SW8070834_Approved Plans_20071019

\;-�i�i1
` \ !` w
;.slip
'mot`
3-SAUM #1 -
A . _AM n
woo
• .� ,►
IRS
IV
,. .
'ro-'
aw, IF
.w� u
/
*-nAZ%M ir" -
101= #S
A
WOW = a EA ME 01
'1: I:N • it

Q
U
c
0
z�
zMl
�
� a
�azN
W z Z� o
aoo
F,04 10
E� w o c°
Wes^
z w®�
w c� A.. 12 11
z
0
w ax
N
z
O
U �
a
V/
� 0
0 z
w �1
is
Q�
W
PROJECT NO. ML-07020
FILENAME: WDL07020—SW2
DESIGNED BY: -
DRAWN BY: -
SCALE: 1 m=200'
DATE: 08-24-2007
SHEET N0.
SW-2
AMcADAMS

A
U
w z i
x
� a
W z Z � O
I �n o
r®ll
V .--i
pq
W
z w
z w®
w
0
w a
0 z
U
� O
� a
F�1
A
a
V1 �
PROJECT NO. WGL-07020
FILENAME: WDL07020-SW1
DESIGNED BY:
DRAWN BY: -
SCALE: 1 "=200'
DATE: 08-24-2007
SBEkT N0.
sw-1
AimcADAMS

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
C
i•:�
BLADEN '
............
... .PENDEk..... ....
.......................
_
V
'
COLUMBUS
•2v,
...
......
—•.
..
:NEW HAN VEp
'
r
• i
r
i
'N./
l
I
BRUNSWICK
a
f
r>
«�
E
.�..:
t
.
V
ti
I
N_
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200). The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or
Universal Transverse Mercator zones used in the production of FIRMS for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM. All coordinates on this map are in U.S. Survey Feet, where
1 U.S. Survey Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical
Datum of 1988 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 29) has been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM. The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion of
elevations between NAVD 88 and NGVD 29. To obtain current elevation,
description, and/or location information for bench marks shown on this map,
please contact the North Carolina Geodetic Survey at the address show below.
You may also contact the Information Services Branch of the National Geodetic
Survey at [phone], or visit their website at www.ngs.noaa.gov.
North Carolina Geodetic Survey County Average Vertical Datum Offset Table
121 West Jones Street ounty Vertical Datum Offset
Raleigh, NC 27601 Brunswick -1.06
[phone]
www.ncgs.state.nc.us
Example: NAVD 88 = NGVD 2 + -1.06
A!I streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyses is contained in the Flood Insurance Study report.
FLOOD HAZARD DATA TABLE
Floodway Width (feet)
Left/Rlght Distance From
The Center of Stream to
Encroachment Boundary
(Looking Downstream) or
Total Floodway Width
Cross Stream Flood Discharge
Section Station' (cfs)
1 % Annual Chance
(100-year)
Water -Surface Elevation
(feet NAVD 88)
THE MILL POND
010
963
1 500
10.92
506 / 128
015
1 516
1,500
10.92
289 / 103
018
1 759
1,500
10.92
63 / 543
020
1 1,964
1 1,500
10.92
30 / 103
SHALLOTTE RIVER
136
13,550
2,469
_
10.92
1,689
187
18,725
2,469
10.92
322
233 1 231300
2,469
10.72
322
' Feet above mouth
7 Elevation includes coastal surge from Atlantic Ocean
3 Width does not match panel due to adjustment of the mapped floodway to incorporate adjacent water bodies.
������
\�. ♦.,...�.' asMONtt �:
`r
�.
\ c.
s
{
�r
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach of floodplain management to decrease
the costs associated with flooding. This is demonstrated by the State's com-
mitment to map floodplain areas at the local level. As a part of this effort, the
State of North Carolina has joined in a CooperatingTechnical State agreement
g
with FEMA to produce and maintain this digital FIRM.
www.ncfloodmaps.com
78°22'30"
2 190 nnn rr=Cr
80 000 FEI
33"58'
3761000
33°57'3
3760 000'
33"57'1
72 500 FEE
3759 000 ^
33°56'31
70 000 FEE
21S
itrzz'su
78°22'0"
ro-ZZ-V
78°21'30"
I..�,.,,,, 2 197 500 FEET
78°21'0"
LEGEND
0 000 FEET
SPECIAL FLOOD HAZARD AREAS SFHAs SUBJECT TO
80 000 FEET
<<<<< <" INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD
The 1% annual chance flood (100-y3ar flood), also known as the base flood, is the flood
that has a 1% chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the 1%
annual chance flood. Areas
of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water -surface elevation of the 1 % annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AH Fl000 depths of 1 to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
S3°5s'o"
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1% annual chance or
greater flood.
ZONEA99 Area to be protected from 1% annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
determined,
77 500 FEET
3761 000 M
13°57'30"
3760 000 m
3°57'0"
3759 000 M
°56'30"
) 000 FEET
78°20'30" 2 200 000 FEET
NOTES
TO USERS
This map is for use in administering the fJational Flood Insurance program. It does not
necessarily identify all areas subject to flooding, particularly from local drainage sources of
Boundaries of the floodways were computed at cross sections and interpolated between
cross sections. The floodways were based on hydraulic considerations
Y
Base map features shown on this map, such as corporate limits are based on the most u -
p � p
An accompanying Flood Insurance Study repot,, Letter of Map Revision {LOMR) or Letter of
small size. The community map repository should be consulted for possible updated or
y with regard to
requirements of the National Flood Insurance Program. Floodwaywidths and other pertinent
p e t
to -date data available at the time of publication. Changes in the corporate limits may have
g p y
occurred since this map was published. Map users the
Map Amendment (LOUtA) revising portions of the panel, and digital versions of this FIRM may
additional flood hazard information.
floodway data are provided in the Flood Insurance Study report for the jurisdictions.
should consult appropriate
community official or website to verify current conditions of jurisdictional boundaries and base
be available. Visit the North Carolina Floodplain Mapping Program website at
www.ncfloodmans.com, or contact the FEMA Ma Service Center at 1-
p 800-358-9616 for
To detailed obtain more d a e lied information
a on in area
s where Base Floo
d Elevations
atlons (BFEs)
s and/or
floodways have y been determined, users are encouraged to consult the Flood Profiles,
Floodway Data and/or Summary of Stillwater Elevations tables contained within the Flood
Insurance Study (FIS) report that accompanies this FIRM. Users should be aware that BFEs
shown on the FIRM represent rounded whole -foot elevations. These BFEs are intended for
flood insurance rating purposes only and should not be used as the sole source of flood
elevation information. Accordingly, flood elevation data presented in the FIS report should be
utilized in conjunction with the FIRM for purposes of construction and/or floodplain
management.
Coastal Base Flood Elevations shown on this map apply only landward of 0.0' North
American Vertical Datum of 1988 (NAVD 88). Users of this FIRM should be aware that coastal
flood elevations are also provided in the Summary of Stillwater Elevations tables in the Flood
Insurance Study report for this judsd;ction. Elevations shown in the Summary of Stillwater
Elevations tables should be used for construction and/or floodplain management purposes
when they are higher than the elevations shown on this FIRM.
ma features
Certain areas not in o Special Flood Hazard Areas may
a be pr
otected
ed b fl
ood Y p control
Y
structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance Study
report for information on the flood control structures in the jurisdictions.
Base map information and geospatial data used to develop this FIRM were obtained from
various organizations, including the participating local community(ies), state and federal
agencies, and/or other sources. The primary base for this FIRM is aerial imagery acquired as
part of the National Digital Orthophoto Program. The time period of collection for the imagery
is 1998-1999. Information and geospatial data supplied by the local community(ies) that met
FEMA base map specifications were considered the preferred source for develop
ment of the
base map. See eos atial metadata for the "
9 p e associated digital FIRM for additional information
about base map preparation,
p
lnformatl 1 t on on al relate pr
oducts odt cts associated wth th
is FIRM. The FEMA Ma
p Service Center
p I
P
may also be reached by Fax at 1-800-358-9620 and their website nt www fema qov/msc
This map reflects more detailed and up-to-date stream channel configurations than those
shown on the previous FIRM for this jurisdiction. The floodplains and floodways that were
transferred from the previous FIRM may have been adjusted to conform to these new stream
channel configurations. As a result, the Flood Profiles and Floodway Data tables in the Flood
Insurance Study report (which contains authoritative hydraulic data) may reflect stream
channel distances that differ from what is shown on this map.
