SW8060101_HISTORICAL FILE_20060131

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 06 01 0I
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2606 Ol 31
YYYYMMDD

zi -i
January 31, 2006
Mr. Jay R. Houston,
Meadow Ridge, LLC
P.O. Box 627
Shallotte, NC 28459
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
P.E., Managing Member
Subject: Stormwater Permit No. SW8 060101
Meadow Ridge
High Density Subdivision Project
Brunswick County
Dear Mr. Houston:
Alan W. Klimek, P.E. Director
Division of Water Quality
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Meadow Ridge on January 24, 2006. 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. We are forwarding Permit No. SW8 060101,
dated January 31, 2006, for the construction of the subject project.
This permit shall be effective from the date of issuance until January 31, 2016, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150E of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, INC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Paul Bartlett, or me at [phone].
Sincerely,
1Z, DV .
ddr
-war' Beck
Regional Supervisor
Surface Water Protection Section
ENB/ptb: S:\WQS\STORMWAT\PERMIT\060101.jan06
cc: Jay R. Houston, P.E., Houston & Associates, PA
Delaney Aycock, Brunswick County Inspections
Jeff Phillips, Brunswick County Engineering
Paul T. Bartlett, P.E.
Wilmington Regional Office
North Carolina Division of Water Duality 127 Cardinal Drive Extension Phone [phone] Customer Services-877.623-6748 pne
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.encstate.nc.us NOrtt1CN'Otln3
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper Naturally

State Stormwater Management Systems
Permit No. SW8 060101
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Jay R. Houston, P.E. and Meadow Ridge, LLC
Meadow Ridge
Brunswick County
FOR THE
construction, operation and maintenance of three wet detention ponds in compliance
with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater
rules") and the approved stormwater management plans and specifications and other
supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until January 31, 2016 and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
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 7 lots (Outparcels), each allowed built -upon area per Attachment
#1.
3. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
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.
Pape 2 of 9

State Stormwater Management Systems
Permit No. SW8 060101
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 #1
Pond #2
Pond #3
a. Drainage Area, acres:
Onsite, ft2
Offsite, ft2
12.32
84,071
452,588
6.87
299,131
None
4.21
183,553
None
b. Total Impervious Surfaces, fC
OS Buildings, ft2:
OS Streets, ft2:
Future Onsite, ftz:
Future Offsite Outparcels 1,2,3,6,7),ft2:
426,222
29,856
89,834
None
306,532
222,796
91,907
130,889
None
None
152,003
41,195
71,417
39,392
None
c. Design Storm, inches
1
1
1
d. Pond Depth, feet
6.5
6.0
6.0
e. TSS removal efficiency
90
90
90
f. Permanent Pool Elevation, FMSL
42.0
42.0
45.0
g. Permanent Pool Surface Area, ft
23,289
17,119
12,938
h. Permitted Storage Volume, ft
35,262
18,192
13,972
i. Temporary Storage Elevation, FMSL
43.4
43.0
46.0
. Controlling Orifice,' e
3.0
2.0
1.5
k. Permitted Foreba Volume, ft
18,855
14,448
8,635
I. Receiving Stream/River Basin
Saw Pit Swam I Lumber
m. Stream Index Number
15-25-22
n. Classification of Water Body
C; Sw
o. Max. horsepower for a fountain
1/3 1/6 1/8
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.
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.
Paqe 3 of 9

State Stormwater Management Systems
Permit No. SW8 060101
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.
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.
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 060101, as issued 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 (Outparcel) is as listed in Attachment #1. 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.
j. Each lot within the subdivision whose ownership is not retained by the permittee,
must submit a separate Offsite Stormwater Management Permit application
package to the Division of Water Quality and receive a permit prior to any
construction on the lot.
Paqe 4 of 9

State Stormwater Management Systems
Permit No. SW8 060101
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 stormwater
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.
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
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.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 060101
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.
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 31st day of January 2006.
NORTI-I.t;AROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
e3e,el<-
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 060101
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 060101
ATTACHMENT #1
MEADOW RIDGE
ALLOWABLE BUILT -UPON AREA
Outparcel
No.
Total Area,
Acres
Total Allowable Built -Upon Area
Acres
Square Feet
1
1.43
1.2155 85%
52,947
2
1.40
1.19 85%
51,836
3
1.45
1.2325 85%
53,688
4
5.88
4.90
213,444
5
13.59
5.1243
223,215
6
3.38
1.3445
58,566
7
2.73
2.3205 85%
101,081
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 060101
Meadow Ridge
Stormwater Permit No. SW8 060101
Brunswick County
Designer's Certification
Page 1 of 2
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 060101
Certification Requirements: Page 2 of 2
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf, a
forebay, and the vegetated filter.
15. The required dimensions of the system are provided, per the approved
plan.
cc: NCDENR-DWQ Regional Office
Delaney Aycock, Brunswick County Building Inspections
Jeff Phillips, Brunswick County Engineering
Page 9 of 9

HOUSTON and ASSOCIATES, P:A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Mr. Paul T. Bartlett, P.E.
Division of Water Quality
NCDENR
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 Pine Street
Post Office Box 627
Tuesday, January 24, 2006
Subject: Meadow Ridge: SW8 060101
Ocean Isle Beach, North Carolina
Stormwater Fast Track Permitting Submittal
RECEIV D
M00
Dear Mr. Bartlett:
On behalf of Meadow Ridge, LLC, we are submitting for your review and
approval these responses to your comment letter dated, January 17, 2005.
Each of your comments ate addressed below.
1. Two (2) copies of the completed, dated and signed deed restriction
template you provided are enclosed.
2. The enclosed deed restriction template includes a restriction that
establishes a blanket easement over the entire property. This
restriction has been added as a Note to Sheet 1 of the plans. Two (2) \
copies of the revised Sheet 1 are enclosed.
3. The vegetated 6:1 shelf for the three stormwater ponds is shown \
correctly on Sheet 4.. Both the plan view and the section view show a' \
12' wide vegetated shelf below the permantent pool. A note has been \
added to Sheet 4, that specifies 12' wide. Two (2) copies of the revised
Sheet 4 are enclosed.
4. The Off -Site impervious area shown on Section I11.6 of the application
is for the Out Parcels that will be developed in the future. Please see
Section 111.7 of the application and Sheet' 2A of the plans for
explanation of the Off -Site areas. During the Pre -Application
meeting, October 31, 2005, we were told to include the future Out
Parcel impervious area as Off -Site area. It is included as Off -Site area
so that when each Out Parcel is developed, the developer can submit
for an Off -Site Stormwater Permit. The 7.04 acres of Off -Site
impervious area includes the future impervious areas from Out Parcels
1, 2, 3, 6, and 7. See the Future Allowable BUA column on Sheet 2A
of the plans. The Future Allowable BUA's shown for each of these
Out Parcels adds up to the 7.04 acres.

Mr Bartlett Page 2 Meadow Ridge
Stormwater Express SW8 060101
The drainage areas Al and A2 delineated on the 11.5" x 14" drainage
map are used only to size the piping through the project. The plans
show that these areas are Off -Site areas that are piped through the
project and by-pass Stormwater Pond # 1. The draingage area for
Stonnwater Pond #1 shown on the color drainage map is correct. No
other changes need to be made.
5. The forebays are sized correctly. The areas 'questioned in comment 4
do not enter Stonnwater Pond'#1.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
�Sincerely, /J
T. J n Clark, P.E.
Houston and Associates, P.A.
pc: File; 05-1065 (Meadow Ridge - EXPRESS Stormwater Permitting)

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone] Pine Street
Facsimile [phone] Post Office Box 627
FOR STORMWATER EXPRESS REVIEW
Narrative/Project Description, (Meadow Ridge, Ocean Isle Beach, NC):
The Meadow Ridge project is located in southeast Brunswick County, in
Ocean Isle Beach, North Carolina. Meadow Ridge consists seven (7)
commercial out parcels. Two (2) of the out parcels, Access Storage II (out
parcels 4 and 5), along with roadways and parking areas are being developed in
this submittal.
Development of Meadow Ridge will be accompanied with a curb and
guttered entrance/main roadway with catch basins/drop inlets and piping. The
parking areas will include catch basins and piping. Three (3) Stormwater Ponds
have been engineered for treatment. Each of the engineered BMP's is designed
to store the required one (1.0) inch of runoff and to all of NCDENR's
requirements. There are property line ditches on both the northern and
southern property lines. Some ditches have been relocated. All wetlands are
shown on the plans. The proposed Stormwater Ponds outlet into the ditches
and wetlands. The stormwater ponds were designed to treat the runoff from the
future out parcel developments. Four (4) of the out parcels to be developed in
the future were assigned maximum impervious areas. Maximum BUA's for
each out parcel are shown on the plans. The design of each BMP was done
according to the NCDENR Stormwater BMP Design Manual.
The project area to be disturbed is slightly rolling with a consistent slope
from the southern project boundary to the northern project boundary. The
Soil Survey of Brunswick County classifies the soil types within the project
boundaries as Mandarin Fine Sands and Grifton fine sandy loam. Runoff
drains to the Saw Pit Swamp and into the Shallotte River.
Ridge.
This submittal is for a High Density Stormwater Permit for Meadow
SEAL r:v
030869 _
///W1.111�`
JAN 2 4 7006
��� a6(0

FILE MODE
P. 1
COMMUNICATION RESULT REPORT ( JAN.17.2006 5:33PM )
TTI NCDENR WIRO
OPTION ADDRESS (GROUP) -=R�T---------PAGE
----------- ---- ------------------
191 MEMORY TX 919107542121 OK' P. 4/4
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-4) NO E-3) NO ANSWER FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
Date: 1 /17/06
To: Jay Houston
Company:
FAX #: [phone]
William G. Ross, Jr., Secretary
FAX COVER SHEET
No. of Pages: 4 (Intl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 060101
Project Name: Meadow Ridge
MESSAGE:
Jay,
A Request for Additional Information is attached for the subject project. The original will
be mailed to you.

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor
Date: 1 /17/06
To: Jay Houston
Company:
FAX #: [phone]
William G. Ross, Jr., Secretary
FAX COVER SHEET
No. of Pages: 4 (Incl. Cover)
From: Paul Bartlett
Water Quality Section -
Stormwater
FAX #: [phone]
Phone #: [phone]
DWQ Stormwater Project Number: SW8 060101
Project Name: Meadow Ridge '
MESSAGE:
Jay,
A Request for Additional Information is attached for the subject project. The original will
be mailed to you.
ENB\ptb: S:\WQS\STORMWATER\ADDINFO\2005\060101.jan06
127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

pF \NATF9 Michael F. Easley, Governor
William G. Ross, Jr., Secretary
v� North Carolina Department of Environment and Natural Resources
as Alan W. Klimek, P.E. Director
Division of Water Quality
January 17, 2006
Mr. Jay R. Houston,
Meadow Ridge, LLC
P.O. Box 627
Shallotte, NC 28459
P.E., Managing Member
Subject: Request for Additional Information
Stormwater Project No. SW8 060101
Meadow Ridge
Brunswick County
1crW-11-
/ez .
r y DG�S 1 �C t 1 1 S 'tom' e�w.. DK.�cU^LPF.�•
I I ^, �, 617.
Dear Mr. Houston:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Meadow Ridge on January 3, 2006 for a scheduled review on January 10, 2006. A preliminary
review of that information has determined that the application is not complete. The following
information is eded to continue the stormwater review:
Please provide a copy of the proposed deed restrictions to include all required
% conditions and limitations; or complete, sign, date, and notarize the attached
deed restriction template for a high density development with outparcels.
Please loc&t pp_�r�d�J sw s,ii a recor d access/drainage easement.
f
3. Please clarify the width for the vegetated, 6:1 shelf on the three detention ponds.
(/The plan views on Sheet 4 illustrate a 6' width and the section elevations
Pe9uIllustrate a 10' to 12' width. A minimum 10' wide shelf is required. Please add
"10' Wide" to the label for the 6:1 vegetated slope on the ponds' plan view details
on Sheet 4.
D (� Please clarify the drainage area for Pond #1. Section 111.6 of the application
l includes 306,532 sq ft of "Off -site" impervious area in the Pond #1 column. Is
�17►3 llt�6 1t this impervious area from Al and A2 that is delineated on the submitted 11-1/2 x
5,Ar4 14 drainage map? If so:
ry . (a) drainage area Al and A2 (48.3 ac total?) need to be added to the
tt— �12.32 ac drainage area entry at the top of the table and on page 1 of
tdA
the supplement for Basin #1; p� I (b) the Pond #1 calculations need to be revised by adding the 48.3 ac
L� drainage area; and
yt I (c) the drainage outfall for areas Al and A2 needs to be clarified if they
I ultimately discharge to Pond #1 (i.e., "Offsite Piping" for the Pond #1
"Access Storage 11" calculations list SD101 — SD108 and Sheet 1
illustrates the piping bypassing Pond #1 through a swale).
01 V—aA AA
Please separately calculate West and East Forebay surface and volume area
requirements based on the clarified drainage area of Item #4 above, and make
any design/documentation revisions that may be necessary.
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Services-877-623-6748 One
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2oonr.state.naus N'�ojCaro/l/ina
An Equal Oppodunity/Affirmative Action Employer - 50% Recyc1ed110 % Post Consumer Paper Naturally aurally

Mr. Jay R. Houston, P.E., Managing Member
January 17, 2006
Stormwater Application No. SW8 060101
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to January
25, 2006, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for
a time extension to the Division at the address and fax number at the bottom of this
letter. The request must indicate the date by which you expect to submit the required
information.
The construction of any impervious surfaces, other than a construction entrance under
an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and
is subject to enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincer %
i
Paul T. Bartlett, P.E.
Environmental Engineer
ENB/ptb: S:\WQS\STORMWATER\ADDINFO\2005\060101.jan06
cc: Jay R. Houston, P.E., Houston & Associates, PA
Paul Bartlett

INFORMATION PERTAINING TO DEED RESTRICTIONS
AND PROTECTIVE COVENANTS
In accordance with Title 15 NCAC 21-1.1000, the Coastal Stormwater Management
Regulations, deed restrictions and protective covenants are required for High Density
Developments with Outparcels where lots will be subdivided and sold. 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. The
following deed restrictions and covenants must be recorded prior to the sale of any outparcel:
1. The following covenants are intended to ensure ongoing compliance with State
Stormwater Management Permit Number 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 built -upon area for the outparcel(s) or future development area shown on
the approved plans is as follows:
Outparcel # BUA AND/OR Future Development BUA
These allotted amounts include any built -upon area constructed within the property
boundaries, and that portion of the right-of-way between the lot lines 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. The runoff from all built -upon area within the outparcel or future development area must
be directed into the permitted stormwater control system.
8. Built -upon area in excess of the permitted amount will require a permit modification.
9. The connection from the outparcel's collection system into the stormwater control shall
be made such that short-circuiting of the system does not occur.
10. For those outparcels or future development areas whose ownership is not retained by
the permittee, the new owner shall submit a separate offsite stormwater permit
application to the Division of Water Quality and receive a permit prior to construction.

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone] Pine Street
Facsimile [phone] Post Office Box 627
Wednesday, December 21, 2005
Mr. Cameron Weaver, Fast Track Permitting Coordinator
Division of Water Quality
NCDENR
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: 'Meadow Ridge
Ocean Isle Beach, North Carolina
Od, � s
Stormwater Fast Track Permitting Submittal
Dear Mr. Weaver:
On behalf of Meadow Ridge, LLC, we are submitting for your review and f�jlO�
approval two (2) copies each of the stormwater plans, stormwater calculations,
and the stormwater application and supplements. The Express Review date for
this project is January 10, 2006.
During our pre -application meeting, October 31, 2005, it was brought up
that the permanent pool elevation in two (2) of our Stormwater Ponds may be
to low. Your concerns were .that the Stormwater Ponds may be draining the
adjacent wetlands. After that meeting, we consulted with Edwin Andrews &
Associates, P.C., Consulting Hydrogeologists. They determined that our
proposed Stormwater Ponds would not: have an adverse affect on the adjacent.
wetlands. Two (2) copies of a letter from Mr. Ed Andrews are enclosed.
A check written to NCDENR for $4,000.00 is enclosed to cover the
application fee. ,
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contract our office at your convenience.
RE C' MV ED sincerely,
JAN. q ''Mb
BYE JTson Clark, P.E.
ton and Associates, P.A.
pc: File; 05-1065 (Meadow Ridge - Fast Track Stormwater Permitting)

OFFICE USE ONLY
Dale Received
Pee Paid
Permit Number
►Q3-
-0
5
ISWS
OU01ol
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):
_M�nt�Bt�3�L L.G
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
�_manno ,_ng—mee ber
3. Mailing Address for person listed in item 2 above:
City: State: NC zip: 2R'i59
Telephone Number:.( 9 (O ) '7$4 -
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
—Meo&aw
5. Location of Project (street address):
_NC1Aw r 904 — Seozs %& Rood
city: Ocean geach County: Bru Lik
6. Directions to project (from nearest major intersection):
Fconn�! n� US 4" � 6SOLAk and NC L� m, 90L+ 4urn
_IMF} on 4o NC Iiuy.9C 'ts a i o)L 1_2.5 6AIes LeT+
,t
7. Latitude: 33� SS 3�o Longitude: -7 80 301 I u of project
8. Contact person who can answer questions about the project:
Name: SQ4 R. t'rq�„5�� rt�� Telephone Number: (_�ID ) �st'i -
it. PERMIT INFORMATION:
1. Specify whether project is (check one): _,X__New Renewal Modification
Form SWU-101 version 3.99 Page I of 4

