Storm Water Management Plan-1982

STORM
WATER
MANAGEMENT
PLAN
FOR
THE TOWN OF
MANTEO , NORTH CAROL 1 NA
McDOWELLJONES 9 P. A.
PREPARED BY � � ENGINEERS • SURVEYORS
ELIZABETH CITY,NORTH CAROLINA
JULY 1982 �

STORM WATER 1IANAGEIIENT PLAN
FOR
THE TOWN OF MANTEO
NORTH CAROLINA
Prepared by:
'McDowell -Jones, P.A.
Engineers -Surveyors
Box 391
Elizabeth City, N.C.
July 1982

TABLE OF CONTENTS
Section
Pages
I. Introduction
2
II. Existing Physical Characteristics
3
1. Topography
2. Soils
3. Climate
III. Inventory of Existing Facilities
4
IV. Design Criteria and Standards
2
V. Recommendations, Costs, and Priorities
5
Appendix:
Figure 1: Maps - General Plan of Existing
Conditions"
Back packet
P
Figures 2 Maps - "Existing Drainage Facilities,
thru 4: Problems Areas, and Proposed
Drainage Improvements"
Back Packet
Figure 5: Summary of Estimates Storm Water Runoff
1
Figure 6: Photo Index
2
Figures A.' Photographs
Back Packet
thru U
Figure 7: Summary of Problem Areas with
6
Proposed Solutions
Figure'E: References
3

1
STORM WATER MANAGEMENT PLAN
'
I. INTRODUCTION:
'
The
purpose of this management plan is to provide data and
background information to accomplish the following objectives.
'
1.
To identify current surface water drainage problems.
'
2.
To anticipate future drainage problems in Manteo.
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..
'
5.
To help reduce existing and future maintenance and capital
cost for the necessary storm water drainage systems in
'
and around Town.
6.
To help cccrdinate associated regulations as soil erosion
'
and flood 1�,ain management.
7.
To assist the Town to set up cooperative agreements with
the North Carolina Department of Transportation (N.C.D.O.T.)
'
and Dare County in protecting and maintaining the area's
drainage systems.
'
This data has been generated through collation of the following
'
sources:
1.
Ground topographic surveys and photographs.
1
2.
Aerial photographs.
3.
Interviews with Town officials, North Carolina Department
'
of Transportation officials, local Soil Conservation Ser-
vice officals, Corps of Engineers, and local citizens.
I-1

4. Existing Coast and Geodetic mapping.
5. Flood Insurance Rate Map; U.S. Department of Housing and
Urban Development
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.
There are three recent events which will have a significant
impact on the stormwater management plans for the Town of Manteo.
These events are the Town's recent annexation, the preparation for
the 400th anniversary, and the N.C.D.O.T. assuming responsibility
for the maintenance of the majority of the existing developed
streets within the Town's corporate limits. The first two items
relate to more land area and development pressures for the Town
to contend with. The third item relates to probably the best
mechanism the Town has to solve a majority of their storm water
drainage problems -establishing a cooperative agreement with N.C.
D.O.T. to prorate the costs of repairs, maintenance, and develop-
ment of appropriate storm water drainage systems
Another significant resource for corrective action is through
the adoption of this plan and the generation of development
standards, the Town then can more easily and efficiently require
the developers of new projects such as subdivisions, apartments,
and commerical projects to upgrade existing storm drainage systems
that are impacted by their developments.
I-2

II PHYSICAL
1. Topographic Features:
The Town of Manteo is located on the Coastal Plains with
the existing ground elevations varying from approximately 0
along Shallowbag Bay to elevation 4 at the southern end and 10
or more at the northern end of the corporate limits. Highway U.S.
64/264 which is the primary road system through. the Town is the
approximate boundary line between the primary drainage corridors
in this area. In general the natural drainage flows east and
west from U.S. 64/264 to Shallowbag Bay and Croatan Sound (see
figure 1) respectively. Existing ground slopes vary from approxi-
mately 0% adjacent to U.S. 64/264 to approximately 1% along John
' Bordan St. and Devon St. In particular flat areas in the vicinity
of Kelloggs Supply, Manteo Elementary School, Manteo Motel, Eliza-
', ' beth Manor Motel, S&R, and Ben Franklin have helped to create
some of the existing drainage problems.
sixty to seventy percent of the land within the corporate
' limits is subject to flooding by a 100 year storm reaching an
elevation of 8.0. Due to wave overwash, the 100 year flood eleva-
tion is several feet higher along Shallowbag Bay.
-' 2. Soils:
The existing soils in the Town of Manteo play a major role
' in the extent of drainage problems in the community. We have
identified seven soils with characteristics which typically generate
' drainage problems. Figure I reflects these areas as well as shows
' that a number of the identified drainage problems are located within
these drainage restrictive soils.,
II-1

Poor soils.have been shown in the following four general
areas:
1. Between Washington St.and Winginia Ave. from Burnside
Ave. to Raleigh Ave. (Kellogg Supply, Manteo Motel, &
Elizabeth Manor Motel)
2. Along Agona St. and Fernando St. from their inter-
section to Uppowoc Ave.
3. Along First St. wes.t of Elm St. to California St.
4. West of U.S. 64/264 and south of Bay St. (S&R, Ben
II
1
1
Franklin, Portion of Town property).to vicinity of Vista Lake '
Two soils which make up.a majority of the poor soils shown
on figure I are the Torhunta Series and the Mascotte Series. 1
The Torhunta Series consists of nearly level very poorly
drained soils with moderately rapid permability. The seasonal
high water table is within 1 foot of the surface. The Ap horizon
(0-9") is black.fine sandy loam; the A 12 horizon (9"-15") is
dark grey loamy sand and the B horizon (15"-40") is dark grayish
brown fine sandy loam.
The Mascotte series consists of poorly drained moderately
permeable soils that formed in marine deposits of sandy and loamy
sediments. The seasonal high water table is within one foot of
the surface. Typically, these soils have an upper sequence of 1
horizons with a very dark gray Al horizon (0-3"); gray A2 horizon (3"-�'
and a dark reddish brown or dark brown Bh horizon (16'-28"). The
soils are on nearly level flatwood areas with slopes of 0 to 2%.
II-2
II
II
II

71
' 3. 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 Oceanic
and Asmospheric Administration (NOAA) at Cape Hatteras, approxi-
mately 50 miles south of Nags Head. General climatic conditions
in the study area closely approximate 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
1 more than annual rainfall at Bodie Island. The wettest months
' are 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,
and from the southwest in spring and summer. Hurricans are fairly
' frequent along the Outer Banks, and occur mainly in August and
September.
II

' III. INVENTORY OF EXISTING FACILITIES AND PROBLEMS
' The purpose of this section is to identify the major drain-
age features which influence the drainage capabilities of the land
' within the corporate limits of the Town. To assist in preparing
' this data we have provided several maps (Figures 1-4); Drainage
Calculations (Figure 5.), and photographs (Figures A-U).
As mentioned earlier the two primary drainage corridors are
separated by a ridge which generally coincides with the align-
ment of U.S 64/264 through the corporate limits. Drainage generally
' flows east to Shallowbag Bay or west to the Croatan Sound from
U.S. 64/264. We have identified on figure l the'subbasins east
' of U.S. 64/264 which drain to the Bay as "B" basins and the sub -
basins which drain west to the Sound as "S" basins.
' The only major deviation from this natural drainage descrip-
tion is in the vicinity of Kelloggs Supply and Manteo Elementary
School area. This area is depressed relative to eastward drainage
' and was sandwiched in between the ridgeline along Winginia Ave.
and U.S.. 64/264. Therefore, drainage in this area must flow north
along the east side of U.S. 64/264 until it can drain east through
' a ditch approximately 600 feet north of Town. It is probable the
natural drainage flow from this area was west of U.S. 64/264 along
the Burnside Ave. corridor, but the land slope is very flat and there
is no adequate ditch system in this area at this time to handle
' •drainage from this depressed area.

