SW8881104_Historical File_19881212

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State of Nnrth Carolina
Department of Natural Resources and Community Development
Wilmington Regional Office
James G. Martin, Governor Bob Jamieson
S. Thomas Rhodes, Secretary
DIVISION OF ENVIRONMENTAL MANAGEMENT
December 12, 1988
Joseph S. Hill, Jr. P.E.
Joseph S. Hill, Jr. and Associates
Post Office Box 5597 - STA. 1
Wilmington, North Carolina 28403
Subject: Determination of Compliance
9
with Stormwater Regulations
Project # 881104
Cedar Tree at Calabash
Brunswick County
Dear Mr. Hill:
The Wilmington Regional Office received the Stormwater Management
submittal for the subject project on November 4, 1988. Based on
our review of the project documents, we have determined that the
project complies with the Stormwater Regulations set forth in Title
15 NCAC '2H.1003 (g) ( 2 ) .
If you have any questions concerning this matter, please contact
Mark Hawes or me at ( 919) 256-4161.
Since y,
•
I
A. Preston Howard, Jam: , P.E.
Regional Supervisor
APH:MH:cwc
cc: Bill Mills
WiRO, CF
7225 Wrightsville Avenue, Wilmington. NC. 28403-3696 • Telephone [phone]
An Equal Opportunity Affirmative Action Employer

DIVISION OF ENVIRONMENTAL MANAGEMENT
..Evaluation of Stormwater Treatment and Disposal System
Draining to Waters Other Than Class SA
PROJECT DATA
Project Name: Cedar Tree at Calabash Project No_ 881104
Location (County, Township/Municipality, Address) :
Calabash, Brunswick County
Applicant Name:Joseph S. Hill, Jr. , P.E. - Joseph S. Hill, Jr. and Associates
Mailing Address: Post Office Box 5592 - Sta. 1
Wilmington, North Carolina 28401
Submittal Date: November 4, 1988
Water Body Receiving Stormwater Runoff: Cawcaw Swamp
Name of Water Body: UT to Cawcaw Swamp
Classification of Water Body: C-swamp
•
•
WET DETENTION POND
1 . No No The design storage is for the runoff from all
impervious surfaces resulting from 1-inch of
rainfall and is located above the permanent pool.
2 . es No The permanent pool is designed for 85% TSS removal.
3 . � No The runoff completely draws down to the permanent
��-- pool in 5 days , but not less than 2 days .
4 . 410' No The mean depth of the permanent pool is a minimum of
3 feet .
5 . . Yes No The inlet structure is designed to minimize
turbulence and short circuiting.
6 . Ye> No All overflow and discharge flows through a
vegetative filter at least 30 feet in length .
7 . ei2)
No A method is used to provide even distribution of-
runoff over the length of the vegetative filter.
8 . A-ETD No -The slope and width of the vegetative filter
provides non-erosive flow for the 10-year 24-hr
storm with a 10 year , 1-hr intensity.

9 . Yes No The vegetative filter has a slope of 5% or less .
10 . Yes No The vegetative -filter is natural, grassed or
artificially planted wetland vegetation.
11 . (yes) No An appropriate operation and maintenance plan has
been provided for the system . -
12 . (es) No THTS PROJECT MEETS THE STORMWATER CONTROL
REQUIREMENTS OF 15 NCAC 2H. (g) , ( i) , ( j ) , (k) , and
( 1) (For yes , 1 through 11 must all be circled yes ) .
Brief Explanation:
See plans for operation and maintenance plan
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN-OFF
Wilmington Regional Office
7,2.w,►cife-c_ /9 r
Date Individual valuating Form/Plans
.atik of-ultk MIts Q)Ct&G.4
Date Regional Wat Q ty Supervisor
cc : Applicant/WiRO/Mills/CF

gglEgwu
JUL 2 9 199 D 3
Engineer's Certification
I, Joseph S. Hill , Jr. , as a duly registered
Professional Engineer in the State of North Carolina, having been
authorized to observe (periodically/1VaX3X114 (XXXXXQ g the
construction of the project,
Cedar Tree at Calabash ,
(Project)
for the Ocean Side Corporation hereby state that, to
(Project Owner)
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 .
Signature (JO2. LC3. lo-
Registration Num r 8982
Date July 28, 1993
STORM WAT E
61EnviL
JUL 2 9 1993
DLIV]
0f # $ I(04

JUL 291993 1111
Engineer' s Certification
I , Joseph S . Hill , Jr. , as a duly registered
Professional Engineer in the State of North Carolina, having been
authorized to observe (periodicallylkMZ XXXX XTtt( ,`) the
construction of the project,
Cedar Tree at Calabash ,
(Project)
for the _ Ocean Side Corporation hereby state that, to
(Project Owner)
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 .
( )pSignature " a. ' -
Registration Num�r 8982
Date July 28, 1993
S..,.''� -s
U ' 6' P 11 V L
tdy,/// JUL 291993
a

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VARIABLE SHEET
St Input Name Output Unit Comment
V1 31072 . 568 ft-3 storage volume
1 . 72 S side slope ratio
1435 LF ft length of shore line
H . 92853964 ft total head
32318 SA ft-2 pond surface area @ P.P.L.
18 . 48 A acres area
.4632 IMP impervious percentage
1 d in runoff depth
T2 5 4 .9269809 days drain down time
Q2 . 1798181 ft"3/s 2 day drain down flow
Q5 . 07192724 ft"3/s 5 day drain down flow
Qave .07299322 ft"3/s average outflow
1/OL. alie ; I / k
(-cork Th . r. \ •4 . t ®d
CAS- ©4 L 5 5
5A IbA = 3.04%
A = ca.f e/ 18 •e\S c,cYe. = z A ) 44kcl\;*
— .6j oe)-1:, Auk Cc` 7�Co'�L. �2 1 4-t2
Page 1