2. If this application is being.submitted as the result of a renewal or modification to an existing permit, list the
existing permit number (y 1 py and its issue date (if known)
3. Specify the type of project (check one):
_Low Density ____High Density _Redevelop _General Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major X Sedimentation/Erosion Control _404/401 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 .
1 n-kn t-he Sat..., Jp.k SL"O'�O
2. Stormwater runoff from this project drains to the LLMv,)p2(- River basin.
3. Total Project Area: 31 • 13 acres 4. Project Built Upon Area: 5 V7
5. How many drainage areas does the project have?_5
6. Complete die 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.
C;4UPMWokr Onnd'16 I Ssmoev,t�a� CW --"�2
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
En'D'Al _S lblie
k e%
Receiving Stream Class
C sw
C Sw
Drainage Area
12.32 me- 53L GG4 SF
&'VB a 299 1315E
Existing Impervious} Area
Proposed Impervious Area
9."1Sor- 4U. 2729E
S.lt 4'. 2ZZ '796, sF
% Impervious` Area (total)
'79.V-°/,
'7`h.604
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
0.009�_ 29,B5psF
2.11 91 90? 5F
On -site Streets
2.0`�.. 99 ,614SP
3.O oz. 13O 889 5F
On -site Parking
_
On -site Sidewalks
_
Other on -site PI
—
Off -site
.c 3ov s3zsF
Total: 9.178.. 426 2225E
Total: S.112ZZ'79G SF
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number I� 1 �Q and its issue date (if known)
3. Specify the type of project (check one):
_Low Density Y, High Density _Redevelop _General Permit _Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major Sedimentation/Erosion Control _404/401 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.
n". C\e k 1 r\-4-o the Saw P' A St a , p
2. Stormwater runoff from this project drains to the LL.r* toer- River basin.
3. Total Project Area: 31.13 acres 4. Project Built Upon Area: S 8; i %
5. How many drainage areas does the project have? 3
6. 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.
�e r0' e -�
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
•� _ \\ 2 r
L S 1
Receiving Stream Class
Sw
C
Drainage Area
y ,z t u e 1 %3 9S3 SF
31• 1 3sco 0z3 s
Existing Impervious` Area
—
—
Proposed lmpeMous*Area
3,49ae. 152 003sF
1%.Z9'73aa. '79(0 s%sF
Impervious' Area (total)
82.1;010
1$Q,'laa
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
0.95 41 %1SSF
3.741ac, I(2-9S9sF
On -site Streets
1, 6404. "l 141 73F
&•('05oa. Z Sv
On -site Parking
—
On -site Sidewalks
—
—
Otheron-site `FuTu Re'
O.gOac- 39 39Z.er
0A00y 3q,39Z sv
off -site t r
e
�,o9oc 30(o,532
Total: 3.,49ac. I SZ,pp3 SF
Total: 18.28 �3ac 7
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? 46..r5 W% M �e ru ouS Co'ero9e on
n..4 PftrOk c I Z. 3 or,d h. n.A AA.v .t11Ln.., Wo FZ( 1A ^..1 IL-1
TCaIOk on Sheek ZA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized 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
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
A/f A - blew prnirek as issued by the Division of Water Quality. These covenants may not be
changed or deleted wi&ut the consent of the State.
'19� 59(0 �`eTp�os all beak
2. No more than r square feet of shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shalt be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenyts for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will nm 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 SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 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 Regional Office.
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
• One copy of the applicable Supplement Form(s) for each 6MP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, 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)
V11. 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): FtD..Glnntl'.? lesl�.
Mailing Address: �.�. l�Dk 4,2-7
city: Shea\\off 42 State:_&JG zip: 2-(Y S9
Phone: ( 9(0 ) '754- (o32-4
VIII. APPLICANT'S CERTIFICATION
Fax: ( Ito ) 754 -y z(
I, (print or type name of person listed in General Information, item 2) --MIA S.11,S�r,- ,
certify that the information included on this permit application form is, o the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1 .1000. (\ _ . i
Dale:
Form S WU-101 Version 3.99 Page 4 of 4
MK

Hydrologic and Hydraulic Calculations
for
Meadow Ridge
Including j:ZFU a " -
-Access Storage- �aN o zoos
Stormwater Pond #1
CA
SEAL r;
_ 030869
Q-
kM!! Illi I! IP,1l
Prepared By
jn �G,JSi_I!=:.i1:r9SS �iLr%I �\C,1'�ifJ(1.•Y:1S�(.`..Fi,, f�,.i.�.,
CONSULTING ENGINEERS
Shallotte, North Carolina
December 2005

�� - � /
/� f '.
.\�� '7, i
Y -'l
-`t ]: b�
• l?lrI

Meadow Ridge
Access Storage II
Stormwater Pond #1 Design
October2005
Stormwater Pond #1 Design
Total Drainage Area: 12.32 Acres
Prepared By: TJC
Checked By:
C 536664 SF
Impervious Area:
Buildings:
0.69
Acres
(v 29856
SF
Pavement
2.06
Acres
89834
SF
Future - OFFSITE:
7.04
Acres
306532
SF
Total:
9.78J'
Acres
426222
SF
% Impervious:
79.4
%
Permanent Pool Depth: 6.5
% TSS Removal: 90%
SA/DA: 3.964
Required SA:
21,273
SF
Runoff:
1
Inches
"Simple Method"
Rv
0.76
Volume:
34,203
CF
Actual Normal Pool SA:
23,289
SF (@ 42.0' MSL)
Depth of Storage:
1.36
Feet
USE:
1.40
Feet
SA @ Storage Pool:
27,085
SF (@ 43.4' MSL)
Provided Storage:
35,262
CF
Pond Elevations:
Bottom Elev.:
35.5
MSL
Permanent Pool:
42.0
MSL
Storage Pool:
43.40
MSL
EMERGENCY OVERFLOW WEIR:
44.0
MSL
Top of Pond Elev.:
44.5
MSL

Meadow Ridge
Access Storage II
Prepared By: TJC
Stormwater Pond Design Checked By:
October2005
Meadow Ridge
Runoff Hydrograph into SW Pond
(See Flowrate Calc. and
Drainage Basin Data for Breakdown of Areas)
Curve Number
Drainage Area Land Use Soil Group
NA
98
9.78 Impervious B
958.901653
61
2.54 Grassed B
154.659366
Total:
12.32 Total:
1 1 13.56102
Weighted Curve Number: 90.39
Runoff Volume:
(Soil Conservation Service Method)
Storm Duration:
10 Yr - 1 Hr
Storm Rainfall:
5.9 Inches
S:
1.06
Direct Surface Runoff:
4.75 Inches
Total Runoff:
212,299 CF
4.87 Ac-Ft
Peak Flowrate:
Hydraulic Length:
1000 Feet
Time of Concentration:
6.12 Min
10 Yr Intensity:
6.6 Inches/Hour
Weighted "C":
0.80
10 Yr Peak Flowrate:
64.70 CFS
Basic Hydrograph:
Conversion Factors:
u:
0.001477 Ac-Ft/Unit
w:
0.646968636 CFS/Unit
k:
1.657 Min/Unit

Meadow Ridge
Access Storage II
Stormwater Pond Design Prepared
Checked By:
TJC
October 2005
Time Min Flow CFS
0.0 0.0
5.0 3.2
1 1 .6 9.7
16.6 22.6
21.5 36.2
26.5 49.8
29.8 58.2
33.1 62.8
38.1 64.7
44.7 62.1
49.7 55.0
56.3 46.6
66.3 32.3
77.9 21.3
87.8 15.5
99.4 10.4
111.0 7.1
139.2 2.6
165.7 0.0
Inflow Hydrograph
70.0
60.0
50.0
N
u
40.0
v
30.0
0
LL
20.0 -.
10.0
0.0
0.0
50.0 100.0 150.0 200.0
Time (MIN)

Meadow Ridge
Access Storage II
Stormwater Pond Design
Meadow Ridge
Pond Stage -Discharge
-Storage
Pond Storage Pool
Area =
27,085.00
Square Feet
Pond Normal Pool Area =
23,289.00
Square Feet
AT =
360 sec.
ELEVATION DISCHARGE
STORAGE
2S/DT + 0
42.00
0.00
0.00
43.40
0.00
35262
196
43.49
1.00
37529
209
43.65
5.00
41559
236
43.71
7.00
43070
246
43.80
10.00
45337
262
43.92
15.00
48359
284
43.97
17.00
49618
293
44.03
20.00
51130
304
44.13
25.00
53648
323
44.23
30.00
56167
342
44.31
35.00
58182
358
44.40
40.00
60449
376
44.48
45.00
62464
392
44.56
50.00
64479
408
44.71
60.00
68257
439
** Discharge / Stage
Relationship
Based on 10'
Weir
Prepared By: TJC
f`har Lcrl Rv
Outflow vs 2S/AT + 0
1000 -
800
600
a
N
400 -
200 -
0
0 10 20 30 40 50 60
Outflow (CFS)

Meadow Ridge
Access Storage II Prepared By: TJC .
Stormwater Pond Design Checked By:
October2005
Meadow Ridge
Routing Table - SW Treatment Pond
AT USED IN STAGE -DISCHARGE -STORAGE
6 (min)
Time
n
In
In + In+1
2S/DT - On
2S/DT + On+1
On+1
(min)
(CFS)
(CFS)
(CFS)
(CFS)
(CFS)
0
1
0
4
6
2
4.2
15
4
4
0
12
3
10.7
37
19
19
0
18
4
26.5
70
56
56
0
24
5
43.0
102
126
126
0
30
6
58.6
122
221
227
3
36
7
63.1
126
282
342
30
42
8
63.2
121
308
408
50
48
9
57.4
107
317
429
—56 —
54
10
49.5
91
314
424
55
60
11
41.3
74
307
404
49
66
12
32.7
60
298
381
42
72
13
26.9
48
288
358
35
78
14
21.1
39
279
336
28
84
15
17.8
32
270
318
24
90
16
14.5
26
264
302
19
96
17
11.9
22
257
290
16
102
18
9.7
18
251
279
14
108
19
7.9
15
245
269
12
114
20
6.6
12
241
260
10
120
21
5.7
10
236
253
8
126
22
4.7
8
234
247
6
132
23
3.8
7
230
243
6
138
24
2.8
5
226
237
5
144
25
2.1
4
223
231
4
150
26
1.5
1.54
219
226
3

Meadow Ridge
Access Storage II
Stormwater Pond Design
October 2005
Stormwater Pond #1 Outlet Structure
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC
Checked By:
FLOWRATE = **
56
CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
0
INCHES
Weir Length =
10
FEET
HEAD = #DIV/O!
LENGTH OF CULVERT PIPE =
0
FEET
HEADWATER ELEVAI #DIV/0!
INV. IN ELEV. OF CULVERT =
0.00
FEET
INV. OUT ELEV. OF CULVERT =
0.00
FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
43.40
FEET
HEAD = #DIV/0!
WEIR FLOW COEF. =
4
HEADWATER ELEVAI #DIV/O!
TAILWATER ELEVATION =
41.00
FEET
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = 0.6
HEADWATER ELEVAI 44.0 *Emergency Overflow
Outlet Elevation
Q10 Routed Flowrate equals 56.0 cfs

Meadow Ridge
Access Storage II
Drawdown Calculations
October2005
Meadow Ridge
Stormwater Pond #1 Drawdown
ORIFICE DIA.
INCHES
AREAS (FTA2)
NUMBER OF ORIFICES
i 2 3
4
1 3 0.049 0.098 0.147 0.1961
INPUT
NORMAL POOL AREA =
INCHES OF RAINFALL =
BASIN AREA =
IMPERVIOUS AREA =
NORMAL POOL ELEVATION =
ORIFICE AREA =
STORAGE POOL AREA =
TIME INCREMENT OF ROUTING =
ORIFICE COEF. =
INPUT RESULTS
0.535 ACRES
1.00 INCHES
12.32 ACRES
9.78 ACRES
42.00 FEET
0.049 FEET'
0.6220 ACRES
2.0 HOURS
0.6
RUNOFF COEF. (Rv) = 0.7648
ELEVATION OF POOL AT STORAGE = 43.40 FEET
NORMAL POOL AREA - 23,289.00 FEET'
VOLUME OF RUNOFF FROM RAINFALL = 34,202.75 FEET'
VOLUME OF STORAGE = 35,266.84 FEET3
Prepared By: TJC .
Checked By:

Meadow Ridge
Access Storage II
Drawdown Calculations
October2005
Drawdown Calculations For Pond Orfice
Prepared By: TJC .
Checked By:
TIME
ELEVATION
FEET
HEAD
FEET
FLOWRATE
CFS
VOLUME
CIF
END ELEV.
FEET
0
43.40
1.4000
0.27966
2,013.54
43.31
2.0
43.31
1.3135
0.27089
1,950.38
43.23
4.0
43.23
1.2298
0.26211
1,887.18
43.15
6.0
43.15
1.1488
0.25333
1,823.94
43.07
8.0
43.07
1.0704
0.24454
1,760.67
42.99
10.0
42.99
0.9948
0.23574
1,697.36
42.92
12.0
42.92
0.9220
0.22694
1,634.00
42.85
14.0
42.85
0.8518
0.21814
1,570.60
42.78
16.0
42.78
0.7844
0.20933
1,507.14
42.72
18.0
42.72
0.7196
0.20050
1,443.63
42.66
20.0
42.66
0.6577
0.19167
1,380.05
42.60
22.0
42.60
0.5984
0.18284
1,316.41
42.54
24.0
42.54
0.5419
0.17399
1,252.70
42.49
26.0
42.49
0.4881
0.16512
1,188.90
42.44
28.0
42.44
0.4370
0.15625
1,125.01
42.39
30.0
42.39
0.3887
0.14736
1,061.01
42.34
32.0
42.34
0.3432
0.13846
996.90
42.30
34.0
42.30
0.3004
0.12954
932.65
42.26
36.0
42.26
0.2603
0.120S9
868.26
42.22
38.0
42.22
0.2230
0.11162
803.68
42.19
40.0
42.19
0.1885
0.10262
738.90
42.16
42.0
42.16
0.1568
0.09359
673.86
42.13
44.0
42.13
0.1279
0.08452
608.52
42.10
46.0
42.10
0.1017
0.07539
542.79
42.08
48.0
42.08
0.0784
0.06619
476.58
42.06
50.0
42.06
0.0580
0.05690
409.71
42.04
52.0
42.04
0.0404
0.04749
341.93
42.03
54.0
42.03
0.0257
0.03788
272.76
42.01
56.0
42.01
0.0140
0.02794
201.20
42.01
58.0
42.01
0.0053
0.01727
124.35
42.00
60.0
42.00
0.0000
#NUM!
#NUM!
#NUM!
Drawdown-Time FOR TOTAL STORAGE VOLUME = 2.333 days
Orifice Size `3_0 inches
ORIFICE SIZING FOR 1" RAINFALL VOLUME - 34,202.75 CIF
Q2= 0.20 CFS
Q5= 0.08 CFS
AVERAGE HEAD - 0.64 FEET
ORIFICE FLOWRATE
Q - 3.0., = 0.189 CFS OFIRCE SIZE IS O.K.
DRAWDOWN TIME - 2.10 DAYS

STORMWATER POND #1 DATA SUMMARY
Total Built -Upon Area(Ac.)............................
9.8
Total SW Drainage Area (Ac.).........................
12.32
% Impervious Area ..........................................
79.4
Computed Runoff from 1" Rainfall (CF)...........
34,203
Provided Storage(CF)....................................
35,262
Required Surface Area (SF) ............................
21,273
Surface Area of Pond @ Normal Pool (SF).......
23,289
Surface Area of Pond @ Storage Pool (SF).....
27,085
SW Storage Depth (Feet) ...............................
1.4
Number of Orifices ..........................................
1
Diameter of Orifice (Inch) ...............................
3
Elevation of Orifice Bottom (MSQ..................
42.00
Approx. Time for Drawdown (Days) ................
2.10
Overflow Weir Elev. (MSQ........................
43.40
10-Year Routed Flowrate (CFS)......................
56
Flood Pool Elevation @ Q10............................
44.0

Stormwater Pond #1
West East
35.5
0
0
36
687
692
40
2428
2466
41
3066
3097
—> 42
3587
3645
43
4106
4183
43.4
4322
4407
44
4655
4750
-ALL-- ri7
35.5-36.0
/ 3 6.0-41.0
( 41.0-42.0
35.5-42.0
42.0-43.4
West
orebay
(CF)
0
93831t11ro
3327/
12709
5536
Total Volume @ PP =
Total Forebay Volume=
% Forebay Volume -
East
0
9473)170 Q
3371
12844
5636
85400 CF
22.08 %
4019
4546/7-
9042
12771
1 6057/ta 43o20)
17700
183561Z- h77S
19342 f2> %7/
2141 11
43293I
14414 yeig24
59848
24089/1-= r1.04
Total
and Main Pond
SF
4019
5925
"60
13936
18934
23289
ffQ4
25989
27085
3 fvo
28747 Its 37(�
Total
12141
to"7/'
62148
3/,0W
21112
NjP4
85400
35262
17,f$l
4r,fe¢

Hydrologic and Hydraulic Calculations
for
Meadow Ridge
Including
-Access Storage-
J003Mb
Stormwater Pond #2
_ SEAL
030869 =
�O\
I III1
Prepared By
CONSULTING ENGINEERS
Shallotte, North Carolina
December 2005

.'Jj�.
::.,
�= . r- � �--
_ `
_ ,i � o.: �Ci_
(,),�
to �.1

Meadow Ridge
Access Storage II Prepared By: TJC
Stormwater Pond #2 Design Checked By:
October2005
Stormwater Pond #2 Design
Total Drainage Area: 6.87 Acres 299 331 —1SF
Impervious Area:
Buildings: [—
2.1 1
91907 SF
Pavement:!
3.00
Acres
130889 iSF
Future:)
0.00
Acres
0 ,SF
Total:
5.11
Acres
222796 SF
% Impervious:
74.5
%
Permanent Pool Depth:
6
% TSS Removal:
90%
SA/DA:
4.215
Required SA:
12,608
SF
Runoff:
1
Inches
"Simple Method"
R,
0.72
Volume:
17,956
CF
Actual Normal Pool SA:
17,119
SF (@ 42.0'
MSL)
Depth of Storage:
1.0
Feet
USE:
1.0
Feet
SA @ Storage Pool:
19,265
SF (@ 43.0'
MSL)
Provided Storage:
18,192
CF
Pond Elevations:
Bottom Elev.:
36.0
MSL
Permanent Pool:
42.0
MSL
Storage Pool:
43.00
MSL
Flood Pool:
43.78
MSL
Emergency Overflow Weir:
44.0
MSL
Top of Pond Elev.:
44.5
MSL