Please refer to the separately printed Map Index for an overview map of the county showing
the layout of map panels; community map repository addresses; and a Listing of Communities
table containing National Flood Insurance Program dates for each community as well as a
listingf t panels
o he pa e s on which each is located.
If you have questions about this map, or questions concerning the National Flood Insurance
Program in general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the FEMA
website at www.fema.gov.
MAP REPOSITORY
Refer to listing of Map Repositories on Map Index or visit www.ncfloodmaps.com.
EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
JUNE 2, 2006
EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL
For community map revision history prior to statewide mapping, refer to the Community Map History table
located in the Flood Insurance Study report for this jurisdiction.
To determine if fo
od insurance is available in this community, contact your insurance agent, the North Carolina
Division of Emergency Management or the National Flood Insurance Program at the following phone numbers
or websites:
NC Division of Emergency Management
(919) 715_Rn00 www nocrimecontrgl orafnfio
National Flood Insurance Program
1-800-638-6620 www fema. gnvinfip
FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1% annual chance flood can be carried without
substantial increases in flood heights.
OTHER FLOOD AREAS
ZONE Areas of 0.2% annual chance flood; areas of 1% annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees from 1% annual chance
flood.
C� OTHER AREAS
ZONE X Areas determined to be outside the 0.2% annual chance floodplain.
ZONE D Areas in which flood hazards are undetermined, but possible.
® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
1% annual chance floodplain boundary
0.2% annual chance floodplain boundary
---- ------ Floodway boundary
— Zone D Boundary
��������'����""• CBRS and OPA Boundary
t Boundary dividing Special Flood Hazard Areas of different
Base Flood Elevations, flood depths or flood velocities.
^^� 513 — Base Flood Elevation line and value; elevation in feet*
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet*
*Referenced to the North American Vertical Datum of 1988
012 —I Cross section line
23 ---_— 23 Transact line
97*07'30", 32*22-30" Geographic coordinates referenced to the North American
Datum of 1983 (NAD 83)
4276 000 m 1000-meter Universal Transverse Mercator grid ticks, zone 17
1 477 500 FEET 2500-foot grid values: North Carolina State Plane coordinate
system (FIPSZONE 3200, State Plane NAD 83 feet)
BM5510 x North Carolina Geodetic Survey bench mark (see explanation
in the Datum Information section of this FIRM panel).
BM5510® National Geodetic Survey bench mark (see explanation in
the Datum Information section of this FIRM panel).
0 M1.5 River Mile
GRID NORTH
MAP SCALE 1" = 500' (1 : 6,000)
250 0 Soo 1000
FEET
METERS
150 0 150 300
PANEL 1097J
FIRM
®
m
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
m
PANEL 1097
in
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
BRUNSWICK COUNTY 370295 1097 1
®
SHALLOTTE, TOWN OF 370388 1097 1
m
Notice to User: The Map Number shown below should be used
when placing map orders; the Community Number shown
above should be used on insurance applications for the subject
community.
EFFECTIVE DATE MAP NUMBER
®
JUNE 212006 3720109700J
®
Sant .••:�
\ .r
State of North Carolina
Federal Emergency Management Agency

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM
DATUM INFORMATION
The projection used in the preparation of this map was the North Carolina
State Plane (FIPSZONE 3200). The horizontal datum was the North American
Datum of 1983, GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or
Universal Transverse Mercator zones used in the production of FIRMS for adjacent
jurisdictions may result in slight positional differences in map features across
jurisdictional boundaries. These differences do not affect the accuracy of this
FIRM. All coordinates on this map are in U.S. Survey Feet, where
1 U.S. Survey Foot = 1200/3937 Meters.
Flood elevations on this map are referenced to the North American Vertical
Datum of 1988 (NAVD 88). These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 29) has been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the
creation of this statewide format FIRM. The offsets for each county shown on
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevations
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion of
elevations between NAVD 88 and NGVD 29. To obtain current elevation,
description, and/or location information for bench marks shown on this map,
please contact the North Carolina Geodetic Survey at the address show below.
You may also contact the Information Services Branch of the National Geodetic
Survey at [phone], or visit their website at www.ngs.noaa.gov.
North Carolina Geodetic Survey County Average Vertical Datum Offset Table
121 West Jones Street County Vertical Datum Offset
Raleigh, NC 27601 Brunswick -1.06
[phone]
www.ncgs.state.nc.us
Exam le: NAVD 88 =NGVD 29 + -1.06
All streams listed in the Flood Hazard Data Table below were studied by
detailed methods using field survey. Other flood hazard data shown on this
map may have been derived using either a coastal analysis or limited detailed
riverine analysis. More information on the flooding sources studied by these
analyses is contained in the Flood Insurance Study report.
FLOOD HAZARD DATA TABLE
Floodway Width (feet)
Left/Right Distance From
The Center of Stream to
Encroachment Boundary
(Looking Downstream) or
Total Floodway Width
Cross
Section
Stream
Station
Flood D;scharge
(cfs)
1 % Annual Chance
(100-year)
Water -Surface Elevation
(feet NAVD 88)
SHARRON CREEK
021
2,145
1 363
10.42
51 / 119
029
2,900
1 363
10.42
20 / 307
10.42
10.42
10.42
10.42
10.42
10.42
10.5
\Nl
i
e.
t
\•
f V,
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach of floodplain management to decrease
the costs associated with flooding. This is demonstrated by the State's com-
mitment to map floodplain areas at the local level. As a part of this effort, the
State of North Carolina has joined in a Cooperating Technical State agreement
with FEMA to produce and maintain this digital FIRM.
www.ncfloodmaps.com
2 1qn nnn FFFT
90 000 FI
33°59'
3764 °q
33°59
t
t
3763 °D'
33°58'3
82 500 FEE
3762 000 M
80 000 FEE
219
7
This map is for use in administering the National Flood Insurance program. It does not
necessarily identify all areas subject to flooding, particularly from local drainage sources of
small size. The community map repository should be consulted for possible updated or
additional flood hazard information.
To obtain more detailed information in areas where Base Flood Elevations (BFEs) and/or
floodways have been determined, users are encouraged to consult the Flood Profiles,
Floodway Data and/or Summary of Stillwater Elevations tables contained within the Flood
Insurance Study (FIS) report that accompanies this FIRM. Users should be aware that BFEs
shown on the FIRM represent rounded whole -foot elevations. These BFEs are intended for
flood insurance rating purposes only and should not be used as the sole source of flood
elevation information. Accordingly, flood elevation data presented in the FIS report should be
utilized in conjunction with the FIRM for purposes of construction and/or floodplain
management.
Stillwater
Coastal Base Flood Elevations shown on this map apply only landward of 0.0' North
American Vertical Datum of 1988 (NAVD 88). Users of this FIRM should be aware that coastal
flood elevations are also provided in the Summary of Stillwater Elevations tables in the Flood
Insurance Study report for this "u nsdlctj on. I v ' E e atlons shown in
nth e Summ
ary
y of er
Elevations tables should be used for construction and/or floodplain management purposes
when they are higher than the elevations shown on this FIRM.
78°22'0" 7a^1)1�an-, l-lr.-...,.-, ..,.... n 4n� cnn rrr-r
NOTES TO USERS
Boundaries of the floodways were computed at cross sections and interpolated between
cro
ss sectio
ns. The floodways were based ed on hydraulic considerations with regard to
requirements of the National Flood Insurance ?rogram. Floodway widths and other pertinent
floodwa data
y a are provided in the Flood Insurance Study report for the jurisdictions.
Certain areas not in Special Flood Hazard Areas may be protected by flood control
structures. Refer to Section 4.4 "Flood Protection Measures" of the Flood Insurance Study
report for information on the flood control structures in the jurisdictions.
