Storm Water Management Plan-1983

STORM
MANAGEMENT
PLAN
FOR
THE TOWN OF
KILL
DEVIL
HILLS
DARE CO., NORTH CAROLINA
PREPARED BY:
Mt: MLL 8 ASSOCIATES. P.A.
[MeW[ge . [1MKYMe
Post Office Box 391
303 E. Main Street, Suits 8
Elizabeth City, N. C. 27909
WATER
aE�a
VJW
DCM COPY DCM COPY
Please do not remove!"
Division of Coastal Management
MAY. 1983

THE PREPARATION OF THIS REPORT (MAPS) WAS FINANCED IN PART':.THRU A
GRANT PROVIDED BY -THE NORTH CAROLINA COASTAL MANAGEMENT PROGRAM
THRU FUNDS PROVIDED BY THE COASTAL ZONE MANAGEMENT ACT 1972 AS
AMENDED WHICH IS ADMINISTERED BY THE OFFICE OF COASTAL -ZONE MANAGE-
tMNT.NATIONAL OCEANIC ATMOSPHERIC ADMINISTRATION.

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STORM WATER MANAGEMENT PLAN
FOR
THE TOWN OF KILL DEVIL HILLS
NORTH CAROLINA
Prepared by:
McDowell & Associates, P.A.
Engineers -Surveyors
Box 391
Elizabeth City, N.C.
May 1983

TABLE 'OF CONTENTS
Section Peres
I. Introduction 2
II. Existing Physical Characteristics 5
1. Topography
2. Climate
3. Soils
III. Inventory of Existing Facilities
IV. Design Criteria -and Standards 3
V. Recommendations, Costs, and Priorities 2
Appendix
Figure
A:
Map - Existing Drainage Facilities,
-Problem Areas., and Proposed
Drainage' Improvements
Back Packet
Figure
B:
Photo Index
4
Figure
C:
Photographs
18
Figure
D:
Summary of Problem Areas with
14
Proposed Solutions
Figure
E:
References
2

STORM WATER MANAGEMENT PLAN
I. INTRODUCTION:.
During the time this report.has been prepared from September,
1982 to May 1983 there have been numerous rainfalls which due
' to their accumulative affect have accented potential drainage
' problem areas,that have been dormant for some time. In the
last 20 'years there have been no major' storm events (hurricanes)
iand the last 5-10 years have been relatively dry permitting
'
the ground water in.the area to lower. This dry period has
permitted infiltration of rainwater to be maximized and
'
helped to minimize the potential detrimental effects of
poorly maintained drainage systems, This situation also
'
tended to encourage developments with no formal drainage
systems; ie, all drainage would be vertical or infiltrate
'
into the sand as.opposed to draining into a ditch or pipe
system which in turns flows to a:positive'outlet to the
Sound or Ocean. The purpose of this plan is to evaluate
'
these problems as well as accomplish the following objectives:
1. To identify current surface water.drainage problems.
2. To anticipate future drainage problems in Kill Devil Hills.
'
3. To help guide growth in an orderly manner consistant
with the Town's Land Development Plan.
'
4. To help prevent the loss of life and property as the
result of drainage problems,
11
I-1

5.
To help reduce existing and future maintenance and
'
capital cost for the necessary storm,water drainage
systems -in and around the Town..
6.
To help coordinate associated regulations as soil
,
erosion and flood plain management.
'
7.
To assist the Town to set up cooperative agreements
with the North Carolina Department.of Transportation
:.(N.C.D.O.T.) in protecting and maintaining the area's
,drainage system.
'
This data has been generated through collation of the follow-
-sources:
'
ing
1.
Ground topographic surveys and photographs.
2.
Aerial photographs.
3.
Interviews with Town officials, North Carolina Depart-
'
ment of Transportation officials, local Soil Conserva-
officials, local
tion Service Corps of Engineers, and
citizens.
'
4.
Existing Coast and Geodetic mapping.
5.
Flood Insurance Rate Map; U.S. Department of Housing
'
and Urban Development.
1
6.
Weather Bureau data from U.S. Department of Commerce
(N.O.A.A.)
'
7.
Hydrological and hydraulic analysis based on standard
engineering procedures.
,
8.
Current Town ordinances, planning documents and standards.
I-2 1

II. EXISTING PHYSICAL CHARACTERISTICS
1. Topographic Features
The Town of Kill Devil Hills is located.on the Outer Banks/
' Barrier Islands of North Carolina.. It is bounded on the east
by the Atlantic Ocean an on the west by the Roanoke Sound. .Eleva
tions range from sea.level to 60 feet above in.the_Nature Conservancy
Woods area. The more common elevations tend to range from eleva-
tion 5 to 12. There are two primary dune systems which affect
the drainage patterns.within..the Town. The primary dune line
along -the Ocean and east .of U.S. 158 business requires special
pipe systems on piles and flap gates to permit drainage to.the
' Ocean. The dune line west of U.S. 158 Bypass or.along the
Sound creates problems for ditch or pipe systems which must
' .-be cut through it to drain low.areas behind or east of this
dune line. These problems relate to depth of cut and stabilizing
and maintaining ditches from wind blown sand.
The two major north -south roads -.U.S. 158 Business and U.S.
158 Bypass provide obstacles also because the normal drainage
' outlets must flow east to the Ocean Outfalls or west to the
Sound and therefore must go under these two roads.
Due to the flatness of a large part of the land between
' the two dune structures and the high groundwater table in poor
soil areas, large ditches with very flat slopes are required to

be built to drain these areas. These ditches are typical of
the backbone drainage system for drainage north and south be- ,
tween U.S. 158 business and bypass as well as.the Sound out -
.lets at the no
rth end of Town and west of U.S. 158 bypass. '
2. CLIMATE '
The area enjoys a -maritime climate with cooler summers
and warmer winters than are -to be found on the mainland.
Weather data for the region is provided by the U.S. National
Administration NOAA) at Cape Hatteras, '
Oceanic and Atmospheric A i
approximately 50 miles south of Nags Head. General climatic '
conditions in'the study area are closely approximate to'.those
at Cape Hatteras except that annual precipitation is.slightly ,
less. Rainfall at Hatteras, with an annual mean of 55.07 inches,
is five inches -more than annual rainfall at'Bodie Island. The '
wettest months are normally July and August, when there is a ,
monthly average of nine days with thunderstorms.
The mean annual temperature at -Hatteras is 61.4 degrees F. '
The prevailing winds blow from the northeast in fall and winter,
n spring and from the southwest i s rin and summer. Hurricanes are ,
fairly frequent along the Outer Banks., and occur mainly in '
August and September. Average annual runoff in the area is
about 14 inches. Evapotranspiration average about 36 inches, '
and ground water discharge is about .5 inches. I

F
Flood levels for Kill Devil*Hills are 8.2 feet for a 50
year storm and 8.8 feet for a 100 year storm. Investigations
relating to flood insurance studies show that overwash of the
island by ocean tides would be sufficient to cause a•100 year
flood level on the Sound shore equal to the. static ocean level.
' 3. SOILS
The soils in. Kill Devil Hills play an important role .in
the nature of the storm water drainage system. The soil has
a tremendous capability to detain and retain surface water run-
off. The sandy soils also have the.capability of neutralizing
conventional underground storm sewer systems and ditches; be-
cause of its ability to wash and blow -into the systems creating
a perpetual maintenance problem.
A -typical profile of soil units in RI11 -Devil Hills looks as
' follows:
'
Location
dune
Frontal
Beach road east
and between
highways
'
Bypass west
1 Soundside
Soil unit
Beach-foredune assoc.
Newhan fine.
Newhan Corolla
Duckston fine sand
Duneland
Duckston fine sand
Newland fine sand
Corolla fine sand
Carteret soils
II-3
Depth Perin. Use
0-6' Rapid VSevere
6'_ VRapid Slight
.(See qualification)
0-2' VRapid Severe
6' VRapid Severe
(see above)
(see above)
0-3' VRapid Severe
0-3' Rapid VSevere