There are three major drainage basins which have potential
problems. They are basins B-6, B-1, and S-1.
Basin B-6p This basin drains approximately 17 acres in the
"downtown" area of Manteo adjacent to Budleigh St. This system
is typical of the drainage systems east of U.S. 64/264 in that it
consists of a series of ditches and storm sewer pipe beginning
its upper end in the vicinity of Uppowoc St. and drains east to
its outlet in Shallowbag Bay in the vicinity of the new Agona St.
extension and Queen Elizabeth Ave.
The significance of this system is its potential for major
problems because it drains beneath several buildings creating
foundation problems for these buildings as well as Potential areas
for trash and silt to block the system creating flooding problems
in the vicinity. These problems are evident under the buildings
which are currently occupied by the following businesses - The
Village Tavern, M.T. Twiddy, Silver Image Photo Gallery, and
Nationwide Insurance. See Photos P and Q which reflect the founda-
tion conditions,
restrictive flow area, and the buildings straddling
this drainage system. Photo,.- F in this basin reflects a typical '
ditch section west of Essex Ave.
Basin B-1: This basin drains;approximately'134 acres of
which approximately 100 acres (estimated by SCS) is outside the
corporate limits. Like Basin S-1 below it is important for the
Town to coor.dinate with the County and N.C.D.O.T. to maintain the
integrity of the drainage systems within the basin. One major '
III-2
1 I

problem noted in this area is flooding in the Kellogg Supply Co./
Manteo Elementary School area (see figure 1). This problem has
' been created by trash and silt blocking the ditch system along
the east side of U.S. 64/264, flat ditch slopes, restrictive ditch
' section between U.S. 64/264 and Winginia and siltation in Dough's
Creek (see Photo A).
Basin S-1: This basin drains the majority of town west
of U.S. 64/264 (71 ac.+) through a system of ditches which flow
?' into the canal on County St. (S.R. 1128). This system drains approximate
500 acres .of,land, outside :,the corporate limits. The determination
' of the amount of..total runoff .,was beyond the scope•of,this
project. This land is still sparsely developed. It is important
to develop coordination between the Town, County, and N.C.D.O.T. to
properly regulate new development drainage systems and to maintain
' the existing drainage systems.
Typical problems in Basin S-1 are generated due to lack of
maintenance which allows siltation, vegetation, and trash to build
i,
' up in these drainageways and restrict drainage. Examples of these
problems are seen in photo figures B,C,G, and H. Other problems
noted in this basin are shown in Photos D,N,R,S, and T which re-
flect poorly seated catch basin grates, lack of roadside ditches
!, creating ponding problems, and a utility conflict with a poorly.
' maintained ditch.
J�
In summary general problems which have been documented by
III=3

this study
include:
'
1.
Lack of maintenance to preserve the existing drainage
systems.
'
2..
Lack of development standards and drainage ordinance to
outline and require.effective and appropriate drainage
construction.
'
- 3.
Lack of drainage easements to protect existing drainage
systems.'
1
4.
Lack of coordinated effort between Town of Manteo, Dare
County, and N.C.D.O.T..to identify drainage problems
and responsibilities.
'
We
have provided a detail listing of identified site specific
problems as
well as generalized solutions to these problems on map
,
figures 2;3.•4,.
and tabular figure 7. Figure 6 reflects an itemized
'
listing of
the photos in the back packet. These photos have been
categorized
into typical problems areas.
'
III-4
'

IV. DESIGN CRITERIA AND STANDARDS
The purpose of this section is to the extent possible outline
basins to estimate stormwater runoff, and to show typical storm
water facilities that would be used in the Town of Manteo. As men-
tioned earlier map figure d reflects the drainage basins that have
been delineated in the Town. These basins have been outlined for
planning purposes only and are only approximately described. Figure
5 reflects a summary of estimated stormwater runoff for the respective
basins.
The rational method was used to compute the 2 year, 10 year and
50 year storm frequency estimated peak runoff. This method was com-
pared with the SCS method outlined in Urban Hydrology for Small
' Watersheds, technical release No.55. There appears to be reasonable
correlation between the two methodoligies especially when adjusting
1 the SCS method for slopes less than 1% and swamp and ponding areas.
Standard drainage des ign.procedures and State drainage policies are
outlined in Handbook of Design for Highway Surface Drainage Structures
' prepared by and available from the North Carolina Department of Trans-
portation.
Typical drainage structures that are common to Manteo are:
' ditches, (photos A,B,H) corrugated metal pipe culverts (photos B,C,E),
and catch basins (photo D).
Where soils permit, possible drainage structures and procedures
to assist in developing drainage and/or sand absorption are: infiltration
IV-1

II
11
systems (photo U) trenches, roadside swales, ponds and porous '
pavement with turfstone. '
Detail drawings, construction specifications and procedures
for drainage systems and road construction can be found in N.C.D.O.T. '
publications Roadway Standard Drawings and Standard Specifications
for Roads and Structures. t
1
TV-2

V. RECOMMENDATIONS COSTS, AND PRIORITIES:_
We have identified a number of drainage related problems
within the Town of Manteo. These problems have generally been created
from a lack of an overall plan to pursue an orderly development of
storm water management procedures in the community. At the present
time there are a number of documents available which can assist the
Town of Manteo to develop a coordinated procedure for handling its
storm water management affairs. The key is for the Town to have
personel who are aware of these documents and who can interpret and
implement their intent. Since the Town is limited as far as having
technical staff available to accomplish this goal, they must rely
on State, Federal, or private consultants to assist them.
The problems,we have identified cross several lines of
responsibilities and,therefore it is important to establish coordi-
nation between the affected agencies. In particular the North
Carolina Department of Transportation, Dare County, and the Soil
Conservation Service all play a part in implementing the stormwater
management plans for the Town of Manteo. One of the first priorities
for the Town should be to meet with these respective agencies to
review this document and discuss how some of these problems can be
resolved. In particular, D.O.T., Dare County, and SCS are primarily
involved with the problems in B-1 and S-1. The problems in the down-
town Basin B-6 are primarily between the Town and D.O.T. Since D.O.T.
has taken over the maintenance responsibilities for 90% or more of
the existing Town's streets.
V-1

