
roads, parking lots, garages, yards, utility lines, storm water management facilities, septic fields,
and recreation facilities such as playgrounds, playing fields, and golf courses (provided the golf
course is an integral part of the residential development).
The discharge must not cause the loss of greater than 1/2-acre of non -tidal waters of the
United States, including the loss of no more than 300 linear feet of stream bed, unless for
intermittent and ephemeral stream beds this 300 linear foot limit is waived in writing by the
district engineer. This NWP does not authorize discharges into non -tidal, wetlands adjacent to
tidal waters.
Subdivisions: For residential subdivisions, the aggregate total loss of waters of United
States authorized by this NWP cannot exceed 1/2 acre. This includes any loss of waters of the
United States associated with development of individual subdivision lots.
Notification: The permittee must submit a pre -construction notification to the district
.engineer prior to commencing the activity. (See general condition 27.) (Sections 10 and 404)

ATIO E PFCONDMONS
The following General Conditions must be followed in order for any authorization by a N WP to
be valid:
1. Navigation. (a) No activity may cause more than a minimal adverse effect on
navigation.
(b) Any safety lights and signals prescribed by the U.S. Coast Guard, through regulations
or otherwise, must be installed and maintained at the permitteds expense on authorized facilities
in navigable waters of the United States.
'(c) The permittee understands and agrees that, if future operations by the United States
require the removal, relocation, or other alteration, of the structure or work herein authorized, or
if, in the opinion of the Secretary of the Army or his authorized representative, said structure or
work sli cause unreasonable obstruction to the free navigation of the navigable waters, the
permitwe will be required, upon due notice from the Corps of Engineers, to remove, relocate, or
alter the structural work or obstructions caused thereby, without expense to the United States. No
claim shall be made against the United States on account'of any such removal or, alteration.
2. Aquatic Life Movements. No activity may substantially disrupt the necessary life cycle
Aovements of those species of aquatic life indigenous to the waterbody, including those species`,
that normally migrate through the area, unless the activity's primary purpose is to impound,
water. Culverts placed in streams must he installed to maintain low flow conditions.
3. Spawning Areas. Activities in spawning areas during spawning seasons must be
avoided to the maximum extent practicable. Activities that result in the physical destruction (e.g.,
through' excavation, fill, or downstream smothering by substantial turbidity) of an important
spawning area are not authorized.
4. Migratory Bird Breed'Breedigg Areas. Activities in waters of the United States that serve as
breeding areas for migratory birds must be avoided to the maximum extent practicable.
S. Shellfish Beds. No activity may occur in areas of concentrated shellfish populations,
unless the activity is directly related to 9 shellfish harvesting activity, authorized by I IVRs 4 and
48.
6. Suitable Material. No activity may use unsuitable material (e.g., trash, debris, car
bodies, asphalt, etc.). Material used for construction or discharged must be free from toxic
pollutants in toxic amounts (see Section 307 of the Clean Water Act):
7. Water Supply Intakes. No activity may occur in the proximity of a public water supply
intake, except where the activity is for the repair or improvement of public water supply intake
structures or adjacent bank stabilization.
8. Adverse erects From hmpoundments. If the activity creates an impoundment of water,
adverse effects to the aquatic system due to accelerating the passage of water, and/or restricting
its flow must be minimized to the maximum extent practicable.
2

9. Management of Water Flows. To the maximum extent practicable, the pre -construction
course, cordition, capacity, and location of open waters must be maintained for each activity,
including stream channeiization and storm water management activities, except as provided
below. The activity must be constructed to withstand expected high flows. The activity must not
restrict or impede the passage of normal or high flows, unless the primary purpose of the activity
is to impound water or manage high flows. The activity may alter the pre -construction course,
condition, capacity, and location of open waters if it benefits the aquatic environment (e.g.,
stream restoration or relocation activities).
10. Fills Within 100-Year Floodplains. The activity must comply with applicable FEMA-
approved state or local floodplain management requirements.
I --11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on
mats, or other measures must be taken to minimize soil disturbance.
. 12. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls
must be used and maintained in effective operating condition during construction, and all
exposed soil and other fills, as well as any work below the ordinary high water mark or high tide
line, must be .permanently stabilized at the.eanlicst practicable date. Permittees arc encouraged to
perform work within waters of the United States during periods of low -flow or no -flow.
.13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and
the affected areas returned to pre -construction elevations. The affected areas must be
revegetated, as appropriate.
14. Proper Maintenance. -Any authorized structure or fill shall be properly maintained,
including maintenance to ensure public safety. .
15. Wild and Scenic Rivers. No activity may occur in a component of the National Wild
and Scenic River System, or in a river officially designated by Congress as a "study river" for
possible inclusion in the system while the river is in an official study status, unless the
• appropriate Federal agency with direct management responsibility for sucb river, has determined
;n writing that the proposed activity W�?� not adversely, affect the Wild and -Scenic River
designation or study status. Information on Wild and Scenic Rivers may be obtained from the
appropriate Federal land management agency in the area (e.g., National Park Service, U.S. Forest
Service, Bureau of Land Management; U.S. Fish and Wildlife Service).
16. Tribal, Rights. No activity or its operation may impair reserved tribal rights, including,
but not limited to, reserved water rights and treaty fishing and hunting rights.
17. Endangered Species. (a) No activity is authorized under airy NWP which is likely to
jeopardize the continued existence of a threatened or endangered species or a species proposed
for such designation, as identified under the Federal Endangered Species Act (ESA), or which
will destroy or adversely modify the critical habitat of such species. No activity is authorized
3

under any NWP which "may affect" a listed species or critical habitat, unless Section 7
consultation addressing the effects of the proposed activity has been completed.
(b) Federal agencies should follow their own procedures for complying with the
requirements of the ESA. Federal permittees must provide the district engineer with the
appropriate documentation to demonstrate compliance with those requirements.
- (c) Non-federal permittees shall notify the district engineer if any listed species or
designated critical habitat might be affected or is in the vicinity of the project, or if the project is
located in designated critical habitat, and shall not begin work on the activity until notified by the
district engineer that the requirements of the ESA have been satisfied and that the activity is
authorized. For activities that might affect Federally -listed endangered or threatened species or
designated critical habitat, the pre -construction notification must include the hame(s) of the
endangered or threatened species that may be affected by the proposed work or that utilize the
designated critical habitat that may be affected by the proposed work. The district engineer will
determine whether the proposed activity "may affect" or will have "no effect" to listed species
and designated critical habitat and will notify the non -Federal applicant of the Corps' '
determination within 45 days of receipt of a complete pre -construction notification. In cases
where the non -Federal applicant has identified listed species or critical habitat that might be
affected or is in the vicinity of the project, and has so notified the Corps, -the applicant shall not
began work until the Corps has provided notification the proposed activities will. have "no effect"
on listed species or critical habitat, or, iuiui Section 7 consultation has been completed.
(d) As aresult of formal or informal consultation with the FWS or NMFS the district
engineer may add species -specific regional endangered species conditions to the NWPs.
(e) Authorization of an activity by a NWP does not authorize the "take" of a threatened or
endangered species as defined under the ESA. In the absence of separate authorization (e.g., an
ESA Section 10 Permit, a Biological Opinion with "incidental take" provisions, etc.) from. -the
U.S. FWS or the NMFS, both lethal and non -lethal "takes" of protected species are in violation
of the ESA. Information on the location .of threatened and endangered species and their critical
habitat can be obtained directly from the offices of the U.S. FWS and NMFS or their world wide
Web pages at http://www.fws.gov/ and http://www.noaa.gov/fisheries.html respectively.
18. Historic Properties. (a) In cases where the district engineer determines that the
activity may affect properties listed, or eligible for listing, in the National. Register of Historic
Places, the activity is not authorized, until the requirements of Section 1.06 of the National
Historic Preser<sation Act (NM k) have been satisfied: .
(b) Federal permittees should follow their own •procedures for complying with the
requirements of Section 106 of the National Historic Preservation Act: Federal permittees must
provide the district engineer with the appropriate documentation to demonstrate compliance with
those -requirements.
(c) Nonfederal permittees must submit a pre -construction notification to the district
engineer if the authorized activity may have the potential to cause effects to any historic
properties listed, determined to be eligible for listing on, or potentially eligible for listing on the
National Register of Historic Places, -including previously unidentified properties. For such
activities, the pre -construction notification must state which historic properties may be affected
by the proposed work or include a vicinity map indicating the location of the historic properties
or the potential for the presence of historic properties. Assistance regarding information-onthe
location of or potential for the presence of historic resources can be sought from the State
4