(note: "Depth" refers to depth to seasonal high.water
'
"o remeabilit "Use" refers to
table; Perm. refers t p y;
suitability for septic tank and filter field; "V" before
t
Rapid and Severe means "very").
because their
'
Two soils which create drainage problems of
high ground water are.Corolla-Duckston complex and Duckston.Fine
'
Sand. They are :characterized below and are shown on the ma Pin
Figure
A. Corolla-Duckston Complex
level
,
This mapping unit occurs on nearly to slightly
depressional areas that commonly lie just inland from the
,
frontal dune. The Duckston soils are in the wetter, slightly
lower depressions. The seasonal.high water table is at or
'
near the surface during the wet periods. Most of this com-
,
plex lex is made up of the Corolla soils.
B. Duckston Fine Sand
'
The soils are poorly drained. The soils are sandy through-
out. They occupy the nearly level to slightly depressional
'
flats that extend inland from the frontal dunes. Also, they
between
,
are in the small, irregularly shaped depressions
the Corolla and Newhan soils. They are rated severe for most
'
uses due to wetness and poor filtering capacity. Water tables
are 1'.0' - 2.0' .
t
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Another observation that should be made at this.point is
the impact of the soils on storm water quality. As reflected
above the soils are typically permeable down to the water table;
in fact, to the extent' -that they do not provide appropriate
filtering characteristics for septic.tank.nitrification fields.
The significance of this characteristic is that the local Health
Department is requiring a 25 foot buffer between the drain field
and ditches. A regional sewage collection and treatment system
would alleviate this problem but would tend to aCD
ggrevate the
drainage problem. Development density would probably increase
and generate more storm water runoff due to -the increase in im-
pervious area.. Proper planning and regulation will need to be
implemented to prevent this potential drainage problem from
occuring.
11-5

III. INVENTORY OF EXISTING FACILITIES
The purpose of this section is to identify, the major
drainage features which influence the drainage capabilities
of the -land within the corporate limits of the Town.. To assist
in presenting this data we have provided one map (figure A),
photographs (figure C) as well as a table (figure D) with a
' summary of problem areas prioritized and preliminary cost
estimates for major items.
'
In -general: the conveyance of stormw.ater.in Kill Devil
Hills is predominately by ditches and corrugated metal pipe
Due
culverts with few conventional long storm sewer systems.
'
to the two dune systems and'flatness mentioned earlier the
natural drainage is either vertical or to a general low area
b etween.U.S. 158 business and bypass where the existing north -
south'ditch system is located. Some areas north of the.Town's
'
Municipal Building and west of U.S. 158 bypass have natural
drainage to the Sound. These areas.are basically along the
Sound or west of the dune system.
The map (figure_A) shows problem areas, photographed
areas, major drainage systems, and problem soil areas. An
as been made to approximate drainage areas without
attempt.has
'
topographic mapping..,,.Thes.e.areas have been given designations
with "S" or Stoll prefixes with numbers,. The prefix "S"
III-1

means that this apparent drainage area flows overland into a
'
ditch or -pipe system that flows to the Sound, The "O" prefix
'
means the outlet is an ocean outfall.
For the most part the positive drainage that exists now
'
has been developed through the construction of ditches since, the
natural topography does not provide continuous swales or -low -
areas which•.drain to the Sound'or Ocean. In a sense the drainage
has been artifically developed by man with the location normally
within existing low or wet soil areas.
'
There are three existing outfalls which drain the area of
Town south of the Kill Devil Hills Post Office. The rest of
'
the Town that has positive drainage drains to the Sound through
4 sound outlets of various.sizes with the two primary outlets
being the canal in S-8 and the Bickett Street ditch draining
'
S-1 which includes the Avalon Beach area.
The problems that we have defined usually fall into two
'
major categories. One category -is lack of maintenance on exist-
,
ing systems stems and the other category relates to poor drainage
because no formal•system has ever been constructed in that
area. We have provided numerous examples of each category in
B,C figure D.
'
figure and
The area which has received probably the most public
,
attention is the area around the fresh water pond at the southern
Town limits. In fact the pond straddles the Kill -Devil Hills/
'
III-2

Nags Head Corporate Limits. A combination of generally dry
weather for the past 10 years and the use of the pond as a
potable water source had lowered -the pond level and the com-
panion watertable adjacent to it_to permit a "drying out'.'
of soils' which have historically been categorized as. potentially
' wet soils. When.the wet weather returned this year along with
the discontinuation of the use of the pond as a water source,
' the'watertable rose to its normal historical high level eleminat-
ing vertical drainage and causing ponding on the ground surface
' within the subdivisions that had been developed in this area.
Because of the large area involved and no positive outlet
to.service this area, ponding remained for an extensive period
' of time, The relati.onship of some of the homes to the streets
have also aggrevated the- problem -b.ecause their ground elevation
and finish floor elevation are lower than.the streets, therefore
water runs off the streets into their yards and homes with -no
Even with standard roadside swales same yards
place. to. go . .
will need to be filled to permit them.to drain to a positive
outlet.
Besides:.the Ocean Acres area there are numerous other
areas as shown on the map which.suffered from ponding due to high
watertables in soils which have typically been described as potenti-
ally wet soils by the SCS. In partiuclar Avalon Beach area in the
"S-l" basin and a number of the problem areas west of U.S. 158
' Bypass and north of the Town's Municipal building. The severity
III-3

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of these problems were mitigated by either. no..one .li:ving .in'�the
homes or the area being sparsely s arsel developed during the.major '
flooding period. One primary concern is the effect on the '
septic tank systems. Lack of -drainage and/or high ground water
conditions can compromise the septic tank system and therefore '.
create health problems. While Ocean Acres does not have septic
stems concern for.excessive waterentering '
tank'systems g the sewage
collection system must be dealt''. -with.' ,
Ocean outfalls.if properly constructed function well,
but if they are not built on piles and extended above the ocean ,
floor then they become a maintenance nightmare. Photo No. 50
an outfallproperly. constructed just north of -the Sea Shore '
shows .
Shops. Problems of incorrect'construction are shown in photos ,
51 & 52 which reflect the maintenance problems of the Baum St.
outfall. which typlifies the problems of the outfall under Tanya's '
Ocean House also. ,
Additional concerns relative to. drainage.'include the
impact of widening U.S. 158 Bypass and the accelerated deterio-
ration of the existing street.systems because of ponding water
and saturated road subgrades. Historically developments along ,
the bypass have dumped their water into the right-of-way. See
'
photos 45-48. Photos 33 and 34 show what happens when this
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approach. is abused. When these areas fill up they become a
traffic hazard and nuisance because there is no place for the
water to drain. As development and widening increases along
the bypass careful consideration must be given to -.cfes.�gn proper drain-
age outlets. Photos 39,41,42,&45 show the dramatic.impact
poor drainage.can have on road systems'.
A final comment on problems relates to administrative
f
procedures. Lack of coordination on development procedures
standards, and ordinance as well as a maintenance agreement: -
with the'North Carolina Department of Transportation has hindered
the orderly development of the drainage systems within the
Town
of Hill Devil
Hills.
In
the past
many of
the facilities
were
installed to
take care•of
current
specific
problems with-
out regard to the community as'a whole or future development.
Although some drainage systems are owned.and maintained
by the Town, -and others by the State Department of Transporta-
tion, in many instances responsibilities for surface drainage
facility construction and maintenance are poorly defined or
acted.upon, and therefore drainage problems remain unresolved.
' The rapid development of certain areas of the Town will
1
intensify the surface drainage..'pr.oblems in those areas.: 1.
Development of areas which were formerly permeable increases
both the total runoff and the rate of runoff. This not only
establishes the demand for additional storm drainage facilites
in the developing areas, but may well place a burden on the
TIT= 5

areas at the end of the -system. 'In many cases, this extra
burden may increase the volume to a point which exceeds the
capacity of those areas. As always; the correction of con-
ditions is far more expensive than the cost of a properly
planned and designed system based not only on'the immediate
needs, but.also potential future growth.

-IV. STORMWATER DRAINAGE DESIGN AND CONSTRUCTION CRITERIA
The following data outlines procedures for establishing .
appropriate design and construction guidelines within the Town.
' 1. The developer shall provide a drainage system for the
proper drainage of all surface water using the approved
design criteria.as:stated in the following paragraphs
below. The design of such a system shall be subject
to the approval of the Town pursuant to these guidelines
' and to the North Carolina Department of Transportation
when the proposed drainage system affects drainage
' ..coming from or going into the State's Right -of -Way.
2. All surface water draining -'onto the site under develop-
ment or.generated on said site must be provided for in
accordance.with these guidelines. All water drainage
leaving the site under development shall be channelled
' to points of approv.ed.dis.charge, such as a.natural or
manmade watercourse, a lake, pond, ditch or storm
drainage system.
' 3. No surface water shall be channelled or directed into
a sanitary sewer or septic tank system. Distances be
tween open ditches.'and septic: dank tsystems'tmust be
specified and approved by the Dare County Sanitarian.
This approval must be obtained by the developer prior
' to final approval of the drainage system designed by
the Town of Kill Devil Hills..
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4. The developer shall use retention, detention, and in- '
filtration techniques to -reduce the runoff from his site.
5. The drainage design criteria for open and closed drain-
age systems shall generally conform to these guidelines '
.and Handbook of Design for Highway Surface Drainage
Structures prepared by the North Carolina Department of
Transportation, the A.S.C.E. Manual of Engineering
Practice No. 37, and Urban Hydrology for Small Water- '
sheds (T.R. No. 55) prepared by the Soil Converstation '
Service.
6. Development plans shall show size, slope, invert and '
rim elevations, and ditch cross sections in the vicinity
of the development and as is necessary to properly
evaluate the existing and proposed surface water drain- '
age system.
7. Drainage calculations, drainage area maps, flood routing
calculations, infiltration calculations,storm sewer
back water curve calculations, etc. shall be submitted
to. -the Town ' upon request.
8. Estimated runoff calculations may be computed by the
Rational Method (Q=CIA), the SCS method in TR No. 55,
or other approved methodologies. Sizing of structures
will be based on the Manning Equation. Culverts shall
be evaluated for inlet and outlet control as necessary.
-9. Systems shall generally be designed for a 10 year storm
IV-2