LI_ %v71/154
RULE SHEET
S Rule
"************************ 2-5 DAY DRAIN DOWN FLOW RATES ********************
Q2 = V1/( 2*24*3600)
Q5 = V1/(5*24*3600)
Qave = 0 .497*(H/2) " (5/2)
T2 5 = V1/(Qave*24*3600)
V1 = A*IMP*d/12*43560 " EQUATION TO DETERMINE THE VOLUME OF RUNOFF
V1= . 5*S*LF*H"2 + SA*H "EQUATION TO DETERMINE STORAGE HEIGHT
Page 1

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.1
WILMINGTON,NORTH CAROLINA WILMINGTON,N.C.28403.4155
TELEPHONE [phone]
November 29, 1988 ��, L Li u
NOV 2 9 1988
Mr. Mark Hawes
N.C.D.E.M. -max 4
7225 Wrightsville Avenue 4
Wilmington, North Carolina 28403
Subject: Submittal of Additional Information
Project No. 881104
Cedar. Tree at Calabash.
Brunswick County
Dear Mr. Hawes:
Attached is a copy of the revised Stormwater Management Plan for
Cedar Tree at Calabash Subdivision. The following changes have been
made in response to your letter of November 7, and telephone conversation
of November 22:
1 . A cross-sectional view of the detention pond showing the detention
levels has been added to the plan.
2 Cross-sectional views (length and width) of the vegetative filter
have been added to the plan.
3. The name of the body of water receiving runoff (Persimmon Swamp)
is noted on the plan at the project outlet (northeast corner).
4. The northwest portion of the project has. been designated as
"Future Development" on the plan. We are not requesting approval for
this area at this time. The originally submitted calculations
provided an allowance for this area in the detention system (total
future development area = 3.16 AC; 50% Impervious allowance in
original calculations) : We will submit a separate plan and calculations
for this area prior to development.
We have requested Mr. W.J. McLamb, Jr, to sign and submit to you a
revised Statement of Responsibility for ownership and operation of the
stormwater management system. The revised statement names Cedar Tree at
Calabash Homeowner's Association as the responsible party.
Mr. McLamb has also been requested to send you a signed and notarized
statement that a Restrictive Covenant will: limi:t the amount of "built upon"
surfaces covering any lot to 2,000 square feet and that the restrictions will
run with the deed.

Mr. Mark Hawes
Cedar Tree at Calabash
Page 2
A copy of each of the unsigned statements are attached for your
reference.
Please do not hesitate to contact me or Mike Marsh if you have any
questions or need additional information.
Sincerely,
JOSEPH S. RILL, JR. and ASSOCIATES
?f).11
Joseph S. Hill, Jr. , P.E.
JSH/pva
attachments.

OCEAN SIDE CORPORATION
(En* REAL ESTATE DEVELOPERS
1114011,040.1101:1
HWY.179 IN CALABASH
P.O.BOX 4640 MASON H.ANDEPSON
CALABASH,NORTH CAROLINA 28459 %,s, PRESIDENT
BARR:a.sMALt LOCAL TELEPHONE[phone] w. *1:1•a411
GENERAL MANAGER N.C.1-800-422-8092 SECRETARY-TREASURER
OUTSIDE N.C.1-800-443-4819 CA
SE I
November 22, 1988
Mr. Mark Hawes
N. C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403•
Subject: Cedar Tree at Calabash
Stormwater Management Plan
Restrictive Covenants Limiting "Built-Upon" Surfaces
Brunswick County
Dear Mr. Hawes:
The following statement will be included in the Restrictive Covenants
for Cedar Tree at Calabash Subdivision-
"No more than 3,000 square feet of any lot shall be covered by
structures and/or paved -surfaces, including walkways or patios
of brick, stone, slate or similar materials. This covenant
is intended to insure continued compliance with .stormwater
runoff rules adopted by the State of North Carolina and therefore
benefits may be enforced by the State of North Carolina."
The following Will be stated in the deed:
"This (these) covenant(s) is (are) to run with the land and shall
be binding on all parties and all persons claiming under them."
SIGNATURE
Signature
Date. rC < / •
VERIFICATION
(Typed or Printed Name) W.. •J. McLamb
personally appearing before me and, being first duly sworn, says that the
information contained in this application and in the exhibits attached
hereto are true to the best of his/her knowledge and belief.
This 1st day of December 1988
7haA • Tz�
$OTARY PUBLIC
Lake Waccamaw, N.C. - Columbus County
Address

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OCEAN SIDE CORPORATION
P.O. Box 4468
Calabash, North Carolina 28459
If- I
November 28, 1988
Mr. Mark Hawes g ‘if5Csl
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Statement of Responsibility
Stormwater System Operation and Maintenance
Cedar Tree at Calabash.
Brunswick County
Dear Mr. Hawes:
This letter acknowledges that a Stormwater Management Plan has
been submitted on behalf of Cedar Tree at Calabash Subdivision.
Cedar Tree at Calabash Homeowner's Association will be responsible
for the operation and maintenance of the system as required by OEM and
the operation and maintenance procedures included as an integral part
of the Stormwater Management Plan.
Cedar Tree at Calabash will be responsible for repairing or replacing
any part of the stormwater management system which may become inoperable.
Sincerely,
W.J. McLamb r.
cc: Joseph S. Hill , Jr. and Assoc.

