SW8940524_Historical File_19940727

P.O. Box 458
Swansboro, NC 28512
[phone]
July 14, 1994
Ms. Linda Lewis
Water {Duality Section
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, NC 28405
Reference: Stormwater Project No. SW8 940524
Hurst Harbor North
Onslow County
Dear Ms. Lewis,
JUL 21 1994
......................... 0.
p E C E I V
UD
JUL 2 1 1994
DEM
PRoJ #§ OS24-
This revision letter contains the changes called for in your
letter dated July 1, 1994.
This letter is submitted for "Hurst Harbor Subdivision". The
proposed subdivision is on the East side of S. R. 1511, near
the town of Swansboro in Onslow County.
The property drains to two different classifications of
water. The eastern 6.24 acres will drain to Foster's Bay
which is classified as SC waters. Lots 7 thru 15 and the
park area are in this drainage basin. The western 10.88
acres drain to the Intracoastal Waterway which is classified
as SA waters. Lots 1 thru 6 and lots 16 thru 25 are in this
drainage basin. Lots 6 and 16 partly drains to Foster's Bay,
however for coverage limitations the lots are treated as
draining to the more restrictive Intracoastal Waterway, SA
waters.
East drainage basin (Foster's Bay) SC waters.
Road pavement = 9,166 sq.ft.
Lot coverage = 7,000 sq.ft.x 10
= 70,000 sq.ft.
Total coverage = 79,166 sq.ft,
= 1.82 acres
Total % covered = 1.82 / 6.24 = 29%

West drainage basin (Intracoastal waterway) SA waters.
Road pavement = 23,817 sq.ft.
Lot coverage = 5,800 sq.ft.x 16
= 92,800 sq.ft.
Total coverage = 116,617 sq.ft.
= 2.68 acres
Total % covered = 2.68 / 10.88 = 24.6%
The following three paragraphs will be included in the
restrictive covenants, unless your office requires a change.
Lots 1 thru 6 , and lots 16 thru 25; no more than 5,800
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. Lots 7 thru 15 and park area; no
more than 7,000 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.
No one may fill in or pipe any swale or ditch shown on the
approved plan, except driveway culverts are allowed.
The built -upon area restrictions cannot be amended or
rescinded without written permission from the North Carolina
Division of Environmental Management, and they do not expire
with the rest of the covenants.
These covenants are intended to insure continued compliance
with stormwater runoff rules adopted by the State of North
Carolina.
Sincerely,
l
Johnell Hurst
Head Trustee
Gertrude E. Hurst Trust__

DENSITY REVIEW
PROJECT NAME: Hup.4 Horb: — Wr4b REVIEWER: .
PROJECT NO.: �3 O5Z BATE: 19r- -7- I - c• 4-
DRAINAGE BASIN: Al q hers es-fn-cCLASS: 54 5G ALLOWABLE B/U%: T-5 3�
SITE AREA= CS x 3 �135- &0 4�Z04 2- )4
( z— yC Z 5c��
4- `1i C 3v)( 310) - 4,T30, ZCQZ a
SC Co.Z4- nC = Z71 F14 4 oivrs uses /o. 93
ROAD AREA= -sA CUSS x zo)
C (1zC?C) ab) + ( 40 z)
NUMBER OF LOTS = SA I
r
+ 5O X 20) a- c p' C
to Z21� _S-F
BUILT UPON AREA CALCULATION
Built -upon Area/Lot=[(site * density) -(road area)]/# lots
! r(4- 3Z(eZ)c `25) - 2 312 & = ! (o = 5 9 4 �
SC C('27t o14 x.3) - Io*zz&] -' O -
A, ci
DEED RESTRICTS ALLOWABLE BUILT -UPON AREA PER LOT TC
OF RIGHT-OF-WAY.
CONEM[ENTS
4o r1eca -01
t>r- iP P s w al e
�
The. 131Q � z Per
Z3 1 Z(v sf'
�gc0117wo
ewk /f,Qt A -7a00
SF INCLUSIVE
s4' 1 e, oe-
- r/e �Se oddor-
a0(r Bch Gun O/!��"a✓e�
(af' Pa5��
►oc,r,4 (B%SCr./1o(2d(
uvrvxivArivA Awuu,.LM y w ° •-
rxvvtuj
DEED RESTRICTIONS
DENSITY SUBMITTAL FORM
DENSITY CALCULATIONS
NOTARIZED SUBMITTAL AUTHORIZATION
VELOCITY CALCULATIONS
SITE PLAN WITH:
PROPERTY LINES
STREET X-SECTION
LOCATION MAP
SWALE X-SECTION
0/c
Guk erir, i S S b�
RMUESTED

State of North Carolina
Department of Environment, Health, and Natural Resources
1 Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
Mr. Donald C. Clements, Jr.,
Post Office Box 67
Atlantic Beach, North Carolina
Dear Mr. Clements:
July 1, 1994
R.L.S.
28512
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 940524
Hurst Harbour North
Onslow County
The Wilmington Regional Office received a Stormwater Submittal for the Hurst Harbour North
on May 23, 1994. A preliminary review of that information has determined that the submittal for the
subject project is not complete. The following information is needed to continue the stormwater review:
1. The deed restriction statement has not been signed by Mr. Hurst. Please have him sign
the document with the following statements added:
a. No one may fill in or pipe any swale or ditch shown on the approved plan.
,e b. The built -upon area restrictions cannot be amended or rescinded without written
Q permission from the North Carolina Division of Environmental Management, and
they do not expire with the rest of the covenants.
127 Cardinal Drive Extension, Wilmington, N.C. 2MS-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Af&=trve :,Yn Employer

Mr. Clements
July 1, 1994
Stormwater Project No. SW8 940524
-----------------------------------------
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 August 1, 1994, or the submittal will
be returned as incomplete.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
B I ' WPA IN N.6 �R
OOM, U � U
Ms. Linda Lewis
Environmental Engineer
DAlarl. S:\WQS\STORMWAT\ADDINFO\940524.JUL
cc: (2) Linda Lewis
Central Files
2