Base map information and geospatial data used to develop this FIRM were obtained from
various organizations, including the participating local community(ies), state and federal
agencies, and/or other sources. The primary base for this FIRM is aerial imagery acquired as
part of the National Digital Orthophoto Program. The time period of collection for the imagery
is 1998-1999. Information and geospatial data supplied by the local community(ies) that met
FEMA base map specifications were considered the preferred source for development of the
base map. See geospatial metadata for the associa
ted digital FIRM for additional information
about base map preparation.
bas
e
78°21'0"
Base map features shown on this map, such as corporate limits, are based on the most up-
to-date data available at the time of publication. Changes in the corporate limits may have
occurred since this map was published. Map users should consult the appropriate
community official or website
e to verify Y current conditio
ns of "urt" sd ic ti onal boundaries an
d
se
map features.
This map reflects more detailed and up-to-date stream channel configurations than those
shown on the previous FIRM for this jurisdiction. The floodplains and floodways that were
transferred from the previous FIRM may have been adjusted to conform to these new stream
channel configurations. As is result, the Flood Profiles and Floodway Data tables in the Flood
Insurance Study report (which contains authoritative hydraulic data) may reflect stream
channel distances that differ from what is shown on this map.
Please refer to the separately printed Map Index for an overview map of the county showing
the layout of map panels; community map repository addresses; and a Listing of Communities
table containing National Flood Insurance Program dates for each community as well as a
listing of the panels on which each is located.
If you have questions about this map', or questions concerning the National Flood Insurance
Program in general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the FEMA
website at www.fema.gov.
78°20'30"
LEGEND
DO FEET
SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
90 000 FEET
o
INUNDATION BY THE 1 /o ANNUAL CHANCE FLOOD
The 1% annual chance flood (100-year flood), also known as the base flood, is the flood
that has
a 1% chance of being equaled or exceeded in any given year. The Special
Flood Hazard Area is the area subject to flooding by the 1%
annual chance flood. Areas
of Special Flood Hazard include Zones A, AE, AH, AO, AR, A99, V, and VE. The Base
Flood Elevation is the water -surface elevation of the 1 %annual chance flood.
ZONE A No Base Flood Elevations determined.
ZONE AE Base Flood Elevations determined.
ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood
Elevations determined.
ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain);
average depths determined. For areas of alluvial fan flooding, velocities
also determined.
ZONE AR Special Flood Hazard Area formerly protected from the 1% annual
chance flood by a flood control system that was subsequently
decertified. Zone AR indicates that the former flood control system is
being restored to provide protection from the 1% annual chance or
greater flood.
ZONE A99 Area to be protected from 1% annual chance flood by a Federal
flood protection system under construction; no Base Flood Elevations
determined.
ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations
33°59'30"
determined.
87 500 FEET
3764 0°0 M
3'S9'0"
3763°'° M
°58'30"
1762 om M
58'0"
..,: 000 FEET
2 200 000 FEET
An accompanying Fl
ood Insurance
ce Stud
y Lett y report, er of Map Revision (LOMR) or Letter of
Map Amendment (COMA) revising portions of this panel, and digital versions of this FIRM may
be available. Visit the North Carolina Floodplain Mapping Program website at
www.ncflo odmaos.com, or contact the FEMA Map Service Center at 1-800-358-9616 for
information on all related products associated with this FIRM. The FEMA Map Service Center
may also be reached by Fax at 1-800-358-9620 and their website at www.fema.gov/msc.
MAP REPOSITORY
Refer to listing of Map Repositories on Map index or visit www.ncfloodmaos.com.
EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
JUNE 2, 2006
EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL
For
o community
map revision history prior to statewide mapping, refer to the Community Map History table
located in the Flood Insurance Study report for this jurisdiction.
To determine i f flood ins
urance i available ' s in this community, contact your insuran ;e agent, the North Carolina
Division of Ellergency Management or the National Flood Insurance Program at the following phone numbers
or websites:
ED
NC Division of Emergency Management National Flood Insurance Program
[phone] www.nccrimecontrol.oralnfio 1-800-638-6620 www.fema.gov_lnff
FLOODWAY AREAS IN ZONE AE
The floodway is the channel of a stream plus any adjacent floodplain areas that must be
kept free of encroachment so that the 1% annual chance flood can be carried without
substantial increases in flood heights.
t.-. ' OTHER FLOOD AREAS
ZONE x Areas of 0.2% annual chance flood; areas of 1% annual chance flood
with average depths of less than 1 foot or with drainage areas less than
1 square mile; and areas protected by levees from 1% annual chance
flood.
OTHER AREAS
ZONE X Areas determined to be outside the 0.2%annual chance floodplain.
ZONED Areas in which flood hazards are undetermined, but possible.
® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS
\ � \- OTHERWISE PROTECTED AREAS (OPAs)
CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas.
"••••••••'•••••••••••••••••••••••••••••••••••� 1% annual chance floodplain boundary
0.2%annual chance floodplain boundary
----'- Floodway boundary
- Zone D Boundary
���������"�"'�'• CBRS and OPA Boundary
a....,.:•`•:.:.::, ,.., o..,,.....,.,,j„�_ Boundary dividing Special Flood Hazard Areas of different
Base Flood Elevations, flood depths or flood velocities.
^^� 513 '^^- Base Flood Elevation line and value; elevation in feet"
(EL 987) Base Flood Elevation value where uniform within zone;
elevation in feet"
'Referenced to the North American Vertical Datum of 1988
012 Cross section line
23 _____ 23 Transact line
97°07'30", 32°22'30" Geographic coordinates referenced to the North Amerman
Datum of 1983 (NAD 83)
4276 000 M 1000-meter Universal Transverse Mercator grid ticks, zone 17
1 477 500 FEET 2500-foot grid values: North Carolina State Plane coordinate
system (FIPSZONE 3200, State Plane NAD 83 feet)
BM5510X North Carolina Geodesic Survey bench mark (see explanation
in the Datum Information section of this FIRM panel).
BM5510® National Geodetic Survey bench mark (see explanation in
the Datum Information section of this FIRM panel).
• M1.5 River Mile
4
GRID NORTH
MAP SCALE 1" = 500' (1 6,000)
250 0 500 1000
FEET
METERS
150 0 150 300
�
PANEL 1098J
FIRM
®
m
FLOOD INSURANCE RATE MAP
NORTH CAROLIl`+TA
m
PANEL 1098
m
(SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM
PANEL LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
BRUNSWICK COUNTY 370295 1098 J
®
SHALLOTTE, TOWN OF 370388 1098 J
m
Notice to User: The Map Number shown below should be used
when placing map orders; the Community Number shown
above should be used on insurance applications for the subject
community.
EFFECTIVE DATE MAP NUMBER
®
JUNE 212006 3720109800J
t..�':�' e' :�: max. ,•,ems
State of North Carolina
Federal Emergency Management Aeencv

OCEAN
1 8 RiVER
CLUB
RIP �fj-
WAM
� 11
OWNER:
VG
DEVELOPMENT
OMPANY
3209 GRESHAM LAKE ROAD, SUITE 160
RALEIGH, NC 27615
[phone]
CONTACT: BILLY SUTTON
SANDLER AT SHALLOTTE,LLC
448 VIKING DRIVE, SUITE 220
VIRGINIA BEACH, VIRGINIA 23452
PHONE #: [phone]
•
d
Z
O O
d
d
C% � N
�1 C- Z y
�
.. 7 U 0
®C d
O
i)
af
m
SaAaeg iiMEX
M-1 F.3aMMG CONDMONS
XC-2) E33S TNG CONDMONS
XC-3 EXISTING CONDITIONS
SW-1 STORMVVATER MASIER PLAN
SW-2 STORMWATER MASTER PLAN
M SE 2
S-1 EXMNG CONDITIONS
S-2 OVERALL STTE PLAN
8-3 SrM PLAN - N012TfEWEST
8-4 SM PLAN - N01 TBPAST
6-5 SrM PLAN - SOUIEWEST
S-6 SM, PLAN - SOUTIEEAST
C-1 aVERALL GRADING AVID STORM DRAINAGE PLAN
C-2 GRADING AND STORM DRAINAGE PLAN - N01MM S"T
C-3 GRADING AND STORM DRAINAGE PLAN - NOWT
C-4 GRADING AND STORM DRAINAGE PLAN - SOLTTHWEST
C-5 GRADING AND STORM DRAINAGE PLAN - SOUMEASr
C-11 DRAII- AGE AREA PLAN
P-1 PLAN & PROFILE - RIVERVIEW DRIVE STATION 10+00.00 mm 23+50.