Historic Preservation Officer or Tribal Historic Preservation Officer, as appropriate, and the
National Register of Historic Places (see 33 CFR 330.4(g)). The district engineer shall make a
reasonable and good faith effort to carry out appropriate identification efforts, which may include
background research, consultation, oral history interviews, sample field investigation, and field
survey. Based on the information submitted and these efforts, the district engineer shall
determine whether the proposed activity has the potential to cause an effect on the historic
properties. Where the non -Federal applicant has identified historic properties which the activity
may have the potential to cause effects and so notified the Corps, the non -Federal applicant shall
not begin the activity until notified by the district engineer either that the activity has no potential
to cause effects or that consultation under Section 106 of the NHPA has been completed.
(d) The district engineer will notify the prospective permittee within 45 ,days of receipt
of a complete pre -construction notification whether NHPA Section 106 consultation is required.
Section 106 consultation is not required when the Corps determines,that the activity does not
have the potential to cause effects on historic properties (see 36 CFR 800.3(a)). If NHPA section
106 consultation is required and will occur, the district engineer will notify the non -Federal .
applicant that he or she cannot begin work until Section 106 consultation is completed.
(e) Prospective permittees should be aware that section 110k of the NHPA (16 U.S.C.
470h-2(k)) prevents the Corps from granting a permit or other assistance to an applicant who,
with intent to avoid the requirements of Section 106 of the NHPA, has intentionally significantly
adversely Affected a historic property to ,=rhich the peen t would relate, or having legal power to
prevent it, allowed such significant adverse effect to occur, unless the Corps, after consultation
with the Advisory Council on Historic Preservation (ACHP), determines that circumstances
justify granting such assistance despite the adverse effect created or permitted by the applicant.
If circumstances justify granting the assistance, the Corps is required to notify the ACHP and
provide documentation specifying the circumstances, explaining the degree of damage to the
integrity of any historic properties affected, and proposed mitigation. This documentation must
include any views obtained from the applicant, SHPO/THPO, appropriate Indian tribes if the
undertaking occurs on or affects historic properties on tribal lands or affects properties of interest
to those tribes, and other parties known to have a legitimate interest in the impacts to .the
permitted activity on historic properties.
19. Designated Critical Resource Waters. Critical resource waters include, NOAA
designated marine sanctuaries, National Estuarine Research Reserves, state natural heritage sites,
and outstanding national resource waters or other watery officially designated by a state as
having particular environmental or ecological significance and identified by the district engineer
after notice and opportunity for public comment. The district engineer may also designate
additional critical resource waters after notice and opportunity for comment.
• (a) Discharges of dredged or fill material into waters of the United States are not
authorized by NWPs 7, 12, 14,16, 17, 21, 29, 31, 35, 39, 40, 42, 43, 44, .49, and 50 for any
activity within, or directly affecting, critical resource waters, including wetlands adjacent to such
waters.
(b) For NWPs 3, 8,10, 13, 15, 18, 19, 22, 23, 25, 27, 28, 30, 33, 34, 36, 37, and 38,
notification is required in accordance with general condition 27, for any activity proposed in the
designated critical resource waters including wetlands adjacent to those waters. The district
engineer may authorize activities under these NWPs only after it is determined that the impacts
to the critical resource waters will be no more than minimal.
5

20. M ti anon. The district engineer will consider the following factors .when
determining appropriate and practicable mitigation necessary to ensure that'adverse effects on
the aquatic environment are minimal:
(a) The activity must be designed and constricted to avoid and minimize: adverse effects,
both temporary and permanent, to waters of the United States to the maximum extent practicable
at the project site (i.e., on site).
(b) Mitigation in all its forms (avoiding, minimizing, rectifying, reducing, or
compensating) will be required to the extent necessary to ensure that the adverse effects to the
aquatic environment are minimal.
(c) Compensatory mitigation.at a minimum one -for -one ratio will be required for all
wetland losses that exceed 1/10 acre and require pre -construction notification, unless the district
engineer determines m writing that some other form of mitigation would be more
environmentally appropriate and provides a project -specific waiver of this requirement. For
wetland losses of 1/10•acre or less that require pre -construction notification, the district engineer
may determine on a case -:by -case basis that compensatory mitigation is required to ensure that .
the activity results in minimal adverse effects on the aquatic environment. Since the likelihood of
success is greater and the impacts to potentially valuable uplands are reduced, wetland
restoration should be the first compensatory mitigation option considered.
(d) For losses of streams or other open waters that require pre -construction notification,
the district engineer may require compensatory mitigation, sucb. as stream restoration; to ensure
that the activity results in minimal adverse effects on the aquatic environment.
(e) Compensatory mitigation will not be used to increase the acreage losses allowed by
the acreage limits of the NWPs. For example, if an NWP• has an acreage limit of 1/2 acre, it
cannot be used to authorize any project resulting in the loss of greater than 1/2 acre of waters of
the United States, even if compensatory mitigation is provided that replaces or restores some of
the lost waters. However, compensatory mitigation can and should be used, as necessary, to
ensure that a project already meeting the established acreage limits also satisfies the minimal
impact requirement associated with the NWPs.
(fl Compensatory mitigation plans for projects in or near streams or other open waters
will normally include a requirement for the establishment, maintenance, and legal protection
(e.g., conservation easements) of riparian areas next to open waters. In some cases; riparian areas
maybe the only compensato.,, mitigation required. Riparian areas should consist ofnative
species. The width of the required riparian area All address documented water quality or aquatic
habitat loss concerns. Normally, the riparian area will be 25 to 50 feet wide on each side of the
stream, but the district engineer may require slightly wider riparian areas to address documented
water quality or habitat loss concerns. • Where both wetlands and open waters exist on the project
site, the district engineer will determine the appropriate compensatory mitigation (e.g., riparian
areas and/or wetlands compensation) based on what is best for the aquatic environment on a
watershed basis. Incases where riparian areas are determined to be the most appropriate form of
compensatory mitigation, the district engineer may waive or reduce the requirement to provide
wetland compensatory mitigation for wetland losses.
(g) Permittees may propose the use of mitigation banks, in -lieu fee arrangements or
separate activity -specific compensatory mitigation. In all cases, the mitigation provisions will
specify the party responsible for accomplishing and/or complying with the mitigation plan.
1.1