HURST HARBOR NORTH SUBDIVISION
SEDIMENTATION
F."Wre,
EROSION CONTROL PLAN
MAY 19,1994 AsTER
S1
p ECEDW 11 bu
MAY 2 5 1994
DEM
Prepared by 0j #' 5Wea405Z --
Donald C. Clements Jr.
Registered Land Surveyor L-2460
P. 0. Box 67, Atlantic Beach, N. C.
28512
Phone [phone]
MAY 2 41994
��rrr rr�.rwrrr rrr..q� r r.
4

INDEX
NARRATIVE.
Financial Responsibility Form -----------------------
Introduction -----------------------------------------
Drainage Patterns and Sediment control .--------------
Calculations.----------------------------------------
Excess spoil disposal --------------------------------
Seeding and mulching ---------------------------------
Construction sequence .-------------------------------
Maintenance.-----------------------------------------
Summary.---------------------------------------------
TECHNICAL SHEETS.
PAGE
1
3
3
3
3
3
3
4
4
Rainfall intensity graph.---------------------------- TS 1
Manning's N table.----------------------------------- TS 3
P. Z. Kirpich nomograph.----------------------------- TS 5
Runoff Coefficients table.--------------------------- TS 6
COMPUTATION SHEETS.
Flow computation analysis sheets.------------- C 1 - C 10
Check dam computation sheets.----------------- C 11 - C 12
Culvert pipe sizing sheets ----------------------- C 13 - C 15

FINANCIAL RESPONSIBILITY/OWNERSHIP FORM
SEDIMENTATION POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more contiguous acres as covered by the Act
before this form, and an acceptable erosion and sedimentation controi plan have been completed and approved
by the Land Quality Section, N.C. Department of Environment, Health, and Natural Resources. (Please type or
print and, tf question is not applicable, place N/A in the blank.)
Part A.
1. Project Name Hurst Harbor North
2. Location of land -disturbing activity: County Onslott City
or Township Swansboro and Highway / Street 5. R. 1511
3. Approximate date land -disturbing activity will be commenced: then this Permit is issued.
4. Purpose of development (residential, commercial, industrial, etc.) : Residential
5. Total acreage disturbed or uncovered (including off -site borrow and waste areas) : 1.78 As. s
6. Amount of fee enclosed $
7. Has an erosion and sedimentation control plan been filed ?- Yes Z No
8. Person to contact should sediment control issues arise during land -disturbing activity.
Name Donald 0. Clements Jr. Telephone [phone]
9. Landowner (s) of Record ( Use blank page to list additional owners.):
Gertrude L. Hurst Trust Jobnell Hurst- Head Trustee
Name (s)
_P.O.Bbx 458 P.O. Sox 458
Current Mailing Address Current Street Address
Sransboro, NO 28584 Swansboro NO 28584
City State Zip City State Zip
10. Recorded in Deed Book No. 870 Page No. - 95
Part B.
1. Person (s) orfirms (s) who are financially responsible for this land -disturbing activity (Use the blank page to list
additional persons or firms):
Gertrude $. Hurst Trust
Name of Person (s)or Firm (s)
P.O.Box W
Mailing Address
Swansboro, NO 28584
City State Zio
Telephone _(910) 326-3125
1.

2. (a) If the Financially Responsible Party is not a resident of North Carolina give name and street address of
a North Carolina Agent.
Name
Mailing Address
City
Telephone
State Zip
Street Address
City State Zip
Telephone
(b) If the Financially Responsible Party is a Partnership or other person engaging in business under an
assumed name, attach a copy of the certificate of assumed name. If the Financially Responsible Party is a
Corporation � give nama and st. eet address of the P.cgistered Agent.
Name of Registered Agent
Mailing Address
City %_ State Zip
Telephone
Street Address
City State Zip
Telephone
The above information is fnie and correct to the best of my knowledge•and belief and was provided by'me
under oath. ( This form must be signed by the financially responsible person ff an individual or his attomey-in-
fact or if not an individual by an officer, director, partner, or registered agent with authority to execute Instru-
ments for the finanacially responsible person ). I agree to provide corrected information should there be any
change in the information provided herein.
fYDe or print name 11A
I -ale or Authority
Date ,I—/_
1a NotaryPublic of the County of
State of North Carolina, hereby certify that TbA n `1
appeared personally before me this day, and being duly swom acknowledged that the above form was exe-
cuted by him.
_ e� C h• �Ii, ..
'�OTARses
Raw 11M �� 0
notarial seal, this D 3 day of
V/ Y7 _0 A f- 5�
Lary
My commission expires
Z.

INTRODUCTION.
This proposed development is on a high well drained sandy
bluff area. It is covered with Oaks, Cedars, and Pines.
This area has highly porous soils with a very low water
table. It requires a minimal amount of drainage. No surface
drainage flow serving the road system will 'Leave the site
except through the drainage ways addressed in this plan.
DRAINAGE PATTERNS and SEDIMENT CONTROL.
There are only two drainage ways that will drain the
construction area. The first is on Harold Ave. between lots
6 and 7. The second is at the south end of Venice Court.
Check dams will be placed at both, sites as shown on the
plans. Silt fences will be placed at the entrance of Harold
Ave. from S. R. 15111 for the protection of the road ditch to
be crossed. Minimum sheet flow is all that will occur in
this area.
CALCULATIONS.
The rational method was used on all calculations based on a
ten year storm intensity. Times of concentration where
determined by the P. Z. Kirpich nomograph and formula shown
on page TS 5. The intensity was determined by the graph and
formula on page TS 1. Manning's N and Coeficient of runoff
factors where taken from the United States Department of
Transportation manual's tables as shown on pages TS2 throught
TS 6.
EXCESS SPOIL DISPOSAL.
All spoil from construction and sediment basin cleanout will
be spread and graded on the lots. The spoil area will be
seeded in conjuction with the construction site seeding.
SEEDING AND MULCHING.
The disturbed areas will be prepared with 2 tons of bulk
dolomitic lime per acre and 1,000 pounds of 10-10-10
fertilizer per acre. Common Bermuda grass seed will be used
at the rate of 12 pounds per acre. A heavy wheat straw mulch
will then be tacked into place by a disk set straight. The
wheat straw will be applied at the rate of 100 bales per
acre. This will be done within 30 working days of completion
of road construction. If work is stopped, then this seeding
and mulching plan will be done within 30 working days of the
last day of construction.
CONSTRUCTION SEQUENCE.
Upon notification of this plan's approval, the drainage
ditches will be cut and thier respective structures built,
check dams first and then culverts. The ditches will be
improved from the outlet end first. This will perm;,t the
check dams to be placed at the low ends first to collect the
upstream sediments. When all ditches are in place, with
thier structures, the roads will be graded, marled, and
paved.