Meadow Ridge
Access Storage II
Stormwater Pond Design Prepared
October 2005 Checked By:
TJC
Access Storage II
Runoff Hydrograph into SW Pond
(See Flowrate Calc. and
Drainage Basin Data for Breakdown of Areas)
Curve Number
Drainage Area Land Use Soil Group
NA
98
5.11 Impervious B
501.239853
61
1.75 Grassed B
106.897039
Total:
6.867102847 Total:
608.136892
Weighted
Curve Number: 88.56
Runoff Volume:
(Soil Conservation Service Method)
Storm Duration:
10 Yr - 1 Hr
Storm Rainfall:
5.66 Inches
S:
1.29
Direct Surface Runoff:
4.36 Inches
Total Runoff:
108,658 CF
2.49 Ac-Ft
Peak Flowrate:
Hydraulic Length:
900 Feet
Time of Concentration:
5.65 Min
10 Yr Intensity:
6.8 Inches/Hour
Weighted "C":
0.76
10 Yr Peak Flowrate:
35.42 CFS
Basic Hydrograph:
Conversion Factors:
u:
0.000756 Ac-Ft/Unit
w:
0.35424191 CFS/Unit
k:
1.549 Min/Unit

Meadow Ridge
Access Storage II
Stormwater Pond Design Prepared
October 2005 Checked By:
TJC
Time Min Flow CFS
0.0 0.0
4.6 1.8
10.8 5.3
15.5 12.4
20.1 19.8
24.8 27.3
27.9 31.9
31.0 34.4
35.6 35.4
41.8 34.0
46.5 30.1
52.7 25.5
62.0 17.7
72.8 1 1 .7
82.1 8.5
92.9 5.7
103.8 3.9
130.1 1.4
154.9 0.0
Inflow Hydrograph
40.0
35.0
30.0 -
is
25.0 -
U
20.0
3
15.0
10.0 --
5.0 --
0.0
0.0
50.0 100.0 150.0 200.0
Time (MIN)

Meadow Ridge
Access Storage II
Stormwater Pond Design Prepared By: TJC
("harlrarl Rv-
Access Storage II
Pond Stage -Discharge -Storage
Pond Storage Pool Area =
19,265.00
Square Feet
Pond Normal Pool Area =
17,119.00
Square Feet
AT = 360
sec.
ELEVATION DISCHARGE
STORAGE
ZS/DT + 0
42.00 0.00
0.00
43.00 0.00
19265
107
43.09 1.00
20999
118
43.26 5.00
24274
140
43.41 10.00
27164
161
43.54 15.00
29668
180
43.66 20.00
31980
198
43.76 25.00
33906
213
44.53 30.00
48740
301
45.81 35.00
73400
443
47.28 40.00
101719
605
48.85 45.00
131965
778
50.93 50.00
172036
1006
53.22 55.00
216153
1256
55.73 60.00
264508
1529
** Discharge / Stage Relationship Based on 24"
Barrel and 36" Riser
Outflow vs 2S/AT + 0
1600
1400
1200
O
1000 -
a
800 -
N
N
600 -
400 -
- -
200
0-
0 10 20
30 40
50 60
Outflow (CFS)

Meadow Ridge
Access Storage II Prepared By: TJC .
Stormwater Pond Design Checked By:
October2005
Access Storage II
Routing Table - SW Treatment Pond
AT USED IN STAGE -DISCHARGE -STORAGE
6 (min)
Time
n
In In + In+1
2S/DT - On
2S/DT + On+1
On+1
(min)
(CFS)
(CFS)
(CFS)
(CFS)
(CFS)
0
1
0
3
6
2
2.59
10
3
3
0
12
3
7.11
24
12
12
0
18
4
16.42
42
36
36
0
24
5
26.02
60
78
78
0
30
6
33.60
69
129
138
5
36
7
35.31
69
158
198
20
42
8
33.83
63
175
227
—26
48
9
28.98
53
185
238
26
54
10
24.41
44
186
238
26
60
11
19.34
35
178
229
26 —
66
12
15.48
28
163
212
25
72
13
12.14
22
155
191
18
78
14
9.91
18
148
177
14
84
15
8.00
14
143
166
11
90
16
6.45
12
139
158
9
96
17
5.19
9
136
151
8
102
18
4.19
8
133
145
6
108
19
3.50
6
130
140
5
114
20
2.93
5
128
137
4
120
21
2.36
4
126
133
4
126
22
1.79
3
124
130
3
132
23
1.29
2
121
127
3
138
24
0.95
2
119
124
2
144
25
0.62
1
118
121
2
150
26
0.28
0.277
117
119
1

Meadow Ridge
Access Storage II
Stormwater Pond Design
October2005
Stormwater Pond #2 Outlet Structure
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC
Checked By:
FLOWRATE = **
26
CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24
INCHES
DIA. FOR RISER =
36
INCHES
HEAD = 2.95
LENGTH OF CULVERT PIPE =
94
FEET
HEADWATER ELEVA 42.95
INV. IN ELEV. OF CULVERT =
39.00
FEET
INV. OUT ELEV. OF CULVERT =
38.50
FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
43.00
FEET
HEAD = 2.65
WEIR FLOW COEF. =
4
HEADWATER ELEVA 43.65
TAILWATER ELEVATION =
41.00
FEET
= ZERO (0) HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = 0.78
HEADWATER ELEVA 43.78
Q10 Routed Flowrate equals 26.0 cfs

Meadow Ridge
Access Storage II
Drawdown Calculations
October 2005
Access Storage II
Stormwater Pond #2 Drawdown
AREAS (FTA2)
ORIFICE DIA.
NUMBER OF ORIFICES
INCHES 1
2 3
4
2 0.022
0.044 0.065
0.087
DATA INPUT
NORMAL POOL AREA =
0.393
ACRES
INCHES OF RAINFALL -
1.00
INCHES
13ASIN AREA -
6.87
ACRES
IMPERVIOUS AREA -
5.11
ACRES
NORMAL POOL ELEVATION -
42.00
FEET
ORIFICE AREA -
0.022
FEET
STORAGE POOL AREA -
0.4423
ACRES
TIME INCREMENT OF ROUTING -
2.0
HOURS
ORIFICE COEF. -
0.6
INPUT RESULTS
RUNOFF COEF. (Rv) =
0.7203
ELEVATION OF POOL AT STORAGE =
43.00
FEET
NORMAL POOL AREA =
17,119.00
FEET'
VOLUME OF RUNOFF FROM RAINFALL -
17,956.08
FEET
VOLUME OF STORAGE —
18,192.00
FEET
Prepared By: T1C .
Checked By:

Meadow Ridge
Access Storage II
Drawdown Calculations
October 2005
Drawdown Calculations For Pond Orifice
ELEVATION HEAD FLOWRATE VOLUME END ELEV.
0
43.00
1.0000
0.10505
756.33
42.96
2.0
42.96
0.9558
0.10270
739.44
42.91
4.0
42.91
0.9126
0.10035
722.54
42.87
6.0
42.87
0.8704
0.09800
705.63
42.83
8.0
42.83
0.8292
0.09566
688.72
42.79
10.0
42.79
0.7890
0.09331
671.81
42.75
12.0
42.75
0.7497
0.09096
654.88
42.71
14.0
42.71
0.7115
0.08861
637.96
42.67
1 &0
42.67
0.6742
0.08625
621.03
42.64
18.0
42.64
0.6379
0.08390
604.09
42.60
20.0
42.60
0,6026
0.08155
587.14
42.57
22.0
42.57
0.5683
0.07919
570.19
42.54
24.0
42.54
0.5350
0.07684
553.23
42.50
26.0
42.50
0,5027
0,07448
536.26
42.47
28.0
42.47
0.4714
0.07212
519.28
42.44
30.0
42.44
0,4411
0.06976
502.30
42.41
32.0
42.41
0.4117
0.06740
485.30
42.38
34.0
42.38
0.3834
0.06SO4
468.30
42.36
36.0
42.36
0.3560
0.06268
451.28
42.33
38.0
42.33
0.3297
0.06031
434.25
42.30
40.0
42.30
0.3043
0.05795
417.21
42.28
42.0
42.28
0.2799
0.05558
400.15
42.26
44.0
42.26
0.2565
0.05321
383.08
42.23
46.0
42.23
0.2342
0.05083
365.99
42.21
48.0
42.21
0.2128
0.04846
348.88
42.19
50.0
42.19
0.1924
0.04608
331.76
42.17
52.0
42.17
0.1730
0.04370
314.60
42.15
54.0
42.15
0.1546
0.04131
297.43
42.14
56.0
42.14
0.1373
0.03892
280.22
42.12
58.0
42.12
0.1209
0.03653
262.98
42.11
60.0
42.11
0.1055
0.03413
245.71
42.09
62.0
42.09
0.0912
0.03172
228.39
42.08
64.0
42.08
0.0778
0.02931
211.02
42.07
66.0
42.07
0.0655
0.02689
193.60
42.05
68.0
42.05
0.0542
0.02446
176.10
42.04
70.0
42.04
0.0439
0.02202
158.51
42.03
72.0
42.03
0.0347
0.01956
140.82
42.03
74.0
42.03
0,0264
0.01708
122.98
42.02
76.0
42.02
0.0193
0.01458
104.95
42.01
78.0
42.01
0.0131
0.01203
86.64
42.01
80.0
42,01
0.0081
0.00943
67.91
42.00
82.0
4200
0.0041
0.00672
48.40
42.00
84.0
42.00
0,0013
0,00374
26.93
42.00
86.0
42.00
-0.0003
#NUM!
#NUM!
#NUM!
Drawdown Time - 3.5 days
(TOTAL
STORAGE VOLUME
DRAWDOWN)
Orifice Size - 2.0 inches
ORFICE SIZING FOR 1" RAINFALL VOLUME - 17,956.08 CF
Q2-
0.10 CFS
Q5-
0.04 CFS
AVERAGE HEAD -
0.46 FEET
EN ORIFICE FLOWRATE
Q - 2.0" =
0.071 CFS OFIRCE SIZE IS O K.
DRAWDOWN TIME -
2.92 DAYS
Prepared By: TJC .
Checked By:

STORMWATER POND #2 DATA SUMMARY
Total Built -Upon Area(Ac.)............................
5.1147
Total SW Drainage Area (Ac.).........................
6.8671
Impervious Area ..........................................
74.5
Computed Runoff from 1" Rainfall (CF)...........
17,956
Provided Storage(CF)....................................
18,192
Required Surface Area (SF) ............................
12,608
Surface Area of Pond @ Normal Pool (SF).......
17,119
Surface Area of Pond @ Storage Pool (SF).....
19,265
SW Storage Depth (Feet) ...............................
1
Number of Orifices ..........................................
1
Diameter of Orifice (Inch) ...............................
2
Elevation of Orifice Bottom (MSL)..................
42.00
Approx. Time for Drawdown (Days) ................
2.92
Overflow Weir Elev. (MSL)........................
43.00
10-Year Routed Flowrate (CFS)......................
26
Flood Pool Elevation @ Q10............................
43.78

Stormwater Pond #2
Surface Areas
Elevation
Forebay
Main Pond
Total
Forebay and Main Pond
MSL
SF
SF
SF
36
1170
2782
3952
40
3769
6175
9944
41
4609
9036
13645
42
5343
11776
17119
43
6075
13190
19265
44
6835
14634
21469
Volumes
Volume Between
Forebay
Main Pond
Total
Forebay and Main Pond
Ft - Ft
CF
CF
CF
36-41
14448)
29545
4399317y31i
41-42
4976
10406
15382/
36-42
19424
39951
59 .75
42-43
5709
12483
1) 2
Total Volume @ PP = 59375" CF
Total Forebay Volume= 14448 CF
% Forebay Volume = 24.33 %

Hydrologic and Hydraulic Calculations
for
Meadow Ridge
Including
-Access Storage-
0 p 8 ZQ�6
Stormwater Pond #3 , ,)D. D�
\\\V111CIA Il���
_ SEAL fir;
030869 -
Prepared By
CONSULTING ENGINEERS
Shallotte, North Carolina
December 2005

• !�:S'.
� �� a ••
:G'`\

Meadow Ridge
Access Storage II Prepared By: TJC
Stormwater Pond #3 Design Checked By:
October 2005
Stormwater Pond #3
Design
Total Drainage Area:
4.21
Acres
183553
J;SF
Impervious Area:
Buildings:
_
0.95
Acres
_
41195
SF
Pavement:
1.64
Acres
71417
SF
Sidewalk:
0.00
Acres
0
SF
Future:
0.90
Acres
39392
NSF
Total:
3.49
Acres
152003
SF
% Impervious: 82.8 %
Permanent Pool Depth: 6
% TSS Removal: 90%
SA/DA: 4.768
Required SA: 8,752
Runoff: 1 Inches
"Simple Method"
Rv 0.80
Volume: 12,165 CIF
Actual Normal Pool SA: 12,938 SF (@ 45.0' MSL)
Depth of Storage:
0.87
Feet
USE:
1.00
Feet
SA @ Storage Pool:
15,006
SF (@ 46.0' MSL)
Provided Storage:
13,972
CF
Pond Elevations:
Bottom Elev.:
39.0
MSL
Permanent Pool:
45.0
MSL
Storage Pool:
46.00
MSL
Emergency Overflow Weir:
46.50
MSL
Top of Pond Elev.:
47.00
MSL

Meadow Ridge
Access Storage II
Stormwater Pond Design Prepared
October 2005 Checked By:
TJC
Access Storage II
Runoff Hydrograph into SW Pond 3
(See Flowrate Calc. and
Drainage Basin Data for Breakdown of Areas)
Curve Number
Drainage Area Land Use Soil Group
NA
98
3.49 Impervious B
341.972305
61
0.72 Grassed B
44.1813085
Total:
4.21 Total:
386.153613
Weighted Curve Number: 91.64
Runoff Volume:
(Soil Conservation Service Method)
Storm Duration:
10 Yr - 1 Hr
Storm Rainfall:
6.01 Inches
S:
0.91
Direct Surface Runoff:
5.04 Inches
Total Runoff:
77,077 CF
1.77 Ac-Ft
Peak Flowrate:
Hydraulic Length:
600 Feet
Time of Concentration:
4.13 Min
10 Yr Intensity:
7 Inches/Hour
Weighted "C":
0.82
10 Yr Peak Flowrate:
24.22 CFS
Basic Hydrograph:
Conversion Factors:
u:
0.000536 Ac-Ft/Unit
w:
0.242192608 CFS/Unit
k:
1.607 Min/Unit

Meadow Ridge
Access Storage II
Stormwater Pond Design Prepared
Checked By:
TJC
October2005
Time Min Flow CFS
0.0 0.0
4.8 1.2
11.3 3.6
16.1 8.5
20.9 13.6
25.7 18.6
28.9 21.8
32.1 23.5
37.0 24.2
43.4 23.3
48.2 20.6
54.6 17.4
64.3 12.1
75.5 8.0
85.2 5.8
96.4 3.9
107.7 2.7
135.0 1.0
160.7 0.0
Inflow Hydrograph
30.0
25.0 -
20.0 -
-
N
U
15.0
_o
"
10.0
5.0 -
0.0
0.0
50.0 100.0 150.0 200.0
Time (MIN)

Meadow Ridge
Access Storage II
Stormwater Pond Design
October2005
Access Storage II
Pond Stage -Discharge -Storage
Pond Storage Pool Area =
15,006.00
Square Feet
Pond Normal Pool Area =
12,938.00
Square Feet
AT = 240 sec.
ELEVATION DISCHARGE
STORAGE
2S/DT + 0
45.00 0.00
0.00
46.00 0.00
13972
116
46.09 1.00
15229
128
46.25 5.00
17465
151
46.31 7.00
18303
160
46.40 10.00
19561
173
46.52 15.00
21237
192
46.57 17.00
21936
200
46.63 20.00
22774
210
46.73 25.00
24172
226
46.83 30.00
25569
243
46.91 35.00
26687
257
47.00 40.00
27944
273
47.08 45.00
29062
287
47.16 50.00
30180
301
** Discharge / Stage Relationship Based on a 10' WEIR
Prepared By: TJC
Checked By:
Outflow vs 2S/AT + 0
400 -
350 -
300
p 250 -
a 200 - - -
N
^+ 150
1 00 ' - -
50 - - - -
0
0 10 20 30 40 so
Outflow (CFS)

Meadow Ridge
Access Storage II Prepared By: TJC .
Stormwater Pond Design Checked By:
y
Access Storage II
Routing Table - SW Treatment Pond 3
AT USED IN STAGE -DISCHARGE -STORAGE
4 (min)
Time
n
In
In + In+1
2S/DT - On
2S/DT + On+1
On+1
(min)
(CFS)
(CFS)
(CFS)
(CFS)
(CFS)
0
1
0
1
4
2
1.00
3
1
1
0
8
3
2.38
7
4
4
0
12
4
4.32
13
11
11
0
16
5
8.40
21
24
24
0
20
6
12.64
29
45
45
0
24
7
16.83
38
74
74
0
28
8
20.90
44
111
112
0
32
9
23.30
47
143
156
6
36
10
24.06
48
161
191
15
40
11
23.77
47
170
209
20
44
12
22.96
44
173
216
—22
48
13
20.71
39
173
216
22-
52
14
18.70
35
171
212
21
56
15
16.31
31
168
206
19
60
16
14.45
27
166
199
17
64
17
12.30
23
162
192
15
68
18
10.74
20
159
185
13
72
19
9.30
17
156
179
12
76
20
7.88
15
153
173
10
80
21
6.98
13
150
168
9
84
22
6.07
11
148
163
8
88
23
5.33
10
146
159
7
92
24
4.65
9
144
156
6
96
25
3.97
7
142
152
5
100
26
3.52
3.52
140
149
5