Alt OCEAN SIDE CORPORATION
REAL ESTATE DEVELOPERS
014101041110410 01410.11011110104
HWY. 179 IN CALABASH
P.O.BOX 4640 MASON H.ANDERSON
CALABASH,NORTH CAROLINA 28459 PRESIDENT
BARRY a.SMALL LOCAL TELEPHONE[phone] W.J.McLAMB,JR.
GMTERAL MANAGER N.C.1-800-422-8092 SECRETARY-TREASURER
OUTSIDE N.C.1-800-443-4819
it812) 1 104-
November 22, 1988
Mr. Mark Hawes
N. C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Cedar Tree at Calabash
Stormwater Management Plan
Restrictive Covenants Limiting "Built-Upon" Surfaces
Brunswick County
Dear Mr. Hawes:
The following statement will be included in the Restrictive Covenants
for Cedar Tree at Calabash Subdivision:
"No more than 3,000 square feet of any lot shall be covered by
structures and/or paved surfaces, including walkways or patios
of brick, stone, slate or similar materials. This covenant
is intended to insure continued compliance with stormwater
runoff rules adopted by the State of North Carolina and therefore
benefits may be enforced by the State of North Carolina."
The following will be stated in the deed:
"This (these) covenant(s) is (are) to run with the land and shall
be binding on all parties and all persons claiming under them."
SIGNATURE
Signature
Date / l�
VERIFICATION
(Typed or Printed Name) W. J. McLamb
personally appearing before me and, being first duly sworn, says that the
information contained in this application and in the exhibits attached
hereto are true to the best of his/her knowledge and belief.
This 1st day of December 1988
ih ra� Z
OTARY PUBLIC
Lake Wac amaw, N.C. - Columbus County
Address
cc: JSH, Jr. and Assoc. My commission expires OCTOBER 27, 1992

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.1
WILMINGTON,NORTH CAROLINA WILMINGTON,N.C.28403.4155
TELEPHONE [phone]
TRANSMITTAL LETTER
DATE e �r [J
TO: N,C. e- M. JOB: eed.„ /Tee- (I4•96,4st
7,2,2 5 b),qh/siid//c INC ,C crnseilee� )
alitm inibleiti /Id Ate-103
ATTN. 1UcK
WE TRANSMIT
THE FOLLOWING: ATTACHED ❑UNDER SEPARATE COVER ❑HAND CARRIED BY
❑TRACING 0 INSPECTION REPORT ❑SPECI FICAT IONS
❑SEPIA ❑SHOP DRAWING:APPROVED AS NOTED/DISAPPROVED
OPRINTS ❑OTHER
COPIES DATE SHEET NO. DESCRIPTION REMARKS •
>%se J,nLaikehed
ea-)eIh do ,Pspcsi,6,/, 41
,5fik Oro ecd alone &
*?�• `x9, (1 mdena/ ea- haa-6_,
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ADDITIONAL REMARKS:

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L 7.e4 444' 7 A ov im., / 9??
DIVISION OF ENVIRONMENTAL MANAGEMENT
Evaluation of Stormwater Treatment and Disposal System
Draining to Waters Other Than Class SA
PROJECT DATA
Project Name: CemAE. '+a @ C.a ka 1v0.e‘•\. Project No. S4v 1 \ CA-
Location
(County, Township/Municipality, Address) :
C4 b4g‘,P\ 34- � Ca .
Applicant Name: josh s. ' k , St . c.
Mailing Address: P 0. ' & 5sc: z _ t,A .
(A'.A.m i ko,r.) N.C. 2 S 03
Submittal Date: Ak ✓, 4 (Tel-
Water Body Receiving Stormwater Runoff: l e ( w ,jw4.i p
Name of Water Body:
Classification of Water Body:
WET DETENTION POND
t Yes No The deign storage is for the runoff from all
impervious surfaces resulting from 1-inch of
rainfall and is located above the permanent pool.
t-?7 . Yes No The permanent pool is designed for 85% TSS removal,
't3! Yes No The runoff completely_ draws down to the permanent
pool in 5 days, but not less than 2 days.
% Yes No The mean depth of the permanent pool is a minimum of
3 feet.
Yes No The inlet structure is designed to minimize
turbulence and short circuiting.
E'er. Yes No All overflow and discharge flows through a
vegetative filter at least 30 feet in length.
✓?� Yes No A method is used to provide even distribution of
runoff over the length of the vegetative filter.
%Yes No The slope and width of the vegetative filter
provides non-erosive flow for the 10-year 24-hr
storm with a. 10 year, 1-hr intensity.

Yes No The vegetative filter has a slope of 5% or less.
' Yes No The vegetative filter is natural, grassed or
artificially planted wetland vegetation.
No An appropriate operation and maintenance plan has
been provided for the system.
Yes No THIS PROJECT MEETS THE STORMWATER CONTROL
REQUIREMENTS OF 15 NCAC 2H. (g) , ( i) , ( j ) , (k) , and
( 1) (For yes, 1 through 11 must all be circled yes) .
Brief Explanation:
EN e vY\ plc. is on lctrs.
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN-OFF
Wilmington Regional Office
Date Individual Evaluating Form/Plans
Date Regional Water Quality Supervisor
cc; Applicant/WiRO/Mi.11s/CF