MAINTENANCE.
The check dams are designed to trap sediment. The check dams
will be cleaned when depth of silt is 50% height of the check
dam. The developer will maintain these systems until the
homeowner's association takes responsibility.
SUMMARY.
This Erosion and Sedimentation control plan will safeguard
the public waters from sediment.
0

RAINFALL n=;aITY QRAPS
---
10 Year Storm
. .... .....
GRAPHED FROM
. ... ..
t TP - li0 : RAINFALL F] 3011 1CY ATLAS OF THE US'_.
.. ......
....... ..
j..- TOTAL
INOHffi PRR
HOUR -
I I ,
tea_ -.-
- • --
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i
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-.. _._. ... .. _ ..
t
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-
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- For To less than 30 minutes.
235
To 23
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:
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--w.....riIPA I

0
HYDRAULIC DESIGN SERIES NO. 3
DI:Slmrmns CHARTS
FOR
OPEnm(HAnnEL FLOW
,ram
�J6",),'`• � i' 1 - l,�'w_ �! . fir �r� •'.
tk' � -vim y 1 . LV,` J�'k,5 •�}L,"t�'{� �'�� 'f� � �'�
may` 1 s
ty54 ,611
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any zf
�t ¢ it a•.
�} � rt 7I .iF, r' tlic` � �5 P"4" 'v �s,•L.�
+� M ;;:
U.S. DEPARTMENT OF TRANSPORTATION
FEDERAL HIGHWAY ADMINISTRATION
WASHINGTON, D.C. 20590
REPRINTED 1973
3- 2