Meadow Ridge
Access Storage II
Stormwater Pond Design
October2005
Stormwater Pond #3 Outlet Structure
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC
Checked By:
FLOWRATE = **
22
CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
0
INCHES
Length of Weir=
10
FEET
HEAD = #DIV/0!
LENGTH OF CULVERT PIPE =
0
FEET
HEADWATER ELEVAI #VALUE!
INV. IN ELEV. OF CULVERT =
FEET
INV. OUT ELEV. OF CULVERT =
FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION —
46.00
FEET
HEAD = #DIV/01
WEIR FLOW COEF. =
4
HEADWATER ELEVAI #DIV/01
TAILWATER ELEVATION =
45.00
FEET
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = 0.67
HEADWATER ELEVAI 46.7
** Q10 Routed Flowrate equals 22.0 cfs

Meadow Ridge
Access Storage II
Drawdown Calculations
October 2005
Access Storage II
Stormwater Pond #3 Drawdown
AREAS (FTA2)
ORIFICE DIA. NUMBER OF ORIFICES
INCHES 1
2 3
4
1.5 0,012
0.025 0.037
0.049
DATA INPUT
NORMAL POOL AREA =
0,297
ACRES
INCHES OF RAINFALL =
1.00
INCHES
BASIN AREA =
4.21
ACRES
IMPERVIOUS AREA.
3.49
ACRES
NORMAL POOL ELEVATION =
45.00
FEET
ORIFICE AREA =
0.012
FEET
STORAGE POOL AREA =
0.3445
ACRES
TIME INCREMENT OF ROUTING =
2.0
HOURS
ORIFICE COEF. =
0.6
INPUT RESULTS
RUNOFF COEF. (Rv) =
0.7953
ELEVATION OF POOL AT STORAGE =
46.00
FEET
NORMAL POOL AREA =
12,938.00
FEET
VOLUME OF RUNOFF FROM RAINFALL =
12,165.04
FEET'
VOLUME OF STORAGE =
13,972.00
FEET'
Prepared By: TJC .
Checked By:

Meadow Ridge
Access Storage II
Drawdown Calculations
October 2005
0
46.00
1.0000
0.05909
425.44
45.97
2.0
45.97
0.9671
0.05811
418.39
45.93
4.0
45.93
0.9348
0.05713
411.33
45.90
6.0
45.90
0.9030
0.05615
404.28
45.87
8.0
45.87
0.8717
0.05517
397.22
45.84
10.0
45.84
0.8410
0.05419
390.16
45.81
12.0
45.81
0.8109
0.05321
383.10
45.78
14.0
45.78
0.7813
0.05223
376.04
45.75
16.0
45.75
0.7522
0.05125
368.98
45.72
18.0
45.72
0.7237
0.05027
361.92
45.70
20.0
45.70
0.6957
0.04929
354.86
45.67
22.0
45.67
0.6683
0.04830
347.79
45.64
24.0
45.64
0.6414
0.04732
340.72
45.62
26.0
45.62
0.6151
0.04634
333.66
45.59
28.0
45.59
0.5893
0.04536
326.59
45.56
30.0
45.56
0.5640
0.04438
319.51
45.54
32.0
45.54
0.5393
0.04339
312.44
45.52
34.0
45.52
0.5152
0.04241
305.37
45.49
36.0
45.49
0.4916
0.04143
298.29
45.47
38.0
45.47
0.4685
0.04045
291.21
45.45
40.0
45.45
0.4460
0.03946
284.13
45.42
42.0
45.42
0.4241
0.03848
277.05
45.40
44.0
45.40
0.4027
0.03749
269.96
45.38
46.0
45.38
0.3818
0.03651
262.87
45.36
48.0
45.36
0.3615
0.03553
255.78
45.34
50.0
45.34
0.3417
0.03454
248.69
45.32
52.0
45.32
0.3225
0.03355
241.59
45.30
54.0
45.30
0.3038
0.03257
234.50
45.29
56.0
45.29
0.2857
0.03158
227.39
45.27
58.0
45.27
0.2681
0.03060
220.29
45.25
60.0
45.25
0.2511
0.02961
213.18
45.23
62.0
45.23
0.2346
0.02862
206.06
45.22
64.0
45.22
0.2187
0.02763
198.95
45.20
66.0
45.20
0.2033
0.02664
191.82
45.19
68.0
45.19
0.1885
0.02565
184.70
45.17
70.0
45.17
0.1742
0.02466
177.56
45.16
72.0
45.16
0.1605
0.02367
170.43
45.15
74.0
45.15
0.1473
0.02268
163.28
45.13
76.0
45.13
0.1347
0.02168
156.13
45.12
78.0
45.12
0.1226
0.02069
148.97
45.11
80.0
45.11
0.1111
0.01969
141.80
45.10
82.0
45.10
0.1001
0.01870
134.63
45.09
84.0
45.09
0.0897
0.01770
127.44
45.08
86.0
45.08
0.0799
0.01670
120.24
45.07
88.0
45.07
0.0706
0.01570
113.03
45.06
90.0
45.06
0.0619
0.01470
105.81
45.05
92.0
45.05
0.0537
0.01369
98.56
45.05
94.0
45.05
0.0461
0.01268
91.30
45.04
96.0
45.04
0.0390
0.01167
84.02
45.03
98.0
45.03
0.0325
0.01065
76.70
45.03
100.0
45.03
0.0266
0.00963
69.36
45.02
102.0
45.02
0.0212
0.00861
61.97
45.02,
104.0
45.02
0.0164
0.00757
54.53
45.01
106.0
45.01
0.0122
0.00653
47.01
45.01
108.0
45.01
0.0086
0.00547
39.40
45.01
110.0
45.01
0.0055
0.00439
31.64
45.00
112.0
45.00
0.0031
0.00328
#VALUE!
#VALUE!
Orawdown Time
FOR TOTAL STORAGE
VOLUME - 4.583
days
Orifice Size - 1.5
inches
Prepared By: TJC .
Checked By:

Meadow Ridge
Access Storage II
Drawdown Calculations
October 2005
ORFICE SIZING FOR 1" RAINFALL VOLUME - 12,165.04 CF
Q2- 0.0704 CFS
QS- 0.03 CFS
AVERAGE HEAD — 0.47 FEET
)SEN ORIFICE FLOWRATE
Q - 1.5" - 0.041 CFS
DRAWDOWN TIME - 3.48 DAYS
Prepared By: TJC .
Checked By:

STORMWATER POND #3 DATA SUMMARY
Total Built -Upon Area(Ac.)............................
3.4895
Total SW Drainage Area (Ac.).........................
4.2138
% Impervious Area ..........................................
82.8
Computed Runoff from 1" Rainfall (CF)...........
12,165
Provided Storage(CF)....................................
13,972
Required Surface Area (SF) ............................
8,752
Surface Area of Pond @ Normal Pool (SF).......
12,938
Surface Area of Pond @ Storage Pool (SF).....
15,006
SW Storage Depth (Feet) ...............................
1
Number of Orifices ..........................................
1
Diameter of Orifice (Inch) ...............................
1.5
Elevation of Orifice Bottom (MSQ..................
45.00
Approx. Time for Drawdown (Days) ................
3.48
Overflow Weir Elev. (MSQ........................
46.00
10-Year Routed Flowrate (CFS)......................
22
Flood Pool Elevation @ Q10............................
46.5

a
Stormwater Pond #3
Surface Areas
Elevation
Forebay
Main Pond
Total
Forebay and Main Pond
MSL
SF
SF
SF
39
487
413
900
43
2328
3699
6027
44
2967
6521
9488
45
3582
9356
12938 i
45.5
3886
10086
13972
46
4190
10816
15006,-
46.5
4509
11560
16069
47
4828
12304
17132
Volumes
Volume Between
Forebay
Main Pond
Total
Forebay and Main Pond
Ft - Ft
CF
CF
CF
39.0-44.0
8635
17335
25970
44.0-45.0
3275)
7939
11213 )
39.0-45.0
11910
25274
37183
45.0-46.0
-
-
13972
Total Volume @ PP = 37183 CF
Total Forebay Volume = 8635 CF
% Forebay Volume = 23.22 %

a®
Hydrologic and Hydraulic Calculations
for
Meadow Ridge
Including
-Access Storage-
\,,,ffIIIIIII///
CA i
9
SEMI T =
030669
W r
/1/11111111
Prepared By
i(r9fG�L;JS�GjYSS �iald, Lp"1,.
CONSULTING ENGINEERS
Shallotte, North Carolina
December 2005
JAN 0 3 nob

Il.i.11�
�'r ` ;J
. .1 -
�� ��.
. �.J
i. 1
1

Meadow Ridge
Access Storage II Prepared By: TJC .
Drainage Basin Data Checked By:
October2005
BASIN
I.D.
BUILDING
IMPERVIOUS AREA
PAVEMENT
Future
TOTAL
AREA
TOTAL
IMPERVIOUS
WEIGHTED
"C"
ac
ac
ac
ac
ac
SW POND #1
100
0.0000
0.0000
0.0000
0.8618
0.0000
0.20
101
0.0000
0.0000
1.8364 `
1.6773
1.8364
1.02
102
0.0000
0.0550
0.0000
0.1019
0.0550
0.60
103
0.0000
0.0550
0.0000
0.1036
0.0550
0.60
104
0.0000
0.0582
0.0000
0.0971
0.0582
0.65
105
0.0000
0.0582
0.0000
0.0969
0.0582
0.65
106
0.0000
0.1508
0.0000
0.2208
0.1508
0.71
107
0.0000
0.0987
0.0000
0.1489
0.0987
0.70
*108
0.0000
0.1295
0.0000
0.1722
0.1295
0.76
*109
0.0000
0.1372
0.0000
0.1845
0.1372
0.76
110
0.0552
0.0460
0.0000
0.1923
0.1012
0.59
111
0.0662
0.1650
0.0000
0.2730
0.2312
0.84
113
0.2097
0.1654
0.0000
0.4633
0.3751
0.81
114
0.0000
0.0000
0.3059
0.4088
0.3059
0.76
115
0.0000
0.0000
0.1284
0.2626
0.1284
0.57
116
0.0000
0.0000
0.5817
0.7950
0.5817
0.75
117
0.0000
0.0000
0.6766
0.6927
0.6766
0.93
118
0.0000
0.4190
0.0000
0.4941
0.4190
0.84
119
0.0000
0.1648
0.0000
0.2273
0.1648
0.74
120
0.0265
0.0736
0.0000
0.1176
0.1001
0.84
121
0.0737
0.0961
0.0000
0.1802
0.1698
0.91
122
0.1907
0.0735
0.0000
0.2643
0.2642
0.95
123
0.0634
0.1163
0.0000
0.1797
0.1797
0.95
124
0.0000
0.0000
1.1555
1.3249
1.1555
0.85
125
0.0000
0.0000
1.1200
1.2797
1.1200
0.86
126
0.0000
0.0000
1.2325
1.4996
1.2325
0.82

Meadow Ridge
Access Storage II Prepared By: TJC .
Drainage Basin Data Checked By:
October 2005
BASIN
I.D.
BUILDING
IMPERVIOUS AREA
PAVEMENT
Future
TOTAL
AREA
TOTAL
IMPERVIOUS
WEIGHTED
ac
ac
ac
(ac)
(ac
SW POND #2
200
0.0000
0.0000
0.0000
0.8024
0.0000
0.20
201
0.0312
0.0826
0.0000
0.1864
0.1138
0.66
202
0.0429
0.0803
0.0000
0.1232
0.1232
0.95
203
0.0239
0.0703
0.0000
0.0942
0.0942
0.95
204
0.0605
0.0907
0.0000
0.1512
0.1512
0.95
205
0.0258
0.0778
0.0000
0.1162
0.1036
0.87
206
0.2533
0.1603
0.0000
0.4473
0.4136
0.89
207
0.1261
0.0946
0.0000
0.2207
0.2207
0.95
208
0.0514
0.0855
0.0000
0.1623
0.1369
0.83
209
0.0584
0.0866
0.0000
0.2331
0.1450
0.67
210
0.0206
0.1054
0.0000
0.2495
0.1260
0.58
211
0.1234
0.1563
0.0000
0.3246
0.2797
0.85
212
0.2790
0.1705
0.0000
0.4494
0.4495
0.95
213
0.0993
0.1753
0.0000
0.2746
0.2746
0.95
214
0.2805
0.1561
0.0000
0.4366
0.4366
0.95
215
0.0000
0.0521
0.0000
0.1509
0.0521
0.46
216
0.0964
0.1929
0.0000
0.3366
0.2893
0.84
217
0.2388
0.2238
0.0000
0.4626
0.4626
0.95
218
0.0918
0.2284
0.0000
0.3202
0.3202
0.95
219
0.0749
0.2061
0.0000
0.3057
0.2810
0.89
220
0.0741
0.1417
0.0000
0.2158
0.2158
0.95
221
0.0576
0.1784
0.0000
0.2360
0.2360
0.95
222
0.0000
0.0717
0.0000
0.2451
0.0717
0.42
223
0.0000
0.1174
0.0000
0.3225
0.1174
0.47

Meadow Ridge
Access Storage II Prepared By: TJC .
Drainage Basin Data Checked By:
October2005
BASIN
I.D.
BUILDING
IMPERVIOUS AREA
PAVEMENT
Future
TOTAL
AREA
TOTAL
IMPERVIOUS
WEIGHTED
"C"
ac
ac
(ac)
(ac
ac
SW POND #3
300
0.0000
0.2361
0.9043
1.3000
1.1404
0.86
301
0.0000
0.0499
0.0000
0.0999
0.0499
0.57
302
0.0000
0.1037
0.0000
0.2020
0.1037
0.59
303
0.0000
0.0398
0.0000
0.0894
0.0398
0.53
304
0.0000
0.0649
0.0000
0.1342
0.0649
0.56
305
0.1102
0.2249
0.0000
0.4896
0.3351
0.71
306
0.0695
0.1354
0.0000
0.2812
0.2049
0.75
307
0.1643
0.1027
0.0000
0.2670
0.267
0.95
308
0.0412
0.1383
0.0000
0.1795
0.1795
0.95
309
0.1517
0.1407
0.0000
0.3590
0.2924
0.81
310
0.1701
0.1063
0.0000
0.2764
0.2764
0.95
311
0.1180
0.1472
0.0000
0.2652
0.2652
0.95
312
0.1207
0.1496
0.0000
0.2704
0.2703
0.95
OVERALL 3.7410 6.7066 7.94 23.40 18.3889 0.79
STORMWATER
POND #1(SF)
29856
89834
306532
5?6664
426222
✓
0.80
(AC)
0.69
2.06
�.04 mil"
.Silo
12.32(���1
ph.�ti
9.78
0.80
STORMWATER
oA
POND #2 (SF)
91907
130889
0
299131
222796
0.76
(AC)
2.11
3.00
0.00
6.87
5.11
0.76
STORMWATER
POND #3 (SF)
41195
71417
39392
183553
152003
0.82
(AC)
0.95
1.64
0.90
4.21
3.49
0.82
PROJECT TOTALS
MEADOW RIDGE 3.7410 6.6050 7.9413 31.1300 18.2873 0.64

Meadow Ridge
Access Storage II
Storm Drainage Flowrate Calculations
October 2005
Prepared By: TJC .
Checked By:
Storm Drain
I.D.
Contributing
Area
Drainage
Area
Impervious
Area
Weighted
"c"
Length
Slope
T.
i10
Q10
ac
ac
ft
ft/ft
min.
in/hr
cfs
SW POND #1
SDI
101-113,124-126
7.84
6.79
0.85
982
0.005
6.04
6.5
43.3
SD2A
102-113,124-126,(1/4)of 101
6.58
5.42
0.82
879
0.005
5.54
6.8
36.6
SD26
103-113,124-126, (1/4) of 101
6.48
5.36
0.82
852
0.005
5.41
6.8
36.2
SD3
104-113,124-126,(1/4)of 101
6.37
5.31
0.82
682
0.005
4.56
7.0
36.8
SD4
106-113,125,126
4.43
3.58
0.80
456
0.005
3.34
7.0
25.0
SDS
108,109,(1/2) 125 & 126
1.75
1.44
0.82
264
0.005
2.20
7.0
10.0
S06
109,(1/2)126
0.93
0.75
0.80
220
0.005
1.91
7.0
5.3
SD7
107,110-113. (1/2)126
1.83
1.42
0.78
373
0.005
2.87
7.0
10.0
SD8
104, (1/4) of 101
0.94
0.98
0.98
160
0.005
1.49
7.0
6.4
SDI
110-113
0.93
0.71
0.77
90
0.005
0.96
7.0
5.0
SDI
111
0.27
0.23
0.84
285
0.005
2.33
7.0
1.6
SDI
113
0.46
0.38
0.81
155
0.005
1.46
7.0
2.6
SDI
114-123
3.62
2.99
0.82
753
0.005
4.92
7.0
20.8
SDI4
115-123
3.21
2.68
0.83
598
0.005
4.12
7.0
18.6
SDI
116-123
2.95
2.56
0.85
451
0.005
3.32
7.0
17.5
SDI
117
0.69
0.68
0.93
150
0.005
1.42
7.0
4.5
SDI
118-123
1.46
1.30
0.87
434
0.005
3.22
7.0
8.9
SDI
119-123
0.97
0.88
0.88
404
0.005
3.05
7.0
6.0
SDI
120-123
0.74
0.71
0.92
376
0.005
2.88
7.0
4.8
SD24
121-123
0.62
0.61
0.94
321
0.005
2.55
7.0
4.1
SD27
122,123
0.44
0.44
0.95
198
0.005
1.76
7.0
3.0
SD27A
123
0.18
0.18
0.9f5(j
80
0.005
0.88
7.0
1.2
OFFSITE PIPING
0`C
T
I J Y�"'^
SDI 00
OFFSITE (Al & A2) ✓
48.30
7.25
0.31
1402
0.005
7.94
7.0
105.7
SDI 01
112 of OFFSITE (Al & AZ)
24.15
.62
0.31
1293
0.005
7.46
7.0
52.8
SDI 02
112 of OFFSITE (Al & A2)
24A S
3.62
0.31
1000
0.005
6.12
7.0
52.8
SDI 03
112 of OFFSITE (Al & A2)
24.15
3.62
0.31
1000
0.005
6.12
7.0
52.8
SDI04
1 /2 of OFFSITE (Al & A2)
24.15
3.62
0.31
1000
0.005
6.12
7.0
52.8
SD105
112 of OFFSITE (Al & A2)
24.15
3.62
0.31
1000
0.005
6.12
7.0
52.8
SDI06
112 of OFFSITE (Al & A2)
24.15
3.62
0.31
1000
0.005
6.12
7.0
52.8
SD107
112 of OFFSITE (Al & A2)
24.15
3.62
0.31
1000
0.005
6.12
7.0
52.8
SD108
112 of OFFSITE (Al & A2)
24.15
3.62
0.31
1000
0.005
6.12
7.0
52.8