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DIVISION OF ENVIRONMENTAL MANAGEMENT
1UOVEM BER 7, /988
-Josepi4 S. 14 t�,s�., .
Jctis t4 S. 14tt..i,Sr_ A t lb kssc)c./AT-Es
s-r• OP tcE 559 Z-S'114.1
W 1LM1 1.LE.-Tb i,1.1-C. Z8463
Subject: Project No. 88 1104
C lR EE AT CRC-ABA514
- taliswick County
Dear Sir:
The Environmental Management Commission (EMC) recently adopted
new stormwater regulations which became effective on 1 January
1988 . The new rules will affect much of the development taking
place in the 20 coastal counties . Any development project
located in a coastal county that is required to submit a
Sedimentation and Erosion Control Plan to a State, County or City
review agency, must comply with the newly •adopted Stormwater
Regulations .
The Division of Environmental Management has received a copy of
your Sedimentation & Erosion Control Plan (or your Stormwater
Management Plan) for the subject project. At this time your
submittal concerning Stormwater Management:
Appears to be complete, and your project will be reviewed as
soon as possible.
i/Is not complete. The following information is needed to
complete your submittal. Please submit the following items
within 30 days, or your project will be returned as
incomplete.
For projects using density limits approach.
A site plan that clearly indicates all built-upon
areas ( i. e . , streets, driveways, walkways, building
footprints, etc. ) .
Computations showing the percent built upon areas ,
both existing and planned.
A copy of deed restriction( s) and restrictive
covenants which include the State as a beneficiary.
The attached submittal form should be completed for
projects using the density limits approach.
Other
✓ For projects involving an.. engineered Stormwater
Management System.
✓ Plan and profile drawings of the collection and/or
disposal systems . CR°ss- SEcnoi,IAL- View or Jb
vV t?H —DETE)47i cbN L..EVELS S w wll!

✓ Computations or other criteria used to support -
design of the system.
Volume of runoff .
Volume of containment/disposal system.
Dewatering time of containment/disposal
system.
Length of vegetative filter strip needed.
Other C'RcDSS— SE Tco1AL VIEW 67- FILTER
Supporting data concerning the hydrogeology of the
site:
Seasonal high water table.
Infiltration capacity - saturated hydraulic
conductivity.
Other
Drainage pattern( s) for design storm event, and _
drainage pattern( s) for runoff in excess of design -
storm event .
✓ A complete stormwater maintenance manual including
responsible party, quantitative and qualitative
criteria which would indicate when corrective
maintenance is required, and a periodic maintenance
table as needed. -
A proposed monitoring program for the system.
✓ Other ( oPY or 27 WESTX/C 7A VS Lmitprbj
N f re4
--N4Me ar= W,47Ek TeeNb Y rREE'lV'AIf5 Root/OFF
•
Please be reminded that construction of the subject project may
not commence prior to approval of the Stormwater Management Plan.
We will make every attempt to assist you in an way we can. If
you have any questions , please call MARA #pw6.S , at
telephone number ( 919 ) 256-4161 .
Sincerely,
'17444_,C 4./6acuea. e
DonaldSafrit
Regional Water Quality Supervisor
DS:mb
cc: WiRO, CF -
Bill Mills

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RULE SHEET
S Rule
"************************ 2-5 DAY DRAIN DOWN FLOW RATES ********************
Q2 = V1/(2*24*3600)
Q5 = V1/( 5*24*3600)
Qave = 0 .497*(H/2) - (5/2)
T25 = V1/(Qave*24*3600)
V1 = A*IMP*d/12*43560 " EQUATION TO DETERMINE THE VOLUME OF RUNOFF
V1= . 5*S*LF*H"2 + SA*H "EQUATION TO DETERMINE STORAGE HEIGHT
Page 1

AVERAGE HEAD(FT) POND OUTFLOW (GPM)
1 . 075 267 . 2935349
1 . 025 237 . 2886455
. 975 209 .4010394
. 925 183 . 5784192
.875 159 . 7671273
. 825 137 .9120345
. 775 117 .956411
.725 99 . 84177889
. 675 83 . 50773915
. 625 68 . 89176908
.575 55 . 92898085
. 525 44 . 55183048
. 475 34 . 68976182
. 425 26 . 2687628
.375 19 . 21080055
.325 13 .43308294
. 275 8.847061137
. 225 5 . 357023964
. 175 2 .858001258
. 125 1 . 23237343
.075 .3436532475
. 025 . 02204536611
Page 1

RULE SHEET
S Rule
Q = 0.497*H" (5/2) *60*7 . 481 "EQUATION FOR 22 . 5 DEGREE V-NOTCH WEIR
H =( H1+H2)/2 " EQUATION TO DETERMINE AVERAGE HEIGHT
Page 1

?7t , .g5 //04 � ,1
VARIABLE SHEET
St Input Name Output Unit Comment
L Q ft"3/s flow for a given average haed
L H ft average head
L 1. 1 H1 ft
L 1 . 05 H2 ft
Page 1

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-Sm.1
WILMINGTON,NORTH CAROLINA WILMINGTON,N.C.28403-4155
TELEPHONE [phone]
November 5, 1988 (
g3
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403
Subject: Cedar Tree at Calabash - Stormwater. System
Brunswick County
Statement of Responsibility
Restrictive Covenants
Revised Runoff Calculations
Dear Mr. Hawes:
Attached is the signed Statement of Responsibility designating the
Cedar Tree at Calabash Homeowner's Association as the owner and operator
of the Stormwater Management System.
Also attached is the notarized statement regarding Restrictive
Covenants for "built-upon" areas within the Cedar Tree Subdivision.
Please notice that the maximum "built-upon" area for each lot will
be 3,000 square feet and not 2,000 square feet as originally proposed.
Since the undeveloped area at the northwest corner of the property has been
excluded from the stormwater system, the stormwater basin has sufficient
capacity as shown by the attached calculations.
Please review these documents and calculations at your earliest
convenience.
Please do not hesitate to contact me or. Mike Marsh if you have any
questions.
Sincerely,
JOSEPH. S. HILL, JR. and ASSOCIATES
Joh. S. Hill , .E.
JSH/pva pJr. ,'
attachments

JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS MAILING ADDRESS:
1602 HARBOUR DRIVE POST OFFICE BOX 5592-STA.1
WILMINGTON,NORTH CAROLINA WILMINGTON,N.C.28403-4155
TELEPHONE [phone]
November 4, 1988
Mr: Mark Hawes U
N.C.D.E.M. 4 1988
Water Quality Section NOV
7225 Wrightsville Avenue:.
Wilmington, North Carolina 284Q3 PROJ �� E M �
Subject: Storwater Management Plan
Cedar Tree @ Calabash.
Brunswick County
Dear Mr. Hawes:
Attached are two (2) copies of the Stormwater Management Plan and
calculations for the Cedar Tree @ Calabash. Subdivision.
We have requested the owner, Mr. W.J. McLamb, Jr. to complete a
statement of responsibility for the operation and maintenance of the
storinwater management system. This statement will be forwarded to you
under separate cover.
Please revvew this plan as soon as possible.
Please do not hesitate to contact me if you have any questions or
need additional information.
Sincerely,
JOSEPH. S. HILL, JR. and ASSOCIATES
Josep S. Hill , Jr., P.E.
JSH/pva
attachments

CEDAR TREE @ CALABASH
Revised Runoff Calculations
Runoff Calculations
Impervious. Surfaces:
Streets = 1 .64 AC
Pool Area = 0.17 AC
62 Lots (3,000 Sq Ft Ea) = 4.27 AC
Total Impervious Area = 6.08 AC
Pervious Surfaces:
Lawns, Street Shoulder, etc. = 12.40 AC
6.08 AC = 264,845 Sq. Ft. x 0.83' = 21 ,982 CF Runoff (Impervious Surfaces) .
12.40 PC= 540,144 Sq. Ft. x .2 x .083' = 8,966 CF Runoff (Pervious Surfaces)
Total Runoff to Basin = 30,948 CF
Detention Basin Capacity
Detention basin is designed to assimilate 34,007 CF of runoff. It therefore
is adequate to handle project runoff volume as: shown by revised calculations
with additional capacity for future development.
Minimum Basin Surface Area Calculations
Calculate Percent of Impervious Area:
6.08 AC (Impervious) = 18.48 AC (Total Area) = 33% Impervious
SA/DA% (See Chart) for 85% TSS Removal = 2.1% (Interpolate)
2.1% x 18:48 AC = 0.39 AC
Basin Area = 0.75 Ac and therefore has adequate surface area.

CEDAR TREE @ CALABASH
Revised Runoff Calculations
Runoff Calculations
Impervious Surfaces:
Streets = 1 .64 AC
Pool Area = 0.17 AC
62 Lots (3,000 Sq Ft Ea) = 4.27 AC
Total Impervious Area = 6.08 AC
Pervious Surfaces:
Lawns, Street Shoulder, etc. = 12.40 AC
6.08 AC = 264,845 Sq. Ft. x 0.83' = 21 ,982 CF Runoff (Impervious Surfaces)
12.40 AC= 540,144 Sq. Ft. x .2 x .083' = 8,966 CF Runoff (Pervious Surfaces)
Total Runoff to Basin = 30,948 CF
Detention Basin Capacity
Detention basin is designed to assimilate 34,007 CF of runoff. It therefore
is adequate to handle project runoff volume as shown by revised calculations
with additional capacity for future development.
Minimum Basin Surface Area Calculations
Calculate Percent of Impervious Area:
6.08 AC (Impervious) = 18.48 AC (Total Area) = 33% Impervious
SA/DA% (See. Chart) for 85% TSS Removal = 2.1% (Interpolate)
2.1% x 18.48 AC = 0.39 AC
Basin Area = 0.75 Ac and therefore has adequate surface area.

Original Calculations
CEDAR TREE @ CALABASH
Stormwater Calculations
Stormwater runoff from the project will be retained in a wet
detention pond. This pond will retain 1 inch of runoff from all
surfaces in the watershed and discharge the retained runoff in
approximately 5 days.
The rate of discharge will be controlled by a 22i° V-notch weir
with 1 .1 ' depth of flow. The weir was determined to be more effective
than an orifice due to the low head (1 .1 ' ) required to store the
calculated runoff volume in the pond.
The pond area required to remove 85% of total suspended solids
was calculated using the SA/DA Percentage Chart (See Chart) for
North. Carolina coastal regions.
Runoff Calculations
Impervious Surfaces (rooftops, streets, sidewalks, pond, etc.) = 6.35 AC
Pervious Surfaces =15.28 AC
6.35 AC x 1" runoff = 22,958 CF
15.28 AC x 1" runoff x 0.2 (RO Coefficient) = 11 ,049 CF
Total Runoff = 34,007 CF
Total area of detention pond = 0.75 AC = 32,670 Sq. Ft..
34,007 CF = 32,670 Sq. Ft. = 1 .04 Ft. storage depth required
Total Volume to be stored = 34,007 CF x 7.48 Gal/CF = 257,372 Gal .