Appendix A. --TABLES
Table 1.-Manning roughness coefficients. n
hlamting's
Closed Condulta:
n range t
A. Concrete pipe-------------------------------------------
Q. 011-0.013
B. Corrugated -metal pipe or pipe -arch:
1. 215 by }g-in. corrugation (riveted pipe): x
a. Plain or fully coated-------------------------------
0.024
b. Paved invert (range values are for 25 and 50 percent
of circumference paved):
(1) Flow full depth ................................
0.021-0.018
(2) Flow 0.8 depth--------------------------------
0.021-0.016
(3) Flow 0.6 depth________________________________
0.010-0.013
2. 8 by 2-in. corrugation (field bolted)-------------------
0.03
C. Vitrified clay pipe--------------------------------------
0.012-0.014
D. Cast -Iron Pfpe, uncoated ................................
0.013
E. Steel pipe-----------------------------------------------
0.009-0.011
F. Brick ...................................................
0.014-0.017
0. Monolithic concrete:
1. Wood forms, rough ...................................
A.01.5-0.017
2. Wood forms, smooth .................................
0.012-0.014
3. Steel forms___________________________________________
0.012-0.013
H. Cemented rubble masonry walls:
1. Concrete floor and top-- -----------------------------
0.017-0.022
2. Natural floor........ ..................................
0.919-4025
1. Laminated treated wood--------------------------------
0.0154).017
J. Vitrified clay litter plates ................................
0.015
n. Open channels. lined I (straight alinement): �
A. Concrete, with surfaces as indicated:
1. Formed, no finish------------------------------------
0.013-0.017
2. Trowel finish .........................................
0.012-0.014
3. Float finish------------------------------------------
0.013-4.015
4. Float finish, some gravel on bottom ------------------
0.015-0.017
5. Gunite, good section_________________________________
0.016-0.019
6. Gunite, wavy section ................................
0.018-0.022
B. Concrete, bottom Goat finished, sides as indicated:
1. Dressed stone in mortar ..............................
0.015-0.017
2. Random stone In mortar .............................
0.017-0.020
3. Cement rubble masonry-----------------------------
0.020-0.02.5
4. Cement rubble masonry, plastered ...................
0.016-0.020
5. Dry rubble(riprap)----------------------------------
0.020-0.030
C. Gravel bottom, sides as indicated:
1. Formed concrete-------------------------------------
0.017-0.020
2. Random stone in mortar .............................
0.020-0.023
3. Dry rubble(riprap)..................................
Q. 02.7-0.033
D. Brick ...................................................
0.014-0.017
E. Asphalt:
1. Smooth -------------------------------- '.............
0.013
2. Rough-----------------------------------------------
0.015
F. Wood, planed, clean------------------------------------
0.011-0.013
O. Concrete -lined excavated rock:
1. Good section-----------------------------------------
0.017-0.020
2. Irregular section ......................................
0.022-0.027
M. Open channels, excavated c (straight alinement t natural
lining):
A. Earth, uniform section:
1. Clean, recently completed----------------------------
0.016-0.018
2. Clean, after weathering ------------------------------
0.018-0,020
3. With short grass, few weeds---------- --------------
0.022-0.027
4. In gravelly soil, undorm section. Ikea________________
0.022-0.025
B. Earth, fairly uniform section:
1. No vegetation ........................................
0.023-0.025
2. Brass, some weeds ...................................
0. 02.5-0. 030
3. Dense weeds or aquatic plants in deep channels------
0. ai0-0.035
4. Sides clean, gravel bottom_ -------------------------
0.025-0.030
5. Sides clean, cobble bottom ---------------------------
0.030-0.040
C. Dragline excavated or dredged:
1. No vegetation ........................................
0.028-0.033
2. Light brush on banks--------------------------------
0.035-0.050
D. Rock:
1. Based on design section ..............................
0.035
2. Based on actual mean section:
a. Smooth and uniform ------------------------------
0.075-0.040
b. Jagged and irregular ...............................
0.040-0.045
E. Channels not maintained, weeds and brush uncut:
1. Dense weeds, high as flow depth .....................
0.M-0.12
2. Clean bottom, brush on sides ------------------_-. --
0.M-0.O9
3. Clean bottom, brash on sides, highest stage of flow.-.
0.07-0. 11
4. Dense brush, high stage ..............................
0.10A.14
Footnotes to table 1 appear at the lop of page fill.
100
IV. ffighway Channels and ,wales with maintained vegetation x o
(values shown are for velocities of 2 and 6 Lp.s.):
A. Depth of flow up to 0.7 feet:
Manning's
1. Bertnudslirass. Kentucky bluegrass, buffalogrssa:
a range r
a. \towed to:-' inches--------------------------------
0.07-0.045
b. Length " fiches_________________________________
0.0".0S
2. Good stand, any grass:
a. Length about 12 inches ............................
0.1".09
b. Length about 24 inches ............................
0.30-0. 15
3. Fair stand, any grass:
a. Length shout 12 inches ----------------------------
0.14-0.08
b. Length about 24 inches----------------------------
0.25-0.13
B. Depth or flow o.7-1.5 feet:
1. Bermudagrass, Kentucky bluegrass, buffalograw:
a. Mowed to 2 inches--------------------------------
0.05-0.035
h. Length 4 to 6 inches-------------------------------
0.06-0.04
2. Good stand, any grass:
a. Length about 12 filches............ ................
0.12-0.07
b. Length about 24 inches----------------------------
0.2".10
3. Fair stand. any grass:
a. Length about 12 Inches ----------------------------
0.10-0.06
b. Length about 24 fiches----------------------------
o.17-0.09
V. Street and expressway gutteri:
A. Concrete gutter, troweled finish-------------------------
0.012
13. Asphalt pavement:
1. Smooth texture ......................................
0.013
2. Rough texture............ ...........................
0.015
C. Concrete gutter with asphalt pavement:
1. Smooth----------------------------------------------
0.013
2. Rough-----------------------------------------------
0.015
1). Concrete pavement:
1. Float finish ..........................................
0.014
2. Broom finish_________________________________________
0.016
E. For gutters with small slope, where sediment may aoeu-
mulate, Increase above values of n by .................
0.00I
VI. Natural stream channels:!
A- NI inor sit eams r (surface width at flood stage leas Ilan 100
ft.):
1. Fairly regular section:
a. Some grass and weeds, little or no brush...........
0. 030-0.035
b. Dense growth of needs, depth of flow materially
greater than weed height ..........................
0.035-0.05
c. Soins weeds, light brush on banks .................
0.035-0.05
if. Seine weeds, heavy brush on banks.. .............
0.05-0.fro
e. Seine weeds, dense willows on banks ..............
0.f16.0.08
I. For trees within channel, with branches submerged
at high stage, increase all above values by. -------
0.01-0. et
2. Irregular sections, with pools, slight channel meander;
Increase values given in la-e about-----------------
0.01-0.02
3. Mountain streams, no vegccation in channel, tanks
usually steep, trees and brush along banks sub-
merged at high stage:
a. Bottom of gravel, cobbles, and few boulders.......
0. 04.0.03
b. Bottom of cobbles, with large boulders............
0.05-0.07
B. Flood plains (adjacent to natural streams):
1. Pasture, no brush:
a. Short grass----------------------------------------
0.030-0.035
b. High grass -----------------------------------------
0.035-0.0.5
2. Cultivated areas:
a. No crop-------------------------------------------
0.03-0.04
b. Ni•ature raw crops---------------------------------
0.035-0.045
c. Mature field crops .................................
0.04-0.05
3. ffeavy weeds, scattered brush------------------------
0.05407
4. Light brush and trees: tY
a. Winter--------------------------------------------
0. 0&-M 06
b. Summer------------------------------------------
0.06-M08
5. Medium to dense brush: to
a. Winter--------------------------------------------
0.07-0.11
h. Summer---------------------------------------
0.10-0.16 -
6. Dense willows, summer, not bent over by current....
0.15-0.20
7. Cleared land with tree stumps, 100-130 per acre:
it. No sprouts ........................................
0.04.4L 0.5
h. With heavy growth of sprouts.................... .
0.06-M 08
S. ileavy stand of Umber. a few down trees, little under-
,grnvth:
. Flood depth below branches .................... .
0.10 0.12
h. Flood depth reaches branches--------- -----------
0.12-0.16
C. Major streams (surface width at flood stage more than
lon ft.): Roughness coefficient is usually less than for
minor streams of similar description on account of less
effective resistance offered by Irregular hanks or vege-
be
fallen on hanks. Volutes of a may somewhat re-
duced. Follow recommendation In puhlicatlon eted a
if Iossihle. The value of it for larger streams of most
regular section, w ith no boulders or brush, maybe in the
r:mgeof-----------------------------------------------
0.028-0.033
TS 3