(h} Where certain functions and services of waters of the United States are permanently
adversely affected, such as the conversion of a forested or scrub -shrub wetland too -a herbaceous
wetland in a permanently maintained utility line right-of-way, mitigation may be required to
reduce the adverse effects of the project to the minimal level.
21. Water Quality. Where States and authorized Tribes, or EPA whereapplicable, have
not previously certified compliance of an NWP with CWA Section 401, individual 401 Water
Quality Certification must be obtained or waived (see 33 CFR 330.4(c)). The district engineer or
State or Tribe may require additional water quality management measures to ensure that the
authorized activity does not result in more than minimal degradation of water quality.
22. Coastal Zone Management. In coastal states where an NWP has not previously
received a state coastal zone management consistency concurrence, an individual state coastal
zone management consistency concurrence must be obtained, or a presumption of concurrence
must occur (see 33 CFR 330.4(d)}. The district engineer or a State may require additional
measures to ensf)xe that the authorized activity is consistent with state coastal zone management
requirements.
.23. Regional and Case -By -Case Conditions. The activity must comply with any regional
conditions that may have been added by the Division Engineer (see 33 CFIR 330.4(e}) and with
any case. specific conditions added by the Corps or by the state, Indian Tribe, or U.S. EPA in its
section 401 Water .Quality. Certification, or by the state in:its Coastal Zone Management Act
consistency determination. .
24. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and
complete project is prohibited, except when the. acreage loss of waters of.the United States
authorized by the NWPs does not exceed the acreage limit of the NWP with the highest specified
acreage limit. For example, if a road crossing over tidal waters.is constructed undor NWP 14,
with associated bank stabilization authorized by NWP 13, the maximum acreage loss ofwaters
of the United States for the total. project cannot exceed 1/3-acre.
25. Transfer of Nationwide Permit Verifications. If the permittee sells the property
associated with :a nationwide permit verification, the permittee may transfer.the.nationwide -.
permit verification to the new owner by subnait&g a letter to the appropriate Corps district office
to validate the transfer. A copy of the nationwide permit verification must be attached to the .
letter, and the letter must contain the following statement and signature:
"When the structures or work authorized by this nationwide permit are still in existence at the
time the property is transferred, the terms and conditions of this nationwide permit, including any
special. conditions, will continue to. be binding on the new owners) of the property...To validate
6

the transfer of this nationwide permit and the associated liabilities associated with compliance
with its terms and conditions, have the transferee sign and date below."
(Transferee)
(Date)
26. Comvliance Certification. Each permittee who received an NWP verification from the
Corps must submit a signed certification regarding the completed work and airy required
mitigation. The certification form must be forwarded by the Corps with the NWP verification
letter and will include:
(a)' A statement that the authorized work was done in accordance with the NWP
authorization, including any general or specific conditions;
(b) A statement that any required mitigation was completed in accordance with the permit
conditions; and
(c) The signature of the permittee certifykgthe completion of the work and mitigation.
27. Pre -Construction Notification. (a) Timine. Where required by. the terms of the NWP,
the prospective permittee must notify the district engineer by submitting a pre -construction
notification (PCN) as early as possible. The district engineer must determine if the PCN is
complete within 30 calendar days of the date of receipt and, as a general rule, will request
additional information necessary to make the PCN complete only once:. -However, if the
prospective permittee: does not provide all of the requested information, then the district engineer
will notify the prospective permittee that the PCN is still incomplete and the PCN review process
Will not commence until all of the requested information has been received by the district
engineer.- The prospective permittee shall not begin the activity until either:
(1) He or she is notified in writing by the district engineer that the activity may proceed
under the NWP with any special conditions imposed by the district or division engineer; or
(2) Forty-five calendar days have passed from the district engineer's receipt of the
cc7np,tetc'PCN and the prospective permittee has not received written notice from the'district or
division engineer. However, if the permittee was required to notify the Corps pursuant to general
condition 'l7 that listed species or critical habitat might affected or iii the vicinity of the project,
or to notify the Corps pursuant to general condition 18 that the activity may have the potential to
cause effects to historic properties, the permittee cannot begin the activity until receiving written
notification from the Corps that is "no effect" on listed species or "no potential to cause effects"
on historic properties, or that any consultation required under Section 7 of the Endangered
Species Act (see 33 CFR 330.4(f)) and/or Section 106 of the National Historic Preservation (see
33 CFR 330.4(g)) is completed. ,Also, work cannot begin under NWPs 21, 49, or 50 until the
permittee has received written approval from the Corps. If the proposed activity requires a
written waiver to exceed specified limits of an NWP, the permittee cannot begin the activity until
the district engineer issues the waiver. If the district or division engineer notifies the permittee in
writing that an individual permit is required within 45 calendar days of receipt of a complete
PCN, the permittee cannot begin the activity until an individual permit has been obtained.
8

Subsequently, the permittee's right to proceed under the NWP may be modified, suspended, or
revoked only in accordance with the procedure set forth in 33 CFR 330.5(d)(2). .
(b) Contents of Pre -Construction Notification: The PCN must be in writing and include
the following information:
(1) Name, address and telephone numbers -of the prospective permittee;
(2) Location of the proposed project;
(3) A description of the proposed project; the project's purpose; direct and indirect
adverse environmental effects the project would cause; any other NWP(s), regional general
permit(s), or individual permit(s) used -or intended to be used to authorize any part of the
proposed project or any related activity. The description should be sufficiently detailed to allow
the district engineer to determine that the adverse effects of the project will be minimal and to
determine the need for compensatory mitigation. Sketches should be provided when necessary
to show that the activity complies with the terms of the NWP. (Sketches usually clarify the
project and when provided result in a quicker decision.);
(4) The PCN must include a delineation of special aquatic sites and other waters of the
United States on the project site. Wetland delineations must be prepared in accordance with the
current method required by the Corps. The permittee may ask the Corps to delineate the special
aquatic sites and other waters of the United States, but there may be -a delay if the Corps does the
delineation, especially if the project site is large or contains many waters of the United States.
Furtbermore; the 45 day -period will riot s"tart -until the delineation has been submitted to or
completed by the Corps, where appropriate;
(5) If the proposed activity will result in the loss of greater than 1/10 acre of wetlands and
a PCN is required, the prospective permittee_must submit a statement describing how the
mitigation requirement will be satisfied. As an alternative, the prospective permittee may submit
a conceptual or detailed .mitigation plan.
(6) If any listed species or designated critical habitat might be affected or is in the vicinity
of the project, or if the project is located in designated critical habitat, for non Federal applicants
the PCN must include the name(s) of those endangered or threatened species that might be
affected by the proposed work or utilize the designated critical habitat -that may affected by
the proposed work. Federal applicants must provide documentation demonstrating compliance
with the Endangered Species Act, and
(7) For an activity that may affect a historic property listed on, -determined to be eligible
for listing on, or potentially eligible for listing on, the National Register of Historic Places, for
non -Federal applicants the PCN must state which historic property may be affectedby the
proposed work or include a vicinity map indicating the location of the historic property. Federal
applicants must provide documentation demonstrating compliance with Section 106 ofthe
National Historic Preservation Act.
(c) Form of Pre -Construction Notification: The standard individual permit application
form (Form I NG 4345) may be used, but the completed application form must clearly indicate
that it is a PCN and must include all of the information required in paragraphs (b)(1) through (7)
of this general condition. A letter containing the required information may also be used.
(d) Agency Coordination: (1) The district engineer will consider any comments from
Federal and state agencies concerning the proposed activity's compliance with the terms and
conditions of the NWPs and the need for mitigation to reduce the projeWs adverse
environmental effects to a minimal level.
E