We have listed major concerns in Basins B-6, B-1, and S-1.
First consideration should be given to Basin B-6 td eliminate the
existing and potential problems of existing downtown buildings
straddling and restricting drainage flow from portion of Budleigh
St., Annias Dare, Uppowoc, Essex, and surrounding lands. We have
proposed diverting a major portion of this flow south along Essex,
crossing Agona, and discharging in the marsh south of Fernando St.
This system would also help alleviate flooding in low areas ad-
jacent to Fernando St. Drainage easements would be needed between
Sir Walter Raleigh and Agona and between Agona and Fernando. We
have estimated the cost at approximately $24,000
Since we have been preparing this report we have been working
with D.O.T. concerning the problems in Basin B-1 which drains the
Kellogg Supply Co./Manteo Elementary School. D.O.T. plans to pipe
the ditch along the east side of U.S. 64 from Kellogg to Raleigh Ave
to permit the construction of a sidewalk. D.O.T. also plans to
enlarge significantly the ditch between U.S. 64 and Winginia, in-
crease the existing 48 inch pipe under Winginia to 54 inch and
assist the County in obtaining permits to clean out Dough's Creek.
We feel these items will be a major improvement to the drainage
systems in the area.
Besides these D.O.T. improvements we are recommending that
an 18 inch over flow pipe be constructed from behind the school
yard to John Borden St. to a proposed 24 inch system which will
drain down John Borden to the Bay at Croatan Ave. The purpose
of this overflow pipe is to help reduce the flooding potential in
V-2
1

71
in Kelloggs yard as Basin B-1 continues to develop.
To.help correct problems on Devon St, and Croatan St. we
are proposing a new storm sewer system along Devon St. from Uppowoc
St. to Lord Essex and then along Lord Essex to John Borden St. to
tie into the proposed 24 inch which drains to the Bay. These systems
tie together at the intersection of Lord Essex and John Borden at
the same place the 18 inch overflow from the school property would
connect. The proposed system along Borden, Lord Essex, and Devon
is estimated to cost approximately $60,000 and would help to eliminate
problems along Devon St., John Borden, Croatan St., and Kellogg /
school property.
Of immediate concern along this system should be the drive
way settlement noted as problem 7 on figure 4 at the intersection of
John Borden and Croatan Ave. We have proposed rerouting the system
so it will not drain under the existing driveway and garage as well
as being close to the house foundation. This settlement should be
investigated and the problem corrected so the driveway will not be
damaged further.
We identified Basin S-1 as significant because of its overall
size 500 Ac+ and the need to maintain the existing ditch systems.
The majority of the basin is outside of the Town's corporate limits,
but it is important for the Town to understand how its land must
drain through this area and the significance of the existing drainage
systems. In particular relief for drainage problems along Washington
St. and Wilson St. must be developed along the roadside ditches
draining south and west. Relief for drainage problems along First
St., Bay St., and California St. must drain to the existing canal
V-3

17
along County St. (SR 1128).
While preparing this study we have assisted the Town in re-
viewing the drainage plans for the Harbourtown Apartments on Bay
St. (SR 1131). This project will be upgrading the drainage along
Bay St., the ditch between Bay St. and County St. and the County
St. pipe crossing. The significance here is having a plan or data
available so that new developments will be required to make im-
provements because of their impact to the existing drainage systems
We recommend that a drainage ordinance be prepared which
11
11
11
[_1
would integrate the following references as appropriate for the Town. '
1. Drainage Design — Handbook of Design for Highway
Drainage Structures D.O.T. (Ref. 9); Design and Construction'
of Sanitary and Storm Sewers ASCE (Ref. 2) '
2
Drainage Standards: Standards and Specifications for Roads
and Structures D.O.T. (Ref. 17); Roadway Standard Drawings '
D.O.T. (Ref. 15).
3.
Roadway
Standards:
Subdivision Roads D.O.T.
(Ref.
19)
4.
Erosion
Control:
Guidelines for Control of
Erosion
and
Sediment During Construction D.O.T. (Ref. 8).
5. Flood Plain: Flood Insurance Rate Map HUD (Ref. 6)
In summary along with establishing lines of responsibilites
for drainage maintenance and construction between the Town, D.O.T.
and Dare County the following items should be pursued to implement
the report:
1. Develop a drainage ordinance.
2. Develop a storm water drainage design Manual
V-4

3. Utilizing 1 and 2 above to coordinate a complete storm
water management policy which would include the intergration
and coordination of the present flood control, drainage,
sedimentation and erosion and urban runoff quality policies.
In closing we feel the initial objectives should be to
establish responsibilities, agree on drainage philosophies and then
prioritize corrective solutions to the drainage problems. The cost
for these improvements should be equally distributed among those
parties that benefit from the improvements which would include D.O.T.,
the Town, Dare County, and the land owner affected by the problem.
Possible sources of assistance to correct these problems are D.O.T.
construction and/or funds, new developments, property owner assessment,
Farmers Home Administration, Community Development Block Grants,
and Resource Conservation and Development. Due to the specific
nature of these problems, it is felt that the first three sources
are the most likely candidates to generate the needed monies and/or
improvements.
E
V-5

= = m = = m m ■s = m = = = = = = = = m
FIGURE 5
SU11MARY OF ESTIMATED STORM WATER RUN-OFF
......... .......................................................
DRAINAGE
BASIN ACRES+_'_
, .............RUN-OFF CCFS"__ _ "...,_
APPROXIMATE
BASIN
DESIGNATION
INSIDE
CORP.
LIMITS
OUTSIDE
CORP.
LIMITS-.'.
TOTAL,.
ACRES
.';.,;;,.;. EXISTING..,',;.'...;_
...... DEVELOPED.100%
CAPACITY
OF OUTLET
@ 1% SLOPE(1
RUN-OFF
COEFF.
".C°..
..STORM FREQUENCY.'"
RUN-OFF,
COEFF.
"C"
...
..STORM FREQUENCY
Q?"..,
10
Q...
S0
Q..
Q2 ..
.:Q10.
Q50
B-1
33.7
100
..135..-
..0.25. .
1..64
...105
...135
..0:35...
..113..
..180
236
147 (2)
B-2
BASIN B-2 IS A PORTION OF THE.LARGE.BASIN.WHICH.DRAINS.OVERLAND.INTO.DOUGHS.CREEK;
B-3
10.6
-
10.6
0.38
...12
19
, ..24
..DEVEL..100' ;.SEE.EXISTING
6.5 (3)
B-4
21.9
-
21,9 -
0.38
25.
39
....50
..0.45...I...30..I
... 46.
59
6.5 (4)
B-5
3.3
-
...3.3..
..0.90...
...10.
....15
....19
..DEVELOPED.100 ;.SEE.EXISTING
6.5
B-6
17.0
-
17.0
0.55
22
34
44
DEVEL. 100 ; SEE EXISTING
10 55
B-7
1.8
-
1.8
0.75
6
9
11
DEVEL. 100 ; SEE EXISTING
6.5
B-8
36.7
-
36.7
0.30
120
1 33
44
-0.45
38
59
78
42
B-9
16.2
-
16.2
0.30
17
26
34
0.45
26
.39
50
11
B-10
4.8
4.8
0.38
6
10
13
0.45
8
12
15
11
B-11
1.0
-
1.0
0.25
1
2
2
0.35
2
2
3
6.5
B-12
14.3
-
14.3
EXIST. MANTEO HIGH SCHOOL BASIN; PUMP SYSTEM_ DESIGNED BY SCS DRAINS
AREA INTO SHALLOWBAG BAY) '. .
B-13
11.0
22±
331
0.30
I . 29
I 451
561
0.40
I 38 I 59 I 75 2-outlets 41
S-1
72.2
500±
572
RUN-OFF NOT COMPUTED DUE TO MAJORITY OF BASIN BEING BEYOND THE SCOPE OF
THIS PROJECT; BASIN MOSTLY UNDEVELOPED E DRAINS INTO CANAL BESIDE COUNTY S'
S-2
29.0 (BASIN S-2 IS A PORTION OF THE LARGE BASIN IN AREA OF THE OLD CLOSED DARE COUNTY
LANDFILL. DRAINAGE IS MOSTLY.OVERLAND.TO CROATAN SOUND.)
-
CONDIT
5-1