tfrequency.
There may be some situations which may
warrant a different requirement due to the size of the
system. The design engineer is encouraged to contact
the Town Engineer in the preliminary design stages to
determine if a change is warranted.
t10.
A modified Rational Method hydrograph procedure may
I
be used in sizing retention and detention systems.
11. All underground storm sewers open drainage ways, and
related structures shall be constructed to the appli-
cable provisions of Roadway Standard Drawings and
Standard Specifications for Road and Structures produced
by the North Carolina Ddpartment of Transportation.
12. During the construction, preparation, arrangement and
installation of improvements and facilities in develop-
ments, the developer shall maintain each stream, creek,
'
ditch, or channel. contiguous to or located within the sub-
division in an unobstructed state and shall remove
from such watercourses and the banks of the watercourses
'
all debris, logs,timber, junk and other accumulations
that would, in time of flood, clog or dam the passage
of -waters in their downstream course Installation
of appropriately sized conduit, culverts, bridges or
other required structures shall not be constructed in
'
a way which will obstruct the flow of drainage.
IV-3

RECOMMENDATIONS COSTS
, -AND ,•AND PRIORITIES
We have identified a number of drainage related problems
within the Town of Kill Devil Hills. Solutions to these pro-
blems require maintenance, new construction, coordination with
D.O.T.,.S.C.S,. and the creation of certain standards.and
ordinances.
Specific problems in the field have been identified and
proposed generalized solutions with preliminary cost estimate
have been reflected in table figure D. We prioritized 13 of
the major problem areas with the cost estimates not including
utility
ilia conflicts or easement.acquistion. Since these solutions
' are generalized, detail designs would.be needed to prepare
plans and specifications as well as detailed cost estimates.
' The following table outlines the cross reference between the
problem priority and the problem reference number on the map
re A and table figure figure D.
Priority Map reference No. Priority Map reference No.
1 46 8 27
2 13 9 21
' 3 l 10 16
.4 18 11 14
5: 23 12 15
6 35 13 17
! 7 19
1

In summary the following goals should be pursued:
1. Review the referenced field problems and set up the
Town's priorities on corrective action using this
report's priorities as a guide.
2.­ Establish sources of financing for.corrective action
through property owner assessments, developer re-
quirements, general taxes, joint venture arrangements
with D.O.T.,.and mosquito control funds.
3. 'Establish lines of responsibilities for drainage
maintenance and construction between the Town and D.O.T.
4. Develop a. drainage ordinance.
5. Develop a storm water drainage design manual.
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FIGURE B
PHOTOGRAPH INDEX
A. SILTATION, TRASH• &RESTRICTIVE PEDESTRIAN CROSS-OVERS
1. Pedestrian Cross -over in N-S ditchcausing trash build-up
at Albemarle St.
2. Pedestrian Cross -over in N-S ditch.(pipe undersized)(N. of
Aycdck St.)
3. Vegetation, trash accumulation at Memorial.Dr. & Carolyn Dr.
4. Pedestrian cross -over in N-S ditch with undersized pipe
(Panflico St.)
B. TYPICAL PONDING PROBLEMS DUE TO AREAS WITH SOILS WHICH HAVE
POOR VERTICAL DRAINAGE1ND/OR NO'CONV'ENTIONAL'DRAINAGE OUTLET.
5. Fresh Pond overflowing banks and -flooding "Ocean Acres
Subdivision". (Date:. 4--1=83)
6. Ocean Acres Drive west of Bell Ave. (Date: 2-15-83)
7. "Ocean Acres", Copley Dr. at Richard Klein's.residence
(Date: 2-15-83)
8. "Ocean Acres", Copley Dr. at Richard Klein's residence
(Back yard is adjacent to the Fresh.Pond.)
9. Ocean Acres; Sawin Residence on Ocean Acres Dr. (Date:4-1-83)
10. Ocean Acres; Resident installed a Dike System around house
(See Photo #13)
11. Whispering Pines; Quail Lane at Helen Dr. (Date:2-15-83)
12. *Whispering Pines; Quail Lane and Goldie St.
13. "Ocean Acres"; outlet for Dike System (See Photo #10).
14._ Septic Tank draining into outfall ditch (Hardin St.- &
Fourth St.)
15. `Avalon Beach"; Blocked ditch south of Wilson St,
(.See Photo #18)
16. Fill material in ditch just upstream of Tanya's Ocean outfall.
17. "Avalon Beach"; Ponding north of Charlotte St. (Date:2-15-83)
(B-1)

18. Fill Material in ditch just upstream of Tanya's Ocean.
outfall. (See Photo #16)
19. Inlet to existing Ocoan.outfall at Tanya's Ocean House.
20., P'onding at intersection of Helga & Raymond Ave.
21. Residence on East side of Apache Dr. (Date: 4-11-83)
22. Residence of West side of Indian Dr.
23. Archdale St. West
24. Seminole.St. North
25. Suffolk St. at intersection of Newport News.
26. White Court (Cul-de-sac)
27. Durham St. at -intersection of Portsmouth St.
28. Arch St. looking East across Susan Dr.
C . TYPICAL-°PONDING :PROBL-ETAS :ALONG :RTE ::158 BUSINESS :& :RTE ::158
BYPASS
29: Flooding 158 Business. (.outfall buried by Northeast storm;
(2-15-83)
30. Flooding 158 Business (outfall buried by Northeast storm.
31. Ponding West of Rte. 158 Business at "Jolly Roger".
32. Flooding on 158 Business in area of Third St. to Fifth St.
(.Date: 2-15-83)
33. -East of Rte. 158 Bypass at "Seagate -North".
34. West of Rte. 158 Bypass at South end of Kill Devil Hills
(McDonalds) .
D. TYPICAL MAJOR DITCH'4SYSTEM:IN KILL DEVIL HILLS
35. Existing North -South Drainage ditch North of Aycock St.
36. Drainage ditch in area of Kill Devil Hills Town Hall Bldg.
E. TYPICAL DRAINAGE :RELATED :15908tEN1S :OTHER :THAN :PONDING
37. Buried pipe culvert under Rte. 158 Bypass at Durham St.
38. Erosion, silt, & pavement damage.at.Wilkinson St. &
Virginia Dare Rd.
(B-2)

39. Pavement deterioration of Baum St. due to failing pipe
joints.
40. Poor planning/utility conflicts with drainage from Kentucky
Fried Chicken parking lot.
41. Erosion, broken pavement, pavement deterioration at Third St
42. Pavement deterioration at Third St. in area of the lake.
43. Pavement deterioration on Wilkinson St. west of Bypass.
44. Pipe culvert damaged during clean -out under Fifth St. west
of Bypass.
F . COMMERCIAL DEVELOPMENT - ALONG • RTE . 15 8 - BYPAS S
45. Barnes St. .(Nags Head)
46 '. Barnes S t . (Nags. Head)
47. Typical drainage into U.-S. Rte. 158 Bypass right-of-way.
48. Carolyn Drive (McDonalds)
49-. Residential development along Rte. 158 Business on north
end of beach.
G. 'OCEAN OUTFALLS
50.
Existing
24" RCP on piles just north
of "Seashore -Shops".
51.
Existing
30" CMP at Baum St. being uncovered by D.O.T.
(2.-16-83)
52.
Outlet of
30" CMP at Baum St..After
opened up by D.O.T.
(2-16-83)
53.
Typical ocean outfall plant bents &
layout
54.
Typical
ocean outfall plan; -manhole&
flapgates .
55: Turfstone Paving allowing infiltration at ".The Windmill"
' 56.. Grading to infiltration pond/area; Guy;:C. Lee, Kitty Hawk.
57. Grading to infiltration trench; Nags Head Shopping Center.U./C.
58. Shoulder stabilization with stone; Wrightsville Ave.,
Nags Head.
59. Infiltration trench specifics.
(B-3)