(2) For all NWP 48 activities requiring pre -construction notification, and for other NWP
activities requiring pre -construction notification to the district engineer *that result in the loss of
greater than 1/2-acre of waters of the United States, the district engineer will immediately
provide (e.g., via facsimile transmission, overnight mail, or other expeditious manner) a copy of
the PCN to the appropriate Federal or state offices (U.S. FWS, state natural resource or water
quality agency, EPA, State Historic Preservation Officer (SHPO) or Tribal Historic Preservation
Office (THPO), and, if appropriate, the.NMFS). With the exception of NWP 37, these agencies
will then have 10 calendar days from the date the material is transmitted to telephone or fax the
district engineer notice that they intend to provide substantive, site -specific comments. If so
contacted by an agency, the district engineer will wait an additional 15 calendar days before
making a decision on the pre -construction notification. The district engineer will fully consider
agency comments received within the specified time frame, but will provide no response to the
resource agency, except as provided below. The district engineer will indicate in the
administrative record associated with each pre -construction notification that the resource . .
agencies' concerns were considered. For NWP 37, the emergency watershed protection and
rehabilitation activity may proceed immediately in cases where there is an unacceptable hazard
to life or a significant loss of property or economic hardship will occur. The district engineer will
consider any comments received to decide whether the NWP 37 authorization should be
modified, suspended, or revoked in accordance with the procedures at 33 CFR 330.5.
(3) In cases of where the prospective permittee is not a Federal agency, the district
engineer will provide a response to NMFS within 30 calendar days of receipt of any Essential
Fish Habitat conservation recommendations, as required by Section 305(b)(4)(B) of the
Magnuson -Stevens Fishery Conservation and Management Act.
(4) Applicants are encouraged to provide the Corps multiple copies of pre -construction
notifications to expedite agency coordination.
(5) For NWP 48 activities that require reporting, the district engineer will provide a copy
of each report. within 10 calendar days of receipt to the appropriate regional office of the NMFS.
(e) District Engineer's Decision. In reviewing the PCN for the proposed activity, the
district engineer will determine whether the activity authorized by the NWP will result in more
than minimal individual or cumulative adverse environmental effects or may be contrary to the
public interest. If the proposed activity requires a PCN and will result in a loss of greater than
1/10 acre of wetlands, the prospective permittee should submit a mitigation proposal with the
PCN. Applicants may also propose compensatory mitigation for projects with smaller impacts.
The district engineer will consider any proposed compensatory mitigation the applicant has
included in the proposal in determining whether the net adverse environmental effects to the
aquatic environment of the proposed work are minimal. The compensatory mitigation proposal
may be either conceptual or detailed. If the district engineer determines that the activity complies
with the terms and conditions of the NWP and that the adverse effects on the aquatic
environment are minimal, after considering mitigation, the district engineer will notify the
permittee and include any conditions the district engineer deems necessary. The district engineer
must approve any compensatory mitigation proposal before the permittee commences work. If
the prospective permittee elects to submit a compensatory mitigation plan with the PCN, the
district engineer will expeditiously review the proposed compensatory mitigation plan. The
district engineer must review the plan within 45 calendar days of receiving a complete PCN and
determine whether the proposed mitigation would ensure no more than minimal adverse effects
on the aquatic environment. If the net adverse effects of the project on the aquatic environment
10

(after consideration of the compensatory mitigation proposal) are determined by the district
engineer to be minimal, the'district engineer will provide a timely written response to the .
applicant. The response will state that the project can proceed under the terms and conditions of
the N`WP.
Jf the district engineer determines that the adverse effects of the proposed work are more
than minimal, then the district engineer will notify the applicant either: (1) That the project does
not qualify for authorization under the NWP and instruct the applicant on the procedures to seek
authorization under an individual permit; (2) that the project is authorized under the NWP .
subject to the applicant's submission of a mitigation plan that would reduce the adverse effects
on the.aquatic'environment to the minimal level; or (3) that the project is authorized under the
NWP with specific modifications or conditions. Where the district engineer determines that
mitigation is required to ensure no more than minimal adverse effects occur to the aquatic
environment, the activity will be authorized within the 45-day P.CN period. The authorization
will include the necessary conceptual or specific mitigation or a requirement that the applicant
submit a mitigation plan that would reduce the adverse effects on the aquatic environment to the
minimal level. When mitigation is required, no wort; in waters of the Unite States may occur
until the district engineer has approved a specific mitigation plan.
. 28. Sin"1e and Complete Project. The activity must be a single and complete project. The
same NWP cannot be used more than once for the same single and complete project.
1: District Engineers have authority to determine if an activity complies with the terms
and conditions of an NWP.
2. NWPs do not obviate the need to obtain other federal, state, or local permits,
approvals, or authorizations required by law.
3. NWPs do not grant any property rights or exclusive privileges.
4. NWPs do not authorize any injury to the property or rights of others.
5. NWPs do. not authorize interference with any existing or proposed Federal project.
DEFMTIONS
Best manag: Policies, practices, procedures, or strractmes
implemm- ted to mitigate the adverse environmental effec*w on surface water quality resulting
from development. BWs are categorized as structural or non-structural.
C07Wensatoa mitigation: The restoration, establishment (creation), enhancement, or
preservation of aquatic resources for the purpose of compensating for unavoidable adverse
impacts which remain after all appropriate and practicable avoidance and minimization has been
achieved.
Cun-ently servicea le: Useable as is or with some maintenance, but not so degraded as to
essentially require reconstruction.
Discharge: The term "discharge" means any discharge of dredged or fill material.
Enhancement: The manipulation of the physical, chemical, or biological 'characteristics of
an aquatic resource to heighten, intensify, or improve a specific aquatic resource function(s).
Enhancement results in the gain of selected aquatic resource function(s), but may also lead to a
11