I
(1) The scope of this project did not permit detail field level
work to obtain actual pipe slopes. Using an assumed 1% slope
as being the probable maximum slope on any of these pipes
provides some indication of the existing capacities. This
data reflects that most systems in the Town have a storm fre-
quency capacity of 2 years or less when the basin is 100%
developed. This is common in coastal communities. Standards
vary but a number of communities use 5 year or 10 year stand-
ards which require larger pipe systems. D.O.T. use 25 year-
50 year capacity for systems which cross their roads and 5
10 year capacity for systems which parallel their roads. ,
(2)' Basin B-1 run-off CFS) can be reduced by approximately 10%
by the installation of the storm sewer system parallel to
John Borden.St. The proposed system would act as an overflow
in the vicinity of Kellogg. In effect Basin B-1 will have
2 outlets. -
(3) Basin B-3 will be increased by 7.6 acres from Basin B-4 through
a 12"-15" storm sewer. Also some additional drainage from
Kelloggs area will occur through the overflow system which
will be carried to Shallowbag Bay by the proposed 24" pipe.
' (4) Basin B-4 acreage will decrease by 35%, making it easier for
the existing undersized outlet to handle the reduced flows.
11
n
[1
(5) 80% of Basin B-6 as it exists, will be diverted south, away
from downtown area and buildings. The remaining 20% of Basin
B-6 will continue to function, with greatly reduce=lows and
no open ditches to allow erosion under buildings or trash into
open ended pipes.
' S-2

Li
II
IV.
FIGURE 6
PICTURE INDEX
SILTATION, TRASH, & VEGETATION PROBLE:S
A. 'Ditch to Doughs Creek - Behind New Manteo High School
B. Major Drainage ditch for Basin S-1 shown at County St.
crossing.
C. Elm & First St. Intersection
F. Major ditch for downtown basin B-6, shown west of Essex Ave.
G. Roadside ditch Washington St.
H. Roadside ditch - Washington St.
POOR DRAINAGE STRUCTURE CONSTRUCTION
D. Grates poorly seated at West St. & Burnside Ave.
E. Holes punched in top of metal pine.
TYPICAL FLOODING PROBLEMS
I. Kelloggs Supply
J. Wind Tide south of town.
STREET PONDING DUE TO LACK OF ROADSIDE DITCH, STORM SEWER,
AND/OR CURB AND GUTTER.
K. John Bordan - Lord Essex St. Intersection
L. Devon - Lord Essex St. Intersection
M. Devon - Winginia Intersection
N. Bay St..vicinity, of water tower and new Harbortoam
Apartments. Note deterioated pavement due to wet subgrade
and no roadside ditch
0. Agona St.
6-1

V. BUDLEIGH STREET DITCH
P. Storage building blocking ditch behind M.T. Twiddy.
Q. Ditch drainage way under Nationwide Insurance. Note
deteriorated'- -building foundation and restrictive flow area.
VI. IMPROPER FILLING AND GRADING TRAPPING NORMAL DRAINAGEWAY.
R. Behind Ben Franklin
S. Behind S &•R
VII. T. ;Sanitary sewer service line conflicting with poorly
maintained ditch on First St.
VIII. INFILTRATION TRENCH
U. Dead end ditch to absorb water draining behind McLeod
Chevrolet
6-2

FIGURE 7
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
RAINAGE
BASIN
PROBLEM
REF. NO
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS
1.
FLOODING IN KELLOGG BLDG. SUPPLY
IN RESPONSE TO BOTH THE HISTORICAL DRAINAGE
Fig. 1,4)
CO. PROPERTY
PROBLEMS AND THE NEEDS FOR SIDEWALK IN THE
Photo I)
AREA OF KELLOGGS, D.O.T. PLANS TO DO THE
FOLLOWING WORK: INSTALL A 30 INCH STORM
SEWER, BACKFILL OPEN DITCH, AND CONSTRUCT A
SIDEWALK, ALL ON EAST SIDE OF RTE. 64, FROM
S.R. 1123 NORTH TO RALEIGH AVE., OPEN THE_
RESTRICTIVE DITCH TO THE TYPICAL SECTION.
AS SHOWN ON "FIGURE 41,, INCREASE CULVERT DIA-
2.
RESTRICTIVE DITCH SECTION FROM RTE.
METER.UNDER WINGINIA TO A 54 INCH PIPE AND
64 EAST TO WINGINIA AVE.
REMOVE SILT IN DOUGHS CREEK TO OUTLET AT'
SHALLOWBAG BAY. THESE IMPROVEMENTS SHOULD
REDUCE THE FLOODING IN THE AREA OF KELLOGGS,
B-1
HOWEVER DUE TO THE EXTREMELY LONG AND RELA-
TIVELY FLAT HYDRAULIC LENGTH, ALONG WITH
SEVERAL PROBLEMS EAST OF KELLOGGS, THIS STUDY
.3.
SILTATION OF DOUGHS CREEK
RECOMMENDS AN ADDITIONAL OUTLET WHICH WOULD
Photo A)
BEGIN JUST WEST OF WINGINIA AVE., THEN PARA-
LLEL JOHN BORDEN ST. TO ITS OUTLET AT SHALLOW
BAG BAY. THIS OUTLET'S ADVANTAGE IS PROVID-
ING AN OVERFLOW FOR KELLOGGS AS WELL AS
4.
PONDING ON SHOULDERS OF WINGINIA AVE.
PROVIDING A SOLUTION TO PROBLEM AREAS #4,5,6,
AVE. (HIGH SHOULDERS TRAP WATER
7,9,10,11 WHICH BY THEMSELVES WOULD REQUIRE
AGAINST THE EDGE OF PAVEMENT).
A LARGE PART.OF.THE PROPOSED SYSTEM.*
B-2
NO MAJOR PROBLEMS; BASIN.!CONSISTS PRIMARILY OF THE NEW MANTEO HIGH SCHOOL SITE AND
AN EXISTING%SUBDIVISION. SOILS HAVE EXCELLENT VERTICAL DRAINAGE. THIS BASIN ALSO
HAS A MODERATE NATURAL SLOPE WHICH SHOULD AID IN GOOD DRAINAGE IN THE FUTURE AS
LONG AS GOOD.DRAINAGE PRACTICES'ARE FOLLOWED.
CONT'D
7-1.