60. Slotted drain allows surface water through top as well
as through inlet.
61. Asphalt paving around pipe culvert outlet reduces erosion
& siltation.
62. Simple but effective drop structure reduces erosion.
63. Sand fencing reduces wind blown sand and erosion.
(B-4)

FIGURE C
"PHOTOGRAPHS"
NOTE.: Numbers on photographs are referenced to map (Figure A)
in back packet, and Photograph Index (Figure B)

�P e. e:

(C-2)

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(C-10)

m m m m m m m m m m m
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TYPICAL OCEAN OUTFALL
4 Ta • f• a 2,4�0' - 96=0' /o r
wx®
/U 2U 30 Plas
pU s—' /''/yea
f Top <con<ar prla
r Ba., fs 7 i 1.3 Ei io 0
L7,ET�/l- of ,BENTS
53.
Details taken from Ocean Outfall No. 3 Drawing B� Bridge Maintenance
Department, N.C. State Highway Commission, Raleigh, N.C., File No.6728,
Date April 1964.
(C-14)

TYPICAL. OCEAN OUTFALL
30• As bcr�s
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F4.
Details taken from Ocean Outfall.No, 3 Drawing By Bridge Maintenance
Department, N.C. State Highway Commission, Raleigh, N.C. File No.6728,
Date April 1964.
(C-15)

c�
rn
m m m m m m m m m m m

' FINISH GRADE
ELEV. 9.0
J
Y m
SELECT
BACKFILL w
z w
� w
BUILDERS ¢
' iu a
FELT ,
ELEV. 6.0— 6° PEA GRAVEL 2.50 CU. FT./L.F
6" - PER FT. OF DEPTH
' - 3.53 CU. FT/L.F.
36
PERFORATED n 3.97 CU. FT./L.F.
PIPE
DESIGN WATER — = 3.53 CU. FT./L.F.
TABLE ELEV. 2.
ELEV. 2.0
_ 2.50 CU. FT./L.F.
' COARSE ROCK a PER FT. OF DEPTH
�-- 5'�
' NOTE- VOLUMES ARE COMPUTED BASED
ON 50% VOIDS IN ROCK BACKFILL
I INCH • 25.4 MM
I FOOT 0.305 M
I CU. FT. • 0.028 M3
DETAIL SHOWING VOLUME OF STORAGE
IN INFILTRATION TRENCH (COURTESY
OF BRISTOL, CHILDS & ASSOCIATES,
CORAL GABLES, FLORIDA)
uv
59.
' (C-17)

m

4
Ul1r1114 t%
�AQTTT
S-1
FIGURE D
SUMMARY'OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
'hubbtivi DESCRIPTION OF PROBLEM -AREAS
REF. NO.
1. PONDING IN AREAS OF SOILS WITH POOR
(Photos. 23, ERTICAL DRAINAGE FROM INTERSECTION
28243) OF ARCH ST. & SUSAN DR. TO EDEN ST.
(PRIORITY NO. 3)
2. PONDING AT STREET INTERSECTION OF
ELGA ST. & RAYMMOND AVE.
Photo:20)
3. ILTATION OF NORTH -SOUTH (N.-S.)
T THE N:-E.•CORNER OF "SEAGATE
ORTH" BLDG.
4. PONDING ON PARKING LOT & 158 BYPASS
(Photo 33) /W 'AT ..SEAGATE NORTH SHOPPING
ENTER. .
5. PONDING AT INTERSECTION OF
ILKINSON ST. & 158 BUSINESS.
PROPOSED SOLUTIONS TO PROBLEMS
CONSTRUCT•47.Q0'±- OF BASE DITCH, (MOST IN SEA -
VIEW AVE. R/W'DUE TO BEING LOWEST AREA AND ALS
UNIMPROVED), STREET CROSSING CULVERTS,MINOR
ROADSIDE SWALES.TO REACH BASE DITCH,STREET
PATCHING, SEEDING & EROSION CONTROL, AND
ENGINEERING & CONTINGENCIES= $7.50 x 4700'±=
$32,250
INSTALL CULVERTS UNDER STREET TO DRAIN INTO A
PROPOSED ROADSIDE SWALE TO THE NORTH -SOUTH:
-(N -S .) -DITCH--WEST.- OF:=PONDING .
CLEAN -OUT TO CORRECT ELEVATION; IN.THIS AREA
THE N.-S. DITCH NEEDS TO HAVE VEGETATION &
TRASH REMOVED FROM ARCH ST. SOUTH TO WILKINSON
ST. CULVERT.
USE SWALES AND/OR CULVERTS AT ENTRANCES TO
BYPASS DITCH TO NORTH END OF PARKING LOT, THEN,
DITCH EAST TO.THE N.-S. DITCH. (SOILS IN
BETWEEN ENTRANCES TO BYPASS DO NOT DRAIN WELL
VERTICALLY.). j
INSTALL PIPE CULVERT,.AT INTERSECTION, DRAIN TOj
N.-S. DITCH: WITH A DITCH -ON THE SIDE OF
WILKINSON ST. THAT HAS THE LEAST UTILITY
CONFLICTS.
(D-1)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
J.a
BASIN
;BASIN
REF.-N
REF. N0.
DESCRIPTION OF .PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
S-1
6.
EROSION, SILTATION,'..& PAVEMENT
CONCENTE4TE STREET RUN_QFF TO ONE POINT .OF
(Photo 38)
DAMAGE AT HEADWALL ON WILKINSON ST
RELEASE WITH ASPHALT CURBING, THEN USE EITHER
(N.—S. DITCH).
A CONCRETE CHUTE TO.INVERT OF DITCH (OR SOME
TYPE OF SOIL REINFORCEMENT MATTING).
7.
INLET & OUTLET ENDS OF CORRUGATED
REPAIR OR REPLACE; CRUSHED ENDS RESTRICT
METAL PIPE CRUSHED.
MAJORITY OF FLOW AT THIS POINT.
8.
PEDESTRIAN CROSSING JUST NORTH OF
EITHER 'REMOVE FILL AND SMALL CULVERT, OR
(Photo 2)
AYCOCK ST.; SMALL CULVERT RESTRICT
INSTALL PROPER SIZE CULVERT BASED ON DOWN-.
FLOW, CAUSES TRASH BUILD UP AT
STREA14 SIZE. (USING WOODEN BRIDGES WOULD NEED
INLET END OF PIPE.
LESS MAINTENANCE & WOULD NOT RESTRICT
DRAINAGE.)
9•
PONDING AT INTERSECTION OF AYCOCK
INSTALL A PIPE CULVERT UNDER AYCOCK ST., AND
ST-. & 158 BUSINESS.
DITCH TO THE N.-S. .DITCH ON THE SIDE OF AYCOCK
ST. WHICH HAS THE LEAST UTILITY CONFLICTS.
10.
PONDING EAST OF BYPASS IN LOW,
DITCH EAST TO THE N.-S..DITCH.
MARSHY AREA BETWEEN-ARCHDALE ST.
& AYCOCK ST..(THIS AREA'S SOILS
HAVE POOR VERTICAL DRAINAGE.)
11.
PONDING ON EDEN ST. BETWEEN 153
FILL & GRADE STREET WITH A CROWN; SWALES ALONG
BYPASS AND BUSINESS RT. 158.
EDGE OF SHOULDER TO CARRY REMAINDER OF PONDING
TO THE N.-S. DITCH.
(D-2)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE
BASIN
FF
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
EAST -OF 158 BUSINES.S..TN
THERE IS NO. CLOSE, CONVENIENT OUTLET FOR THIS
S-1
.PONDING
AREA OF "K.D.H. MANOR" 140TEL.
PONDING. CONSIDER USING INFILTRATION TRENCH
AND/OR A PERMEABLE SURFACE WHERE WATER PONDS,
SUCH AS "TURFSTONE".
13.
"AVALON BEACH" AREA; RTE. 158
AS OF APRIL, 1g83, A DETAILED DRAINAGE.PLAN IS
BYPASS TO 158 BUSINESS FROM-DURHAM
BEING.DONE WHICH. WILL BASICALLY ACCOMPLISH THE
Photos 15,
ST. TO BICKETT ST. OUTFALL DITCH..
FOLLOWING THINGS:
17)
PONDING ON STREETS & YARDS DUE TO
PROVIDE.MAINTENANCE ON THE EXISTING
NO DRAINAGE SYSTEM IN SOME AREAS.
DITCHES & PIPES CHECKING THE NEED FOR
AND WHERE A SYSTEM EXISTS IT HAS
REPAIR AND/OR REPLACEMENT. EXTEND THE
NOT -BEEN PROPERLY MAINTAINED.
EXISTING SYSTEM SOUTH TO CHARLOTTE ST.
MAJORITY OF AREA HAS SOILS THAT
WITH PIPE, AND IMPROVE THAT DRAINAGE
DRAIN POORLY VERTICALLY. ALSO.,
ALONGSIDE THE STREETS BY USING A COM—
SEWAGE DISPOSAL IS BY INDIVIDUAL ••
BINATION OF ROADSIDE SWALES, GRADED
SEPTIC TANKS NECESSITATING A WORK—
ENTRANCES DRIVES, AND POSSIBLY SOME
ING SURFACE WATER DRAINAGE SYSTEM.
ENTRANCE CULVERTS. (SOME MINOR FILLING
(.PRIORITY NO. 2).-
IN SMALL, LOW AREAS MAY BE MORE COST
EFFECTIVE THAN SWALES & CULVERTS.)
S-2
14.
PONDING FROM HAYMAN BLVD., TO
I
ROADSIDE DITCHES THROUGH 'WET" AREAS,
WILKINSON'ST.:AND FROM LEE AVE.
ENTRANC.ES':CUTS & CULVERTS, ASPHALT PATCHING, j
WEST TO�BAYVIEW DRIVE.
SEEDING & EROSION CONTROL, ENGINEERING &
.(PRIORITY No.'11)
CONTINGENCIES.= $12,528.,
(D-3)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE
BASIN
PROBLEM
REF. NO.
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
S-3
15.
PONDING ON SUFFOLK ST. FROM NORFOL
ROADSIDE SWALES TO CROSS PIPES UNDER NEWPORT
ST. TO SMITHFIELD-ST.
NEWS & SUFFOLK ST., CROSS PIPES UNDER AVALON
(Photo 25)
(PRIORITY NO. 12)
DR. & KITTY HAWK DR., CONCRETE DRIVE CUTS,
CULVERTS OR GRADED SWALES FOR DRIVES, SEEDING
& EROSION CONTROL & ENGINEERING AND CON-
TINGENCIES $12,318.
S-4
16.
PONDING ON SUFFOLK ST. FROM YORK-
LOWER,EXIST. DITCH ALONG -REAR PROPERTY LINES .
TOWN ST. TO PORTSMOUTH ST. (SOILS
EAST TO YORKTOWN ST., INSTALL CROSS -DRAIN AT
IN THIS AREA HAVE POOR VERTICAL
SUFFOLK ST. & PORTSMOUTH ST. INTERSECTION,
DRAINAGE).
CONSTRUCT ROADSIDE SWALES WITH EITHER GRADED
(PRIORITY NO."10)
CONC. ENTRANCES OR CULVERTS, SEEDING & EROSION
CONTROL, ENGINEERING & CONTINGENCES = $17,244.
S-5
17.
PONDING DOCK ST. & P-ORTSMOUTH ST.
l
ROADSIDE DITCH ALONG DOCK ST., CROSS -DRAINS AT
INTERSECTION.
PORTSMOUTH ST., EDENTON & BAY DRIVE, ASPHALT
CONTROL;
(PRIORITY N0.3)
PATCHING ON STREETS, SEEDING & EROSION
ENGINEERING AND CONTINGENCIES = $7,956•
S-6
18.
PONDING AT INTERSECTION OF DURHAM
it
LOWER THE EXISTING CULVERT UNDER BAY DRIVE AND
ST. FROM PORTSMOUTH TO EDENTON ST.
DITCH FROM SOUND EAST TO HAMPTON ST. (DITCH
(Photo 27)
(THIS AREAS SOILS HAVE POOR VERTI=
WOULD NEED TO BE PIPED FOR 100' ON SOUND SIDE
CAL DRAINAGE)
OF BAY DR. DUE TO A NEW HOME ENCROACHING ON
(PRIORITY NO. 4 )
EXIST,'DITCH.) INSTALL CROSS —DRAINS AT INTER-
SECTIONS OF DURHAM & EDENTON, FIFTH ST. & LISA
COURT, AND DRAIN'TO THESE WITH ROADSIDE SWALES
MISC. ENTRANCE DRIVES WOULD NEED CULVERTS OR
SWALES ON SURFACE TO REACH CROSS —DRAINS. ALL
DISTURBED AREA TO BE SEEDED & EROSION CON-
TROLLED PLUS ENGINEERING AND CONTINGENCIES =
(D-4)
$16,530•