P-2 PLAN & PROPUZ - RIVERViEW DRIVE srAZION 23+5o.00 Tf 3-;- .(
P-3 PLAN & PROFLE - ECHO HARBOR WAY STATION 10+00.00 IMW 21+75.00
P-4 PLAN &: PROPSE POLAN GROVE CIRCLE STATION 10+00.00 THRU
P-5 PLAN & 11'10FILE - POLAN GROVE CIRCLE srATIoN 18+50.00 m- iJ 2s+23.00
P-6 PT -AN & Fr R, -- SANITARY SEWER SYSTEM
P-7 a o, ;1t & PROP - P.ANrrARY SEWER SYSTEM
P-8 PLAN & PROP RE - STORM DRAINAGE SYSTEM
P-9 PLAN a AtOKUP, - STORM DRAINAGE SYSTEM
PD-lA WATER QUALM' POND #1 DETAILS
PD-1B WATER QUALI r POND #1 DETAILS
PD-IC WATER QUAUW POND #1 DETAILS
PD-11) WATER QLWM POND #1 DETAILS
PD-IE V,7X7i,k (, IT OND #1 DETAILS
PD--11F W!V17110" °':; F xa1 ' POND #1 DETAILS
PD-2A ' . „e> < ,Y POND #2 DETAILS
PD-213 WAIT . i4ilN7,tlY POND #2 DETAILS
PD-2C WILJ IrAt WjAM r POND #2 DETAILS
PD-21) WXMR QUAUT r POND #2 DETAILS
PD-2E WATER QUALM POND #2 DETAILS
PD-2F tqi= QiTALM OND #2 DETAILS
PD-3A V TER QUA:LI'I'Y -BIND #3 DETAILS
PD-3B WA= g A$;.I'i.`Y POND #3 DETAILS
PL,3C `PV,":YIER QUALM 'POND #3 DETAIIS
PD-31) WATER QUAIMI POND #3 DETAILS
PD-3E WATER QUALfl Y POND #3 DETAIIS
PD-3F WATER QUAIZIt FOND #3 DETAIIS
PD-IUS WATER QUAIJl Y POND 1 LANDSCAPE PLAN
PD-21~S W&-M Q: ALbTY POND 2 LANDSCAPE PLAN
PD-3I.S WA_17 S_ gUAJ1ZY POND 3 LANDSCAPE PLAN
—i tip
7 3--! (.
..
C-1 AUK- CO%0MONS
C-2 V:Et U- Sri- PLAN APPROVED c s'$
C-3 UZk, 02,d - :.AOT NO CAROLINA ENVIRONMENTAL
C 4 Sim PLAI4 WEST MANAGEMENT COMMISSION
G5 ME PLAN —SOLD C-8 ,ON OF WATER 4UAL.R1�►
(� AM1AIL GRADING PLAN C-7 GiREADING P;AN - EAST G. 11, 10 0'7 _-
C^3 :.RADING MAN - WEST � `)
C-9 GRADING PLAN - SOUTHWEST
C-10 DRAINAGE AREA MAP :' w F O '70 75 4"
P-1 PLAN & PROP[IE - PARADISE BAY BLVD. - STA. 21+84 TO 36+ 00
P-2 PiAN & PROFILE - PARADISE BAy BLVD. - STA. 36+00 TO 46+00
P-° PLAN & PROFUZ - PARADISE BAy BLVD. - STA. 46+00 TO 51+25
CAhHWIRE CREEK CROSSING
P I PLAN & PROFILE - CAM"= CREEK CROSSING - SPA. W+00 TO 70+00
15 PLAN & PROFILE - CIRCLE A. CIRCLE B. AND PARADISE BAy CIRCLE
} 6 PIAN & PROFIIE - PARADISE BAY BOULEVARD
1-11' PLAN & PROFILE - ,WALES ALONG PARADISE BAY BOULEVARD
8 PLAN & PROFQE - SWALF.S ALONG CAMPFIRE CREEK CROSSING
D- 1 SITE DETAILS
L)-2 STORM DETAILS
THE J01"I"N R"m seIn Mrs
ADAM
COMPANY
■■■ ■
■. ■
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709--4005
#' 19) 361-5000
FINAL DRAWING -- NOT RELEASED FOR CONSTRUCTION

LEGEND:
EXISTING WETLANDS
APPROXIMATE LOCATION OF
SHALLOT-fE RIVER
100-YEAR FEMA FLOODPLAIN
BOUNDARY
500-YEAR FEMA FLOODPLAIN
- - BOUNDARY
NOTES:
1 �r l \J 0
\ � \� I,, s,i f 71 n.8
f
1. PROPERTY BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC. BY JIM
BLANCHARD ASSOCIATES, PC AND FROM EXISTING SURVEY BY NORRIS & WARD LAND SURVEYORS,
PA.
2. EXISTING WETLAND BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC.
BYJIM BLANCHARD ASSOCIATES, PC.
3. ON -SITE TOPOGRAPHY IS FROM INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY,
INC. BY JIM BLANCHARD ASSOCIATES, PC.
4. OFF -SITE TOPOGRAPHY WAS GENERATED BY THE JOHN R. McADAMS CWPANY, INC. USING BARE
EARTH (LIDAR) DATA PROVIDED TO JOHN R. McADAMS COMPANY BY THE INC FLOODPLAIN MAPPING
PROGRAM.
--v ``_S �J
N
\ vIJ
I \ 4
N34'40'33"W
N34'40'33"W
r \ )V34'40'33"W
J \ 1vd (60.58'
LINE
BEARING
DISTANCE
LINE
BEARING
DISTANCE
LINE
BEARING
DISTANCE
LINE
BEARING
DISTANCE
LINE
BEARING
DISTANCE
L7
L8
L9
L10
N 33'14'44" W
S 84'25'38" W
S 14'46'26" W
S 48'15'31" W
12.86'
10.03'
31.38'
23.47'
L76
L77
L78
L79
S 24'04'57" W
S 10'03'40" W
S 26'40'59" W
S 45"12'56" W
25.46'
36.02'
36.16'
40.70'
L151
L152
L153
L154
S 00'58'25" E
N 89'08'29" W
S 38'30'52" W
S 22'13'17" W
106.65'
228.44'
225.25'
128.65'
L226
L227
L228
L229
S 06'42'28" E
S 33'50'20" E
S 44'13'45" W
S 08'31'10" E
25.48'
6.95'
46.36'
58.38'
L301
L302
L303
L304
S 55'02'02" E
S 69'37'05" E
S 52'00'53" W
S 40'26'44" E
32.52'
27.34'
19.30'
17.38'
L11
S 49'07'34" W
48.37'
L80
S 46'06'21" W
77.06'
L155
S 59'53'09" E
214.54'
L230
S 47'39'53" E
178.52'
L305
S 45-42'11" E
20.67'
L12
S 73'05'21" W
21.35'
L81
S 6T48'46" W
44.24'
L156
N 79'03'19" E
50.34'
L231
N 19'47'42" E
107.56'
L306
S 76-24'19- E
34.00'
L13
N 63'08'00" W
10.03'
L82
S 69'15'39" W
33.54'
L157
S 79'25'19" E
360.32'
L232
N 5T02'20" E
143.50'
L307
N 80'41'28" E
391.53'
L14
S 75'19'29" W
70.36'
L83
S 80*54'12" W
20.88'
L158
S 44'01'02" E
43.70'
L233
N 59'12'17" E
66.62'
L308
N 80'41'28" E
53.68'
L15
S 7T45'56" W
67.56'
L84
N 68'33'29" W
25.14'
L159
N 86'42'20" E
48.44'
1234
N 14'22'42" E
108.75'
L309
S 85'36'34" E
63.27'
L16
S 72'07'45" W
48.57'
L85
N 89'45'43" W
30.56'
L160
N 19'59'02" W
84.41'
L235
N 21'39'06" E
67.06'
L310
S 52'17'41" E
119.64'
L17 I
S 01'37'08" E
23.12'
L86
N 46'03'53" W
25.95'
L161
N 10'55'48" E
14.33'
L236
N 08*49'13" E
26.98'
L311
S 50'50'03" E
51.38'
L18
N 87'15'22" W
60.59'
L87
N 53'29'04" W
28.91'
L162
S 43*49'17" E
30.79'
L237
N 39'11'49" E
35.14'
L312
S 66'35'08" E