i
.fA ®
• IF, =a
l
olyr

H (FT.)
500
400
Tc (MIN.)
300
EXAMPLE
200
Height _ 100 F i.
150
F-
200
Length =3,000Ft.
Time of concentration =14 Min.
W
150
100
D
100
L (FT.)
80
W
10,000
60
CIO
`Fkq
50
Q
50
`tiff`
Z
40
Z
40
J
5,000
0
30
30
` W
`�
25
W
Note:
00
o=
F..
20
O
20
Use nomograph Tc for natural
2,000
Z
7-
basins with well defined channels, p
.W
z
15
(X
for overland flow on bare
1,500
c
H
10
earth,and for mowed grass road- H
10
0
side channels. Z
1 000
For overland flow, grassed sur- W
e
U.0
faces, multiply Tc by 2. -�
W
Z.
6
5
For overland flow, concrete or
500
P
5
4
asphalt surfaces, multiply Tc
3
by 0.4. x
3.00
4
=
For concrete channels, multiply <
3
2
Tc by 0.2.
200
150
2
I
100
� I
Based on study by P.I. Kirpich,
Civil Engineering, Vol.10, No.6, June 1940, p: 362
Figure 5.—Tune of conceneration of small drainage basins.
�3
p, ZH F�lzMVL.fa TC = 0.0078
a
I"')

124
Appendix A. -TABLES
Table 1. Values of Runoff Coe®eients (C)
for Use In the Rational Method
Runoff
Type of surface coamele t
(tau
Rural Area
Concrete or sheet asphalt pavement ............................
0.84.9
Asphaltmacadam pavement., ................................
0.6-0.8
Gravelroadways or shoulder_________________________________
0.4-0.6
Bare earth----------------------------------------------------
0.2-0.9
Steep grassed mesa (21)---------------------------------------
Tad
0.6-0.7
meadows---------------------------------------------
Forested areas ..............................................:..
0.l-0.4+
0.1-0.3
CultivatedAdds-----------------------------------------------
0.2-0.4
Urban Area s
Flat residential, with about 30 percent of sea impervious......
0.40
Flat reddentlak with about 60 percent of area Impervious-----_
0.63
Moderately steep residential, with about 50'peramt of area
Impervious --------------------------------------------------
0.65
Moderately steep built up area, with about 70 percent of area
Impervious--------------------------------------------------
0.80
Flat commercial, with about 90 percent of area Impervious__...
0.80
u For Ant dopes or permeable soil, use the lower values. For steep elopes or
Ian her valuct,
soil. use the 9
Sp a ereference 12, pp. 181eable
for mom detailed data.
Table 2,Mannind Roughness Coefficients,
nl
Manning n
I. Closed eendnits: ram s
A. Concrete pipe...------.- 0.011-0.013
B. Corrupted metal pipe or pipe arch;
1. 2* by )4-in. corrugation (riveted pipe) s
a. Plain or fully coated .............................. flO2(..
b. Paved Invert (�raanttgge� vahes sue fen 26 and 50 per-
cent of clrcumferenas paved):
(1) Flew toll depth_______________________________ Omi- .018
M Flow OA depth ................................ 0.021-0.016
(3) Flow 0.0 depth ................................ 0.0194013
2.3-by1-In. corruption ------------------------------- 0.027
3. 6- by 2-In. corrugation (field bolted)__________________ 0.032
C. Vitrified aley pipe-------------------------------------- 0.012-0.014
D. Caldron pipe, uacasted ............................... a013
E. Sfeelplpe__......^------ --------------------------- 0.00".oil
F. Brick_-- - - - --------------------------- 0.014-0.017
C. Menolithic oancrete:
1. Wood forms, rough .................................. 0.010-0.017
2. Wood forms, amootb.......................0.012-0.014
31 stow forms -----------------------------------------
.0.012-0.Q13
I3. Cemeoted rubble masonry walla:
1. Concrete now and top____________________________-. Ito17.022
2. Natural flow____________________________________ 0.0194026
I. Leminated treated wood - 0.0154017
J. Vitrified clay Ilner Dlates------------------------------- 0.015
Q. used open ehaanda: �
A. Connate, with aur[aaea d lodlcated:
1. Formed noAnbdt................................. 0.013-0.017
2. Trowal tlydah................ 06012-0.014
3. Float finish------------------------------------------ 0. ou3 A 015
4. Float Anish, some gravel on bottom _________________ 0.01&&017
5. Uunits, good section_________________________________ 0.OL641.019
6. G unite, wavy section-------------------------------- 0. Ols.4 022
B. Concrete bottom ficat.finlshed, aides as Indicated:
1. Dressed stone In mortar ............................ 0.OI&A 017
2. Random stone In mortar -------------- ------------ 0.017-A020
3. masonry............ Cement rubble ason................_..•....-... 0. 0204 M5
4. Cement rubble memary. plastered ----------------- 0.0164X020
5. Dry rubble(ripraW --------------------------------- LOM4030
C. Gravel bottom, sides u ladicated-
1. Formed concrete --____-.-_/------------------------- 0. 017-0 020
2. Random stone In mortar----------------------------- 0.9MA023
3. Dry rubble (rlpmp)-------------- 4------------------ 0.0234(W
D. Brick ------------ ------------------------------- O.Ol4-a017
l Footnotes to Table 2 appear on p. 64.
IL E eel pt Mil x
Cchannels-Continued
popen
L8mooth........................................
0.013
LRough ...............................
0.ON
F. Wood, Ahmed clean_____ ____________________________
0.011-0.013
0. Concrete Ilne� excavated rock:
L Good section ..................... :_-----..-^-.
0.017-0.020
0. Irregular section________________-_____--------------
0.0224027
III. Unlined open channels: 4
A. Earth, uniform section:
t. Clean, recently a�pplefed ...........................
2. Crean, after weat6erlitg.....--••.......•
0.016.4018
.............
3. With short grass, low weeds ..........................
0.018d1020
0. 0224027
4. In gravely, soil, uniform section. clean ------------ __
0. 022-M 025
B. Earth, fairly unlearns section:
1. No vegetation ........................................
0.022-0.025
L (bass, some weeds -----------------------------------I
LOU-0.o3o
3. Dense weeds or aquatic plants In deep channels....•.
4. Sldas clean, bottom
0.030-0.035
0.025-0.030
gravel ...........................
A. Bldes, clean. cobble bottom ..........................
0.030-0.040
C. Dregllne excavated or dredged:
1.
ovegetation....................................___
2. Light brush banks----------------------------
0.028.0.033
on --
D. Rock:
0.035-0.050
I. fused on design section ..............................
0.035
2. Based on actual mean section:
s. Smooth and uniform ------------------------------
0.033-0.040
b. lagged and "tsar ..............................
E.
0.040-0.046
Cbsaads not maintained weeds and brush uncut:
1. Dense weeds, high as low depth .....................
0.084.12
2. Clean bottom, brush on sides--•.-....• ..............
0.05-0.08
3. Clean bottom brush on sides, highest stage of Dow...
0.07-0.11
4. Dense brush, high stare--------------- -
0.10-0.14
IY. Iglghway elennebaad awnless wilh malnWnedvegeta-ion u s
(values shown are for velocities of 2 and 6 f.p e.):
A. Depth of Dow up to 0.7 foot:
1. Bermuda grass, Kentucky bluegrass, buffalo grew:
a. Mowed to2Inches ................................
0.07A045
b. Length 4.ta 6Inches ...............................
0.09-0.05
2. Good stand. any grass:
s. Length about 12inches ...........................
0.18-0.09
b. Length about Ninches ---------------------------
0.30.0.13
0. Fair stand, any grass:
a. Length about 12Inches ---------------------------
0.14-0.09
b. Length about 24 Inches ------------------------ --
0.2".13
B. Depth of Dow 0.7-1.5 feet:
1. Kentucky
Bermuda grass, bluegrass, buffalo grass:
a. Mowed to 2 Inches ................................
0.03-0.035
b. Length 4 to 6Inches ...............................
0.05-0.Of
2. Good stand, soy grass:
s. Length about 12inches ...........................
0.12-0.07
b. Length about 24 Inches ...........................
0.20-0.10
3. Fair stand. any grass:
a. Length about 12Inches ............................
0.10-0.06
b. Length about 21 Inches----------------------------
0.17-0.09
V. Street and expressway getters:
A. Concrete gutter, troweled finbh_________________________
0.012
B. Asphalt pavement:
1. smooth texture ......................................
0.013
11. Rough tsatum.......................................
0.016
C. Concrete gutter with asphalt pavement:
1. Smooth----------------------------------------------
0.013
2. Rough-----------------------------------------------
0.015
D. Concrete pavement:
1. Fketfinish------------------------------------------
0.014
2. Broom finish -----------------------------------------
0.018
E. For gutters with small slope, where sediment may so -
cumulate, Increase all above values of a by............
0.002
YL Natural stream channels: r
A. Minor streams (aurlece width at !food stage less than
IOO It.):
1. Fairly regular section:
a. Some grass and weeds, little or no brush -----------
0.930-0.W5
le. Dense growth of weeds, depth of Dow materially
greater than weed Might ........................
0.035-0.06
C. Some weed; light brush on banks ------------- •---
0.04-0.05
d. Some weeds, heavy brush an banks ...............
0.03-0.07
e. Some weeds, dam widows an banks ..............
Q.05-0.09
L For trans within channel, with branches submerged
at high stage, Increase all above values by.......
0.01-C 10
2. Irregular sections, with pools, slight channel meagder;
increase values in1"about -----------------------
0.01-0.02
3. Mountain streams, no vegetation in channel, banks
usually steep. tress and brush along banks submerged
at high stage:
a. Bottom of gravel, cobbles, and few boulders.......
0.04-0.05
b. Bottom of cobbles, with large boulders............
0.0".07
53
Ts 6