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE PROBLEM
BASIN
REF. NO.
DESCRIPTION OF PROBLEM -AREAS
PROPOSED SOLUTIONS TO PROBLEMS
19.
PONDING SEMINOLE ST. WEST TO BAY
CONSTRUCT BASE DITCH FROM SEMINOLE ST. TO
S_7
DRIVE FROM CROATAN DR. TO INDIAN
SOUND, ROADSIDE SWALES FEEDING BASE DITCH_
Photos 2
DR.
(ENTRANCE CUTS WITH CULVERTS), CROSS —PIPES AT
22)
(PRIORITY NO. 7)
STREET CROSSINGS, ASPHALT PATCHING, SEEDING
AND EROSION CONTROL, AND ENGINEERING & CON—
TINGENCIES = $40,080.
s_8
20.
PONDING AT INTERSECTION OF DURHAM
OPEN UP EXIST. CULVERT UNDER 158 BYPASS ON
ST. & 158 BYPASS.
NORTH SIDE OF DURHAM ST.,
i
(Photo 37)
S_8
21.
PONDING BETWEEN DURHAM & FIFTH ST.
CONSTRUCT:'A DITCH ALONG REAR PROPERTY LINES
FROM BYPASS TO SMITHFIELD ST.
BETWEEN DURHATZ & FIFTH ST., USE..A'CROSS-DRAIN
I
AT DURHAM. &`NEWPORT NEWS INTERSECTION AND
ROADSIDE SWALES TO GET DRAINAGE INTO BASE
DITCH.. INSTALL A CULVERT UNDER DURHAM ST. ON
WEST SIDE OF BYPASS (OR CONC. SWALE ACROSS
DURHAM),.DITCH TO TIE —INTO EXIST. DITCH JUST
SOUTH OF DURHAM ST., LOWER EXIST. DOUBLE LINE
CULVERT UNDER E;EFTH ST. ( ONE ALREADY;: D'AMAGED) ,
AND LOWER DITCH TO 4th ST.,�AZSDING & EROSIONT
CONTROL AND ENGINEERING &,CONTINGENCIES
$103544..
22.
1—LINE OF EXIST. DBL. LINE OF 18"
REPAIR OR REPLACE.
CMP IS DAMAGED (BOTH PIPES NEED TO
(Photo 44)
BE LOWERED FOR PROBLEMS #20 & #21).
(D-5)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE
BASIN
PROBLEM
REF. NO.
DESCRIPTION OF PROBLEM -AREAS
PROPOSED SOLUTIONS TO PROBLEMS
S-8
23.
PONDING ON CLAMSHELL DR. FROM
CONSTRUCT'A NEW DITCH FROM CREEK ST. TO THE
SEMINOLE ST. TO WYANDOTTE ST. (THIS
EXIST. RTE. 158 BYPASS DITCH, CROSS -DRAIN AT
(Photo 24).
AREA HAS SOILS WHICH HAVE POOR
SEMINOLE & CLAMSHELL, ROADSIDE SWALES WITH
VERTICAL DRAINAGE.)
CULVERTS UNDER ENTRANCES, PAVEMENT PATCHING,
(PRIORITY NO. 5)
SEEDING & EROSION CONTROL AND ENGINEERING &
CONTINGENCIES = $95600.
24.
PONDING ON.RTE. 158 BUSINESS FROM
INSTALLA CATCH BASIN JUST SOUTH OF THE "JOLLY
(Photos 31,
THIRD ST. TO FIFTH ST. WHEN OCEAN
ROGER", WITH.AN OUTLET PIPE DRAINING TO THE
32,41,&:42)
TOPS DUNELINE EAST OF BUSINESS RTE.
POND WEST OF BUSINESS 158. USE PAVED ROADSIDE
158; WATER PONDS ON PAVED AREAS.
SWALES (GRADED) TO DRAIN PONDED SURFACE WATER
ALONG BUSINESS AFTER HEAVY RAINS'.
TO NEW CATCH BASIN. ALSO, (#25) TO,REDUCE PAVE
MENT DAMAGE ON THIRD ST. & DRAINAGE BACK-UP
REPLACE EXIST. 12" PIPE WITH A NEW 19". THEN,
25.
SMALL, BLOCKED 12" UNDER THIRD ST.
(#26) LOWER POND OVERFLOW TO MATCH THE
RESTRICTS DRAINAGE TO SOUND AFTER
ELEVATIONS OF THE EXIST. BYPASS CROSS -DRAIN.
A MAJOR'N.-E. STORM -(OCEAN OVER
WASH):
26.
EXIST. 18" POND OVERFLOW PIPE IS
i
HIGH AND REDUCES THE AMOUNT OF
STORAGE VOLUME THE PONDS COULD
HANDLE IF LOWERED.
!
f
I
(_D-6 )
m.w = m m= M m m== m m= m M .m m m