162.22'
L19
S 46'32'22" W
136.70'
L88
N 74'59'21" W
95.66'
L163
S 12'35'00" E
63.66'
L238
S 31'24'58" E
3.98'
L313
S 37*36'15" E
29.46'
L20
N 78'16'19" W
23.72'
L89
S 81'06'39" W
32.88'
L164
S 33'40'45" E
41.98'
L239
S 13'41'39" W
73.61'
L314
S 76*05*01" E
210.22'
L21
S 88'57'09" W
78.70'
L90
N 5447'22" W
59.25'
L165
S 02'05'34" E
36.99'
L240
S 22'12'54" E
59.93'
L315
S 40'20'18" E
207.31'
L22
N 35'55'00" W
95.09'
L91
N 64'05'25" W
37.68'
L166
N 34'33'56" W
36.82'
L241
S 00'00'00" W
5.48'
L316
S 87'09'34" E
123.47'
L23 I
N 19'23'52" W
43.33'
L92
N 8T27'44" W
88.66'
L167
S 50'07'05" W
32.20'
L242
S 46'16'28" W
58.36'
L317
N 52'27'49" E
113.38'
L24
N 17*33'14" E
123.15'
L93
S 04734'26" W
62.70'
L168
S 74'11'12" W
38,04'
L243
S 12*47'11" W
43.39'
L318
N 79'41'18" E
150.13'
L25
N 15'13'37" W
60.31'
L94
S 28'18'03" W
73.82'
L169
S 83'38'54" W
44.57'
L244
S 36*21'11" W
32.81'
L319
N 71'14'39" E
42.00'
L26
N 84' 16'25" W
89.44'
L95
S 11'38'01 " W
86.78'
L170
S 08'53'43" E
57.89'
L245
S 22'25'44" W
46.69'
L320
N 54'39'39" E
97.70'
L27
S 12'24'13" E
69.41'
L96
S 29-10'38" W
101.99'
L171
S 72'17'00" E
42.44'
L246
S 5T48'46" W
41.62'
L321
N 43'16'36" E
30.45'
L28
N 22'25'03" W
63.66'
L97
S 69'46'51 " W
80.52'
L172
S 16' 13' 12" E
27.20'
L247
S 37'50' 18" W
40.85'
L322
N 66'31'22" E
48.70'
L29 I
S 32*35'11" W
92.55'
L98
S 18'48'02" E
55.40'
L173
S 48'02'53" E
34.54'
L248
S 14'51'06" W
80.85'
L323
S 78'35'20" E
80.73'
L30
N 08'38'03" W
35.76'
L99
S 48'49'55" E
117.66'
L174
S 11'45'51" W
25.69'
L249
S 15'38'47" E
28.84'
L324
N 73'04'50" E
146.71'
L31
N 09'33'12" E
12.11'
L100
S 19'28'45" W
82.43'
L175
S 32'51'59" E
41.60'
L250
S 68-14'16" W
11.02'
L325
S 84'01'58" E
26.99'
L32
S 54'57'31 " W
42.04'
L101
S 36'54'42" W
90.95'
L176
S 13'52'22" W
65,99'
L251
S 42'03'29" W
75.78'
L326
N 74'43'49" E
41.62'
L33
N 05'02'57" W
23.79'
L102
N 38'1O'11" W
97.41'
L177
S 08'10'05" W
49.33'
L252
S 23'07'24" W
72.85'
L327
N 44'47'28" E
57.14'
L34
S 86'31'22" W
33.01'
L103
S 24'46'10" W
3.53'
L178
S 26'40'38" E
99.04'
L253
S 15'25'46" W
39.66'
L328
S 84'52'29" E
31.49'
L35
S 04'26'10" W
53.03'
L104
N 34'59'19" W
113.61'
L179
S 66'03'32" E
58.60'
L254
N 62'40'13" W
15.58'
L329
N 43'31'41" E
48.71'
L36
N 81'48'38" W
44.42'
L105
S 44'23'58" W
102.70'
L180
S 40'21'28" E
60.71'
L255
S 87'54'49" W
65.55'
L330
N 03'14'24" E
89.80'
L37
N 88'01'37" W
39.38'
L106
S 83*48'18" W
113.02'
L181
S 38'48'36" E
40.91'
L256
S 25*23'11" W
61.75'
L331
S 82'08'26" E
168.24'
L38
S 80'54'36" W
130.98'
L107
S 78'35'50" W
283.49'
L182
S 15'55'04" E
86.26'
L257
S 08*52'17" W
57.46'
L332
S 44'51'57" E
653.83'
L39
S 53*09'19" W
33.34'
L108
S 72'45'54" E
229.89'
L183
N 69'33'05" E
38.86'
L258
S 29'44'39" W
64.72'
L40
S 85'39'30" W
47.78'
L109
S 1O'13'44" E
199.76'
L184
S 19'32'01" E
30.18'
1259
S 47'13'21" W
170.30'
L41
N 38'44'30" W
7.26'
L110
S 51'23'08" W
76.81'
L185
S 09'29'51" E
76.51'
L260
S 27'37'24" W
58.08'
L42
N 88'48'00" W
151.37'
L111
S 40'01'39" W
241.78'
L186
S 85'13'48" W
125.59'
L261
S 38'05'57" W
70.52'
L43
S 51'17'43" W
111.35'
L112
S 12'59'35" W
229.80'
L187
S 29'04'42" E
101.29'
L262
S 5V01'15" W
54.89'
L44
S 60'32'19" E
126.02'
L113
N 65'40'33" E
148.21'
L188
N 61'55'32" E
49.11'
L263
S 59'05'45" W
62.24'
L45
S 68'52'44" W
42.01'
L114
N 38'47'32" E
141.80'
L189
N 63'47'53" E
25.81'
L264
S 19*55'14" W
94.87'
L46
S 58*45'11" W
59.71'
L115
N 23'29'34" E
235.99'
L190
S 58'16'28" E
42.28'
L265
S 40'30'30" W
97.54'
L47
S 21'42' 16" W
38.17'
L116
N 82'03'07" E
1 13.20'
L191
S 74'29'43" E
27.51 '
1266
S 49'55'09" W
9.04'
L48
S 41'54'00" W
47.86'
L117
N 73'40'04" E
140.63'
L192
N 61-48'13" E
31.86'
L267
S 40'08'21" E
14.74'
L49
S 23*23'11" W
75.34'
L118
S 50*04'10" W
81.51'
L193
S 20*36'15" W
45.24'
L268
S 17'53'33" W
29.08'
L50
S 06'13'33" E
49.48'
L119
S 28'20'44" W
118.16'
L194
S 86'04'45" W
46.12'
L269
S 74'03'54" E
24.52'
L51
S 36*01'11" E
143.65'
L120
N 83'22'24" E
219.21'
L195
S 06'34'48" E
52.92'
1270
N 77'11'34" E
14.30'
L52
S 82'00'02" E
19.05'
L121
N 60'59'41" E
260.86'
L196
S 19*47'14" E
57.53'
L271
N 65'06'56" E
25.80'
L53
S 09'48'06" W
81.69'
L122
N 82'56'24" E
102.32'
L197
S 16'10'23" W
222.26'
L272
S 43'25'48" E
10.86'
L54
S 35'13'28" E
26.51'
L123
N 27'03'50" W
185.57'
L198
S 05'03'22" E
59.05'
1_273
S 47'41'38" E
11.16'
L55
S 31'05'07" W
39.00'
L124
N 07'59'20" E
103.25'
L199
S 42'41'12" W
63.22'
L274
S 40-17'24" W
57.16'
L56
S 40'09'55" W
34.00'
L125
N 04'55'59" E
30.52'
L200
S 46'25'33" E
55.37'
L275
S 50'52'24" W
5.75'
L57
S 56'02'39" W
1.32'
L126
S 75'40'05" E
61.63'
L201
S 75'55'26" E
76.72'
L276
S 18'01'59" W
22.75'
L58
S 2447'02" W
19.67'
L127
S 23'03'20" E
59.28'
L202
S 61'07'17" W
66,79'
L277
N 73'31'37" E
6.17'
L59
S 44'46'58" W
11.59'
L128
S 06'20'34" W
29.20'
L203
N 81'23'34" W
81.64'
L278
S 59'39'23" E
9.94'
L60
S 07'42'09" E
26.05'