Meadow Ridge
Access Storage II
Storm Drainage Flowrate Calculations
October 2005
Prepared By: TJC .
Checked By:
Storm Drain
I.D.
Contributing
Area
Drainage
Area
Impervious
Area
Weighted
"C.,
Length
Slope
T�
i10
Qio
ac
ac
ft
ft/ft
min.
in/hr
cfs
SW POND #2
SD32
201-223
6.06
5.11
0.83
870
0.005
5.50
6.8
34.3
SD33
202-208
1.32
1.24
0.91
467
0.005
3.41
7.0
8.4
SD34
203-206
0.81
0.76
0.91
399
0.005
3.02
7.0
5.1
SD35
204-206
0.71
0.67
0.90
269
0.005
2.23
7.0
4.5
SD36
205,206
0.56
0.52
0.89
127
0.005
1.25
7.0
3.5
SD36A
206
0.45
0.41
0.89
80
0.005
0.88
7.0
2.8
SD37
207,208
0.38
0.36
0.90
210
0.005
1.84
7.0
2.4
SD38
208
0.16
0.14
0.83
80
0.005
0.88
7.0
0.9
SD39
209-223
4.56
3.76
0.82
740
0.005
4.86
7.0
26.1
SD40
210-223
4.33
3.61
0.83
610
0.005
4.18
7.0
25.0
SD41
215-223
2.60
2.05
0.79
519
0.005
3.70
7.0
14.4
SD42
211-214
1.49
1.44
0.93
544
0.005
3.83
7.0
9.6
SD46
212-214
1.16
1.16
0.95
411
0.005
3.09
7.0
7.7
SD47
213,214
0.71
0.71
0.95
278
0.005
2.28
7.0
4.7
SD47A
214
0.44
0.44
0.95
140
0.005
1.35
7.0
2.9
SD48
216-223
2.44
1.99
0.81
460
0.005
3.37
7.0
13.9
SD49
217,218
0.78
0.78
0.95
233
0.005
1.99
7.0
5.2
SOSO
218
0.32
0.32
0.95
100
0.005
1.04
7.0
2.1
SD51
219-223
1.33
0.92
0.72
306
0.005
2.46
7.0
6.7
SD52
220,221
0.45
0.45
0.95
198
0.005
1.76
7.0
3.0
SD53
221
0.24
0.24
0.95
80
0.005
1.75
7.0
1.6
SD54
222,223
0.57
0.19
0.45
228
0.005
3.92
7.0
1.8
SD55
223
0.32
0.12
0.47
170
0.005
1.56
7.0
1.1
SW POND #3
SD56
301-310
2.38
1.81
0.77
608
0.005
4.17
7.0
12.9
SD57
311,312
0.54
0.54
0.95
173
0.005
1.59
7.0
3.6
SD58
312
0.27
0.27
0.95
70
0.005
0.79
7.0
1.8
SD60
301
0.10
0.05
0.57
487
0.005
3.52
7.0
0.4
SD61
301-307
1.56
1.07
0.71
321
0.005
2.55
7.0
7.8
SD62
309,310
0.64
0.57
0.87
183
0.005
1.66
7.0
3.9
SD63
310
0.28
0.28
0.95
80
0.005
0.88
7.0
1.8
SD64
303-307
1.26
0.91
0.74
365
0.005
2.82
7.0
6.6
SD65
306,307
0.55
0.47
0.85
187
0.005
1.68
7.0
3.2
SD66
307
0.27
0.27
0.95
80
0.005
0.88
7.0
1.8
SD67
304,305
0.62
0.40
0.68
263
0.005
2.19
7.0
3.0
SD68
305
0.49
0.34
0.71
210
0.005
1.84
7.0
2.4

Meadow Ridge
Access Storage II
Storm Drainage Inverts
October2005
Prepared By: TJC .
Checked By:
Storm Drain
I.D.
Length
Feet)
Inv. In
(msl)
Inv. Out
(msl
Throat Elev.
at Inv. In
Culvert Diam.
Inches
SW POND #1
SDI
80
38.00
37.00
44.50
36
SD2A
97
38.60
38.00
45.00
36
SD26
27
38.80
38.60
45.00
36
SD3
170
39.70
38.80
46.25
36
SD4
226
41.50
39.70
46.83
36
SD5
192
42.50
41.50
47.35
24
SD6
44
43.00
42.50
47.35
24
SD7
35
41.76
41.50
46.91
30
SD8
26
40.70
39.70
46.25
18
SDI
87
42.30
41.76
47.00
18
SDI
111
43.40
42.30
47.00
12
SDI
197
43.50
42.30
47.00
12
SDI
159
39.00
37.00
45.00
30
SD14
155
40.10
39.00
45.30
30
SDI
147
40.80
40.10
45.00
30
SDI
192
42.00
40.80
46.00
18
SDI
17
41.10
40.80
45.05
24
SD18
30
41.40
41.10
45.05
24
SD19
28
41.67
41.40
47.60
18
SD24
55
42.05
41.67
47.60
18
SD27
123
42.80
42.05
47.60
15
SD27A
118
43.50
42.80
47.60
12

Meadow Ridge
Access Storage II Prepared By: TJC .
Storm Drainage Inverts Checked By:
October2005
Storm Drain
I.D.
Length
Feet)
Inv. In
(msl)
Inv. Out
(msl
Throat Elev.
at Inv. In
Culvert Diam.
Inches
SW POND #2
SD32
131
37.30
36.00
45.80
36
SD33
98
40.00
37.30
46.80
24
SD34
68
41.00
40.00
46.80
18
SD35
130
41.80
41.00
46.80
18
SD36
142
42.70
41.80
46.10
15
SD36A
47
43.00
42.70
46.10
15
SD37
130
41.80
40.00
46.80
12
SD38
130
42.70
41.80
46.50
12
SD39
130
38.30
37.30
46.00
36
SD40
130
39.50
38.30
46.00
30
SD41
139
40.30
39.50
47.00
30
SD42
66
41.00
39.50
47.10
30
SD46
133
41.80
41.00
47.10
18
SD47
133
42.54
41.80
47.10
15
SD47A
138
43.30
42.54
47.30
12
SD48
59
41.00
40.30
47.10
24
SD49
128
42.70
41.00
47.10
15
SD50
133
43.60
42.70
47.20
12
SD51
154
41.80
41.00
46.80
18
SD52
123
42.90
41.80
47.20
15
SD53
118
43.60
42.90
47.10
12
SD54
78
42.7
41.8
46.8
15
SDSS
58
43
42.7
46.7
12
SW POND #3
SD56
105
42
41
47.5
24
SD57
144
43.5
42.7
48
15
SD58
128
44.5
43.5
48
12
SD60
110
43.4
42.4
47
12
SD61
59
42.4
42
47.5
24
SD62
138
44
42
48.1
15
SD63
103
45
44
48.1
12
SD64
120
43.14
42.4
47
18
SD65
51
43.5
43.14
47
15
SD66
107
45
43.5
48.1
12
SD67
102
43.7
43.14
47
15
SD68
56
44
43.7
47
12

Meadow Ridge
Access Storage II Prepared By: TJC .
Storm Drainage Inverts Checked By:
October2005
Storm Drain
I.D.
Length
Feet)
Inv. In
(msl)
Inv. Out
(msl
Throat Elev.
at Inv. In
Culvert Diam.
Inches
OFFSITE PIPING
SD101
169
40.00
39.70
47.50
48
SD102
284
42.50
40.00
JB-48
36
SD103
109
40.50
40.00
JB-47
36
SDI 04
289
42.50
40.50
JB-48
36
SDI 05
110
42.80
42.50
JB-48
36
SDI 06
5
44.00
43.50
JB-48
36
SDI 07
47
43.50
43.20
43.5
36
SD108
113
44.50
44.00
JB-48.2
36

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
43.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 1.62
LENGTH OF CULVERT PIPE =
80 FEET
HEADWATER ELEVATION = 41.12
INV. IN ELEV. OF CULVERT =
38.00 FEET
INV. OUT ELEV. OF CULVERT =
37.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD — 1.16
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.16
TAILWATER ELEVATION =
42.00 FEET
VELOCITY=
6.13 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
WY•T_1
ELEVATION CALCULATIONS
HEAD — #DIV/0!
HEADWATER ELEVATION = #DIV/01
FLOWRATE =
36.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.16
LENGTH OF CULVERT PIPE =
97 FEET
HEADWATER ELEVATION = 41.26
INV. IN ELEV. OF CULVERT =
38.60 FEET
INV. OUT ELEV. OF CULVERT =
38.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.87
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.04
TAILWATER ELEVATION =
43.16 FEET
VELOCITY=
5.18 FPS
TAILWATER_UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/O!
— #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE —
36.2 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 1.13
LENGTH OF CULVERT PIPE =
27 FEET
HEADWATER ELEVATION = 41.43
INV. IN ELEV. OF CULVERT =
38.80 FEET
INV. OUT ELEV. OF CULVERT =
38.60 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.68
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.71
TAILWATER ELEVATION =
44.04 FEET
VELOCITY-
5.12 FPS
TAR WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
SD3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
36.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 1.17
LENGTH OF CULVERT PIPE =
170 FEET
HEADWATER ELEVATION = 42.37
INV. IN ELEV. OF CULVERT =
39.70 FEET
INV. OUT ELEV. OF CULVERT =
38.80
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.07
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.79
TAILWATER ELEVATION =
44.71 FEET
VELOCITY-
5.21 FPS
TAILWATER UNKNOWN = ZERO_ (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
19x1om
#DIV/0!

SD4
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
VRATE =
25 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
36 INCHES
FOR RISER =
0 INCHES
HEAD = 0.54
;TH OF CULVERT PIPE =
226 FEET
HEADWATER ELEVATION = 43.54
IN ELEV. OF CULVERT =
41.50 FEET
OUT ELEV. OF CULVERT =
39.70 FEET
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
1 WEIR ELEVATION =
0.00 FEET
HEAD = 0.56
FLOW COEF. =
0
HEADWATER ELEVATION = 46.35
WATER ELEVATION =
45.79 FEET
)CITY=
3.54 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
RISER - ZERO (0) RISER DIA.
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
SD5
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
10 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.44
LENGTH OF CULVERT PIPE =
192 FEET
HEADWATER ELEVATION = 43.94
INV. IN ELEV. OF CULVERT =
42.50 FEET
INV. OUT ELEV. OF CULVERT =
41.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.56
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.90
TAILWATER ELEVATION =
46.35 FEET
VELOCITY=
3.18 FPS
TAILWATER_UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
HEADWATER ELEVA
#DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
5.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.12
LENGTH OF CULVERT PIPE =
44 FEET
HEADWATER ELEVATION = 44.12
INV. IN ELEV. OF CULVERT =
43.00 FEET
INV. OUT ELEV. OF CULVERT =
42.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.09
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.99
TAILWATER ELEVATION =
46.90 FEET
VELOCITY=
1.69 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD — #DIV/0!
HEADWATER ELEVATION = #DIV/0!
ELEVATION CALCULATIONS
VRATE =
10 CFS
NINES n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
30 INCHES
FOR RISER =
0 INCHES
HEAD = 0.18
;TH OF CULVERT PIPE =
35 FEET
HEADWATER ELEVATION = 43.19
IN ELEV. OF CULVERT =
41.76 FEET
OUT ELEV. OF CULVERT =
41.50 FEET
r COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
r COEF. FOR CULVERT INLET CONTROL =
0.6
1 WEIR ELEVATION =
0.00 FEET
HEAD = 0.11
FLOW COEF. =
0
HEADWATER ELEVATION = 46.46
WATER ELEVATION =
46.35 FEET
)CITY=
2.04 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2O0S
SD8
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
6.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.57
LENGTH OF CULVERT PIPE =
26 FEET
HEADWATER ELEVATION = 42.02
INV. IN ELEV. OF CULVERT =
40.70 FEET
INV. OUT ELEV. OF CULVERT =
39.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.39
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.17
TAILWATER ELEVATION =
45.79 FEET
VELOCITY=
3.62 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/01
10
TER ELEVATION CALCULATIONS
LOWRATE =
5 CFS
IANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CON]
IA. FOR CULVERT PIPE =
18 INCHES
IA. FOR RISER =
0 INCHES
HEAD = 0.35
ENGTH OF CULVERT PIPE =
87 FEET
HEADWATER ELEVATION = 43.40
JV. IN ELEV. OF CULVERT =
42.30 FEET
JV. OUT ELEV. OF CULVERT =
41.76 FEET
JLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
JLET COEF. FOR CULVERT INLET CONTROL =
0.6
ISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.35
JEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.82
AILWATER ELEVATION =
46.46 FEET
'ELOCITY=
2.83 FPS
AILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD11
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
1.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.18
LENGTH OF CULVERT PIPE =
111 FEET
HEADWATER ELEVATION = 44.08
INV. IN ELEV. OF CULVERT =
43.40 FEET
INV. OUT ELEV. OF CULVERT =
42.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.29
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.11
TAILWATER ELEVATION =
46.82 FEET
VELOCITY=
2.04 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
SD12
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.47
LENGTH OF CULVERT PIPE =
197 FEET
HEADWATER ELEVATION = 44.47
IINV. IN ELEV. OF CULVERT =
43.50 FEET
INV. OUT ELEV. OF CULVERT =
42.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.15
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.97
TAILWATER ELEVATION =
46.82 FEET
VELOCITY=
3.31 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZERO (0) RISER DIA HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD13
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
20.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
CIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.77
LENGTH OF CULVERT PIPE =
159 FEET
HEADWATER ELEVATION = 41.02
INV. IN ELEV. OF CULVERT =
39.00 FEET
INV. OUT ELEV. OF CULVERT —
37.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.77
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 42.77
TAILWATER ELEVATION =
42.00 FEET
VELOCITY=
4.24 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZERO (0) RISER DIA. HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0!

Meadow Ridge
Access Storage II
Culvert Hydraulics
OctOber2005
SD14
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
18.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.62
LENGTH OF CULVERT PIPE =
155 FEET
HEADWATER ELEVATION = 41.97
INV. IN ELEV. OF CULVERT =
40.10 FEET
INV. OUT ELEV. OF CULVERT =
39.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.61
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.37
TAILWATER ELEVATION =
42.77 FEET
VELOCITY=
3.79 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
15
= ZERO (0) RISER DIA. HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
ELEVATION CALCULATIONS
VRATE =
17.5 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
30 INCHES
FOR RISER =
0 INCHES
HEAD = 0.55
;TH OF CULVERT PIPE =
147 FEET
HEADWATER ELEVATION = 42.60
IN ELEV. OF CULVERT =
40.80 FEET
OUT ELEV. OF CULVERT —
40.10 FEET
i COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
r COEF. FOR CULVERT INLET CONTROL =
0.6
2 WEIR ELEVATION =
0.00 FEET
HEAD = 0.52
FLOW COEF. =
0
HEADWATER ELEVATION = 43.90
WATER ELEVATION =
43.37 FEET
)CITY=
3.57 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0!

16
TER ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
VRATE =
4.5 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CON]
FOR CULVERT PIPE =
18 INCHES
FOR RISER =
0 INCHES
HEAD = 0.28
;TH OF CULVERT PIPE =
192 FEET
HEADWATER ELEVATION = 43.03
IN ELEV. OF CULVERT =
42.00 FEET
OUT ELEV. OF CULVERT =
40.80 FEET
F COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
F COEF. FOR CULVERT INLET CONTROL =
0.6
2 WEIR ELEVATION =
0.00 FEET
HEAD = 0.45
FLOW COEF. =
0
HEADWATER ELEVATION = 44.35
WATER ELEVATION =
43.90 FEET
)CITY=
2.55 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

SD17
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE -
8.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.35
LENGTH OF CULVERT PIPE =
17 FEET
HEADWATER ELEVATION = 42.45
INV. IN ELEV. OF CULVERT =
41.10 FEET
INV. OUT ELEV. OF CULVERT =
40.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.21
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.11
TAILWATER ELEVATION =
43.90 FEET
VELOCITY=
2.83 FPS
TAILWATER_ UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!
SD18
HEADWATER ELEVATION CALCULATIONS
FLOWRATE -
6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.16
LENGTH OF CULVERT PIPE =
30 FEET
HEADWATER ELEVATION = 42.56
INV. IN ELEV. OF CULVERT =
41.40 FEET
INV. OUT ELEV. OF CULVERT =
41.10 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.10
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.21
TAILWATER ELEVATION =
44.11 FEET
VELOCITY=
1.91 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!