FIGURE 7
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
unal"Hum
BASIN
rnUDi,nn
REF. NO
DESCRIPTION OF PROBLEM AREAS
PROPOSED SOLUTIONS TO PROBLEMS -
B-3
5•
PONDING AT INTERSECTION OF JOHN
INSTALL PROPOSED CATCH BASIN IN FUTURE GUTTER
(Fig.1,4)
BORDEN AND LORD ESSEX; (HIGH SHOUL-
LINE ON SOUTH SIDE OF JOHN BORDEN AND TIE TO
(Photo K)
DER WITH LOW STREET APPROACH TRAPS
THE PORPOSED STORM SEWER ALONG JOHN BORDEN ST.
STORM WATER IN INTERSECTION).
6.
INEFFICIENT LOCATION OF CATCH BASINS
INSTALL NEW CATCH BASINS IN RADIUS POINTS OF
POORLY BUILT STRUCTURES.
GUTTER LINE, AS EXISTING ONES WILL CAUSE
PROBLEMS IF STREETS ARE ULTIMATELY IMPROVED
WITH CURB AND GUTTER.
7.
STORM SEWER UNDER GARAGE (FAILING
RELOCATE SYSTEM FROM UNDER EXISTING GARAGE, BY
JOINTS CAUSING DRIVE TO -GARAGE TO
TIEING TO THE PROPOSED "24" PIPE AND PLUGGING
SETTLE.
THE EXISTING PIPE.
8.
PONDING SOUTH OF CATCH BASIN ON
RELOCATE EXISTING CATCH BASIN AT LOW POINT,
(Fig.1,2)
ELEANOR DARE PL. (BASIN NOT LOCATED"
INSTALL X-DRAIN, AND CATCH BASIN ON WEST SIDE
AT LOW POINT OF STREET).
WITH BOTH CATCH BASINS IN FUTURE GUTTER LINE.
B-4
9.
PONDING DEVON & UPPOWOC AVE.
INSTALL A NEW 12 INCH STORM SEWER WITH CATCH
ASINS, FROM UPPOWOC AVE: SOUTH DOWN DEVON ST.
10.
PONDING DEVON &'WINGINIA
TO LORD ESSEX INTERSECTION, INSTALL A 15 INCH
(Photo M)
-STORM
SEWER NORTH ALONG LORD ESSEX AVE.TO TIE
INTO THE PROPOSED 18 INCH ALONG JOHN BORDEN
11.
PONDING DEVON & LORD ESSEX
ST. (THE LORD ESSEX ROUTE WAS CHOSEN BECAUSE
(Photo L)
EXISTING 15" TCP SYSTEM DOWN DEVON ST IS
APPROACHES BLOCK NATURAL 4f'
NDERSIZED).
.('STREET
WEST TO EAST DRAINAGE).
CONT'D
7-2

m m m
FIGURE 7
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
.aAINAGE PROBLEM DESCRIPTION OF PROBLEM AREAS I PROPOSED SOLUTIONS TO PROBLEMS
BASIN I REF. NO I L
12.
HIGH SHOULDERS TRAP WATER ON PAVE.
CONSTRUCT SHALLOW GRASS SWALES ALONG EDGE OF
Fig.1,2)
PAVEMENT TO KEEP WATER FROM DETERIORATING
PAVEMENT AND ALLOW FOR SOME INFILTRATION. -
13.
CROATAN AVE. DRAINS THROUGH ENTR.;
CONSTRUCT CONC. VALLEY GUTTER ALONG EDGE OF
CAUSES WASH -OUTS IN PRIVATE ENTR. &.
PAVEMENTS ON EAST & WEST SIDE THROUGH LOW
PAVEMENT DETERIORATION ON CROATAN AVE.
AREA.
B-5
NO EXIST. PROBLEMS; SMALL BASIN IN VICINITY OF POST OFFICE WHICH DRAINS A PORTION
OF. QUEEN ELIZABETH ST., BUDLEIGH ST., ANANIAS DARE ST., AND CROATAN AVE. INTO
SHALLOWBAG BAY BY A SMALL STORM SEWER SYSTEM. (15" TCP)
PUNDiNU AUAINST WEST CURB UPPOWOC CUT UPPOWOC ST. APPROACH; CONSTRUCT CONC.
AND BUDLEIGH VALLEY GUTTER TO DRAIN EAST TO CATCH BASIN;
FILL LOW AREAS.
151 STORM SEWER UNDER BLDGS. IS UNDER- SUB -DIVIDE SYSTEM, DIVERT PORTION OF BASIN
Photos F, SIZED, DIFFICULT, IF NOT IMPOSSIBLE UPSTREAM OF LORD ESSEX AVE. TO CROSS SIR
PM TO MAINTAIN & CAUSING BUILDING DAMAGE WAL'TER RALEIGH AGONA; & FERNANDO ST. TO
BY WASH -OUTS. SHALLOWBAG BAY.
REMAINDER OF BASIN WILL FUNCTION AS BEFORE,
BUT WITH GREATLY REDUCED FLOWS. CLOSE (WITH
PIPE) ALL DITCHES UNDER BLDGS., USE CATCH
BASINS FOR INLETS INTO SYSTEM AND SECURE OR
UPDATE EXIST CATCH BASINS OR JUNCTION BOX TOPS
(SOME STRUCTURE TOPS WERE OFF OR IN POOR
-CONDITION. I[
CONTYD
7-3

"RGUI" 7
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE PROBLEM I DESCRIPTION OF PROBLEM AREAS I PROPOSED SOLUTIONS TO PROBLEMS
BASIN I REF. NO
B-7 INO PROBLEMS EVIDENT; (TOWN HALL BASIN DRAINS A PORTION OF QUEEN ELIZABETH AVE.,
ALONG WITH SOME BLDG. ROOF DRAINS & PARKING:LOTS).
B-8 16FLOODING AT NORTH WEST CORNER OF
(Fig.i,2) BUILDING S.E. OF MCLEOD CHEVROLET.
(Photo U)
EXISTING.INFILTRATION DITCH CAN BE ELIMINATE.
BY DITCHING TO EXISTING 15" STUB AT. RTE.
US 64.
17. PONDING WATER IN DITCH NORTH OF DUKE' MAINTAIN DITCH TO DRAIN EITHER EAST OR WEST;
Photo N) OF DARE MOTEL. INSTALL 15" PIPE EAST OF WATER TOWER, TIE TO
NEW DITCH SYSTEM PROPOSED BY HARBOURTOWN APT
(SEE PROBLEM NO. 34)
18. PONDING AT ENTRANCE TO MANTEO HIGH MAINTENANCE; CLEAN OUT GRASS SWALE.
Fig. 1,3) SCHOOL
B-9
19:
PONDING AGONA ST. JUST WEST OF
X-DRAIN; CATCH BASIN TIED TO EXISTING SYSTEM:
(Fig.1,2)
UPPOWOC AVE.
MINOR GRADING
20.
PONDING UPPOWOC AVE. & FERNANDO ST.;
FILL LOW AREA
STREET APPROACH UNECESSARILY LOW.
21.
AGONA ST. STUB FOR GARDEN.DRAIN IS
LENGTHEN STUB AND REDUCE STEEP EARTH SLOPE
TOO SHORT.-
POSSIBLY WITH A FLARED END SECTION.
22.
AGONA ST. CATCH BASIN GRATE TOO LOW
RAISE GRATE
IN RELATION TO EDGE OF PAVEMENT.
B-10
23.
STORM WATER DRAIN ENTERING•SANITARY
CONSTRUCT A SHALLOW SWALE ALONG NORTH SIDE C
Photo 0)
SEWER CLEAN -OUT & PONDING IN ENTRANCE
AGONA ST. TO DRAIN AREA TO THE PROPOSED CAT(
TO THE WEST.
BASIN EAST.
24.
15" OVERFLOW FOR POND IS APPARENTLY
OVERFLOW DITCH TO BE PICKED UP BY THE PROPO-c
DEAD ENDED.
24 INCH SYSTEM.
CONT"D
7-4