L129
S 38'43'43" W
19.09'
L204
N 53'21'09" W
71.65'
L279
S 74'1O'17" W
41.79'
L61
S 01'43'39" W
58.07'
L130
S 66'13'42" E
18.97'
1205
N 60'54'25" W
85.75'
L280
S 81'12'01" E
27.36'
L62
S 73'12'43- E
65.45'
L131
N 35'09'23" E
77.90'
L206
S 84'02'05" W
34.68'
L281
S 73-16.19" E
24.64'
L63
S 86'07'58" E
38.14'
L132
N 44'45'42" E
40.09'
L207
S 67'26'09" W
116.23'
L282
S 1 O' 17'02" W
22.65'
L64
N 25'37'31" E
21.32'
L133
N 42'14'57" E
72.65'
L208
S 24'00'08" E
94.73'
L283
S 41'14'34" W
4.62'
L65
S 37'56'33" E
21,52'
L134
S 31'18'43" E
34.37'
L209
S 86'29'S1" E
100.37'
L284
S 47'55'36" E
43.27'
L66
S 19'39'12" E
21.97'
L135
S 33*39'15" W
44.46'
L210
S 49'41'24" E
114.15'
L285
S 52'57'56" W
11.94'
L67
S 16'15'40" W
20.82'
L136
S 69'20'45" W
23.05'
L211
N 20-39'16" E
7.96'
L286
S 04'12'47" E
23.60'
L68
S 29'33'05" W
22.82'
L137
S 10*45'22" E
35.53'
L212
N 83'32'40" E
91.86'
L287
S 26'26'16" E
22.77'
L69
S 10'22'39" E
16.22'
L138
S 71'28'42" E
22.13'
L213
N 65'34'03" E
78.25'
L288
S 19'18'55" E
4.36'
L70
S 08'50'33" W
15.74'
L139
S 49'48'35" E
36.18'
L214
S 40'56'08" E
77.99'
L289
S 39'22'10" E
12.76'
L71
S 00'17'23" W
15.41'
L140
S 25'28'01" E
42.14'
L215
S 50-18'26" E
_
y 190.17'
1290
S 81'54'47" E
16.37'
L72
S 25*52'15" W
30.50'
L141
S 34'14'45" W
54.02'
L216
N 72'16'18" E_
223'
L291
N 78'53'02" E
18.93'
L73
S 63'04'01" W
14.57'
L142
S 70'02'56" W
50.86'
L217
N 51'15-32" E
_ 2 .c0'
1292
S 61'59'10" E
10.50'
L74
S 64'34'45" W
36.45'
L143
S 52'43'25" E
105.50'
L218
N 62'52'33" E
1 13.97'
1_293
S 13'48'41" W
7.35'
L75
S 63'08'41" W
18.27'
L144
N 14'05'51" W
10.55'
L219
N 73'1520" E
28.79'
L294
S 73'14'53" W
31.81'
i ���••-
L145
N 82'29'56" E
33.60'
L220
S 84' 17'51 " E
33.96'
L295
S 14'35'50" W
3.71 '
L146
S 76'39'03" E
25.59'
L221
S 77'10-41" E
T 1133'
L296
S 19'01'29" E
25,07'
L147
S 2T 10' 18" E
1 12.32'
L222
S 16' 16'07" E
15.73'
L297
N 79'08'35" E
14.60'
L148
S 8T53'12" E
215.70'
L223
S 82'21'09" E
16.52'
L298
S 17'21'31" E
15.66'
L149
N 70'08'38" E
7.44'
L224
S 56'50'35" E
18.85`
L299
S 56'08'37" E
24.34'
L150
S 86'44'05" E
114.57'
L225
S 19'20'02" E
28.21'
L300 I
S 49'20'S5" W
17.23'
CURVE
RADIUS
ARC LENGTH
CHORD LENGTH
CHORD BEARING
DELTA ANGLE
C1
1473.82'
508.53'
506.01'
N 44'33'37" W
19'46'09"
C2
982.97'
384.26'
381.81'
N 2328'37" W
22'23'52"
C3
1209.06'
239.71'
239.32'
N 41'57'57" E
11'21'34"
J.
(jrl
� r_/ \ / � � / r ^\� - 1 \ ( ` � �r j / J 1 \ \\ � � l � f\\�1\.��� ��-i , Y -�` �e�== L \ � � \ �- � � • � `�' � �,,.
\=i20�
ri
ii j)lI J 11/ 1r1� J1 // 1 ^'/ r i \, !
i /J
' /\1\?)(1/l/S�=/
IT L
�.
LOY-
50
r
t (20 31
C ( �//\�� 1 �� NC GRID
/ J i \ / / t / NAD 83
/1/ram/T1\-�l � ��
1 _ 77 GRAPHIC SCALE
.=F i %,,� •- j ([ ✓ j % ` % \\� Jar - ' 1 ^ / �� �, � � / / ® 300 0 150 300
� /�/���� '�/! J 1
1 inch = 300 ft.
^I( /}j\ // /�t� �j �/ �`/ C, ��`i,� fir `�►®�
rnL ��_r;;.�
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

S 78*12'51" E
N 45'02'09" E 205.50'
N 64'45'34" E 290.91'
N 84'47'09" E
243.61 r _�/ •� -i /\ ` r r r - J
J° /. — / L I I —, �'
iE
_ za - 1 - I
� ` /1�1�\"-lI y(\\� ��\�� \\\! � \ � I 1 6 -�~ ' } J
s f r ((I(II/� �Jjr \ �J \�,_ r \ \ ���s ,r 90.E\�, r,
/ �� �r ( < �1 \✓ �� ( / 1 316 W
�.
S 61 '42' 15 E
1, 15(�\��- �`1 \ \ `v / 125.62'
NV
N 4 (((I I /� / — ` �/y /l}
NS%
Q IL, � /J --� �� r \ \ I L I
)j/ ,•� / � / l l \ 1 � � / r ( I1 \\\� � � � / 1`- v ( -` ,- ,' (- I � / A fir✓ � � i ` / \ 4
---
_
/J, • J•
kA Oil
/-jitt \) ��/
Frt
/ �J i�-'� �) \ O 1 \' l\L` ---� �l r/� \ I ✓ \ � 1\\�\' J .�
--`�ti �y/' ��9.1 S} �J��) fj
�- / -� / l L; >
/ c ,��• g' — -, � j (-- r r - -. � � 1 I /� ' 1 / 1 ,., 1 so
\ J ?
�4J(4' /
l � % � — � /�\ � � i` ( � / (J ./ � $ = � Ic }., 1\ \ \ I 1 ` ,- — � `� �/ j \ 1 � L' � ) \ \ •— .- �� i '' J 1r „ / // 1 I / � ." / , � \ / ( \ � r-
\ \ /
�- ` \ \\_ �i .���_ t
ff
\; s' o �e o r f-
&SK A,
r
in
// rJ
35
'/ -rr� �'rr-! \/�y-�► I -A�-..�. � /--, —�f \ ` � .��� �^,) L `�-`\\ .� � fD� 1) 1( \•, `v J�yn _, J �_
�f �o-v �f IS 1< ,a,�� 1 -✓� 1\ r 1 J
Akii
C�
( \II\I( T
r _ \L\\\ �� ® �` 2( \� LJJ��� Y r— i� n S 71'sk2��-,\W
t � Z ✓
,JI \ \ �—
`( / ! / \� �l ✓ l / fit,\� S 57'49' 5 " W
EXISTING WETLANDS
APPROXIMATE LOCATION OF
SHALLOTTE RIVER
100—YEAR FEMA FLOODPLAIN
BOUNDARY
500—YEAR FEMA FLOODPLAIN
BOUNDARY
NOTES:
1. PROPERTY BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC. BY JIM
BLANCHARD ASSOCIATES, PC AND FROM EXISTING SURVEY BY NORRIS & WARD LAND SURVEYORS,
PA.
2. EXISTING WETLAND BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC.
BYJIM BLANCHARD ASSOCIATES, PC.
3. ON —SIT-_ TOPOGRAPHY IS FROM INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY,
INC. BY JIM BLANCHARD ASSOCIATES, PC.
4. OFF —SITE TOPOGRAPHY WAS GENERATED BY THE JOHN R. McADAMS COMPANY, INC. USING BARE
EARTH (i DATA PROVIDED TO JOHN R. McADAMS COMPANY BY THE NC FLOODPLAIN MAPPING
PROGRAM.