F" C.', ::If:: y'� ..l_.. a��H a IF" Il- C: L-%JI
WATERSHED ACREAGE -------- A = 0.69
COEFFICIENT OF RUNOFF -------- C = 0.30
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 4.50 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 250.00 FT.
TIME OF CONCENTRATION TC= 2.572 MIN.
INTENSITY FROM CHART B.----------- i = 9.190
FLOW QUANTITY ----- CFS ----- 0 = CiA = 1.902
VELOCITY COMPUTATIONS
CHANNEL LINING.
.BARE
EARTH
MOWED GRASS
MANNINGS COEFFICIENT
N=
0.016
0.046
SLOPE IN FT./FT.
S=
0.0110
HYDRAULIC R. IN FT.
R=
0.1226
0.1922
CROSS SECT. AREA
A=
0.793
1.751
WETTED PERIMETER
WP=
6.467
9.610
DEPTH OF FLOW
D=
0.247
0.367
1.49 2/3
1/2
V = N (R) (S)
=
2.411
1.092
FLOW QUANTITY CHECK Q=AV= 1.912 1.912
----------------------------------------------------
DITCH CROSS
SECTION
(NO SCALE)
4.0 3.3

L_�
WATERSHED ACREAGE -------- A = 2.31
COEFFICIENT OF RUNOFF -------- C = 0.30
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.00 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 640.00 FT.
TIME OF CONCENTRATION TC= 6.818 MIN.
INTENSITY FROM CHART B.----------- i = 7.881
FLOW QUANTITY -=--- CFS------ Q = CiA = 5.462
VELOCITY COMPUTATIONS
CHANNEL LINING.
BARE
EARTH
MOWED GRASS
MANNINGS COEFFICIENT
N=
0.016
0.846
SLOPE IN FT./FT.
5=
0.0040
HYDRAULIC R. IN FT.
R=
0.2199
0.3267
CROSS SECT. AREA
A=
2.551
5.629
WETTED PERIMETER
WP=
11.600
17.229
DEPTH OF FLOW
D=
0.443
0.658
1.49 2/3
1/2
V = N (R) (S)
--------------------------------
=
2.146
0.972
FLOW QUANTITY CHECK
-----------------------------------------------
Q=AV=
--------
5.475
5.469
DITCH CROSS 1 1f 1
SECTION N.L.
(NO SCALE) 4.0 3.0
aH9