decline in other aquatic resource function(s). Enhancement does not result in a gain in aquatic
resource area.
Ephemeral stream: An ephemeral stream has flowing water only during, and £or.a short
duration after, precipitation events in a typical year. Ephemeral stream beds are located above the
water table year-round. Groundwater is not a source of water for the stream. Runoff from rainfall
is the primary source of water for stream flow.
Establishment (ireation: The manipulation of the physical, chemical, or-biologicalcharacteristics present to develop an aquatic resource that did not previously exist at an upland
site. Establishment results in a gain in aquatic resource area.
Historic Property: Any prehistoric or historic district, site (including archaeological
site), building, structure, or other object included in, or eligible for inclusion in, the National
Register of Historic Places maintained by the Secretary of the Interior. This term includes
artifacts, records, and remains that are related to and located within such properties. The term
includes properties of traditional religious and cultural importance to an Indian tribe or Native
Hawaiian organization and that meet the National Register criteria (36 CFR part 60).
Independent utility: A test to determine what constitutes a single and complete project in
the Corps regulatory program. A project is considered to have independent utility if it would be
constructed absent the construction of other projects in the project area. Portions of a multi -phase
project that depend upon other phases of the project do not have independent utility. Phases of a
project that would be constructed even if the other phases were not built can be considered as
separate single and complete projects with independent utility. . '
Intermittent stream: An intermittent stream has flowing water during certain times of the
year, when groundwater provides water for stream flow. During dry periods, intermittent streams
may not have flowing water. Runoff from rainfall is a supplemental source of water for stream
flow.
Loss of waters of the United States. Waters of the United States that -are permanently
adversely affected by filling, flooding, excavation, or drainage because of the regulated activity.
Permanent adverse effects include. permanent discharges of dredged or fill material that change
an aquatic area to dry land, increase the bottom elevation of a waterbody, or change the use of a
waterbody. The acreage of loss of waters of the United States is a threshold measure gent of the
impact to jurisdictional waters for determining. whether a project may qualify for an NWP; it is
not a net threshold that is calculated after considering compensatory mitigation that may be used
to offse.losses of aquatic functions and services. The loss of stream bed includes the linear feet
of stream bed that is riled or excavated. Waters of the United States temporarily tilled, flooded,
excavated, or drained, but restored to pre -construction contours and elevations after construction,
are not included in the measurement of loss of waters of the United States. Impacts resulting
from activities eligible for exemptions under Section 404(f) of the Clean Water .Act are not
considered when calculating the loss of waters of the United States.
Non -tidal wetland.• A non tidal wetland is a wetland that is not subject to the ebb and
flow of tidal waters. The definition of a wetland can be found at 33 CFR 328.3 (b). Non -tidal
wetlands contiguous to tidal waters are located landward of the high tide line (i.e., spring high
tide line).
. . Open water: For purposes of the NWPs, an open water is. any area that in a year with
normal patterns of precipitation has water flowing or standing above ground to the extent that an
ordinary high water mark can be determined. Aquatic vegetation within the area of standing or
12

flowing water is either non -emergent, sparse, or absent. Vegetated shallows are considered to be
open waters. Examples of "open waters" include rivers, streams, lakes, and ponds.
a d nala High Water Mark: An ordinary high water mark is a line on the shore
established by the fluctuations of water and indicated by physical characteristics, or by other
appropriate means that consider the characteristics of the surrounding areas (see 33 CFR.
328.3(e)).
Perennial stream: A perennial stream has flowing water year-round during a typical year.
The water table. is located above the stream bed for most of the year. Groundwater is the primary
source of water for stream flow. Runoff from rainfall is a supplemental source of water for
stream flow.
Practicable: Available and capable of being done after taking into consideration cost,
existing technology, and logistics in light of overall project purposes.
Pre -construction noti cation: A request submitted by the project proponent to the Corps
for confirmation that a particular activity is authorized by nationwide permit. The request maybe
a permit application, letter, or similar dopument that includes information about the proposed
work and its anticipated environmental effects. Pre -construction notification may be required by
the terms and conditions of a nationwide permit, or by regional conditions. -A pre -construction
notification may be voluntarily submitted in cases where pre -construction notification is not
required and the project proponent wants confirmation that the activity is authorized by
nationwide permit.
Preservation: The removal of a threat to; or preventing the decline of, aquatic resources
by. an action in or near those aquatic resources. This term includes activities commonly
associated with the protection and maintenance of aquatic resources through the impleinentatioii
of appropriate legal and physical mechanisms. Preservation does not result in a gain of aquatic
resource area or functions. _ I' .
Re-establishment: The manipulation of the physical, chemical, or.biological
characteristics of a site with the goal of returning natural/historic functions to a former aquatic
resource. Re-establishment results in rebuilding a former aquatic resource and results in a gain in
aquatic resource area. . .
Rehabilitation: The manipulation of the physical, chemical, or biological characteristics
of a site with the goal of repairing natural/historic functions to a degraded aquatic resource.
Rehabilitation results in a gain in aquatic resource function, but does not result in a gain in
aquatic resource area.
Restoration: The manipulation of the physical, chemical, or biological characteristics of a
site with the goal of returning naturaYMstoric functions to a former or degraded aquatic resource.
For the purpose of tracking net gains in aquatic resource area, restoration is divided into two
categories: re-establishment and rehabilitation.
Riffle and pool complex: Riffle and pool complexes are special aquatic -sites under the
404(b)(1) Guidelines. Riffle and pool complexes sometimes characterize steep gradient sections
of streams. Such stream sections are recognizable by their hydraulic characteristics. The rapid
movement of water over a course substrate in riffles results in a trough flow, a turbulent surface,
and high dissolved oxygen levels in the water. Pools are deeper areas associated with riffles. A
slower.stream velocity, a streaming flow, a smooth surface, and a finer substrate characterize
Pools.
Riparian areas: Riparian areas are lands adjacent to streams, lakes, and estuarine -marine
shorelines. Riparian areas are transitional between terrestrial and aquatic ecosystems, through
13