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
)RAINAGE PROBLEM DESCRIPTION OF PROBLEM AREAS PROPOSED SOLUTIONS TO PROBLEMS
BASIN REF. N0.
S-8 27. PONDING IN HARBOUR.DR. &LANDING
DR. AREA.
(.PRIORITY NO., 8 )
28. (VEGETATION IN BYPASS WEST DITCH
IMPEDES DRAINAGE FLOW TO SOUND.
29. PONDING EAST OF BUSINESS 158 IN
FRONT OF THE "LAMPLIGHTER".
30. PONDING ON SUTTON, PINEHURST, &
IROANOKE AVE.
S-8 31. PONDING ON FUTURE SITE OF 'ZIP
MART".
CONSTRUCT A BASE DITCH FROM EXIST. BYPASS
CROSS -DRAIN AT ASHEVILLE DR. TO LANDING DR. &
HARBOUR DR. INTERSECTION, CROSS -DRAINS AT ST.
CROSSINGS, ROADSIDE SWALES WITH EITHER
CULVERTS UNDER ENTRANCES OR GRADED TOP SUR-
FACES, -PAVEMENT PATCHING, SEEDING & EROSION
CONTROL, ENGINEERING & CONTINGENCIES = $19,290.
PROVIDE REGULAR SCHEDULED MAINTENANCE.
INSTALL CATCH BASIN ON EAST SIDE OF BUSINESS
158 CROSS -DRAIN UNDER BUSINESS 158, DITCH TO
THE EXIST. N.-S. DITCH.
ONE EACH STREET, CONSTRUCT'A SWALE ON -SIDE OF
STREET WITH NO UTILITIES, GRADING ENTRANCES OR
USING CULVERTS INCL. ONE CROSS -DRAIN UNDER
MEMORIAL AVE: DRAINING TO N.-S. DITCH.
INSTALL CROSS -DRAIN UNDER OCEAN BAY BLVD. TO
DRAIN TO EXIST. BYPASS WEST DITCH..
(D-7)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE
BASIN
PROBLEM.
REF. NO.
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
S-8
32.
PEDESTRIAN CROSSINGS AT ALBEMARLE
EITHER REMOVE FILL AND SMALL CULVERT, OR
.(Photo 1,4)
ST. & PAMLICO ST. RESTRICT DRAINAGI
INSTALL PROPER SIZE CULVERT BASED ON DOWN -
IN N.—S. DITCH AND CAUSES TRASH
STREAM SIZE. (USING WOODEN BRIDGES WOULD NEED
BUILD-UP AT INLET OF SMALL PIPES.
LESS MAINTENANCE & WOULD NOT RESTRICT
DRAINAGE.)
33•
PONDING EAST & WEST OF BUSINESS
INSTALL CATCH BASIN ON EAST SIDE OF BUSINESS,
RTE. 158 IN VICINITY OF "THE
CROSS -DRAIN TO WEST SIDE, DITCH ALONG 158
TRADING POST".
BUSINESS TO OREGON AVE., THEN TO N.-S. DITCH
ALONG OREGON AVE. (SOME PONDING COULD BE
ELIMATED BY FILLING, BUT NOT ALL.)
34.
PONDING EAST OF PIRATES LOOP &
SWALE TO EXIST: DRAINAGE DITCH CROSSING
SOUTH OF LANDING DRIVE.
LANDING DRIVE (ON SOUTH SIDE).
35•
PONDING EAST & WEST OF MONUMENT
INSTALL A CROSS -DRAIN AT LOW POINT OF MONUMENT
LANE AT WHITE CULDESAC AREA.
LANE, THEN DITCH SOUTH TO CANAL DRIVE WITH j
(Photo 26)
(SOILS IN THIS AREA HAVE POOR
CROSS -DRAIN THERE, ACROSS PROPERTY LINES TO !
j
VERTICAL DRAINAGE.)
LANDING DR. TO LARGE CANAL. (ELEVATION
(PRIORITY NO. 6)
DIFFERENCE AT CANAL MAY NECESSITATE A DROP
STRUCTURE.) j
(D-8)
i i i i i i i i i i• i i i i i i i i i

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
(DRAINAGE PROBLEM DESCRIPTION OF PROBLEM -AREAS PROPOSED SOLUTIONS TO PROBLEMS i
BASIN REF. NO.
S 8 3
6. PONDING ALONG LANDING DRIVE FROM USING CROSS -DRAIN OF LAAT NDING DR.,ANDAIN RUN
SEALOFT CT. TO SCHOONER CT. OFF TO NORTH. SIDE
NG
CULVERTS UNDER STREET APPROACHES .& A SWALE
I DRAIN TO THE CANAL N.=.E. OF SEAGULL CT.
37. PONDING ON EAST SIDE OF CANAL USE HT LANERTONDRAUNDER
INTOEEXIST. DITCHONFIRST
DRIVE SOUTH OF FIRST FLIGHT LANE. FLIGHT
NORTH SIDE OF FIRST FLIGHT LANE. (.SOME EXIST.
DRIVES WILL NEED CUTTING, CULVERTS, &
PATCHING.)
38." PONDING NORTH & SOUTH OF DOGWOOD USE ROADSIDLES WITH CULVERTS UNDER
LANE INTERSECTION WITH DOGWOOD LANE AND
TO DRAIN PONDING WATER TO CANAL.
39'
(Photo 62)
4o.
EROSION AT EXIST. OUTLET (83" x 57' USE CONC. DRAINAGE CHUTE FROM LOW POINT IN f
CMP) ON FIRST FLIGHT LANE. PAVEMENT TO PREVENT.EROSION FROM STREET RUN-
OFF. ALSO, ON EACH SIDE OF FIRST
TO FLIGHT
LANE
WILL i
ESTABLISH VEGETATION ON SLOPES.
BE HAULED IN, AS.EXIST. SAND WILL NOT
NEED TO
SUPPORT VEGETATION.)
PONDING IN VICINITY OF KILL DEVIL DRAIN SOUTH ALONG NORFOLK AVE. R/W TO EXIST.
DITCH SOUTH OF GODDARD AVE.
HILLS POST OFFICE.
(D-9) ,