u
ith
CEDAR TREE @'CALABASH NOV 0 4 1988
Stormwater Calculations D E M
PRoJ # 8E 06c
Stormwater runoff from the project will be retained in a wet
detention pond. This pond will retain 1 inch of runoff from all
surfaces in the watershed and discharge the retained runoff in
approximately 5 days.
Th.e rate of discharge will be controlled by a 22e4. V-notch_ weir
with 1 .1 ' depth of flow. The weir was determined to be more effective
than an orifice due to the low head (1 .1 '1 required to store the
calculated runoff volume in the pond.
The pond area required to remove 85% of total suspended solids
was calculated using the SA/DA Percentage Chart (See Chart) for
North Carolina coastal regions.
Runoff Calculations
Impervious Surfaces (rooftops, streets, sidewalks, pond, etc. ) = 6.35 AC
Pervious Surfaces = 15.28 AC
6.35 AC x 1" runoff = 22,958 CF
15.28 AC x 1" runoff x 0.2(RO Coefficient) = 11 ,049 CF
Total Runoff = 34,007 CF
Total area of detention pond = 0.75 AC = 32,670 Sq. Ft.
34,007 CF * 32,670 Sq. Ft. = 1 .0.4 Ft. storage depth required
Total Volume to be stored = 34,007 CF x 7.48 Gal/CF = 257,372 Gal .

Weir Calculations
The 22f° V-notch weir size was determined by using a weir flow table
(See attached weir table =Stevens Water Resource Data Book) to
calculate the average flow through the weir at 0.05' head intervals.
The average discharge rate (GPM) verses the time (minutes) to lower
the pond level in 0.05' increments was then plotted on a graph (see.
attached discharge rate graph) . Th.i;s graph shows that the calculated
runoff from 1 inch of rainfall over the watershed area will be discharged
through. a 22i° V-notch weir having a height of 1 .1 ' feet in approximately
5 days.
Weir Discharge Rate Calculations
Calculate average discharge rate and time required to lower weir head from
1 1 ' to 05' .
0.05' pond height x 32,670 Ft. pond area x 7.5 gal/ft3 = 12,285 Gal . storage
1 .10' Pond Height
Average head on weir from 1 .10' head to 1 .05' head = 1 .075' Avg. Head
Average weir discharge rate @ 1 .075' Head
= 0.385 MGD (from weir table)
1440 Min/Day
= .0002673 MGD
267 GPM
Time required to lower pond 0.05' @ 1 .0.75' Avg. Head
= 12,285 Gal . i 26.7 GPM = 46 minutes
267 GPM vs 46 minutes plotted on curve.
- 2 -

Discharge rate and time to lower head from 1 .05' to 1.00' :
Rate = .00341. MGD = 237 GPM
1440 Min.
Time = 12,285 = 237 = 52 Min.
Discharge Rate and time to lower head from 1 .00' to 0.95' :
Rate = 0.302 MGD = 210 GPM
1440 Min.
Time _ 12,285 = 210 = 59 Min.
Discharge Rate and time to lower head from 0.95' to 0.90' ;
Rate = 0.264 MGD = 183 GPM
1440 Min.
Time = 12,285 183 = 67 Min.
Discharge Rate and time to lower head from 0.90.' to 0.85' :
Rate = 0.230 MGD = 160 GPM
1440 Min.
Time = 12,285 = 160 78 Mtn.
Discharge Rate and time to lower head from 0.85' -to 0.80' :
Rate = 0.199 MGD = 138 GPM
1440 Min.
Time = 12,285 = 138 = 89 Min.
Discharge Rate and time to lower head from 0.80' to 0.75' :
Rate = 0.170 MGD = 118 GPM-
1440 Min.
Time = 12,285 = 118 = 104 Min.
- 3 -

Discharge Rate and time to lower head from 0.75' to 0.70' :
Rate = 0.144 MGD = 100 GPM
1440 Min.
Time = 12,285 = 100 = 122 Min.
Discharge Rate and time to lower head from 0.7Q' to 0.65' :
Rate = 0.120 MGD = 83 GPM
1440 Min.
Time = 12,285 : 83 = 148 Min.
Discharge Rate and time to lower head from 0.65' to 0.60' :
Rate = 0.099 MGD = 69 GPM
1440 Min.
Time = 12,285 ; 69 = 178 Min.
Discharge Rate and time to lower head from Q.60' to 0.55' :
Rate = 0.080 MGD = 56 GPM
1440 Min.
Time = 12,285 : 56 = 219 Min.
Discharge Rate and time to lower head from 0.55' to 0.50.' :
Rate = 0.064 MGD = 44 GPM
1440 Min.
Time = 12,285 : 44 = 279 Min.
Discharge Rate and time to lower head from 0.50' to 0.45' ;.
Rate = .0.049 MGD = 34 GPM
1440 Min.
Time = 12,285 34 = 361 MTh.
- 4 —

Discharge Rate and time to lower head from 0.45' to 0.40' :
Rate = 0.038 MGD = 26 GPM
144^u Min.
Time = 12,285 t 26 = 472 Min.
Discharge Rate and time to lower head from 0.4Q" to 0.35' ;
Rate = 0.027 MGD = 19 GPM
1440 Min.
Time = 12,285 S 19 = 647 Min.
Discharge Rate and time to lower head frpm 0.35' to 0.30' :
Rate = 0.019 MGD _ 13 GPM
1440 Min.
Time = 12,285 = 13 = 945 Min.
Discharge Rate and time to lower head from 0.30' to 0.25' :
Rate = 0.013 MGD = 9 GPM
1440 Min.
Time = 12,285 = 9 = 1365 Min.
Discharge Rate and time to lower head from 0.25' to 0.20' :
Rate = 0.007 MGD = 5 GPM
1440 Min.
Time = 12,285 = 5 = 2457 Min.
Discharge Rate and time to lower head from 0.20' to 0.15' :
Rate = 0.004 MGD = 3 GPM
1440. Min.
Time = 12,285 f 3 = 4095 Min.
- 5

Solids Settling Area Calculations
Total Watershed Area = 21 .63 Acres
Impervious % = 6.35 Ac ; 21 .63 Ac CImperviousl = 29%
Basin Mean Depth. = 3 Ft.
SA/DA % Required (Chart 3) = 2.5 (Required for 30% Impervious Area)
1 .9% x 21 .63 = 0.41 Ac (Required surface area)
Basin Surface Area = 0.75 Ac
Basin is therefore adequate for 85% TSS removal .

SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER
IMPER. % 3 . OFT 3 .5FT 4 . OFT 4. 5FT 5 . OFT 5 .SFT 6. OFT 6. 5FT 7. 0FT 7 . 5FT
10% .9 .8 .7 . 6 .5
cebAw-Tgoa 20% 1.7 1.3 1 . 2 1.1 1. 0 . 9 .8 .7 .6 . 5
- >30% 2 .5 2.2 (1.9) 1 .8 1. 6 1.5 1. 3 1.2 1. 0 . 9
7 c41- "45 40% 3 . 4 3 .0 2. 6 2. 4 2.1 1. 9 1. 6 1. 4 1.1 1 . 0
50% 4.2 3 .7 3 .3 3 .0 2. 7 2. 4 2.1 1. 8 1.5 1.3
60% 5.0 4.5 3 . 8 3 . 5 3 . 2 2.9 2. 6 2.3 2. 0 1. 6
70% 6.0 5.2 4. 5 4 .1 3 . 7 3 . 1 2. 9 2.5 2.1 1.8
80% 6.8 6.0 5. 2 4.7 4.2 3 . 7 3 .2 2.7 2 . 2 2 . 0
90% 7. 5 6.5 5 . 8 5 .3 4. 8 4 .3 3 . 8 3 .3 2. 8 1. 3
100% 8 . 2 7.4 6 . 8 6 .2 5. 6 5. 0 4 . 4 3 . 8 3.2 2. 6
SA/DA - > 90% TSS REMOVAL
FOR WET DETENTION WITHOUT VEGETATIVE FILTER
IMPER. % 3 . OFT 3.5FT 4. 0FT 4 . 5FT 5 . 0FT 5 . 5FT 6.0FT 6.5FT 7.OFT 7.5FT
10% 1.3 1.0 . 8 .7 . 6 .5 . 4 .3 . 2 .1
20% 2.4 2.0 1.8 1.7 1.5 1. 4 1 .2 1. 0 . 9 . 6
30% 3 .5 3 .0 2.7 2 .5 2. 2 1. 9 1. 6 1. 3 1.1 . 8
40% 4.5 4. 0 3 .5 3 .1 2.8 2.5 2.1 1 .8 1. 4 1 , 1
50% 5. 6 5. 0 4 . 3 3 .9 3 .5 3 .1 2.7 2.3 1. 9 1 .5
60% 7. 0 6. 0 5 .3 4 .8 4.3 3 . 9 3 .4 2. 9 2. 4 1 . 9
70% 8.1 7. 0 6.0 5 .5 5 . 0 4 .5 3 .9 3 .4 2. 9 2. 3
80% 9.4 8. 0 7.0 6.4 5. 7 5.2 4. 6 4. 0 3 . 4 .2. 8
90% 10.7 9.0 7. 9 7 . 2 6 . 5 5. 9 5 .2 4. 6 3 . 9 3 . 3
100% 12. 0 10.0 8. 8 8.1 7.3 6. 6 5.8 5.1 4.3 3 . 6
4 .

Vegetative Filter
SECTION 1500 - SEEDING AND MULCHING
1 .0 GENERAL *
The contractor shall provide all labor, materials, equipment,
tools, and perform all work and services necessary for or incidental
to seeding and mulching as required by these specifications and/
or shown on the plans.
All supplementary or miscellaneous items, appurtenances or
services necessary for a complete job shall be furnished as a part
of this work, although such work shall not necessarily be shown or •
specified.
2.0 SEEDING AND MULCHING
•
A. The work includes seedbed preparation, liming, fertilizing,
seeding and mulching of all disturbed areas. The work also in-
cludes those areas inside or outside of limits of construction that
are disturbed by the contractor's operation.
B. The ground surface shall be clear of stumps, stones, roots, cables,
wire, grade stakes, and other materials that might hinder proper
grading, tillage, seeding or subsequent maintenance operations.
* Unless otherwise indicated on the Bid Schedule as a separate bid item,
the cost of seeding and mulching shall be included in the cost of pipe
laying, No additional payment shall be provided for seeding and mulching.

•
C. Grades on the area to be seeded shall be maintained to a true
and even condition. Maintenance shall include any necessary
repairs to previously graded areas.
D. All graded areas shall be thoroughly tilled to a depth of at
least four (4) inches by plowing, disking, harrowing, or other
approved methods until the condition of the soil is acceptable.
On sites where soil conditions are such that high clay content
and excessive compaction cause difficulty in getting clods and
• lumps effectively pulverized, the contractor shall use the rotary
tillage machinery, until the mixing of the soil is acceptable and
no clods or clumps remain larger than 1 1/2 inches in diameter.
A firm and compact seedbed is required, and after being graded,
the seedbed shall be lightly compacted with a land roller, such as
a cultipacker, before and after seeding.
F. Limestone shall be dolomitic agricultural-ground limestone con-
taining not less than 10 percent magnesium oxide and uniformly
applied at a rate of 2000 pounds per acre prior to preparation of
seedbed.
F. Fertilizer shall be the standard commercial product uniformly
applied at a rate of 1O00 pounds per acre of -8 8-8-- analysis.
G. The fertilizer shall be incorporated into the upper three or four
inches of prepared seedbed just prior to the last tillage operation,
but in no case shall be applied more than three days prior to
seeding. Fertilizer shall be .used immediately after delivery or
stored in a manner that will: not permit it to harden or destroy
its effectiveness. When hydroseeding equipment is used for seeding,
fertilizer shall be applied simultaneously with seed, using the above
rates of application.