M m m
A
FIGURE 7
SUMMARY OF PROBLEM. AREAS WITH PROPOSED SOLUTIONS
3AINAGE PROBLEM DESCRIPTION OF PROBLEM AREAS PROPOSED SOLUTIONS TO PROBLEMS
BASIN I REF. NO I
B-11 I 25. I FLOODING IN YARDS
INSTALL A CATCH BASIN IN PROPOSED 24 INCH
LINE TO ALLOW FLOODED AREAS INTO SYSTEM.
B-12 I I THIS BASIN SURROUNDS THE EXISTING MANTEO HIGH SCHOOL SITE AND IS DRAINED BY A
STORMWATER PUMP SYSTEM DESIGNED BY SOIL CONSERVATION SERVICE.
B-13 26. TIDAL FLOODING WEST OF RTE. 64 IN
Fig.1,3) VISTA LAKE AREA.
27. IMPROPER CATCH BASIN GRATE @ WEST ST.
Photo D) & BURNSIDE AVE. INT.
28. PIPES, SILTED OR VERTICALLY NOT
Photo G. ALIGNED, DITCHES NOT -MAINTAINED.
S-1 H)
29. NO GRATE AT CORNER OF BURNSIDE RD.
& WASHINGTON ST.
INSTALL CORROSIVE RESISTANT FLAPGATE ON
EAST SIDE OF X-DRAIN UNDER RTE. 64 TO PRE-
VENT WIND TIDES FROM CAUSING A REVERSE FLOW
UP DITCHES TO VISTA LAKE AREA.
INSTALL A LOAD CARRYING TRAFFIC GRATE.
CLEAN AND (OR VERTICALLY ALIGN CULVERTS
FROM RALEIGH AVE. TO MAIN ST. ALONG WILSON
& WASHINGTON ST. INCLUDING MAIN ST. X-DRAIN.
INSTALL A LOAD CARRYING TRAFFIC GRATE
30. LACK OF MAINTENANCE AT CB LOCATION; PROVIDE REGULAR MAINTENANCE.
TRASH FROM YARDS RESTRICT FLOW INTO.
BASIN.
31. 18" CULVERT NEEDS MAINTENANCE PROVIDE REGULAR MAINTENANCE.
32. IPONDING WEST OF CALIFORNIA ST. &
COUNTY ST. INT.
PROVIDE SWALE, X-DRAIN TO OUTLET DITCH
SOUTH OF COUNTY ST.
CONT'D
. 7-5

FIGURE 7
SUMMARY OF PROBLEM AREAS WITH PROPOSED SOLUTIONS
DRAINAGE PROBLEM I DESCRIPTION OF PROBLEM AREAS I PROPOSED SOLUTIONS TO PROBLEMS
BASIN i REF. NO
33• CULVERTS BLOCKED OR MISSING ON FIRST
Photo C) ST.; LARGE TREES GROWN INTO DITCH
SANITARY SEWER LATERALS EXPOSED IN
FLOW LINE OF DITCH.
34. FLOODING BEHIND S&R STORE & BEN
Photo R, FRANKLIN AND IN AREA OF WATER TOWER
S) (NO DITCHES)
35. EWER SERVICE LATERAL ABOVE INVERT
Photo T) F DITCH.
RE -OPEN CULVERTS ADDING THEM AS NEEDED,
REMOVE VEGETATION FROM DITCH SECTION,
HAVE SANITARY SEWER LATERALS INSTALLED .
WITH CAST IRON MATERIAL WHEN IT MUST BE
ABOVE DITCH INVERT. DITCH SHOULD DRAIN
WEST.
CREATE A HIGH POINT SOUTH OF S&R STORE (IN
FILLED AREA), DITCH NORTH TO S&R 1131, THEN
ALONG SOUTH SIDE OF SR 1131 TO THE HARBOUR -
TOWN APT. SITE. THE DEVELOPER OF THE APT.
COMPLEX WILL BE RESPONSIBLE FOR IMPROVING.
THE DRAINAGE ALONG THEIR FRONTAGE & ALSO
FOR IMPROVING THE EXISTING TIPES AS SHOWN
ON DRAWING TO'ACCOMDATE THEIR RUN-OFF. .
USE DUCTILE IRON PIPE THROUGH EXPOSED AREAS
FOR PROTECTION FROM DITCH CLEAN OUT.
S-2 I I BASIN CONSISTS OF MOSTLY UNDEVELOPED LAND WEST OF RTE. 64.WHICH DRAINS
PRIMARILY OVERLAND TO THE CROATAN r SOUND.

t
APPENDIX E
' References
'
1.
A Summary Report - Southeast Conference on Urban Storm
'
Water Management, at North Carolina State University,
Published by
April; 1979 Prepared by David H. Howell,
Water Resources Research.Institute, The University of
'
North Carolina.
2. `
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.
Draft - Town of Manteo Zoning Ordinance - April, 1982. •
5. Engineering Field Manual for Conservation Practices,
U.S. Department of Agriculture, Soil Conservation Service,
' April 1975.
6. Flood Insurance Rate Map - Town of Manteo North Carolina,
' No. 375355 OOOJE,U.S. Department of Housing and Urban
Development - September 8, 1978.
7. Guide for Development - Public Report Three of a Plan for
Manteo's Future Development - 1981
91
E
10
1
Guidelines for Control of Erosion and Sediment During Construction,
North Carolina.Department of Transportation, July 1, 1980.
Handbook of Design for Highway Surface Drainage Structures,
prepared by Bridge Location & Hydrographic Department,
C.R. Edgerton, State Hydrographic Engineer, 1973.
Hydrology, Section 4, SCS National Engineering Handbook,
U.S. Department of Agriculture, Soil Conservation Service,
August 1972.
E-1