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
)RAINAGE
BASIN
PROBLEM
REF. NO.
DESCRIPTION OF PROBLEM -AREAS
PROPOSED SOLUTIONS TO PROBLEMS
'0-1
41.
PONDING ON CLARK ST. & CORRIGAN ST
DRAIN ALL 3 AREAS EAST TO BYPASS USING SWALES
(CLAY STREETS) AND ALSO INTERSEC-
& CULVERTS, DIG.A NEW BYPASS DITCH NORTH TO
TION OF LANDING STRIP RD. & 158
THE EXIST. DITCH SOUTH OF GODDARD ST.,
BYPASS.
INSTALLING CROSS -DRAINS AT STREET APPROACHES.
42.
PONDING AT CORRIGAN ST. &
ROADSIDE SWALES TO NEW CROSS -DRAIN AT INTER-
WRIGHTSVILLE AVE. INTERSECTION
SECTION, DITCH EAST ALONG CORRIGAN ST. TO
(CLAY STREETS).
EXIST. N.—S.. DITCH.
43.
PO DING ON CLARK ST., BETWEEN
ROADSIDE SWALE TO N.—S. DITCH.
WRIGHTSVILLE AVE. & BUSINESS RTE.
158'..
44.
PONDING EAST OF BUSINESS RTE: 158
MODIFY EXIST. JUNCTION BOX AT OCEAN OUTFALL TO
IN FRONT OF "THE FIRST FLIGHT INN"
RECEIVE A GRADED PAVED SWALE FROM FIRST FLIGHT
INN.(STUB SMALL PIPE.OUT OF JUNCTION BOX.)
45.
EXIST. OCEANOURFALL SINGLE LINE
CONSIDER UPGRADING THIS OCEAN OUTFACE BY
OF 30" CMP) IS NOT ON PILING SUP-
EXTENDING IT INTO OCEAN ON PILINGS, ADDING A
(Photos 51,
PORTS.& DOES NOT EXTEND TO OCEAN
FLAPG.ATE DEVICE, AND VERIFY THAT THIS OURFALL
& 52)
AS IT SHOULD:.
HAS AN EXIST. EASEMENT. IF EASEMENT DOES NOT
EXIST, MAKE ARRANGEMENTS.TO SECURE ONE.
(D-10)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE
BASIN
PROBLEM
REF. NO.
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
0-2
46.
"OCEAN ACRES" = PONDING IN YARDS
AS OF APRIL 1983, A DETAILED DRAINAGE PLAN IS
(Photos 5,6,
AND IN SOME CASES IN HOMES, ALSO
BEING DONE WHICH WILL BASICALLY ACCOMPLISH THE
7, & g)
PONDING ON STREETS CAUSING TRAFFIC
FOLLOWING THINGS:.
PROBLEMS AS WELL AS ACCELERATING
BEGIN AN 15 STORM SEWER .SOUTH OF
STREET DETERIORATION. (LOW AREAS
OCEAN ACRES DR., BETWEEN COPLEY DR.
AT ELEVATION lOf, ARE.SURROUNDED B
& JONES CT., CONTINUE NORTH THROUGH
HIGHER GROUND WITH NO OUTLET WHEN
SUBDIVISION ALONG PROPERTY LINES
SOILS BECOME SATURATED.)
(WITH EASEMENTS).ACROSS BURNS DR. &
(PRIORITY NO. 1)
TIE INTO SYSTEM WHICH TRAVERSES
"WHISPERING PINES" SUBDIVISION. THIS
MAIN STORM SEWER LINE WILL BECOME THE
MAJOR OUTLET FOR STREET & YARD DRAINAGE.
RUN-OFF WILL BE DRAINED TO THE "MAIN
OUTLET" BY DITCHES ALONGSIDE STREETS
WITH CULVERTS PLACED AT DRIVEWAYS &
STREET CROSSINGS. A PORTION OF
"OCEAN ACRES" WILL BE DRAINED TO THE
D.O.T. PROPOSED DRAINAGE SYSTEM ALONG
RTE. 158 BYPASS;. SEE #54. FUTURE IN-
VESTIGATION WILL CONTINUE ON POSSIBLE
POND OVERFLOW DRAINAGE SYSTEM TO HELP i
REGULATE POND ELEVATION. NO COST ESTI-
MATE SINCE DETAIL PLAN IN PROGRESS AS
OUTLINED. ABOVE.
(D-11)

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE
BASIN
PROBLEM -DESCRIPTION
REF. NO.
OF PROBLEMAREAS
PROPOSED SOLUTIONS TO PROBLEMS
0-2
47.
"WHISPERING PINES" SUBDIVISION;
PIPE SYSTEM THROUGH SUBDIVISION (SOUTH
(Photos 11,
PONDING ON MOSTLY"UNDEVELOPED LOTS
UPSTREAM INLET JOINS "OCEAN ACRES" SYSTEM
12) .
& STREETS.
DISCUSSED IN # 46), TO NORTH LIMITS OF
(NOTE: LOW AREAS AT ELEVATION 10±
WHISPERING PINES SUBDIVISION, THEN A NEW FLAT
ARE SURROUNDED BY HIGHER GROUND
BOTT014 DITCH ALONG THE WEST R/W OF HELEN ST.,
WITH NO OUTLET WHEN SOILS BECOME
THEN ALONG THE SOUTH R/W OF HOLLY ST. EAST TO
SATURATED.)
THE EXIST...CROSS-DRAIN UNDER 158 BYPASS.
(ROADSIDE SWALES WILL DRAIN PONDED WATER ALONG
STREETS TO THE NEW PIPE SYSTEM.)
48.
EXIST. DITCH FROM TENTH ST. EAST
PROVIDE.MAINTENANCE ON A REGULARLY SCHEDULED
TO SECOND ST.•HAS HEAVY VEGETATION
BASIS ON DITCHES TO ELIMINATE THE LARGE BRUSH
IN FLOWLINE'CAUSING RESTRICTIONS-
& SMALL TREES EXISTING IN THE DITCH NOW.
IN DRAINAGE & UNECESSARY BUILD—UP
OF TRASH & DEBRIS AT INLETS OF.
STREET CROSSINGS.
49.
APPARENTLY A SEPTIC TANK.DRAINS
HAVE THE APPROPRIATE HEALTH.OFFICIALS-LOOK AT
(Photo 14)
INTO THE EXIST. DITCH BETWEEN
THIS AREA AND MAKE RECCOMENDATIONS. j
THIRD ST. & FOURTH ST.
I
50.
EXIST. 43" X•27" CMP UNDER RTE.
TO BE CLEANED OUT AS A PART OF WHISPERING
158 BYPASS SILTED FULL.
PINES.PROJECT CPROBLEM #• -47)
(D-12 )

12
FIGURE D,
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
)RAINAGE PROBLEM DESCRIPTION OF PROBLEM AREAS
BASIN REF. NO.
0-2 51• WRIGHTSVILLE AVE: & HOLLY ST. HAS
ONLY A PARTIAL CULVERT'UNDER CLAY
STREET, CAUSING DRAINAGE TO CROSS
TOP OF STREET, ERODING STREET &
SILTING DITCH DOWNSTREAM.
52. DOUBLE LINE OF 15" CMP SILTED AND
RESTRICTS FLOW TO OCEAN OUTFALL.
53• PONDING EAST OF RTE. 158 BYPASS I]
VICINITY OF "OUTER -BANKS MOTOR
LODGE".
0-3 54. EAST PORTION 0V "OCEAN ACRES"=
(Photos 9, PONDING IN YARDS, STREETS CAUSING
10, & 13) ACCELERATED STREET DAMAGE.
PROPOSED SOLUTIONS TO PROBLEMS
INSTALL 401-24" CMP UNDER WRIGHTSVILLE AVE.
CLEAN —OUT -SILT JUST EAST OF STREET.
REPLACE WITH A SINGLE LINE OF 24" CMP TO GIVE
A LARGE SINGLE BARREL FOR BETTER FLOW AND
ALSO FOR EASIER CLEAN —OUT.
NO CONVENIENT -OUTLET TO DRAIN TO.� CONSIDER
USE OF AN INFILTRATION TRENCH AND/OR USING
A PERMEABLE PAVEMENT SURFACE SUCH AS
"TURFSTONE".
THIS PORTION OF OCEAN ACRES .IS DESIGNED.TO
DRAIN TO A PROPOSED STUB PIPE SOUTH OF OCEAN
ACRES DR. ON THE D.'O.T. DRAINAGE SYSTEM FOR
THE RTE.'158 BYPASS IMPROVEMENTS. THIS WILL
BE ACCOMPLISHED BY.USING ROADSIDE SWALES &.
CULVERTS AT STREET APPROACHES & PRIVATE
DRIVES.'(PROPERTY OWNERS WILL NEED TO DRAIN
THEIR YARDS TO THE FRONT.)
I(D-13) I

FIGURE D
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGEPROBLEM-
BASIN
REF. NO.
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
0-3
.55•
PONDING ON OR NEAR THE EXIST. R/W
A WIDENING PLAN IS UNDERWAY FOR RTE. 158
(Photo 34)
ALONG-RTE. 158 BYPASS FROM PINE
BYPASS FROM PINE GROVE TRAIL TO NAGS HEAD.
GROVE TO.LAKE DR.; (EAST & WEST
THE DRAINAGE PLANS FOR THIS PROJECT INCLUDE
i
SIDES).
PIPE STUB—OUTS.IN LOW AREAS TO ELIMINATE
PONDING WATER.
56.
EROSION AT NORTHWEST CRNER OF
USE A CONCRETE SWALE TO CHANNEL RUN-OFF
(Photo 40)
KENTUCKY FRIED CHICKEN; UTILITY
AROUND UTILITY -POLE TO PREVENT EROSION &
POLE IN DRAINAGE PATH.
SILT DOWNSTREAM.
S7. -
SAND FILL WEST OF BUSINESS RTE..
AREA FRom 8TH ST. NORTH TO THE EXIST. OCEAN
(Photos 16
158, ACROSS. FROM "TANYA'S OCEAN
OUTFALL DEPENDS ON AN OPEN DITCH TO THE
& 18)
HOUSE",.BLOCKED DRAINAGE DITCH
OUTFALL. RELOCATE DITCH ALONG FRESH POND DR.
TO INLET TO THE EXIST. OCEAN OUT=
!. NORTH SIDE, THEN ALONG WEST SIDE OF BUSINESS
FALL.
RTE. 158 TO THE EXIST. OR "NEW" OUTFALL BY
D.O.T. 0.58)
58.
EXIST. OCEAN OUTFALL UNDERNEATH
D.O.T. PLANS TO ADD A NEW OCEAN OUTFALL IN
"TANYA'S OCEAN HOUSE" MOTEL
THE R/W•OF LAKE DRIVE ON EAST SIDE OF BUSINES
(Photos 19
'
CONTINUALLY BURIED BY'SAND FROM
RTE. 158. (SIZE & MAT'L. = 36" SINGLE LINE
29, & 30)
N.-E. STORMS, AND ALSO IT IS ON
OF RCP.ON PILINGS EXTENDED INTO OCEAN.)
LAND WITHOUT:AN EASEMENT. (.OUTFALL
IS NOT ON PILINGS OR EXTENDED
INTO OCEAN.)
(D-14)