]L' "`r Cr _ F= L-C)W AMAL-VE3 T E3
WATERSHED ACREAGE -------- A = 3.00
COEFFICIENT OF RUNOFF -------- C = 8.33
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.00 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 640.00 FT.
TIME OF CONCENTRATION TC= 6.818 MIN.
INTENSITY FROM CHART B.----------- i = 7.881
_FLOW QUANTITY ----- CFS`----- 0 = CiA = 7.093
VELOCITY COMPUTATIONS
CHANNEL LINING.
240
R.C.P.
MANNINGS COEFFICIENT
N=
0.012
SLOPE IN FT./FT.
S=
0.0080
HYDRAULIC R. IN FT.
R=
0.4213
CROSS SECT. AREA
A=
1.138
WETTED PERIMETER
WP=
2.702
DEPTH OF FLOW
D=
0.782
1.49 2/3
1/2
V = N (R) (S)
=
6.241
FLOW QUANTITY CHECK Q=AV= 7.104
0 3i.

WATERSHED ACREAGE -------- A = 1.00
COEFFICIENT OF RUh1OFF-------- C = 0.38
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.10 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 410.00 FT.
TIME OF CONCENTRATION TC= 4.050 MIN.
INTENSITY FROM CHART B.----------- i = 8.687
FLOW QUANTITY ----- CFS'.----- Q = CiA = 2.606
. VELOCITY COMPUTATIONS
CHANNEL LINING.
BARE
EARTH
MOWED GRASS
MANi 1 I N GS COEFFICIENT
N=
0.016
0.046
LOPE IN FT./FT.
S=
0.0050
HYDRAULIC R. IN FT.
R=
0.1597
0.2373
CROSS SECT. AREA
A=
1.348
2.970
WETTED PERIMETER
WP=
8.431
12.516
DEPTH OF FLOW
D=
0.322
0.478
1.49 2/3
1/2
V = N (R) (S)
=
1.940
0.878
FLOW QUANTITY CHECK Q=AV= 2.614 2.608
DITCH CROSS
SECTION 1 1
(NO SCALE) 4.@ 3.0
0 4,

F'::' L_ Cl t4
WATERSHED ACREAGE -------- A = 1.25
COEFFICIENT OF RUNOFF -------- C = 0.38
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 5.80 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 440.00 FT.
TIME OF CONCENTRATION TC= 4.481 MIN.
INTENSITY FROM CHART B.----------- i = 8.551
FLOW QUANTITY ----- CFS`----- Q = CiA = 3.207
VELOCITY COMPUTATIONS
CHANNEL LINING.
24"
R.C.P.
MANNINGS COEFFICIENT
N=
0.012
SLOPE IN FT./FT.
S=
0.0080
HYDRAULIC R. IN FT.
R=
0.3018
CROSS SECT. AREA
A=
0.644
WETTED PERIMETER
WP=
2.133
DEPTH OF FLOW
D=
0.517
1.49 2/3
1/2
V = N (R) (5)
=
4.996
FLOW QUANTITY CHECK Q=AV= 3.217
0 5i

F p C? I "7' F" .. 1-- L_ W A t%j
WATERSHED ACREAGE -------- A = 2.25
COEFFICIENT OF RUNOFF ------- C = 0.30
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.20 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 500.00 FT.
TIME OF CONCENTRATION
TC= 5.062 MIN.
INTENSITY FROM CHART B.----------- i = 8.374
FLOW QUANTITY ----- CFS.---- Q = CiA = 5.653
VELOCITY COMPUTATIONS
CHANNEL LINING.
BARE
EARTH
MOWED GRASS
MANNINGS COEFFICIENT
N=
0.016
0.045
SLOPE IN FT./FT.
S=
0.0060
HYDRAULIC R. IN FT.
R=
0.2014
0.3038
CROSS SECT. AREA
A=
2.291
4.928
WETTED PERIMETER
WP=
11.379
16.380
DEPTH OF FLOW
D=
0.320
0.511
1.49 2/3
1/2
V = N (R) (S)
----------------------------------------------------
=
2.478
1.151
FLOW QUANTITY CHECK
Q=AV=
5.678
5.674
DITCH CROSS
SECTION
(NO SCALE)
1 1
3.0 3.0
3
0 6.

WATERSHED ACREAGE -------- A = 3.82
COEFFICIENT OF RUNOFF -------- C = 030
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.50 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 930.00 FT.
TIME OF CONCENTRATION TC= 10.179 MIN.
INTENSITY FROM CHART B.----------- i = 7.OB3
FLOW QUANTITY ----- CFS ----- Q = CiA = 8.117
VELOCITY COMPUTATIONS
CHANNEL LINING.
BARE
EARTH
MANNINGS COEFFICIENT
N=
0.016
SLOPE IN FT./FT.
S=
0.0030
HYDRAULIC R. IN FT.
R=
0.2691
CROSS SECT. AREA
A=
3.819
WETTED PERIMETER
WP=
14.192
DEPTH OF FLOW
D=
0.542
1.49 2/3
1/2
V = N (R) (S)
-
2.126
MOWED GRASS
0.045
0.3967
8.299
20.921
0.799
0.979
FLOW QUANTITY CHECK Q=AV= 8.119 8.126
DITCH CROSS 1 1
SECTION N.
(NO SCALE) 4.0 3.0
07.