0
NC GRID
NAD 83
GRAPHIC SCALE
300 0 150 300 600
1 inch = 300 ft.
f S 624129 W
327.79'
LINE TABLE
LINE
BEARING
LENGTH
L1
S
61'32'43"
E
185.94'
L2
N
81'06'56"
E
187.4j
L3
N
41'28'57"
E
56.55'
L4
N
08'16'52"
E
72.90'
L5
N
00*21'18"
E
140.21'
L6
N
30'38'05"
E
45.38'
L7
S
87'53'47"
E
86.22'
1-8
N
04'34'26"
E
67.90'
L9
N
26'3355"
W
58.56'
L10
N
50-47'39"
E
42.91'
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD BEARING
ICH. DTS-':I:--.l
DELTA
TANGENT
C4
1426.26'
490.80'
N 44'36'13" W
I 488.38
1 19-42'59"
247.85'
PRELIMINARY DRA)VING — NOT RELEASED FOR CONSTRUCTION

EXISTING WETLANDS
APPROXIMATE LOCATION OF
SHALLOTIE RIVER
100—YEAR FEMA FLOODPLAIN
BOUNDARY
500—YEAR FEMA FLOODPLAIN
BOUNDARY
NOTES:
1. PROPERTY BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC. BY JIM
BLANCHARD ASSOCIATES, PC AND FROM EXISTING SURVEY BY NORRIS & WARD LAND SURVEYORS,
PA.
2. EXISTING WETLAND BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC.
BYJIM BLANCHARD ASSOCIATES, PC.
3. ON —SITE TOPOGRAPHY IS FROM INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY,
INC. BY JIM BLANCHARD ASSOCIATES, PC.
4. OFF —SITE TOPOGRAPHY WAS GENERATED BY THE JOHN R. McADAMS COMPANY, INC. USING BARE
EARTH (L1DAR) DATA PROVIDED TO JOHN R. McADAMS COMPANY BY THE NC FLOODPLAIN MAPPING
PROGRAM.
a� S6 16 1^ -
2�3.8
7
l r
327.79
�� 1 /✓� ��/ / ��r J J
�f C3 in /� /� r
1 I -7 �' /, 02 ow
�'� I .�
N 37'09'53" E
37.55' , ,
c3�
y ` ��-C �52 44'15 ")
`A-5 j J��� � � � f, 3�2.b '�
' /
05�50 6y
0
NC GRID
NAD 83
rj
rl
CP
P- � )
/IJ�
/�(12(-
-q
4�pot
_777_ --� y / �987.(44� \ v,
y � r
N04 22 W
?11. 48'
N05�54'22"W
J�� i��1,1 ✓, `��� 01� �� Imo=
2 `1
GRAPHIC SCALE
300 0 150 300 600
1 inch = 300 ft
(j� �/�(C� \1� `� i ���\�'�� n 1 �� 1 /J }11 (}�� ° -; i / �69'05'41 .W-1L
/ s W 61'07,0 92: 7'
S 7\8'4�'26"
N 63'39'02" W
184.61'
226.98
S 84'14'46" W
193.18'
85'48'54" W
238.84'
LIr'�" TABLE
LINE
BEARING
LENGTH
L11
S
68'46'09" W
117.72'
L12
N
68'20'17"
W
59.48'
L13
N
55'47'49"
W
90.71'
L14
N
36'15'31"
W
73.21'
L15
N
72'04'51"
W
56.17'
L16
S
80'24'39"
W
124.13'
L17
S
84*08'12"
W
173.25'
L18
S
67'08'1 2"�W
206.50'
L19
S
76'27'23"
W
233.98'
L20
S
83'23' 3".
W
184.22'
L21
S
81 `02'3 2'
69.71'
L22
S
72'21'34"
W
121.78'
L23
N
56'42'38"
W
65.28'
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD BEARING
CH. DIST.
C2
1405.00'
842.49'
S 36'08'44" E
829.92
C3
1465.00'
Ri,,R 93'
S 36*10'S5" E
856.25
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

rr,
/s
A#
WETLANDS
y
MEAN HIGH WATER LINE
ALONG WEST BOUNDARY OF
SITE
LEGEND:
EXISTING WETLANDS
OUTERMOST 100' OF WETLANDS
APPROXIMATE LOCATION OF
SHALLOTTE RIVER
® :f,ON41
UPLANDS
O
NOTES:
1. PROPERTY BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC. BY JIM
BLANCHARD ASSOCIATES, PC AND FROM EXISTING SURVEY BY NORRIS & WARD LAND SURVEYORS,
PA.
2. EXISTING WETLAND BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY, INC.
BYJIM BLANCHARD ASSOCIATES, PC.
3. ON -SITE TOPOGRAPHY IS FROM INFORMATION PROVIDED TO THE JOHN R. McADAMS COMPANY,
INC. BY JIM BLANCHARD ASSOCIATES, PC.
4. OFF -SITE TOPOGRAPHY WAS GENERATED BY THE JOHN R. McADAMS COMPANY, INC. USING BARE
EARTH (LIDAR) DATA PROVIDED TO JOHN R. MCADAMS COMPANY BY THE NC FLOODPLAIN MAPPING
PROGRAM.
'F
d
K
o ®®
go
GRAPHIC SCALE
500 0 250 500 1000
I inch = 500 ft.
The most current policy (October 5, 2006) regarding the amount of wetlands that can be Included In the &%
area Is dictated by whirhev®r of the fotiowing two calculation methods yields the least amount of site etas:
Method 1: Ca{a.dats the acreage of the wetlands. Divide tfte wetland acreage by the total site acreage. if the
result is 25% or less, then the taw project area is the total site acreage. If the result Is more than
25%, then calculate the amount of wetland too Include such that no more than 25% of the sib) area
acreage consists of wetlands In fts mariner subbed tite entire wetlands area from the sits area
to get the uplands area, then divide the uplands area by 0.75.
Method 2. CaiWate itts area of a 100 foot wide strip of wetlands measured from the uplands area Into the
wetland.
Compare the two rnimbers, and choose a,e ore that yields the smallest project area.
ftn M® 4
Total srq area=121.21 acres
Total wind area = 36.61 acres
G 100' Wde strip of wetland area = 32.39 ec ras
met -rod 1: 36.61 wetland ac. / 121.21 sits ac. = 302% (>25%)
12121 site so. - 36.61 wetland ac. = 84.6 upland ac.
Project area for caua.rlating density = 84.6 / 0.75 = 112.8 acres
Msb` od 2: 121.21 - 36.61 = 84.6 t_q'ard as
Proved area for oalctlating density = 84.6 + 32.39 = 116.99 acres
Since 112.8 < 116.99 use area dertvsd via Method 1 to calculate this allowable density.
112.6 acres (project area) x 25% _ (allowable im )
ttq I dhtWM of 1 W, C n y il '9 h
llM c filar. Ho -, � s kesud © cg _�nl ` lily OT
b'-'nk: t~ FN A r J'w Elm cnn be gig _ 'By &iZ ," tA Pu t &TM InLr4walsa MUy t
l WNIM Una.
,t:
The most current policy (October 5, 2006) regarding the amount of wetlands that can be Included In the site
area Is dictated by whichever of the foliovwing two calculation methods yields the least amount of site area:
Method 1: Calculate the acreage of the wetlands. Divide the wetland acreage by thte total site acreage. If the
result is 26% or lags, then the total project area Is the total sits acreage. If ilea result Is more than
25%, then calculate the amount of Weiland to Include such that no more than 25% of the site area
acme consists of Wetlands In this manner: subtract the entire wetlands area from the site area
to get the uplands area, then divide the uplands area by 0.75.
Method 2: Calculate the area of a 100 foot wide strip of wetlands measured from the uplands area Into the
wetland.
Compare the two numbers, and choose the one that yields the smallest project area.
Total site area = 607.03 acres
Total wetland area=170.08 acres
D I W wide strip of wetland area =133.9 acres
Method 1: 170.08 wetland ac. 1607.03 site so. = 28% (>25%)
607.03 site so.-170.08 wetland so. = 438.95 Lapland ac.
Project area for calculating density = 436.95 / 0.75 = 5826 acres
Method 2: 607.03-170.08 = 436.95 upland ac.