11.
Land Use Plan for the Town of Manteo 1981.
12.
Manteo High School Flood Prevention and Land Drainage, RC&D
'
Plan 37-6005-055-162 U.S. Department of Agriculture Soil
Conservation Service, October 1978.
1
13.
Practices in Detention of Urban Stormwater Runoff,
American Public Works As Special Report No. 43., 1974.
'
14.
Proceedings of a Workshop - North Carolina Workshop on
Management of Stormwater, Sedimentation, and Flood Control
'
in Urban Areas, January 5, 1978, published by Water Resources
Research Institute of The University of North Carolina.
i5.
Roadwa .Standard Drawings, State of North Carolina, Depart-
ment of Transportation, Division of Highways Roadways Design
'
Unit, July 1, 1978.
16.
Sedimentation Control, Chapter 4, Title 15, North Carolina
'
Administrative Code, January 11, 1978.
17.
Standards and Specification for Roads and Structures, North
Carolina Department of Transportation July 1, 1978.
18.
Stormwater Management Alternatives, J. Tourbier and R.
'
Westmacott, Editors, Water Resources Center, University of
Delaware, April 1980.
'
19.
Subdivision Roads.- Minimum Construction Standards, North
Carolina.Department of Transportation July 1, 1979.
20.
Town of Nags Head Surface Water Drainage Plan, Coastal
Consultants, LTD and McDowell -Jones, P.A., June 30, 1980.
'
21.
e_ lines
Underground Disposal of Storm Water Runoff, Desi n G.
Manual by Joseph B. Hannon, P.E., U.S. Department of Transporta-
'
tion, Federal Highway Administration (FHWA - TS-80-218)
'
February 1980.
E-2

22. Urban Hydrology for Small Watersheds, Technical Release
No. 55, United States Department of Agriculture, Soil
Conservation Service, January, 1975.
23. Various Soil Surveys of Roanoke Island, Dare County, North
Carolina, United States Department of Agriculture, Soil
Conservation Service, Various Dates.
24. Water Quality and Urban Stormwater, A Managment Plan,
Division of Environmental Management, North Carolina
Department of Natural Resources and Community Development
July 1979.
E-3

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DOUGHS CREEK -�
NOTE DASHED LINES DENOTE DRAINAGE PROPOSED ON II
MANTEO HIGH SCHOOL SITE PLANS I EXIST
II OPEN DI
PII
NII
PFyOPOSEOIELO �l
/'l. FOOt9OR p�N pGE
K j
I SECTION A -A I
EXIST �PTH
I- 4' i -+I
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EXIST. X SECT.
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EXIST GROUND
j 6'!
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PIPE CULVERT INDICATING
DIRECTION OF FLOW
CB'
s
CB
15�
PROBLEM AREA WITH REFERENCE
NUMBER
PHOTOGRAPHED AREA INDICATING
DIRECTION PHOTO TAKEN A ALSO
A
WITH REFERENCE LETTER.
SURFACE DRAINAGE FLOW DIRECTION
—+
ON STREETS
-18" RCP
IS" RCP
�� ♦ IS" RCP
co�'jD �v °4R f pp � i ��,
. � (lRR4Ry
/ 4�A./`` 15"CMP zz
15' RCP . 12" CMP
R �...
2 STge 18 CMP 12"CMP
l fl � ;
�� /G..
12' STEEL -"' 15 RCP
l cAp S 15 RCP
24 METAL \\
"�f!!
18 RCP-
f
2/
IS' RCP --
6"PLASTIC- ��� 15" RCP
II I GZ
- 15"RCP
15 RCP
! IS"RCP
NOTE, BUILDINGS SHOWN ARE FOR REFERENCE PURPOSES
ONLY AS THERE HAS BEEN NO ATTEMPT TO SHOW
ALL EXISTING STRUCTURES WITHIN THE STUDY.
RCP
15' RCP
FIGURE 4
SHEET -3- OF3-
c
goo ioo zoo' —�
EXIST. DRAINAGE FACILITIES , PROBLEM AREAS, 8
PROPOSED DRAINAGE IMPROVEMENTS
FOR
STORM WATER MANAGEMENT PLAN
TDWN OF MANTEO '
DARE COUNTY,NORTH CAROLINA
McD-O- WEL_- yJ-_.S. . .Pc Esltc M r [, a.. 1 I8 DA
E
7 2c 9 1 - 200_ 1 ^n 8. �e�
'A
9?
T' 3 L_
4-n Tan A 100�?3 ^ n N� 7reoq