which surface and subsurface hydrology connects waterbodies with their adjacent uplands.
Riparian areas provide a variety► of ecological functions and services and help improve or
maintain local water quality. (See general condition 20.)
,Shell sh seeding: The placement of shellfish seed and/or suitable substrate to increase
shellfish production. Shellfish seed consists of immature individual shellfish or individual
shellfish attached to shells or shell fragments (i.e., spat on shell). Suitable substrate may consist
of shellfish shells, shell fragments, or other appropriate materials placed into waters for shellfish
habitat.
Single and complete project. The term "single and complete project" is defined at 33
CPR 330.2(i) as the total project proposed or accomplished by one owner/developer or
partnership or other association of owners/developers. A single and complete project must have
independent utility (see definition). For linear projects, a "single'and complete project" is all
crossings of a single water of the United States (Le., a single waterbody) at.a, specific location.
For linear projects crossing a single waterbody several times at separate and- distant -locations,
each crossing is considered a single and complete project. However, individual channels in a
braided stream or river, or individual arms of a large, irregularly shaped wetland or lake,. etc.; are
not separate waterbodies, and crossings of such features cannot be considered separately.
Stormwater management: Stormwater management is the mechanism for controlling
stormwater runoff for the purposes of reducing downstream erosion, water quality degradation,
and flooding and mitigating the adverse effects of changes inland use on the aquatic
environment.'
Stormwater management facilities: Stormwater management facilities are those facilities,
including but not limited to, stormwater retention and detention ponds and best management
practices, which retain water for a period of time to control runoff and/or improve -the quality
(i.e., by reducing the concentration of nutrients, sediments, hazardous substances and other
pollutants) of stormwater runoff.
;Stream be The substrate of the stream channel between the ordinary high water marks.
The substrate may be bedrock or inorganic particles that range in size from clay to boulders.
Wetlands contiguous to the stream bed, but outside of the ordinary high water marks, are not
considered part of the stream bed.
Stream channelization: The manipulation of a stream's course, condition, capacity, or
location that causes more than minimal interruption of normal stream processes. A channelized
stream remains a watea of the United States.
-Structure: An object that is arranged in a definite pattern of organization. Examples of
structures include, without limitation, any pier, boat dock, boat ramp, wharf, dolphin, weir,
boom, breakwater, bulkhead, revetment, riprap, jetty, artificial island, artificial reef, permanent
mooring structure, power transmission line, permanently moored floating vessel, piling, aid to
navigation, or any other manmade obstacle or obstruction.
: - Tidal wetland: A tidal wetland is a wetland (i.e., water of the United States) that is
inundated by tidal waters. The definitions of a wetland and tidal waters can be found -at 33 CFR
328.3(b) and 33 CFR 328.3(t), respectively. Tidal waters rise -and fall in a predictable and
measurable rhythm or cycle due to the gravitational pulls of the moon.and sun. Tidal waters end
where the rise and fall of the water surface can no longer -be practically measured in a predictable
rhythm due to masking by other waters, wind, or other effects. Tidal wetlands are located
channelward of the high tide line; which is defined at 33 CFR 328.3(d).
14

Vegetated shallows: Vegetated shallows are special aquatic sites under the 404(b)(1)
Guidelines. They are areas that are permanently inundated and under normal circumstances have
rooted aquatic vegetation, such as seagrasses in marine and estuarine systems and a variety of
vascular rooted plants in freshwater systems.
ffiaterbo : For purposes of the NWPs, a waterbody is a jurisdictional. water of the
United States that, during a year with normal patterns of precipitation, has water flowing or
standing above ground to the extent that an ordinary high water mark (OHWM) or other
indicators of jurisdiction can be determined, as well as any wetland area (see 33 CFR 328.3(b)).
If a jurisdictional wetland is adjacent --meaning bordering, contiguous, or neighboring --to a
jurisdictional waterbody displaying an OHWM or other indicators of jurisdiction,. that waterbody
and its adjacent wetlands are considered together as a single aquatic unit (see 33 CFR
328.4(c)(2)). Examples of "waterbodies" include streams, rivem, lakes, ponds, and wetlands.
15

1.0 Excluded' Waters
The Corps has identified waters that will be excluded from the use of all NWP's during certain
timeframes: These waters are:
1.1. Anadromous Fish Spawning Areas
Waters of the United States identified by either the North Carolina Division of Marine Fisheries
(NCDMF) or the North Carolina Wildlife Resources Commission (NCWRC) as anadromous fish
spawning areas are excluded during the period between February 15 and June 30, without prior
written approval from NCDMF or NCWRC and the Corps.
1.2. Trout Waters Moratorium
Waters of the United States in the twenty-five designated trout counties of North Carolina are
excluded during the period between October 15 and April 15 without prior written approval from
the NCWRC. (see Section I. b. 7. for a list ofthc twenty-five trout counties).
1.3. Sturgeon Spawning Areas
Waters of the United States designated as sturgeon spawning areas are excluded during the
period between February 1 and June 30, without prior written approval from the National Marine
Fisheries Service (NMFS).
2.0 Waters Requiring Additional Notification
The Corps has identified waters that will be subject to additional notification requirements for
activities authorized by all NWP's. These waters are:
2.1. Western IBC Counties that Drain to Designated Critical Habitat
Waters of the U.S. that requires a Pre -Construction Notification pursuant to General Condition
27 (PCN) and located in the sixteen counties listed below, applicants must provide a copy of the
PCN to the US Fish and Wildlife Service,160 Ziilicoa Street, Asheville, North Carolina 28805.
This PCN must be sent concurrently to the US Fish and Wildlife Service and the Corps Asheville
Regulatory Field Office. Please see General Condition 17 for specific notification requirements
related to Federally Endangered Species and the following website for information on the
location of designated critical habitat.
Counties with tributaries that drain to designated critical habitat that require notification to the
Asheville US Fish and Wildlife Service: Avery, Cherokee, Forsyth, Graham, Haywood,
16

Henderson, Jackson, Macon Mecklenburg, Mitchell, Stokes, Sung, Swain, Transylvania, Union
and Yancey.
Website and office addresses for Endangered Species Act Information:
The Wilmington District has developed the following website for applicants which provide
guidelines on how to review linked websites: and maps in order.to fiilfill NWP .general condition
17 requirements.
httn://www.saw.usace.4 my.mil/wetlands/ESAA
Applicants who do not have internet access may contact the appropriate US. Fish and Wildlife
Service offices or the US Army Corps of Engineers office listed below.
US Fish and Wildlife Send=
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
Asheville US Fish and Wildlife Service Office counties: All
counties west of and including Anson, Stanly, Davidson, Forsyth and Stokes Counties
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
Raleigh US Fish and Wildlife Service Office counties: all counties east of and including
Richmond, Montgomery, Randolph, Guilford, and Rockingham Counties.
2.2. Special Designation Waters
Prior to the use of any NWP in any of the following North. Carolina identified waters and
contiguous wetlands, applicants must comply with Nationwide Permit General Condition 27
(PCN). The North Carolina waters and contiguous wetlands that require additional notification
requirements are:
"Outstanding Resource Waters" (ORW) and "High Quality Waters" (HQW) (as designated by
the North Carolina Environmental Management Commission), or
`inland Primary Nursery Areas" (IPNA) (as designated by the North Carolina Wildlife
Resources Commission), or "Contiguous Wetlands" (as defined by the North Carolina
Environmental Management Commission), or "Primary Nursery Areas" (PNA) (as designated by
the North Carolina Marine Fisheries Commission).
17