3: "- - 1--A .. I:: _" 9.__ C3, (ej
WATERSHED ACREAGE -------- A = 1.60
COEFF I C I ENT OF RU114OFF-------- t- = 0.30
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.50 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 720.00 FT.
TIME OF CONCENTRATION TC= 7.574 MIN.
INTENSITY FROM CHART B.----------- i = 7.686
_FLOW QUANTITY ----- CFS ----- Q = CiA = 3.689
VELOCITY COMPUTATIONS
CHANNEL LINING.
BARE
EARTH
MOWED GRASS
MANNINGS COEFFICIENT
N=
0.016
0.045
SLOPE IN FT./FT.
S=
0.0030
HYDRAULIC R. IN FT.
R=
0.2001
0.2949
CROSS SECT. AREA
A=
2.111
4.587
WETTED PERIMETER
WP=
10.552
15.553
DEPTH OF FLOW
D=
0.403
0.594
1.49 2/3
1/2
V = N (R) (S)
=
1.745
0.804
FLOW QUANTITY CHECK Q=AV= 3.684 3.686
DITCH CROSS 1 1
SECTION 11
( NO SCALE) 4.0 ti6%� 3.0
C 8�.

R 10 :If_ I NI `F— l F 1.— C3, W A " ^ L.— 'fie' M :1 M
WATERSHED ACREAGE -------- A = 5.42
COEFFICIENT OF RUNOFF -------- C = 0.30
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 6.50 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 960.00 FT.
TIME OF CONCENTRATION TC= 10.560 MIN.
INTENSITY FROM CHART B.----------- i = 7.002
FLOW QUANTITY ----- CFS ----- Q = CiA = 11.386
" VELOCITY COMPUTATIONS
CHANNEL LINING.
BARE
EARTH
MOWED GRASS
MANNINGS COEFFICIENT
N=
0.016
0.045
SLOPE IN FT./FT.
S=
0.0025
HYDRAULIC R. IN FT.
R=
0.3126
0.4638
CROSS SECT. AREA
A=
5.309
11.495
WETTED PERIMETER WP=
16.982
24.785
DEPTH OF FLOW
D=
0.534
0.832
1.49 2/3 1/2
V = N (R) (S)
=
2.145
0.992
FLOW QUANTITY CHECK Q=AV= 11.307 11.402
DITCH CROSS
SECTION
(NO SCALE)
3.0 3.0
3
c 9.6

F::a, ,r:.:d:: r%j —IFI. d' =- L_ CD, 04 A P4 ^ L_ l"'~ a1 I is
WATERSHED ACREAGE -------- A = 0.49
COEFFICIENT OF RUNOFF -------- C = 0.30
INTENSITY CALCULATION
HEIGHT OF REMOTE POINT ABOVE FLOW PT. H= 15.90 FT.
LENGTH OF MAXIMUM FLOW TRAVEL L= 714.00 FT.
TIME OF CONCENTRATION TC= 5.316 MIN.
INTENSITY FROM CHART B.----------- i = 8.299
FLOW QUANTITY ----- CFS ----- 0 = CiA = 1.220
VELOCITY COMPUTATIONS
CHANNEL LINING.
24"
R. C.P.
MANNINGS COEFFICIENT
N=
0.012
SLOPE IN FT./FT.
S=
0.0100
HYDRAULIC R. IN FT.
R=
0.1880
CROSS SECT. AREA
A=
0.301
WETTED PERIMETER
WP=
1.602
DEPTH OF FLOW
D=
0.304
1.49 2/3
1/2
V = N (R) (S)
=
4.075
FLOW QUANTITY CHECK Q=AV= 1.228
0 10.

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0 15.

P.O. Box 458
Swansboro, NC 28512
[phone]
fop
v`Tr
MAY 19, 1994 �, 5
Mr. P " au1 Rawls Water Quality Section MAY 211994
Division of Environmental Management D E M
127 Cardinal Drive Extension "Voj 5W9 a405,-r-
Wilmington, NC 28405
Enclosures: 1. Submittal form for density limits for
stormwater control.
2. Preliminary plans for "Hurst Harbor North"
Dear Mr. Rawls,
This letter is submitted for "Hurst Harbor Subdivision". The
proposed subdivision is on the East side of S. R. 1511, near
the town of Swansboro in Onslow County.
The property drains to two different classifications of
water. The eastern 6.24 acres will drain to Foster's Bay
which is classified as SC waters. Lots 7 thru 15 and the
park area are in this drainage basin. The western 10.88
acres drain to the Intracoas'Cal Waterway which is classified
as SA water:. Lots 1 thru 6 and lots 16 thru 25 are in this
drainaje basin. Lots 6 and 16 partly drains to Foster's Bay,
however for coverage limitations the lots are treated as
draining to the more restrictive Intracoastal Waterway, SA
waters.
East drainage basin (Foster's Bay) SC waters.
Road pavement =
9,166
sq.ft.
Lot coverage =
7,000
sq.ft.x 10
=
70,000
sq.ft.
Total coverage =
79,166
sq.ft.
=
1.82 acres
Total % covered =
1.82 /
6.24 = 29%
West drainage basin (Intracoastal waterway) SA waters.
Road pavement = 23,817 sq.ft.
Lot coverage = 5,800 sq.ft.x 16
= 92,800 sq.ft.
Total coverage = 116,617 sq.ft.
= 2.68 acres
Total % covered = 2.68 / 10.88 = 24.6%

The following two paragraphs will be included in the
restrictive covenants, unless your office requires a change.
Lots 1 thru 6 , and lots 16 thru 25; no more than 5,800
square feet of any lot shall be covered by structures and/or
paved surfaces, including walkways or patios of br--ick, stone,
slate or similar materials. Lots 7 thru 15 and park area; no
more than 7,000 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. No road
ditch or drainage ditch will be replaced by a pipe or culvert
system, except driveway culverts are allowed.
This covenant is intended to insure continued compliance with
stormwater runoff rules adopted by the State of North
Carolina.
Sincerely,
Johnell Hurst
Head Trustee
Gertrude E. Hurst Trust