1
APPENDIX E
' References
1.
A Sunmary Report - Southeast Conference on Urban Storm
Water Management, at North Carolina State University,
April, 1979 Prepared by David.H. Howell, Published by
Water Resources Research Institiute, The University of
North Carolina.
i2.
Design and Construction of Sanitary and Storm Sewers,
ASCE Manuals and Reports on Engineering Practice - No.
'
37; 1974.
3.
Design of Exfiltration Trench Systems for Underground
'
Disposal of 'Storm Water Runoff by Darrell E. McQueen, P.E..
Briston, Childs and Associates, Inc., Coral Gables, Fla.
May, 1979.
'
4.
Engineering Field Manual 'for 'Cons'ervatiori Practices,
U.S. Department of Agriculture, Soil Conservation Service,
'
April, 1975.
5.
Flood Insurance Rate Map = Kill Devil Hills, North Carolina,
'
No. 375353 A - U.S. Department of.Housing and Urban Develop.
6.
Guidelines for Control of Erosion and Sediment Durin
IConstruction,
North Carolina Department of Transportation,
July 1, 1980.
'
7.
Handbook of Des i n for Highway. Surface Drainage 'Structures,
prepared by Bridge -Location & Hydrographic Department,
C.R. Edgerton, State Hydrographic Engineer, 1973.
'
8.
Hydrology,.Section 4, SCS National Engineering Handbook,
U.S. Department of Agriculture,. Soil Conservation Service,
'
August, 1972.
9.
Practices' in' Det'ehti:on of Urb'ari Stormwater Runoff,
'
American Public Works Association Special Report No. 43, 1974.
10.
Proceedings of a Workshop = North 'Carolina Workshop 'on
'
Management of Stormwater,' Sedi 6ntatibn,'.'and Flood Control
in Urban Areas, January 5, 1978, published.by Water Resources
E-1

I
Research Institute of The University of North Carolina.
11.
Roadway Standard Drawings, State of North Carolina, Depart-
,
ment of Transportation, Division of Highways Roadways Design
Unit, July 1, 1978.
12.
Sedimentation Control,. Chapter.4, Title 15, North Carolina
Administrative Code, January 11,.1978.
13.
Standards and Specification 'for Roads 'and Structures, North
T-
Carolina Department of Transportation July 1, 1978.
14.
Stormwater Management Alternatives, J. Tourbier and R.
'
Westmacott, Editors, Water Resources Center., Univeristy
of Delware, April, 1980.
'
15.
Subdivision Roads - Minimum Construction Standards, North
Carolina Department of Transportation July 1., 1979.
'
16.
Town of Nags Head Surface Water Drainage Plan, Coastal
Consultants, LTD and McDowell -Jones, P.A., June 30, 1980.
,
17.
Underground Disposal of Storni Water Runoff, Design Guidelines
Manual, -by Joseph B. Hannon, P.E., U.S. Department of Transporta-
tion, Federal Highway Administration (FHWA - TS-80-218)
'
February, 1980...
18.
Urban Hydrology for Small Watersheds, Technical Release
No. 55, United States Department -of Agriculture, Soil
Conservation Service, January, 1975.'
'
19.
Various'Soil''S'urveys,-Dare County,. North Carolina, United
States De of Agriculture,.Soi1 Conservation Service,
,
Various Dates.
20. Water tial'it '.and Urban 'S't'o'xniwat'er; A Management Plan, '
Divi.9ion of Environmental Management, North Carolina
Department of Natural -Resources and Community Development,
July, 1979. ,
E-2 I
1

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TOWN OF
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1
WESr SIDE' OITCH BY -
y,',T f�982h
1
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HN
C SABLE OF - 01IMMMARKS
qiF p10.
TYPE
DESCRIPTION
ELEVATION
i
C.E.R_C.
MASS DM IN LONG.(P•166)
!.7
Z
C E.R.C.
« « « r RM I I
a •ie
3
C.E.R.C.
" " INVIL RM 21
7.29
I 4
C.E.R.C.
(E-f66)
6.33
6
C.E.R C.
(ItILL RM 2 )
111.163
7
C.E. III C.
" " (KILL RM I I
6.47
S
C. EA.C.
(R I6i)
I O. is
9
T,8.M.
TOP OF FIRE HYDR N
9
0
T B.M
10.16
u
T B.M
t1.76
2
T. SOL
} At, DENOTES LOCATION s REFERENCE NUMBER Of 6ENCNIMARKS.
i
= COASTAL ENGINEERING RESEARCH CENTER , (MORTH CAROLINA )
0
SOILS SUMMARY
REF
NAME
DRAINAGE
tHCHES/HO1R1
WATER
MYORDt"IC
NO.
1PERM0111LITY1
TABLE
SOIL OR"
8
COROLLA - DUCKSTON COMPLEX
POOR
S" - 200/ NR.
1' • 3'
0
12
DUCKSTON FINE SAND
VERY POOR
6"-YO"/MR.
0'•E`
D
IIOTCS
1 MOINOTES LOCATION OF THE SOILS LISTED IN THE SUMMARY ABOVE.
REF: NO., NAMES, N OTHER WORMATION WAS TAKEN PROM
MS. SOIL CONSERVATION SERVICE SOIL SURVEY INTERPRETATIONS.
I. a HYDROLOGIC 30IL GROUP
A- LOW RUNOFF POTENTIAL, HIGH INFILTRATION RATE EVEN
THOROUGHLY WETTED.
JL- MODERATE RATE OF INPW-TRATION WHEN THOROUGHLY WETTED.
= SLOW RATE OF INFILTRATION WHEN THOROUGHLY WETTED.
Q = W014 RUNOFF POTENTIAL, VERY SLOW INFILTRATION RATE
WHEN THOROUGHLY WETTED.
SOILS WITH DUAL CLASSIFICATION (WA ) DENOTE A CLASSIFI-
CATION OF •1 AS IT EXISTS AND THE FACT IT WOULD HAVE A
CLASSIFICATION OF A WITH A COMPLETE DRAINAGE SYSTEM
INSTALLED. I
E
COLINGTON
LEGEND
ITEM
EXISTING
PROPOSED
CORPORATE LIMITS
-�--
BULOiNG SHOWN FOR ORIENTATION
PURPOSES ONLY
OPEN DRAINAGE DITCH INDICATING
DIRECTION OF FLOW
2e C M P
PIPE CULVERT, SIZE a MAT'L.
- ---
LOCATION OF PHOTOGRAPH WITH
+
REFERENCE NUMBER, KEYED TO
10
FIGURE "le( PHOTO INDEX )
BENCHMAPK ( VERTICAL CONTROL) WITH
REF. NO. ( SEE TABLE AT LEFT)
PROBLEM AREA WITH REFERENCE NUMBER
5
EXIST. PM CULVERT CONDITION (9-82)
140 SVMMX= SILTATION NEGLIGIBLE
SILTED h PIPE DIAMETER
Q,
�=
s SILTED FULL
CIO
•.J
w
=rr ZI - 4r -�
a
N /y
1C J� 0
f ,r U
11 Vf
"DAIRY F J DARE CO.
« 7 0 WATER PLANT
�-
c
FIGURE 11A11
j EXISTING DRAINAGE FACILITIES, PROBLEM AREAS,
AND PROPOSED DRAINAGE IMPROVEMENTS FOR
STORM WATER MANAG
EMENT PLAN
TOWN OF KILL DEVIL HILLS
DARE COUNTY, NORTH CAROLINA
DESIGNED DRAWN CHECKED
G.V. STALVEY W. P M. WDOWELL-JO.NES, P
APPROVED DATE SCALE ENGINEERS •SURVEYORS
I" = 800` Post Office Box -391
W. P. M. MAY I983 303 E. Main Street, Suite 9A
PROJ. NO. FILE NO. SHEET Elizabeth City, N.C. 27909
400-47 B - 100-77 1 OF— I
iuZ