•
•
H. Seed shall be certified seed or equivalent based on North
Carolina Seed Improvement Association requirements for certi-
fication. All seed shall be furnished in sealed standard containers.
Seed which has become wet, moldy, or otherwise damaged prior to
seeding, will not be acceptable.
I. Seeding shall be accomplished with power-drawn planters and land
packer or hydroseeding equipment at the rate of:
From September 15 to April 15 -- 75 pounds per acre
of Tall Fescue, Kentucky 31 or Alta Tall Fescue,
200 lbs per acre Oregon ,Ryegrass, and 75 lbs per
acre unhulled Bermuda.
From April 15 to September 15 -- 75 pounds per acre
of hulled Bermuda
75 pounds per acre of Tall Fescue, Kentucky 31 ,
or Tall Fescue
1% maximum weed seed content permitted
J. When conditions are such by reason of drought, high winds, ex-
cessive moisture or other factors where satisfactory results will
not be obtained, the work shall be stopped and resumed only when
conditions are favorable.
K. Mulching where required by the engineer shall be dry grain straw
or approved equal evenly applied at the rate of 40 bales per acre.
L. Method used to apply the mulch shall be mechanical type equipment
and shall obtain a uniform distribution to permit sunlight to
penetrate to the ground surface.
•
M. Maintain grass until 37, growth is obtained.

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SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER
IMPER. % 3 .0FT 3 .5FT 4. 0FT 4. 5FT 5 . 0FT 5.5FT 6. 0FT 6. 5FT 7.0FT 7.5FT
10% . 9 .8 .7 . 6 .5
20% 1.7 1.3 1. 2 1.1 1.0 .9 .8 .7 . 6 .5
332 ►0% 2.5 2.22 �1. 9 1.8 1.6 1.5 1.3 1.2 1.0 . 9
0% 3 .4 3 . 0 2. 6 2.4 2.1 1.9 1. 6 1. 4 1.1 1.0
50% 4.2 3 .7 3 . 3 3 .0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4. 5 3 . 8 3 .5 3 .2 2.9 2. 6 2.3 2.0 1.6
70% 6. 0 5 .2 4. 5 4 .1 3.7 3 .1 2. 9 2.5 2.1 1.8
80% 6.8 6.0 5. 2 4.7 4.2 3 .7 3 .2 2.7 2.2 2. 0
90% 7.5 6.5 5 . 8 5 .3 4.8 4.3 3 . 8 3.3 2.8 1.3
100% 8. 2 7.4 6 . 8 6 .2 5.6 5.0 .4. 4 3 . 8 3 .2 2. 6
SA/DA - > 90% TSS REMOVAL
FOR WET DETENTION WITHOUT VEGETATIVE FILTER
IMPER.% 3 . 0FT 3. 5FT 4.0FT 4 .5FT 5. OFT 5.5FT 6. 0FT 6.5FT 7.0FT 7.5FT
10% 1.3 1. 0 . . 8 .7 . 6 .5 .4 .3 .2 .1
20% 2.4 2.0 1. 8 1.7 1.5 1.4 1. 2 1. 0 .9 .6
30% 3.5 3.0 2. 7 2. 5 2.2 1. 9 1. 6 1.3 1.1 . 8
40% 4.5 4.0 3 .5 3 .1 2. 8 2.5 2.1 1. 8 1.4 1.1
50% 5. 6 5. 0 4 .3 3.9 3 .5 3 .1 2.7 2.3 1.9 1.5
60% 7. 0 6. 0 5 .3 4 . 8 4.3 3 . 9 3 . 4 2.9 2. 4 1. 9
70% 8. 1. 7. 0 6 . 0 5 .5 5.0 4.5 3 .9 3 . 4 2.9 2. 3
80% 9. 4 8.0 7. 0 6. 4 5.7 5.2 4. 6 4.0 3 . 4 2.8
90% 10.7 9.0 7 . 9 7.2 6.5 5.9 5.2 4. 6 3. 9 3 .3
100% 12.0 10. 0 8. 8 8.1 7.3 6.6 5. 8 5.1 4.3 3 . 6

OCEAN SIDE CORPORATION
P. 0. Box 4668
Calabash, North Carolina 28459
November 3, 1988
Mr. Mark Hawes
N.C. Division of Environmental Management
7225 Wrightsville Avenue
Wilmington, North Carolina 28403.
Subject: Statement of Responsibility
Stormwater System Operation and Maintenance
Cedar Tree @ Calabash.
Brunswick County
Dear Mr. Hawes:
This letter acknowledges that a Stormwater Management Plan
has been submitted on behalf of Cedar Tree @ Calabash Subdivision.
Cedar Tree @ Calabash will be responsible for th.e operation
and maintenance of the system as required by DEM and the operation
and maintenance procedures included as an integral part of the
Stormwater Management Plan.
Cedar Tree @ Calabash will be responsible for repairing or
replacing any part of the stormwater management system which may
become inoperable.
Sincerely,
40,
L.J. McLamb, Jr.
cc: Joseph S. Hill , Jr. and Assoc.