19
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
Prepared By: TJC .
Checked By:
FLOWRATE =
4.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.32
LENGTH OF CULVERT PIPE =
28 FEET
HEADWATER ELEVATION = 42.74
INV. IN ELEV. OF CULVERT =
41.67 FEET
INV. OUT ELEV. OF CULVERT =
41.40 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.22
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.43
TAILWATER ELEVATION =
44.21 FEET
VELOCITY=
2.72 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
SD24
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
4.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.23
LENGTH OF CULVERT PIPE =
55 FEET
HEADWATER ELEVATION = 43.03
INV. IN ELEV. OF CULVERT =
42.05 FEET
INV. OUT ELEV. OF CULVERT =
41.67 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.20
WEIR FLOW COEF. -
0
HEADWATER ELEVATION = 44.63
TAILWATER ELEVATION =
44.43 FEET
VELOCITY-
2.32 FPS
TAILWATER UNKNOWN = ZERO (Q)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD27
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.26
LENGTH OF CULVERT PIPE =
123 FEET
HEADWATER ELEVATION = 43.68
INV. IN ELEV. OF CULVERT =
42.80 FEET
INV. OUT ELEV. OF CULVERT =
42.05 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.37
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.99
TAILWATER ELEVATION =
44.63 FEET
VELOCITY=
2.44 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZERO (0) RISER DIA. HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
SD27A
HEADWATER ELEVATION CALCULATIONS
VRATE =
1.2 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
12 INCHES
FOR RISER =
0 INCHES
HEAD = 0.10
;TH OF CULVERT PIPE =
118 FEET
HEADWATER ELEVATION = 44.10
IN ELEV. OF CULVERT =
43.50 FEET
OUT ELEV. OF CULVERT =
42.80 FEET
i COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
2 WEIR ELEVATION =
0.00 FEET
HEAD = 0.17
FLOW COEF. =
0
HEADWATER ELEVATION = 45.16
WATER ELEVATION =
44.99 FEET
)CITY=
1.53 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/0!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD32
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
34.3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 1.02
LENGTH OF CULVERT PIPE =
131 FEET
HEADWATER ELEVATION = 39.82
INV. IN ELEV. OF CULVERT =
37.30 FEET
INV. OUT ELEV. OF CULVERT =
36.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.84
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 42.84
TAILWATER ELEVATION =
42.00 FEET
VELOCITY=
4.85 FPS
TAILWATER UNKNOWN_= ZEROAM
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
TER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
:LOWRATE =
8.4 CFS
AANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
)IA. FOR CULVERT PIPE =
24 INCHES
)IA. FOR RISER =
0 INCHES
HEAD = 0.31
_ENGTH OF CULVERT PIPE =
98 FEET
HEADWATER ELEVATION = 41.31
NV. IN ELEV. OF CULVERT =
40.00 FEET
NV. OUT ELEV. OF CULVERT =
37.30 FEET
NLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
NLET COEF. FOR CULVERT INLET CONTROL =
0.6
USER WEIR ELEVATION =
0.00 FEET
HEAD = 0.28
NEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.13
rAILWATER ELEVATION =
42.84 FEET
✓ELOCITY=
2.67 FPS
rAILWATER UNKNOWN - ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!
SD34
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
5.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.36
LENGTH OF CULVERT PIPE =
68 FEET
HEADWATER ELEVATION = 42.11
INV. IN ELEV. OF CULVERT =
41.00 FEET
INV. OUT ELEV. OF CULVERT =
40.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.33
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.46
TAILWATER ELEVATION =
43.13 FEET
VELOCITY=
2.89 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!

SD35
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
Prepared By: TJC .
Checked By:
:LOWRATE =
4.5 CFS
AANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
)IA. FOR CULVERT PIPE =
18 INCHES
)IA. FOR RISER =
0 INCHES
HEAD = 0.28
_ENGTH OF CULVERT PIPE =
130 FEET
HEADWATER ELEVATION = 42.83
NV. IN ELEV. OF CULVERT =
41.80 FEET
NV. OUT ELEV. OF CULVERT =
41.00 FEET
NLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
NLET COEF. FOR CULVERT INLET CONTROL =
0.6
USER WEIR ELEVATION =
0.00 FEET
HEAD = 0.35
NEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.81
FAILWATER ELEVATION =
43.46 FEET
✓ELOCITY=
2.55 FPS
rAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
SD36
= ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!
ELEVATION CALCULATIONS
FLOWRATE =
3.5 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CON1
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.35
LENGTH OF CULVERT PIPE =
142 FEET
HEADWATER ELEVATION = 43.68
INV. IN ELEV. OF CULVERT =
42.70 FEET
INV. OUT ELEV. OF CULVERT =
41.80
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.54
'WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.36
TAILWATER ELEVATION =
43.81 FEET
VELOCITY=
2.85 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!

SD36A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
MANNINGS n =
DIA. FOR CULVERT PIPE _
DIA. FOR RISER =
LENGTH OF CULVERT PIPE _
INV. IN ELEV. OF CULVERT =
INV. OUT ELEV. OF CULVERT =
INLET COEF. FOR CULV. PIPE FLOW =
INLET COEF. FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
WEIR FLOW COEF. _
TAILWATER ELEVATION =
VFI 0CITY=
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
2.8 CFS
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
15 INCHES
0 INCHES
HEAD = 0.22
47 FEET
HEADWATER ELEVATION = 43.85
43.00 FEET
42.70 FEET
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
0.6
0.00 FEET
HEAD = 0.20
0
HEADWATER ELEVATION = 44.55
44.36 FEET
2.28 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
VRATE =
2.4 CFS
NINES n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
12 INCHES
FOR RISER =
0 INCHES
HEAD = 0.40
3TH OF CULVERT PIPE =
130 FEET
HEADWATER ELEVATION = 42.70
IN ELEV. OF CULVERT =
41.80 FEET
OUT ELEV. OF CULVERT =
40.00 FEET
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
2 WEIR ELEVATION =
0.00 FEET
HEAD = 0.72
FLOW COEF. =
0
HEADWATER ELEVATION = 43.85
WATER ELEVATION =
43.13 FEET
)CITY=
3.06 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
ENO RISER - ZERO (0) RISER DIA.
HEAD =
#DIV/O!

SD38
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE -
0.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CON7
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.06
LENGTH OF CULVERT PIPE =
130 FEET
HEADWATER ELEVATION = 43.26
INV. IN ELEV. OF CULVERT =
42.70 FEET
INV. OUT ELEV. OF CULVERT =
41.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.10
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.95
TAILWATER ELEVATION =
43.85 FEET
VELOCITY=
1.15 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
SD39
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
26.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.59
LENGTH OF CULVERT PIPE =
130 FEET
HEADWATER ELEVATION = 40.39
INV. IN ELEV. OF CULVERT =
38.30 FEET
INV. OUT ELEV. OF CULVERT =
37.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.49
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 43.33
TAILWATER ELEVATION =
42.84 FEET
VELOCITY=
3.69 FPS
TAILWATER UNKNOWN ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/0!

SD40
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE =
25 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 1.12
LENGTH OF CULVERT PIPE =
130 FEET
HEADWATER ELEVATION = 41.87
INV. IN ELEV. OF CULVERT =
39.50 FEET
INV. OUT ELEV. OF CULVERT =
38.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.02
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.35
TAILWATER ELEVATION =
43.33 FEET
VELOCITY=
5.09 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
1
= ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
ELEVATION CALCULATIONS
VRATE =
14.4 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONl
FOR CULVERT PIPE =
30 INCHES
FOR RISER =
0 INCHES
HEAD = 0.37
;TH OF CULVERT PIPE =
139 FEET
HEADWATER ELEVATION = 41.92
IN ELEV. OF CULVERT =
40.30 FEET
OUT ELEV. OF CULVERT =
39.SO FEET
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
1 WEIR ELEVATION =
0.00 FEET
HEAD = 0.35
FLOW COEF. =
0
HEADWATER ELEVATION = 44.69
WATER ELEVATION =
44.35 FEET
)CITY=
2.93 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
INO RISER = ZERO (0) RISER DIA HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
VRATE =
9.6 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
30 INCHES
FOR RISER =
0 INCHES
HEAD = 0.16
3TH OF CULVERT PIPE =
66 FEET
HEADWATER ELEVATION = 42.41
IN ELEV. OF CULVERT =
41.00 FEET
OUT ELEV. OF CULVERT =
39.50 FEET
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
1 WEIR ELEVATION =
0.00 FEET
HEAD = 0.12
FLOW COEF. =
0
HEADWATER ELEVATION = 44.47
WATER ELEVATION =
44.35 FEET
)CITY-
1.96 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
USER - ZERO (0) RISER DIA.
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!
SD46
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
7.7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.82
LENGTH OF CULVERT PIPE =
133 FEET
HEADWATER ELEVATION = 43.37
INV. IN ELEV. OF CULVERT =
41.80 FEET
INV. OUT ELEV. OF CULVERT =
41.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.05
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.52
TAILWATER ELEVATION =
44.47 FEET
VELOCITY=
4.36 FPS
TAII WATFR 11NKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
SD47
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
4.7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.63
LENGTH OF CULVERT PIPE =
133 FEET
HEADWATER ELEVATION = 43.80
INV. IN ELEV. OF CULVERT =
42.54 FEET
INV. OUT ELEV. OF CULVERT =
41.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.94
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.46
TAILWATER ELEVATION =
45.52 FEET
VELOCITY=
3.83 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
rli
ELEVATION CALCULATIONS
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!
FLOWRATE =
2.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.59
LENGTH OF CULVERT PIPE =
138 FEET
HEADWATER ELEVATION = 44.39
INV. IN ELEV. OF CULVERT =
43.30 FEET
INV. OUT ELEV. OF CULVERT =
42.54 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.10
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.56
TAILWATER ELEVATION =
46.46 FEET
VELOCITY=
3.69 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
INO RISER - ZERO (0) RISER DIA HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD48
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
13.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONi
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.84
LENGTH OF CULVERT PIPE =
59 FEET
HEADWATER ELEVATION = 42.84
INV. IN ELEV. OF CULVERT =
41.00 FEET
INV. OUT ELEV. OF CULVERT =
40.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.65
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.11
TAILWATER ELEVATION =
44.47 FEET
VELOCITY=
4.42 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!
SD49
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
5.2 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.77
LENGTH OF CULVERT PIPE =
128 FEET
HEADWATER ELEVATION = 44.10
INV. IN ELEV. OF CULVERT =
42.70 FEET
INV. OUT ELEV. OF CULVERT =
41.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.13
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.24
TAILWATER ELEVATION =
45.11 FEET
VELOCITY=
4.24 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
SD5O
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
2.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.31
LENGTH OF CULVERT PIPE =
133 FEET
HEADWATER ELEVATION = 44.41
INV. IN ELEV. OF CULVERT =
43.60 FEET
INV. OUT ELEV. OF CULVERT =
42.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.56
WEIR FLOW COEF. -
0
HEADWATER ELEVATION = 46.80
TAILWATER ELEVATION =
46.24 FEET
VELOCITY=
2.67 FPS
TAR WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
ISD51
ELEVATION CALCULATIONS
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
FLOWRATE =
6.7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.62
LENGTH OF CULVERT PIPE =
154 FEET
HEADWATER ELEVATION = 43.17
INV. IN ELEV. OF CULVERT -
41.80 FEET
INV. OUT ELEV. OF CULVERT =
41.00
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.87
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.98
TAILWATER ELEVATION =
45.11 FEET
VELOCITY=
3.79 FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
:,.!!"T ILe 1

SD52
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE =
3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.26
LENGTH OF CULVERT PIPE =
123 FEET
HEADWATER ELEVATION = 43.78
INV. IN ELEV. OF CULVERT =
42.90 FEET
INV. OUT ELEV. OF CULVERT =
41.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.37
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.35
TAILWATER ELEVATION =
45.98 FEET
VELOCITY=
TAII WATER UNKNOWN = ZERO (0)
2.44 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
53
ELEVATION CALCULATIONS
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
FLOWRATE =
1.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.18
LENGTH OF CULVERT PIPE =
118 FEET
HEADWATER ELEVATION = 44.28
INV. IN ELEV. OF CULVERT =
43.60 FEET
INV. OUT ELEV. OF CULVERT =
42.90 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.30
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.65
TAILWATER ELEVATION =
46.35 FEET
VELOCITY=
2.04 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = 4DIV/0!
HEADWATER ELEVATION = #DIV/0!

SD54
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE =
1.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.09
LENGTH OF CULVERT PIPE =
78 FEET
HEADWATER ELEVATION = 43.42
INV. IN ELEV. OF CULVERT =
42.70 FEET
INV. OUT ELEV. OF CULVERT =
41.80 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.10
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.08
TAILWATER ELEVATION =
45.98 FEET
VELOCITY-
1.47 FPS
TAU WATFR IINKNOWN = ZFRO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
SD55
ELEVATION CALCULATIONS
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
FLOWRATE =
1.1 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.08
LENGTH OF CULVERT PIPE =
58 FEET
HEADWATER ELEVATION = 43.58
INV. IN ELEV. OF CULVERT =
43.00 FEET
INV. OUT ELEV. OF CULVERT =
42.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.09
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.18
TAILWATER ELEVATION =
46.08 FEET
VELOCITY=
1.40 FPS
TAII WATFR UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
SD56
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC
Checked By:
FLOWRATE =
12.9 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.73
LENGTH OF CULVERT PIPE =
105 FEET
HEADWATER ELEVATION = 43.73
INV. IN ELEV. OF CULVERT =
42.00 FEET
INV. OUT ELEV. OF CULVERT =
41.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.68
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.68
TAILWATER ELEVATION =
45.00 FEET
VELOCITY=
4.11 FPS
TAR WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
57
ELEVATION CALCULATIONS
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
FLOWRATE =
3.6 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.37
LENGTH OF CULVERT PIPE =
144 FEET
HEADWATER ELEVATION = 44.50
INV. IN ELEV. OF CULVERT =
43.50 FEET
INV. OUT ELEV. OF CULVERT =
42.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.58
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.58
TAILWATER ELEVATION =
45.00 FEET
VELOCITY=
2.93 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
INO RISER = ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!

SDS8
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE =
1.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.23
LENGTH OF CULVERT PIPE =
128 FEET
HEADWATER ELEVATION = 45.23
INV. IN ELEV. OF CULVERT =
44.50 FEET
INV. OUT ELEV. OF CULVERT =
43.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.40
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.98
TAILWATER ELEVATION =
45.58 FEET
VELOCITY=
2.29 FPS
TAU WATER HNKNr1WN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
,r si
ELEVATION CALCULATIONS
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
FLOWRATE =
0.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.01
LENGTH OF CULVERT PIPE =
110 FEET
HEADWATER ELEVATION = 43.91
INV. IN ELEV. OF CULVERT -
43.40 FEET
INV. OUT ELEV. OF CULVERT =
42.40 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.02
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.91
TAILWATER ELEVATION =
45.89 FEET
VELOCITY=
0.51 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

SD61
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE =
7.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.27
LENGTH OF CULVERT PIPE =
59 FEET
HEADWATER ELEVATION = 43.67
INV. IN ELEV. OF CULVERT =
42.40 FEET
INV. OUT ELEV. OF CULVERT =
42.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.20
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 45.89
TAILWATER ELEVATION =
45.68 FEET
VELOCITY=
2.48 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZERO (0) RISER DIA HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
ELEVATION CALCULATIONS
VRATE =
3.9 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
FOR CULVERT PIPE =
15 INCHES
FOR RISER =
0 INCHES
HEAD = 0.44
;TH OF CULVERT PIPE =
138 FEET
HEADWATER ELEVATION = 45.06
IN ELEV. OF CULVERT =
44.00 FEET
OUT ELEV. OF CULVERT =
42.00 FEET
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
2 WEIR ELEVATION =
0.00 FEET
HEAD = 0.66
FLOW COEF. =
0
HEADWATER ELEVATION = 46.55
WATER ELEVATION =
45.89 FEET
)CITY=
3.18 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD63
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
1.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.23
LENGTH OF CULVERT PIPE =
103 FEET
HEADWATER ELEVATION = 45.73
INV. IN ELEV. OF CULVERT =
45.00 FEET
INV. OUT ELEV. OF CULVERT =
44.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.35
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.90
TAILWATER ELEVATION =
46.55 FEET
VELOCITY=
2.29 FPS
TAR WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER - ZERO (0) RISER DIA HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
ELEVATION CALCULATIONS
VRATE =
6.6 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
FOR CULVERT PIPE =
18 INCHES
FOR RISER =
0 INCHES
HEAD = 0.60
;TH OF CULVERT PIPE =
120 FEET
HEADWATER ELEVATION = 44.49
IN ELEV. OF CULVERT =
43.14 FEET
OUT ELEV. OF CULVERT =
42.40
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
t WEIR ELEVATION =
0.00 FEET
HEAD = 0.73
FLOW COEF. =
0
HEADWATER ELEVATION = 46.62
WATER ELEVATION =
45.89 FEET
)CITY=
3.73 FPS
WATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0!