SUPERMARKETS I
�11
0
I
4-PROP DITCH
HARSOURTOWNE
1 APARTMENTS
PROJECT
1
1
1
1
B Al
0N1 B AG
SN
SHORT DASHED LINES DENOTE POSSIBLE PROPOSED
STORM SEWER BY D.O.T. FOR CLOSING OPEN DITCHES
ONLY ', (NO CURB 6 GUTTER)
OARRELL's
RESTAURANT
II
R D SAWYER ,
FORD CO
15 RCP
15 RCP ISRCP 15RCR.
15' RCP
IS RCP ISRCP IB RCP.
IS RCP ,
n__i��
IS RCP
15' RCP �'��— - -- � -
U. S�—HWY.
64 �- 264
II
ROAD _.._
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-IS' RC
18 CMP
"
IS RCP' `ISRCP-18"RCP
�.� IS RCP IS RGP - RCP
�i
15" FCP
LIMITS
-0RP
NOTE, BUILDINGS SHOWN ARE F0.`t nEFERENCE PURPOSES
ONLY AS THERE HAS BEEN NO ATTEMPT TO SHOW
A _L EX'ST'Nr STRUCTUHES WITHIN THE ST',DY
LEGEND
ITEM
EXIST.
PROPOSED
TOWN OF MANTEO CORPORATE LIMITS
BUILDING SHOWN FOR ORIENTATION
ONLY
PURPOSES
OPEN DRAINAGE OITCH INDICATING
�_.�.�,.,�
.♦�
DIRECTION OF FLOW
CB
CB
I PE CULVERT INDICATING
DIRECTION OF FLOW
15
15n
ROBLEM AREA WITH REFERENCE
JUM8ER
r,070GRAPHED AREA INDICATING
I {^-\
DIRECTION PHOTO TAKEN 6 ALSO
,�:DA >
�-
'NITH REFERENCE LETTER.
VVV
URFACE DRAINAGE FLOW DIRECTION
--►
ON STREETS
h 0.3 M i.--Y
TO NAGS HEAD —
FIGURE 3
SHEET Z OFJJ
00 0 bd
EXIST DRAINAGE FACILITIES , PROBLEM AREAS, 9
PROPOSED DRAINAGE IMPROVEMENTS
FOR
STORM WATER MANAGEMENT PLAN
TOWN OF MANTEO
_ DARE COUNTY NORTH CAROLINA
oEs'GNEo URAMN c EcI ro
DAB_ DAP WPM C MCDOWELL-JONES, PA.
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LEGEND
` ryWMEgGEO E
I %ER WN��O,,T_ VIE*,
000EN MOORJN'
lbp
BEN OUr j' I CO L
?/CO.i.S OF 15"
ITEM
EXIST
PROPOSI
TOWN OF MANTEO CORPORATE LIMITS
BUILDING SHOWN FOR ORIENTATION
PURPOSES ONLY
OPEN DRAINAGE DITCH INDICATING
_-...—.�__._
�.,.♦
DIRECTION OF FLOW
CB
CB
PIPE CULVERT INDICATING
--C--Or-
DIRECTION OF FLOW
5
I�
^'J \ O_
II '1z SEW41IFPLM4ENT\ \>� NUMBER
"OrE o1PE VVV1$'rCP04 PROBLEM AREA WITH REFERENCE
PHOTOGRAPHED AREA INDICATING
THEGOFq uDq4r 44 IS _UEE DIRECTION PHOTO TAKEN B ALSO
rO qR- - I WITH REFERENCE LETTER.
_ ELIZgBowr 44NE
v 0 AV I ; Q/'
E. .'(1 SURFACE DRAINAGE FLOW DIRECTION
,-CMP f �"
4C ON STREETS
lt,N
15 qCP q zga r ��C�Cw �I/2 OF OUTLET PIPE
I� I SUBMERGED
m
Cr ri I 1 1B RCP I, ���� l� RCP
'"k I /�1 IR"RCP DISCHARGE AFFECTED
�VEq� H BY STORM TIDES
IB°RCP
S EXIST OUTLET PIPE SUBMERGED
�
8 CMP THE OI VILLAGE C
�Ce TAVERN
CURB INLET
I QM.7 7WIOOY Is'Cp
8 SILVER WAGOLT01 y
JB I D
PHOTO GAL.LER� RCP - B CMP 1g CM R•
3 NATIONWIDE 2
INS. Btoc.'
a W CLOSE p ADMIN } (OPEN DITCH +14
)4RD W PIPE , EN SIT BLDG 1 y-UNDER 2 BLDGS) ,y¢ MARSH
A6
�1P OF°Yr4i a + INSTALL C WITH 3 }
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CD
1 0
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j IB�CMP PLUG I CB Z OPFN DITCH a N 24 Ci m
t W E !E — FILL STUB Bia �� j'CMP 5TU8 A 6P %� 24 N 4i S �' 15-RCP STUB
IS'RCP i0"CLAY l P
r I I '-- AVE. -. _ / •`;
7Q 2�C.8 IS•CMp 18,CMP Ll
IS•CM
rP I2 u rG\ 91
ALE
r SHALLOW WHAT
TOTO BE
/ A
25
S 2PONDa EWER C.O3 (')3:
-
SAN
DEEP 4y I
181 •� STUB 'R•STL PIPE I 3 �" ' •-/ [C`�T'e�''� II
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= PIPE
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IS RCP
`_J N C
12 I BANK I VAU-EY GUTTER —� 15'CMP GRADEp SHORT DASHED LINES DENOTE PROP. STORM SEWER(15°-24)
M4N rE0 WALE _.
EL I S �I TO BE INSTALLED BY D.O.T TO FILL OPEN DITCHES 8 DRAIN
E
SCN6DMgr ENr4UPPO t THE PROP. 44 F-F SECT CF-CURB_ 8_GUT IE
2 I rWIFORDS
Rl 14 FNNER
m ' HOME �I '�I 1 I ri
� m � r
N 9 �I
n I I II MANTEO HIGH SCHOOL
I I �
1 �
EXIST INFILTRATION �� .• -�- _ -_ I ��_ � _ � -_ I
LOW IN TSUN DEALER-
_ I 16 PARKING HOLES IN TOP CMP TO
12•• CMP H 4LiH M LE w IP WATER INTO SYSTEM
DEPT COMM 00 15 CMP I SH _ ..
BLpG CH
VROLET
_ 2i I-- --- _ PLANTERS BANK II 1 24 RCP S. HWY. 41 18• RCP3 �'J8 RCP _
V u'
18' RCP IS RCP
CMP - � y15' PIPE IB RGP 3-
_ _ _ � _
IB• RCP \_.,_ VI RBIN A _ ��-E DAR _ £15 RCP _ LI�� 15 RCP -c: — _ IB' RCP. U. 264�� _ --
ROAD -._. - _ �4'RCP 15 RCPPiP:C
II _-_- I RCP
IS"RCP
17
— Sr I T1 �v
m�
1 I lII I ;O V
yRCP N
28 CORP. L/M/S
. D 1I P CIS RCP PARKING
141 n 58R
15"CMP ' �A LOT RMARKE
&C 12' CMP
u
17
;I IZ' CMP - -
I `-
15.• '� STREET
15 CMP WATER TOWER (n
dam.. _ELM 3
2 CMP I STATE
j HIGHWAY
COMMISSION-
� PITCH
PROP -
I ;
I 15•CMP• ISRCP - ---_- -___
33 i -
n II I 4, CMP
IW
0 34
-41 S a� TMENTS
W P m I,� -� WNE APA
15 PROJECT
RCP m HARBOURTO
I� �
� 24-cP Z
_ 24" RCPJUNC. 15, RCP
IS RCP-
� I IS RCP pll
1ST 15 RCP r
EX S
I Ig BES;DE
BOU 18•cMP �� LIMI
Bf R
ADDITIONAL RTO NE 5 RCP CORP.
HA
1 I .
36"CMP �71 18"RCP F
BY
15' RIC ' 15' RCP
`►E `�...��..._ �... 4' BASE DITCH
PROP " H AIRBOUR�WNE FIGURE 2
it BY / 15„ RCP
-=--- _. p 30 PIPE H i SHEET l OFi
- SECTION E E G PRORBOURTpyIN /ate
1 G �-
ad zai
wo0D5 ►4 WOODS
1 3. EXIST EXIST. DRAINAGE FACILITIES ,PROBLEM AREAS, 8
WATER I" -- --- -- - --- 24' CMP
(UNDERCUT) T SECTION G-G IZ PROPOSED DRAINAGE IMPROVEMENTS
EXIST
6 0a- - -
--1- p IId-SECTION F-F FOR
% T� STORM WATER MANAGEMENT PLAN
WATER '' - - i� / I WOODS a� WOODS TOWN OF MANTEO
(uNDERcuT) EXIST -+� � 1' E'I;7 �_ DARE COUNTY NORTH CAROLINA
! _
NOTE' 9UILOINGS SHOWN ARE FOR REFERENCE PURPOSES I « DESIGNED DRAW. CHEERED
ONLY AS THERE HAS SEEN NO ATTEMPT TO SHOW i I 2'-3'= DAB OAE' WPM Post
ONES, RA.
fHGiH[FRS•SURVFvO
ALA EXISTING STRUCTURES WITHIN THE STUDY APPROVED
D•rE sS�CE 303I Office Bo. et,
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VROJ HD FILE NO SHEET
2dD 8-100 73 I EII[aDeth City, N.C. 279
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I WAS TAKEN FROM U.S. SOIL CONSERVATION SERVICE 'SOIL SURVEY I I I @x2mi; DRAINAGE PROBLEM AREA w/ REFERENCE NO. - STORM WATER MANAGEMENT PLAN I I I I
I I I INTERPRETATIONS. 1 I Ill I I I I ,,, I I I I I . I I 1illittivoilI I I I I . . I I , , I I ,
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I CLASSIFICATION OF I . II I /1_5�ol 11" )� �
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RECEjVED
MAY 0 7 1998
COASTALMANAGEMENT