2.3. Coastal Area Management Act (LAMA) Areas of Environmental Concern
Non -Federal applicants for any NWP in a designated "Area of Environmental Concern' (AEC)
in the twenty (20) counties of Eastern North Carolina covered by the North Carolina Coastal
Area Management Act (CAMA), must also obtain the required CAMA permit. - Construction
activities for non -Federal projects may not commence until a copy of the approved CAMA
permit is furnished to the appropriate Wilmington District Regulatory Field Office (Wilmington
Field Office — P.O. Box 1890, Wilmington, NC 28402 or Washington Field Office — P.O. Box
1000, Washington, NC 27889).
2.4. Barrier Islands
Prior to the use of any NWP on a barrier island of North Carolina, applicants must comply with
Nationwide Permit General Condition 27 (PCN).
2.5. Mountain or Piedmont Bogs
:prior to the use of any NWP in a "Mountain or Piedmont Bog" ofNorth Carolina, applicants
shall comply with Nationwide Permit General Condition 27 (PCN).
Note: The following wetland community types identified in the N.C. Natural Heritage Program
document, "Classification of Natural communities of North Carolina (Michael P. Schafale and
Alan S. Weakley,1990), are subject to this regional condition.
Mountain Bo s
Piedmont Bogs
Swamp Forest -Bog Complex
Upland depression Swamp
Forest
Swamp Forest -Bog Complex
_(Spruce Subtype)
Southern Appalachian Bog
ivordiern Sub" e
Southern Appalachian Bog
Southern Subtype)
Southern A alachian Fen
2.6. Animal Waste Facilities
Prior to use of any NWP for construction of animal waste facilities in waters of the US, including
wetlands, applicants shall comply with Nationwide Permit General Condition 27 (PCN).
2.7. Trout Waters
Prior to any discharge of dredge or fill material into streams or waterbodies within 'the twenty-
five (25) designated trout counties of North Carolina, the applicant shall comply with
18

Nationwide Permit General Condition 27 (PCN). The applicant shall also provide a copy of the
notification to the appropriate NCWRC office to facilitate the determination of any potential
impacts to designated Trout Waters. Notification to the Corps of Engineers will include a
statement with the name of the NCWRC biologist contacted, the date of the notification, the .
location, of work, a delineation of wetlands, a discussion of alternatives to working in the
mountain trout waters, why alternatives were not selected, and a plan to provide compensatory
mitigation for all unavoidable adverse impacts to mountain trout waters.
NCWRC and NC Trout Counties
Mr. Ron Linville
Western Piedmont Region
Coordinator
Alleghany
Caldwell
Watauga
3855 Idlewild Road
Ashe
Mitchell
Wilkes
Kernersville NC 27284-9180 1
Avery
Stokes
Telephone: [phone] -
Burke
a
Mr. Dave McHenry
Mountain Region Coordinator
Buncombe
Henderson
Polk
20830 Great Smoky Mtn.
Express wa
Cherokee
Jackson
Rutherford
Waynesville NC 28786
clay
Macon
Swain
Telephone: 82$ 452-2546
Graham
Madison
Tramylvania
Fax: [phone]
Ha ood
McDowell
Yance
3.0 List 'of Corps Regional Conditions for All Nationwide Permits
The following conditions apply to all Nationwide Permits in the Wilmington District:
3.1. Limitation of Loss of Perennial Stream Bed
NWx s may not be used fur activities chat may result in the -loss or degradation of greater than
3000 total linear feet of perennial streams. The NWPs may not be used for activities that may
result in the loss or degradation of greater than 300 total linear feet of ephemeral and intermittent
streams that exhibit important aquatic fimetion(s)* Loss of stream includes the linear feet of
stream bed that is filled, excavated, or flooded by the proposed activity. The District
Commander can waive the 300 linear foot limit for ephemeral and intermittent streams on a case -
by -case basis if he determines that the proposed activity will result in minimal individual an: '
cumulative adverse impacts to the aquatic environment. Waivers for the loss: of ephemeral and
intermittent streams must be in writing. This waiver only applies to the 300 linear feet threshold
for NWPs. Mitigation may still be required for impacts to ephemeral and intermittent streams,
on a case -by -case basis, depending on the impacts to the aquatic elivironment of the proposed
pra ect. r*Note: The Corps uses the Stream Quality Assessment Worksheet, located with Permit
Information on the Regulatory Program Web Site, to aid in the determination of aquatic function
within the intermittent stream channel.]
19

31. Mfigation for Lows of Stream Bed Exceeding 150 Feet
For any NWP that results in a loss of more than 150 linear feet of perennial and/or
ephemeral/intermittent stream, the applicant shall .provide a mitigation proposal to compensate
for the loss of aquatic function associated with the proposed activity. For stream losses legs than
150 linear feet, that require a PCN, the District Commander may determine, 'on a case -by -case
basis that compensatory mitigation is required to ensure that the activity results in minimal
adverse effect on the aquatic environment.
3.3. Pre -construction Notification for Loss of Streambed Exceeding 150 Feet.
Prior to use of any NWT for any activity which impacts more than 150 total linear feet of
perennial stream or ephemeral/ intermittent stream, the applicant must comply -with Nationwide
Permit General Condition 27 (PCN). This applies to NWPs that do not have specific notification
requirements. if a N-WP has specific notification requirements, the requirements of the N VP
should be followed.
3.4. Restriction on Use of Live Concrete
For all NWPs which allow the use of concrete as a building material, measures will be taken to
prevent live or fresh concrete, including bags of uncured concrete, from coming into contact with
waters of the state until the concrete has hardened.
3.5. Requirements for Using Riprap for Bank Stabilization
For all NWPs that allow for the use of riprap material for bank stabilization, the following
measures shall be applied:
3.5.1. Filter cloth must be placed underneath the riprap as an additional requirement of its use in
North Carolina waters.
3.� u. The placement of riprap shall be limited to the areas depicted on submitted wcxn plan
drawings.
3.5.3. The riprap material shall be clean and free from loose dirt or any pollutant except in trace
quantities that would not have .am adverse environmental effect.
3.54, .It shall be of a size sufficient to prevent its movement from the authorized alignment. by.
natural forces under normal conditions.
3.5.5. The riprap material shall consist of clean rock or masonry material such as, but not limited
to, granite, marl, or broken concrete.
20

3.5.6. A -waiver from the specifications in thisRegional Condition maybe requested in writing.
The waiver will only be issued if it can be demonstrated that the impacts of complying with this
Regional condition would result in greater adverse impacts to the aquatic environment.
3.6. Safe Passage Requirements for Culvert Placement
For allNWPs that involve the construction/installation of culverts, measures will be included in
the construction/installation that will promote the safe passage of fish and other aquatic
organisms. The dimension, pattern, and profile of the stream above and below a'pipe or culvert
should not be modified by widening the stream channel or by reducing the depth of the stream in
connection with the construction activity. The width, height, and gradient of a proposed opening
should be such as to pass the average historical low flow and spring flow without adversely .
altering flow velocity. Spring flow should be determined from gage data, if available. In the
absence of such data, bankfuli flow can be used as a comparable level.
In the twenty (20) counties of North, Carolina designated as coastal counties by the Coastal Area
Management Act (CAMA): All pipe and culvert bottoms shall be buried at least one foot below
normal bed elevation when they are placed within the Public Trust Area of Environmental.
Concern (AEC) and/or the Estuarine Waters AEC as designated by LAMA, and/or all streams
appearing as bI,TP limes on United States Geological Survey ,%, ISGS) quad sheets.
Roadway
Appmach rill ]arilcCulvertburied
isill belovifstreambed
bo aplaropriaW
depth (ifrequimd).
Bottam
In all other counties: Culverts greater than 48 inches in diameter will be buried at least one foot
below the bed of the stream. Culverts 48 inches in diameter or less shall be buried or placed on
the stream bed as practicable and- appropriate to maintain aquatic passage, and every effort shall
be made to maintain the existing channel slope. The bottom of the culvert must be placed at a
depth below the natural stream bottom to provide for passage during drought or low flow
conditions.
Destabilizing the channel and head cutting upstream should be considered in the placement of
the culvert.
A waiver from the depth specifications in this condition may be requested in writing. The waiver
will be issued if it can be demonstrated that the proposal would result in the least impacts to the
aquatic environment.
All counties: Culverts placed in wetlands do not have to be buried.
21