SD65
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
MANNINGS n =
DIA. FOR CULVERT PIPE _
DIA. FOR RISER =
LENGTH OF CULVERT PIPE _
INV. IN ELEV. OF CULVERT =
INV. OUT ELEV. OF CULVERT =
INLET COEF. FOR CULV. PIPE FLOW =
INLET COEF. FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
WEIR FLOW COEF. _
TAILWATER ELEVATION =
m
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
Prepared By: TJC .
Checked By:
3.2 CFS
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
15 INCHES
0 INCHES
HEAD = 0.29
51 FEET
HEADWATER ELEVATION = 44.42
43.50 FEET
43.14 FEET
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
0.6
0.00 FEET
HEAD = 0.27
0
HEADWATER ELEVATION = 46.88
46.62 FEET
2.61 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
FLOWRATE =
1.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CON1
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.23
LENGTH OF CULVERT PIPE =
107 FEET
HEADWATER ELEVATION = 45.73
INV. IN ELEV. OF CULVERT =
45.00 FEET
INV. OUT ELEV. OF CULVERT =
43.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.36
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.24
TAILWATER ELEVATION =
46.88 FEET
VELOCITY=
2.29 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
HEADWATER ELEVA
U1117L1T

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD67
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
3 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
15 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.26
LENGTH OF CULVERT PIPE =
102 FEET
HEADWATER ELEVATION = 44.58
INV. IN ELEV. OF CULVERT =
43.70 FEET
INV. OUT ELEV. OF CULVERT =
43.14 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.33
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.94
TAILWATER ELEVATION =
46.62 FEET
VELOCITY=
2.44 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
SD68
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2.4 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 0.40
LENGTH OF CULVERT PIPE =
56 FEET
HEADWATER ELEVATION = 44.90
INV. IN ELEV. OF CULVERT =
44.00 FEET
INV. OUT ELEV. OF CULVERT =
43.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.43
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.38
TAILWATER ELEVATION =
46.94 FEET
VELOCITY=
3.06 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

111111111
ELEVATION CALCULATIONS
Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
Prepared By: TJC .
Checked By:
FLOWRATE =
105.7 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
48 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 3.05
LENGTH OF CULVERT PIPE =
169 FEET
HEADWATER ELEVATION = 45.05
INV. IN ELEV. OF CULVERT =
40.00 FEET
INV. OUT ELEV. OF CULVERT =
39.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 2.43
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 44.43
TAILWATER ELEVATION =
42.00 FEET
VELOCITY=
8.41 FPS
TAILWATER_UNKNOW_N = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SD1O2
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
LOWRATE =
52.8 CFS
IANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
IA. FOR CULVERT PIPE =
36 INCHES
IA. FOR RISER =
0 INCHES
HEAD = 2.41
ENGTH OF CULVERT PIPE =
284 FEET
HEADWATER ELEVATION = 46.41
JV. IN ELEV. OF CULVERT =
42.50 FEET
JV. OUT ELEV. OF CULVERT =
40.00 FEET
JLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
JLET COEF. FOR CULVERT INLET CONTROL =
0.6
ISER WEIR ELEVATION =
0.00 FEET
HEAD = 2.82
/EIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.87
AILWATER ELEVATION =
45.05 FEET
'ELOCITY=
7.47 FPS
'AILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
SD1O3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
52.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
CIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 2.41
LENGTH OF CULVERT PIPE =
109 FEET
HEADWATER ELEVATION = 44.41
INV. IN ELEV. OF CULVERT =
40.50 FEET
INV. OUT ELEV. OF CULVERT =
40.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.88
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 46.93
TAILWATER ELEVATION =
45.05 FEET
VELOCITY-
7.47 FPS
TAILWATFR UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZERO (0) RISER DIA HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October2005
SDI 04
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
52.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 2.41
LENGTH OF CULVERT PIPE =
289 FEET
HEADWATER ELEVATION = 46.41
INV. IN ELEV. OF CULVERT =
42.S0 FEET
INV. OUT ELEV. OF CULVERT =
40.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.S
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 2.84
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 49.78
TAILWATER ELEVATION =
46.93 FEET
VELOCITY=
7.47 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
105
= ZERO (0) RISER DIA. HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0!
ELEVATION CALCULATIONS
FLOWRATE =
52.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 2.41
LENGTH OF CULVERT PIPE =
110 FEET
HEADWATER ELEVATION = 46.71
INV. IN ELEV. OF CULVERT =
42.80 FEET
INV. OUT ELEV. OF CULVERT =
42.SO FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.89
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 49.76
TAILWATER ELEVATION =
47.87 FEET
VELOCITY=
7.47 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
SD106
HEADWATER ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
FLOWRATE =
52.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 2.41
LENGTH OF CULVERT PIPE =
5 FEET
HEADWATER ELEVATION = 47.91
INV. IN ELEV. OF CULVERT =
44.00 FEET
INV. OUT ELEV. OF CULVERT =
43.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.33
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 49.20
TAILWATER ELEVATION =
47.87 FEET
VELOCITY=
7.47 FPS
TAII WATER IINKNOWN = 7FRO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
ISD107
= ZERO (0) RISER DIA. HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!
ELEVATION CALCULATIONS
FLOWRATE =
52.8 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 2.41
LENGTH OF CULVERT PIPE =
47 FEET
HEADWATER ELEVATION = 47.41
INV. IN ELEV. OF CULVERT =
43.50 FEET
INV. OUT ELEV. OF CULVERT =
43.20 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.55
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 47.96
TAILWATER ELEVATION =
46.41 FEET
VELOCITY=
7.47 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/01

Meadow Ridge
Access Storage II
Culvert Hydraulics
October 2005
ELEVATION CALCULATIONS
Prepared By: TJC .
Checked By:
VRATE =
52.8 CFS
NINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
FOR CULVERT PIPE =
36 INCHES
FOR RISER =
0 INCHES
HEAD = 2.41
3TH OF CULVERT PIPE =
113 FEET
HEADWATER ELEVATION = 48.41
IN ELEV. OF CULVERT =
44.50 FEET
OUT ELEV. OF CULVERT =
44.00 FEET
T COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
T COEF. FOR CULVERT INLET CONTROL =
0.6
2 WEIR ELEVATION =
0.00 FEET
HEAD = 1.90
FLOW COEF. =
0
HEADWATER ELEVATION = 46.40
WATER ELEVATION =
44.50 FEET
)CITY=
7.47 FPS
WATER UNKNOWN = ZERO_(01
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Meadow Ridge
Access Storage II
Rip Rap Protection
October 2005
Outlet Pipe
I.D.
Outlet Pipe
Size Do
Rip -Rap
Qio
Max
Outlet Protection
d50 La
3Do
W
dmax
Apron
Thickness
inches)
(cfs)
(ft
ft
ft
ft
ft
ft
POS 2
24
26.0
0.5
16
6.00
18.00
0.75
1.13
SO 108
36
53.0
0.6
18
9.00
21.00
0.90
1.35
SO 101
48
106.0
0.8
22
12.00
26.00
1.20
1.80
Outlet Structure
10' Weir
56.0
0.8
18
10.00
16.00
1.20
1.80
10' Weir
Emergency
Spillways
20' Weir
56.0
0.8
18
20.00
30.00
1.20
1.80
Talwator . Snn Piv ...
R Oha ucnd rn si,e
rio-ran
N
W
Outlet Pipe d50 La 3Do W dmax Apron
Size (Do) Thickness
All Rip -Rap at
Pipe Outlets
24
0.5
16
6
18
0.75
1.13
36
0.6
18
9
21
0.9
1.35
48
0.8
22
12
26
1.2
1.8
Stormwater Pond
Outlet Structures
10' Weir
0.8
18
10
16
1.2
1.8
Stormwater Pond
Emergency Spillways
20' Weir
0.8
18
20
30
1.2
1.8
*. ni...e in- ­w Ab..n.. i- - h. Ii-i,nd h. Frktinn nirrh fnnditinnc

COTT
rz,
Er) m

111llNiX1PJ4JiiT CNI N09.y1TT'U.:i 11NM
GfUI!}AY Spll_C
EDWIN ANDREWS & ASSOCIATES, P.C.
CONSULTING HYDROGGOLOGISTS
P.O. nox 36653
aAIXIn I, U.C. 27622. 0633
PHONI4 (919) 783 -H395
FAX'. [phone]
November 30, 2005
Mr. Jay Houston, P.F. �� I
I louston and Associates, P.A.
P.O. Box 627
Shallotte, N C. 28459 JAN © j 7006
Re: hlydrogeotogic Evaluation
Storm Water Basins at Meadow Ridge, Brunswick County, N.C.
Dear Mr. Houston:
I have reviewed your design of the storm water basins at Mcadowridge, Brusnwick County. This
review is to determine if the normal pool elevations would adversely affect neighboring wetlands.
Ponds I and 2 have orifice outlet evaluations of42 feet above mean sea level and Pond 3 has an
� c
l
at V *411101
A lilt
low
y
Figure 1 Quite overlay on the 7.5 run. Quad, rink Co :scale
1

Mr. Jay Houston, P.E.
Re: I lydrogeologic Evaluation
Stonn Water Basins at Meadow Ridge, Brunswick County, N.C.
November 30, 2005
page 2
orifice outlet at 45 feel -- -- ^--
above mean sea level.
These outlets drain to a
;4hY`i4tFI Nb \ l!L"HLW F�JU
headwater creek [lowing '
Ilt "4"11EtC.fll— ' \ / aQlrir Ark
to Saw Pit Swamp. The ueelKIAW ' -- aarcal:r. M14
elevation of this
headwater creek rmwvr•n;uu"G., IInx•� tofu
j i��- IU. GN1 WLIgiIfkANMGN4 _
currently controls the uwl ll au•IiA \egSnlMuw __
water elevation of the �LyN' ItllD114L SF1;JI()N
surficiat aquifer Wa b6f rable Ellipse
suhsequently defining the
AyIV 4 {O A{1JNVI
eu r r e it wetlands
hydrology. The addition
of the storm watcrbasins
will not lower the water CROSS SECTION
table because the water
table ellipse had already ftilt0UTLETS'1RUC IJREyolts•I•olillIMIATERB)ND
been established by the — NAIR
oecCS.on snow Figure 2 Cto3e ing 4ia con Cable cl Lipso
creek. Figure No, ],was
created by overlaying the
site map on the Shallotte/Calabash 7.5 minute quadrangles which shows that the creek headwaters
has it long axis parallel tothe storm water basins. It appears that the groundwater ellipse draining the
water table to the creek as base Flow will not be of ected by an orifice outlet at 42 feet at Ponds I &
2 and 45 tcet at Pond 3.
If you have any questions please contact my office.
YYll,lllllll111l//1, ••{4'+t ,,.•� b
Very truly yours, a y5 ASS
?••'-
Edwin Andrews& Associates; P.C. �•G 2pf�STE RFQ. yam?^f SEAL
z I G, C-224 a: cn i ,Etn 3
Edwin E. Andrews III, P.G., N.C.L.S.S.-To�.Aol
Consulting Ilydrogeologist and Soil Scientist = • .OGIC!
"+III N�IC I•• �v�s.0 SOIL SCF�
encl. G " E. A-ZV^-
2
I

Page 1 of 1
North Carolina
Elaine F, Marshall DEPARTMENT OF THE
Secretary SECRETARY OF STATE
Corporations
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PO Box 29622 Raleigh, INC 27626-0622 [phone]
Date: 10/31 /2005
Click here to:
View Document Filings 1
72-1 Print apre-populated Annual Report Form I File an Annual Report I
Corporation Names
Name Name Type
NC Meadow Ridge, LLC Legal
Limited Liability Company Information
SOSID:
0767297
FID:
Status:
Current -Active
Date Formed:
2/16/2005
Citizenship:
Domestic
State of Inc.:
INC
Duration:
Perpetual
Registered Agent
Agent Name:
Registered Office Address
Registered Mailing
Address:
Principal Office Address:
Principal Mailing Address:
Houston, Jay R.
117 Pine Street
Shallotte INC 28459
Post Office Box 627
Shallotte INC 28459
No Address
No Address
For questions or comments about the North Carolina Secretary of State's web site, please send e-mail to Webmaster.
http://www.secretary.state.nc.us/Corporations/Corp.aspx?Pitenll d=7693819 10/31 /2005

02/16/2005 11:17 9105757760
02/16/'U05 10:58 9107542121
02/16/2005 1e920 . 91e57n7760
ANDERSON LAW FIRM
MARY
State orNlorth Carollas
De artment of the Secretary of State
SOS I D: 767297
Date Filed: 2/16/200511:56:00 AM
Elaine F. Marshall
North Carolina Secretary of State
C200504500602
Limited Usta llty Coaapatty
A,)tMLIKS Of 01GANITATION
pursuant to f 57C-2-20 of the Oeoat*1 Statutes of North Catoiltn, the otidan411e4 does htmby 11011 t
thew Articles of OrganlsANon for the purpose of fbMIAS a limited Ilahillty company
1. The natne of dw limited liability company is: 41A00W Toor'' LLO
2. if the limited liability company is to dissolve by s specific dabs, the Rust dare on which the
limited liability company is m dteaotve: (,ono date for dataludon is spec#?ed thew the l be no
link on the diijw on of the linalled liability company.)
]. The name sad address of etch person entcuting thews articles of'otyenlution is a fbltows'
(S1Wte Winder each person is exe mhq *w w6drs of orSwOun ion M the c4may of a
member, orMlsw or both. Note: f?dt doc:mrnt mutt be agmd by all persona llsted here).
Jq A, Hewbn membdsant wps rdzw 77M Wllthaa Wey aW, 8hds1 oge, NC 1a4Tt1
4. The sttat addiarss and county of the Initial registamd of cs of the limped liability company is:
Numbar and 9.7wt 117'Pine Sweet
City, Stan, Zip Code ah"atn. NC 2643e County BrulwA t
I. Tire mailing address, ifsUffmd rfFoNi the Attar ettlrean of the initial regiatemd offlct is:
Pat 91111o► a" art, NwAmle, NC 7aeba
6. TM now of tile initial regleftmid agent is: Jay P. Mollon
7. Principal offm iafoiteadont (Seidel th*e a or bj
a. 0 The Ilmbrd liability 40opany has a petntlpel ettlte.
The sttwt a"mu and county ortM principal office of the limiled Ilablllty company Is:
NwOw and Street
City, S1tan, Zip Code _comfy
The nisi ttgttd6"o p'st(Q?aatfhem the stttroenlfta, of the principal office of the co ioadon is:
b. [?) The Ilmttid Ilablthy eampany dws net aeve a ptinelpal voice.

02/16/2005 11:17 9105757760
02/16/2005 10:58 9107542121
ANDERSON LAW FIRM
MARY
82/16/2685 10:20 91.05707760
g. Check one of the following:
NCV;E Del LAW FItM
PAGE 03
PACE 02
PAGE 03
i (i) Mgjnkw M atgad LLC: all members by virtue of their status as members shall be
mansgas of this Itmhw liability company.
(14 Ahsager-manyr[ LLC: except as provided by N.C.O.S. Section SIC3-30(s), the
mem�sn of this limited liability company shall not bs managers by virtue of their soaves u
members.
P. Any other prowislons which the limited liability company skets t0 Include are attached.
10. These articles will be eMctive upon filing, unless a date andlor time to specified:
This it dw tah day of FeCNery .2008
NW40W Rld t.LO
Sfgratw's
Jay R. Moueton. Mambw/Mwm
TYPe a Ainl Ivan and 1 }r!e
NOTES:
1 • Fab" aM b $125, lib dDmMeet Masi be reed wnk the flsetetary of Stset.
CORPORATIONS DIY[ ON P.O. Sox M22 RALEIGK NC 11464e22
Ierr4.d Janwy SanJ1 .
fastreetleas far rates (rae LQ f)

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AMA " P 16(�(
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive, Wilmington NC 28405 [phone] FAX [phone]
Request for Express Permit Rev,i
FILL-IN all information below and CHECK required Permit(s).
FAX or email to Cameron. Weaver(o)ncmail.net along with a narrative and vicinity -mar
Projects must be submitted by 9:00 A.M. of the review date, unless prior arrar$t
APPLICANT Name: Meadow Ridge L.L.C. Jay R. Houston — Manager Member
Company: Meadow Ridge, L.L.C.
Address: P.O. Box 627 City/State: Shallotte, N.C. Zip: 28459 County: Brunswick
Phone : [phone] Fax : [phone] Email : jayhouston aa�atmc.net
PROJECT Name:
ENGINEER/CONSULTANT: T. Jason Clark, P1. /
Company: Houston and Associates. P.A.
Address: P.O. Box 627 City/State: Shallotte, N.C. Zip: 28459 County: Brunswick
Phone : [phone] Fax : [phone] Email : lasonclarkoatmc.net
❑ STREAM ORIGINATION CERTIFICATION; Stream
® STORMWA TER ❑ Low Density
Wetlands MUST be addressed below ❑ Low
�r S�v
�of pro]�Ct. ocdtioC
er m t'J(s-oa�
l�f`JGl/Vbv(r�/
Density -Detention Pond ❑ High Density -Other
❑ High Density -Infiltration ❑ Off Site
❑ COASTAL
❑ Excavation & Fill
❑ Bridges Culverts
❑ Structures Information
MANAGEMENT
❑ Upland Development
❑ Marina Development
❑ Urban Waterfront
❑ LAND QUALITY ❑ Erosion and Sedimentation Control Plan with acres to be disturbed.
--------------------------------------------------------------------------------------------------------------------------------------------------------------------------
WETLANDS (401) Wetlands on Property ❑ yes ❑ No Isolated Wetlands on Property ❑ yes ❑ No
Check all that apply Wetlands Will Be Impacted ❑ Yes ❑ No
Wetlands Delineation has been completed ❑ Yes ❑ No
USACOE Approval of Delineation completed ❑ Yes ❑ No Wetland Impacts: Acre(s)
404 Application in process w/USACOE []Yes ❑No /Permit received from USACE ❑Yes ❑No
401 Application required ❑Yes ❑ No If Yes, ❑ Regular ❑ Express
The legislation allows additional fees, not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
SUBMITTAL DATES:
SW
CAMA
LOS
401
For DENR use only
Fee Split for multiple permits:
Total Fee Amount $

10/17/2005 10:54 9107542121 MARY
HOUSTON and ASSOCIATES, P.A.
�■ Consultin EngQineers
r� SPALLOTTE. NORM CAI�OLINA 28459
■
Telephone [phone]
Facsimile [phone]
PAGE 1 of
DATE: 10 - I'1-Zoo 5
PAGE 01
117 Pine Street
Post Office Box 627
TO: �merm Aleu„er FROM: T Sason 0o,(, K PC,
N�EIR
�w ExQR�s�_P�m►Tr►tis,.
?i"OnC : 910 - 39S- 3900
Fax: 910- 3So -ZOOS}
SUBJECT: irOR
Mo;, I Address : Ro. 3�,x G2`7
�' 110.4�4eI tiIC ZS`I59
D"" : L.L.C.
ofF,r-1a, : 3,ay -R- Nousion
910-'75Lj -(v3Z4
Fax 910 - "W+ - Z124
EMAIL: vi,GE)nCbr`4t�a�MC nr E'
PHONE: [phone]
FAX: [phone]
E(N 'IrneertrSCcin&a�or : �ov-s{on and, Assoc-14 es, PA.
P.C.3cx 62r-1
ShaVaki e I �jC, ZB4f0
Mmjer4 t0artlAwe 444 xk4

10/17/2005 10:54 9107542121 MARY PAGE 02
HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SFIALL07M, NORTH CAROLINA 28459
Telephone [phone] Pine Street
Facsimile [phone] Post Office Box 627
FOR STORMWATER EXPRESS REVIEW
Narrative/Project Description, (Meadow Ridge, Ocean Isle Beach, NC):
The Meadow Ridge project is located in southeast Brunswick County, in
Ocean Isle Beach. North Carolina. Meadow Ridge consists seven (7)
commercial oui; parcels. Two (2) of the out parcels, Access Storage II (out
parcels 4 and 5). along with the roadways and parking eV are bein�
developed in this submittal.
j^
Development of Meadow Ridge will be accompanied with a curb and
guttered entrance/main roadway with catch basins/drop inlets and piping. The
parking areas will include catch ins and piping. Three (3) Stormwater Ponds
have been engineered for e ent. 'ch of the engineered BMP's is designed
to store the required one (1.0) ch of runoff and to all of NCDENR's
requirements. There are prope line ditches on both the northern and C61111
southern property lines. ditches have been relocated. All wetlands are
shown on the plans. The proposed Stormwater Ponds outlet it o t e t ches
ut,u wr-Lianus. Inc stormwater ponds were designed to tre_a fffz�-rt ni o-M romthe
future out parcel developments. Four (4) of the out parcels to be developed in
the future were assigned maximum impervious areas. Out parcel 6 is labeled
Potential Marine Dealership, because that is the current proposed use. The
buildings and parking areas shown as Potential Marine Dealership are the
maximum BUA's that will be allowed on that out parcel even if another use is
chosen. Maximum BUA's for each out parcel are shown on the plans_-- The
design --of each-BMP--was-done-according to the- NCDENR-Stormwater-BMP
Design Manual.
The project area to be disturbed is slightly rolling with a consistent slope
from the southern project boundary to the northern project boundary. The
Soil Survey of Brunswick County classifies the soil types within the project
boundaries as Mandarin Fine Sands and Grifton fine sandy loam. These series
of soils are considered to be poorly drained. Runoff drail2a to Uh-c aw P
Swam and into the Shallotte River.
Ridge. This submittal is for a Hi h Density Stormwater Permit for Meadow
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NCDENR
North Carolina Department of Environment and Natural
Division of Land Resources
James D. Simons, PG, PE Land Quality Section
Director and Slate Geologist
December 2, 2005
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Meadow Ridge, LLC
Mr. Jay R. Houston
PO Box 627 �I{
Shallotte, NO 28459 1 `�
RE: Project Name: Meadow Ridge
Project ID: Bruns-2006-163
County: Brunswick
River Basin: Lumber
Submitted By: Houston & Associates
Date Received by LQS: November 30, 2005
Plan Type: NEW
Dear Mr. Houston:
OFF V
°z2oo
aice\Q'Pb/b/ A�-Co,
Michael F. Easle)i�Govbr6or
William G. Ross Jr., Secretary
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Control Act (G.S. 113A-57 (4)).
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
We have performed a preliminary review of your submitted plan and have determined that additional
information will be necessary before a final review can be completed. Enclosed is a checklist of items that
must be submitted before we can complete the review process. Failure to provide the additional information
may result in disapproval of your plan.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
�'�
odd C. Walton
LQuality
Section
cc: Jay R. Houston, Houston & Associates, PA
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 - Phone: [phone] FAX [phone]

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT & NATURAL RESOURCES
LAND QUALITY SECTION
EROSION and SEDIMENTATION CONTROL PLAN PRELIMINARY REVIEW CHECKLIST
PROJECTNAME:PW Mt( A4GLQ DATE: II''31b oS
PROJECT Nu.: COUNTY:
To e;.oedne the appro :•al process, a cursory re.•ie'.,• of your submitted Erosion and Sedirnent Control Plan application has been made
and has shown the need ;or additional information as specified belor:. To meet our revie'.v schedule, any additional information
should he received by this office no later than JEo� �lJo.r Failure to meet this schedule foci,, result in disapproval
of your plan. The follo::'mg items shall be incorporated unite respect to specific site conditions, in an erosion and sediment control plan
LOCATION INFORLIATION
Project location (macs. Slreels, landmarks)
rJor L7 and scale
GENERAL SITE FEATURES (Plan elements)
—jC Legend florin arrow, scale, etc.
Proper,,, lines
E.ishno concurs (lopograpnic lines)
Proposed contours
_ Limits of msturbeo area (provide aceage total, definable
horns, and lapel)
Planner; and ezl sting budorng locations and elevations
Planned road locations :. efevahons
Lol and/or building numbers
Geologic fealu:es roc'k outcrops, seeps, springs, wetland
dno Ihelr limits, sirea.ms, takes, ponds. pains, etc
Ezsernents and nramage'.vays
Profiles df streets, utilities, cif allines, etc
Stockpiled lopsoil or subsoil localions
If the same person conducts Ine land-0isiurome achviN G an) retalea
oono'.v or wasle aclrvlry, Ine f000i borrow or wasle aalvir. snail
c0rsh:u e pan 01 the land-dsturyng activity unless be borr0•, or waste
aclrvlry Is woulaisd under fire I.2nmg Aa of 19-1 1. or is a lanchli reoulaii
o, the Division of %'dasie f,lanage. onr r Ine land-aislu.•Omg acimak and
an, related copow or waste dcti i, are not conouided de Ine same
pet5on, Me%, sr2ll be Oonsiceleo sepdraL land cslurpina ac,ilies and
must de dermtlted el fhui Ihru the Sedimentation Pollution CorGlpl Act as o
one use borrow she or flrougn me %lining Act
-- Recuree >rr.,y CO:ds 40, tie:mil =_nc We'd, Oualip- -"" f cerofoalfon (e g
sneam mslumances over 150 linear [eel)
EROSION CONTROL rdEASURES (on plan)
_ Legend
_ LL_ Location of temporary measures
Location of permanent measures
Consbk1ciion drat+'ngs and deiatls for
' lempoiary and permanent measures
Maintenance recu,remenls of measures
Comoct person responsiple for mainlenance
SITE DRAINAGE FEATURES
71WIng and planned oranage patterns (include oil -vie
areas Ina! drain Inrougn project)
%._ aefnod of delefr maron of and calculations for Acreage of
land being 9i5urbed
See and location of cujv^rls and se':cefs
;of info;in, Ion Ippe, special cra:acferisncs
Son in:ouna:,on nelo, culvert storm outlels
NL:ne and classification of :ece,vino wafer course
(Opt, v: rare sformvrc';er oiscnarges a,e lb 06Cbr)
CCL1 r.1E'JTS� 5^e hie Ipliorving page
Q 1f,..ppii+N.� ii'!E%ttu/?fl rd�o acE .j�ifm..
'� F1 1rJEn�
V.1ilmingion Regional Office
17 Cardmal Dave E>'tenslon, 1'vllmingjon, NC 23105 • Phone El I D 395 3900 / FAX C-10-350-2004
STORYWATER CALCULATIONS
Pre -Construction runoh calculations for each outlet from me
site (tit pealdisCharge points)
Design calculations for peak discharges of runoff (including
the construction pnase & the final runoff coeffidienls of life
site)
Design talcs of culverts and storm se',ers
Discnarge and •.elocny deputations put open channel add
cinch Oow's (easement d ngnl.oh:nays)
Design talcs Of cross sections and method of staod¢afion of
exising and planned channels (Include temporary finings)
Design calas and consvnergy ucllon oe;aifs of edfssipalc:s
below cukeo and storm sewer outlets pmamelers F. apron
dimensions)
Design [ales and dimension of sediment oasms
Surface area and selling erfioene: in!ormalion for proposed
Sediment baps and/or aasins
VEGETATIVE STABILIZATION
Area S acreage to be vegeiat,faiy slapihzeo
r:1e;hOd of soil preparation
Seed p'0a & rates pemporary 3 permanent)
Ferhhcer type and rates
iOuich type and fates
NOTE'. Plan should include provisions for groundcover on
exposed slopes within 15 working days or 30 calendar
days (whichever is shunter), following completion of any
phase of grading; permanent groundcover for all
disturbed areas within 15 'working days or 90 calendar
days (whichever is shover) following cantpiehon of construction or
development,
FINANCIAL RESPONi SIBILITY/Ob1'NERSHIP FORrd
Completed, signed n nolanZed FR/O Form
Accurate apoticalion fee (550.00 per acre rounded up fire
ne,l acre with no celhnie amount)
Certificate of assumed name, if the O'.,'ner is a pannersnip
Name of Reglsfi -dew (d aphcadle)
Copy of ;he most Current Deep for ine site
NOTE For ine E..press Permhting Option, mowre at the local
P.etOonal Otfice for ava,jpbddy.
NARRATIVE AND CONSTRUCTION SEOUFY.CE
('ras NCT Pe-i�N pf',Wb'd
n'i: F,.T 4
Na!ative cescrfwng the nature and purpose of life
construction nctivhy
Construction seouence rdialed to erosion and semmenl
control (mclub,nb Inslallandn or cf,hcal measures prior ;o the
intlfaiion of the 131C cts:urbing anivir/ $ removal of
measures aher areas hey sen'e are oermaneNy' stapd¢eo)
Bid spernlcahons roiatea only to erosion control
-�a 31r f ,k; l

Permit No. SW q cu D1 p 1
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ 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.
1. PROJE, CI' INFORMATION
Project Name:
91
Contact Person: Salt R. "kan E • Phone Number: (11t0 ) '754- lo321}
For projects with multiple basins, specify which basin this worksheet applies to:
elevations
Basin Bottom Elevation 35.5 ft.
Permanent Pool Elevation 4-Z.. O ft.
Temporary Pool Elevation 43.q ft.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 2312.a9 sq. ft. (water surface area at the orifice elevation)
Drainage Area 12.32 ac. (on -site and off -site drainage to the basin)
Impervious Area 9.`79 ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 85 400 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 35, 2co2 cu. ft. (volume detained above the permanent pool)
Forebay Volume I� cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI 3q(e4 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3.0 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall I in.
Design TSS Removal 2 q0 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4

a
Footnotes:
When using the Division SAIDA tables, the correct SAIDA 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.
2 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 NCDENR BMP manual provides design tables for both 85% TSS removal and 90%TSS removal.
I1. 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.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. 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. "file basin side slopes above the permanent pool are no steeper than 3:1.
It. 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 casement is provided for each basin including access to nearest right -
of -way. —orbs We 0,cGe"S1bIC.
� I. If the basin is used for sediment and erosion control during construction, clean out of the
93�QTAW� basin is specified prior to use as a wet detention basin.
p
� 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 (Yd not incorporate a vegetated filter at the outlet.
This system (check one) 0 does oes not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
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.
It. 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 it 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 y-$75 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 42.0
Sediment R\Ele
l EI.Li;
75 o
----SedimentRetnovalElevation 3T1�•5 75%
Bottomtion%--------------------------------------------- -----
Bottom Elevation 35 5 25%
FOREBAY 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 1 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: I R. %iowv. a P. E.
Title: MO1 ng Ae ftber'
Note: 'rhe 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.
`{' PP a Notary Public for the State of a4L C,ra>�, ti✓
County of do hereby certify that �a R. ks �.r✓
personally appeared before me this )5 day of Gc 4-6 L-1 J 005 and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
8. Tq�AA
�pTAq`
r
�9G Q `
SEAL
My commission expires 10. 9 2004
Form SWU-102 Rev 3.99 Page 4 of 4

Permit No. S VQ 1� DU 0 � 0 �
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORNIWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ 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: Meodhw R1bae.
Contact Person: � R . 4o.,SAon P. E. Phone Number: (q10) ISLE - G32,i
For projects with multiple basins, specify which basin this worksheet applies to: *2
elevations
Basin Bottom Elevation 3(0. 0 ft. (floor of the basin)
Permanent Pool Elevation 42.0 ft. (elevation of the orifice)
Temporary Pool Elevation 43.0 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 11,WA sq. ft. (water surface area at the orifice elevation)
Drainage Area (o. 6'7 ac. (on -site and off -site drainage to the basin)
Impervious Area S. I i ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 59i3�?S cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume IQt, 14Z cu. ft. (volume detained above the permanent pool)
Forebay Volume 14.4'-ta cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI 4.Z15 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 2.0 in. (2 to 5 day temporary pool draw -down required)
Design Rainfall I in.
Design TSS Removal 2 qO % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4

Footnotes:
When using the Division SAIDA tables, the correct SAIDA 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.
2 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 NCDENR BMP manual provides design tables for both 85%TSS removal and 90% TSS removal.
IL 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.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws down in 2 to 5 [lays.
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.
In. 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 provide([ for each basin including access to nearest right-
of-way. — PUJDs os a citeesslble
1. 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.
In. A mechanism is specified which will drain the basin for maintenance or all emergency.
IIL 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 (rpn
not incorporate a vegetated filter at the outlet.
This system (check ale) 0 does Wdoes not incorporate pretreatment other than a forebay.
Fonn SWU-102 Rev 3,99 Page 2 of 4

Maintenance activities shall be performed as follows:
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 't.5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 45 feet in the forebay, the sediment shall be removed.
Sediment
Bottom
El. 3'7S
------------
on (0.0
FOREBAY
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation i'z .O
Sediment Removal Elevation 3'7S
------------------------------
Bottom Elevation 3(0.0
MAIN POND
75 %
25%
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.
Ponn 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: Zy Q IAoO.-sAm(x i P. F
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
a Notary Public for the State of
County of do hereby certify that .Jad
personally appeared before me this dS day of Oe Day .3 u o 5 , and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
I rOTAq`�70
d R R
V
\494''/CK COO
SEAL
My commission expires 1 O - 9 • z OO4
Farm SWU-102 Rev 3.99 Page 4 of

Permit No. 9-AWg MOM
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER 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: ly\P'nc\ k `tZlL�Be
Contact Person: Sav R. 1A,% k n p E Phone Number: (qtp ) 254- 6�324f
For projects with multiple basins, specify which basin this worksheet applies to: �u
elevations
Basin Bottom Elevation -S9.0 ft.
Permanent Pool Elevation 4S.o ft.
Temporary Pool Elevation 4 (0.0 ft.
(floor of the basin)
(elevation of the orifice)
(elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area I Z q31R sq. ft. (water surface area dt the orifice elevation)
Drainage Area 4.7-1 ac. (on -site and off -site drainage to the basin)
Impervious Area 3.4 , ac. (on -site and off -site drainage to the basin)
volumes
Permanent Pool Volume 3143 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 13 ,9"7Z cu. ft. (volume detained above the permanent pool)
Forebay Volume 35 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAI 4.q&s (surface area to drainage area ratio from DWQ table)
Diameter of Orifice in. (2 to 5 day temporary pool draw -down required)
Design Rainfall I in.
Design TSS Removal 2 QD % (minimum 85% required)
Forni SWU-l02 Rev 3.99 Page I 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 NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS removal.
D. 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 21-1 .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.
Applicants Initials
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
d. The temporary pool draws clown in 2 to 5 days.
c. 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.
It. 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. — Pwos c re Acce55-b1e
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
'file 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 (4oes not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form S W U-102 Rev 3.99 Page 2 of 4

Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
it. 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 LE 5 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 45 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment Ren oval EI, r}O.5 75 0
--- _ Sediment Removal Elevation 40.5 75%
Bottom Ele ation 39.0 %--------------------------------------------- ----
Bottom Elevation 39.0 25%
FOREBAY 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

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: SS R_ et.sion �Q£
Title: lancin\,o� Member
Address: p 0. RoK (o27 f 5� wcG 2,pg69
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
a Notary Public for the State of
County of .r r--S,..-Cil do hereby certify that J4 4,,cJ- .l
personally appeared before me this J 5 day and acknowledge the due
execution of the forgoing wet detention basin maintenance requirements. Witness my hand and official seal,
y ^•y� q
ic�coo
SEAL
My commission expires 10 • 9 • Z 00 6
Porm SWU-102 Rev 3.99 Page 4 of 4

OUT
TOTAL
**EXISTING
PARCEL
AREA
BUILT -UPON
I.D.
(AC.)
AREA (AC.)
1
1.43
0.0585
2
1.41
0.0765
3
1.45
0.00
4
5.88
4.99
5
13.59
5.26
6
3.45
0.00
7
2.79
0.135
R/W
1.27
0.98
TOTALS 31.27 11.5
FUTURE
ALLOWABLE
BUILT -UPON
AREA (AC.)
1.1141
1.0797
1.1745
0.0
0.9043
1.9776
1.6936
0.0
TOTAL
ALLOWABLE
BUILT -UPON
AREA (AC.)
1.1726
(82%)
1.1562
(82%)
1.1745
(81%)
4.99
6.1643
1.9776
1.8286
0.98
7.9438 19.44
++ EXISTING BUILT -UPON AREA REFLECTS BUILT
AND APPROVED OR CURRENTLY PROPOSED UNDEI
DEVELOPMENT
TBD
TBD
TBD
Access Storage II
Access Storage II
FLEX -SPACE
FLEX -SPACE