3.7. Notification to NCDENR Shellfish Sanitation Section
Applicants shall notify the NCDENR Shellfish Sanitation Section prior to dredging in or
removing sediment from an area closed to shell fishing where the effluent may be released to an
area open for shell fishing or swimming in order to avoid contamination from the disposal area
and cause a temporary shellfish closure to be made. Such notification shall also be provided to
the appropriate Corps of Engineers Regulatory Field Office. Any disposal of sand to the ocean
beach should occur between November l and April 30 when recreational usage is low. Only
clean sand should be used and no dredged sand from closed shell fishing areas may be used. If
beach disposal were to occur at times other than stated- above or if sand from a closed shell
fishing area is to be used, a swimming advisory -shall be posted, and a press release shall be
issued.
3.8. Preservation of Submerged Aquatic Vegetation
Adverse impacts to Submerged Aquatic Vegetation (SAY) are not authorized by any NWP
within any of the twenty coastal counties defined by North Carolina's Coastal'Area Management
Act of 1974 (CAMA).
4.0 Additional Regional Conditions Applicable to Specific Nationwide Permits
The following regional conditions are required for NWP 429-Residential Developments.
4.1. Discharges in wetlands and in perennial streams for stormwater management facilities are
prohibited under this NWP.
4.2. Single-family recreational facilities are not authorized by this NWP. Recreational
facilities that are incorporated into serving an entire residential development can be authorized
by this NWP.
4.3. • Discharges of dredged or fill material into waters of the US, including wetlands, within the
floodway, resulting in permanent above -grade fills are not authorized by this NWP.
4A. Discharges of dredged or fill material into waters of the US, including wetiands, within we
mapped FEMA 100-year floodplain, below headwaters (i.e. ? five cfs) resulting in permanent
above -grade fills are not authorized by this NWP.
4.5. This NWP may not be used to authorize the discharges of dredged or fill material_ into
waters of the United States that have been identified or designated by the State of North Carolina
as:
Outstanding Resource Waters
High Quality Waters
Coastal Wetlands as defined by North Carolina's Coastal Area Management Act
Wetlands adjacent to these waters
22

NC DIVISION OF WATER QUALITY - GENERAL CERTMCATION CONDITIONS
For'the most recent General Certification conditions, call the NC Division of Water Quality,
Wetlands/401 Certification Unit at [phone] or access the following website:
hU.-//h2o. enr. state.nc.us/ncwetlands/certs.html
NC DIVISION OF COASTAL MANAGEMENT - STATE CONSISTENCY
In a letter dated May 7, 2007, the North Carolina Division of Coastal Management found this
NWP consistent with the North Carolina. Coastal. Zone Management Program. Updates on
CAMA Consistency for NC can be found on the NC DCM web site at:
http://dcm2.enr.state.ne.us/Permits/Congst.htm
EASTERN BAND OF THE CHEM= INDIANS TRIBAL WATER QUALITY
CERTIFICATIONS
In a letter dated May 8, 2007, US EPA, on behalf of the Eastern Band of Cherokee Indians,
provided Tribal General Conditions for Nationwide Permits on Cherokee Indian Reservation.
These Tribal General Conditions are located on the Corps website at:
htt://www.saw.usace.gM.miYWETLANDS/NWP2007/EBCI-certs.html
'ta 'ons•
2007 Nationwide Permits Public Notice for Final Issue Date: March 15, 2007
Correction Notice for Nationwide Permits, Federal Register / Vol. 72, No. 88 / Tuesday, May 8,
2007 / Notices p.26082
2007 SAW Regional Conditions -- Authorized June 1, 2007
This and other information can be found on the Corps web site at:
http://www.saw.usace.aimy niYWETLANDS/NWP2007/nationwide-Rermits.html
23

State Stormwater Permit Application Tracking Cover Sheet
Wil jMton Regional Office
Project Name:
SAVANNAH LAKES AT THE MEADOWLANDS, PHASE 3
Project Category:
MOD
Project Type:
HD - DETENTION POND
App Aecept Date:
11/19/2007
Application Fee Amt.-
$ q O O p
Fee Check Number:
O(D7 SZ 6
Reviewer Name:
NELSON, CHRISTINE
Record the following information from BIMS after proiect has been entered!
Permit Number (BIMS): 5W S C7 J (-zo3 M 0 J8
Please update the SW Access System by entering the Permit Number for the protect!
Date Entered in Access. iqa�b 7
Entered in Access By: M I ga 8M q U &I � L�
Date Printed: 11/19/200711:36: 03 AM

THOMAS & HUTTON ENGINEERING CO.
1350 FARROW PARKWAY
POST OFFICE BOX 8000
MYRTLE BEACH, SOUTH CAROLINA 29578-8000
TELEPHONE [phone]
FAX [phone]
November 16, 2007
Ms. Linda Lewis
NCDENR — Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
RE: Savannah Lakes at The Meadowlands — Phase 3
Stormwater Management Application
3-18660.303
Dear Ms. Lewis:
CE411v r)
N O Y Ilk 1007
WIMP 19
On behalf of Centex, we are pleased to submit the Stormwater Management Application for the referenced
project. The following items are attached for your review:
• One (1) copy and one (1) original Permit Application
•Three (3) sets Construction Plans
•Three (3) copies of Construction Specifications — on file
•Two (2) copies of the Stormwater Report
*One (1) copy and one (1) original Wet Detention Basin Inspection and Maintenance agreement
(Basins 8A and 8B)
•One (1) copy and one (1) original Wet Detention Basin Supplement Form (copies as previously
submitted for Basins 3, 6, and 7)
• One (1) copy and one (1) original Wet Detention Basin Supplement Form (Basins 8A and 8B to be
re -permitted)
• Check in the amount of $4000.00 for Review fee
• Two (2) copies of Project Narrative with Construction Sequence
• One (1) copy of High Density residential Subdivision Document
• One (1) copy of stormwater express questionnaire, cover sheet, and vicinity map
*One (1) copy of wetland permit Phase 2 and Phase 3
Please review the application, and if everything is in order, we respectfully request NCDENR approval of
the application. We appreciate your assistance with this project. Please call if you have any questions.
Sincerely,
THOMAS & HUTTON ENGINEERING CO.
David Gantt, P.E.
N:\18660\Does\Applications\DENER Stormwater Revisions 10-3-07\Revised to High Density\NCDENR-Lewis-L- PH3 submittal.doc
SAVANNAH, GEORGIA-CHARLESTON, SOUTH CAROLINA - WILMINGTON, NORTH CAROLINA * BRUNSWICK, GEORGIA