Project area for calculating density = 436.95 + 133.9 = 570.85 awes
Since 570.85 < 582.6, use area dertved via Method 2 to calculate the allowable density.
570.85 acres (prgect area) x 30% =1TiM &waz (allowable Impervious)
►'hr^ tp0i" wr�ti•�: tot tiUrrp� rti r3u�.kr.yrrar.�.i fsUrTr Purr f+3i 1U�1 irr: r:�ate�r� arpi �irrGe� t+ilc; tic.-t4asrrel:�pt
°
i E 1� t}t .t t o � c t�tetrt ._ o {U(, o bNa t r r r Ftrt I.rJ r tic;t {a7�iUV 1 .rt; e>t 8c+a trl i.roi>+jury
li+rr t�trat ktr: vr•r c«r�ttt::�, fit5t No c«.rtatd`t it�r .1c.tlar rc�1�,'oc r t.ti oe+ty;sic �f t+t,� +>rntat=rty i rtc:: nr
Ley• �.i tt� �� iti•1Hi^'V lr rr; �r,r hc� cy, rvtivii B dcf"rszrtac•�t�. t rc i>rnt�.c�t �tctir r tc«I rcic.� curl t+f a �r&>r<3
al�ov� t•Ii� M{iW I irr
GRAPHIC SCALE
400 0 200 400 800
I inch = 400 ft.
0
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

PHASE 3
(LOW DENSrM
(t 49.17 ACRES)
MAX. ALLOWABLE
AW. (28.0%): 13.75 ACRES
PHASE 2A
POND #2
PHASE 2A-----'`
(HIGH DENSrM
(t 54.74 ACRES)
MAX. ALLOWABLE
-'. (32.1%): 17.60 ACRES
MEAN H 16H WATER LINE
ALONG r�57 BOUNDARY
OF 51TE
GRAPHIC SCALE
400 D 200 I NOM
-! I
I I I I
1 inch = 400 fi.
PROPOSED DEN51 T'r TABLE
PHASE
GLA551FIGATION
AREA (5F)
BUA (517)
% IMPERVIOUS
5A / SG ?
IA
LOW DENSITY
3,236,164
580,143
2-7.2
SG
IB
2A
HIGH OEN51TY
HIGH DEN51?Y
i211,3bct
2,3&4_3W
_�-55,571
-766 5cl
403
32.1
5G
SG
��
2B
--HIGH DENSITY
205,765
216,750
2b.ci
5G
3
LOW DEN51TY
2,141,672
561b,767
25.0
5G
4A
LOW D 1TY
5�041,470
I,1411,36b
23.6
5A
46 i
-HIGH DENSITY
7q,ci35
37p26
463
5A
5A
HIGH DENSITY
2,235,662
733,637
32.5
5G
5B
LOW DEN5iTY
1,122p15
424,315
37.6
SG
bA
HIGH DENSITY
2,73b,27q
8Ci5, T6a
32. i
SG
bB
LOW DENSITY
671,523
261317
3q.0
SG
7A
LOH DENSITY
4a45, l0q
1-140,450
21.1
5G
75
HIGH DENSITY
75165b
43,670
57.7
5G
bA
LOH DENSITY
3,g20,2g2
Ipb3,250
27.1
5G
bB
HIGH DENSITY
3&0,329>
14q,050
3q.2
5 C.
Yi= L AREA (OUTSIDE OUTERMOST IOO9
1;75q 571
TOTALS 1 31,751,553 1 5,bbb,042
5A IMPERVIOUS TOTAL (4A d 43) = 1,22&,3g2 5F = 2b2 AG
5G IMPERVIOUS TOTAL = 7,45c[050 SF = 171.25 AG
•: PHASE lA
(LOW DENSrM
(t 74.31 ACRES)
MAX. ALLOWABLE
Be. (27.2%): 20.21 ACRES
PHASE 1B
(HIGH DENSM)
(t4.85ACRES)
MLAX ALLOWABLE
IMP. (40.5%): 1.96 ACRES
PHASE lA
WV0000.® POND
4
a° % WE S
4 4k
DENSE
(t 18.50 ACRES)', ��O
MAX. ALLOWABLE ° 4a�
D". (26.9%):
PHASE 8B
(HIGH DENSrM
(t 8.73 ACRES)
MAX. ALLOWABLE
IMP. (39.2%): 3.42 ACRES
so,
..o
PHASE 7A
(LOW DENSrM
(t 113.61 ACRES)
MAX. ALLOWABLE
MIP. (27.1%): 30.77 ACRES
r '
i'
a
4.98 ACRESES
'
f rfr�f
7B
'.7%): 1.00 ACRES
v
41
3 N4*13
' n 40P
(t 25.76 ORES) ' f� / I
MAX. ALLOWABLE a'` ®��
. (37.8%): 4
Al
(t 51.33 ACRES) %fj
MAX. ALLOWABLEf',� ' �P
W. (32.8%): 16.84 ACRES � �,< ,� �j
4
r4f
'A¢VA DENSrM
6�6♦,;,.. //Yj/
9`✓�° .82 ACRES) '%%/ e %�� ` ', :\ f/ �►
- MAX. ALIAWAB
EMP. (32.79
32 7yb): 20. CRES
f
7CC1:4"IP
��
0
PHASE 5A
(HIGH DENSrrvi
NIETLAND AREA (OUTSIDE OUTERMOST 100')
OUTERMOST 100' OF HE`rLAND5
APPROXIMATE LOCATION OF
5HALLOTTE RIVER
PHASE 4B '
(HIGH DENSn"NI
(t 1.84 ACRES)
MAX. ALLOWABLE
DAP. (46.3%): 0.85 ACRES
I. PROPERTY BOUNDARY INFORMATION PROVIDED TO THE JOHN R. MGADAM5 COMPANY, INC.
BY JIM BLANGHARD ASSOCIATES, PG AND FROM EXI5TING SURVEY BY NORRIS 4 HARD LAND
SURVEYORS, PA.
2. EXI5TIN6 WETLAND BOUNDARY INFORMATION PROVIDED TO THE JOHN R. McADAT-5
COMPANY, INC. BYJIM BLANCHARD ASSOCIATES, PG.
3. ON -SITE TOP06RAPHY 15 FROM INFORMATION PROVIDED TO THE JOHN R. McADAM5
COMPANY, INC. BY JIM BLANCHARD A55OGIATE5, PG.
4. OFF-51TE TUPUGRAPHY WA5 GENERATED BY THE JOHN R Mr-ADAM5 COMPANY, ING. U51N5
BARE EARTH (LIDAR) DATA PROVIDED TO JOHN R. MrADAM5 COMPANY BY THE NC
FLOODPLAIN MAPPING PROGRAM.
wE
41,
e, .1
- PHASE 4A
(LOW DENS"
(t 115.74 ACRES)
MAX. ALLOWABLE
IMP. (23.6%):
27.35 ACRES
• i ! 1 1:0'-,
ahR m®
&ormw+ater Mmwgemenu Narrative
Located off of dray Bridge Rand, at the interPH. e with Tar Landing Road in Shailotte, Nod h Carolina, is the proposed real development currently known
as San Rio. Proposed development on this site will consist of the construction of both single and midti-family residential areas, along with associated streets,
pahiciag, utilities, and other ate.
'The proposed development is located within the Lug - River basin. Stotmwater runoff from this site drains to Sharron Croak, the Shallotte River, and to an
unnamed tub Any to the Shallotte Rives. Aug to the N.C. Division of Water Quality BasinWide lofor oration Management System (BBAS), these drainage
features are classified as either SA-HQW, SC-HQW, or C;Sw,HQW. For this reason, development on this site must meet the requirements of 15A NCAC
021L1005 and 15A NCAC 02E1006. These regulations are as follows:
Per 15A NCAC 021-L1005:
All do eloprnent activides within the Rival cozy - „h rye a stormwwer managementpamit in accordance with Rule .1003 of this Ply shah
manage stormwater ruesoffas follows:
(7) developmernt activities within the ("i al coaedes draining to Outstanding Resource Waters (ORiI) shall meet in hute
.1007 of this PHASE,•
(2) development adtv&es within one udfmile of and drai=g to SA waters or wvuzmed trMutaria v Sri wirers:
(a) Low Density Option: Development shall be perm ued pmauant to Rule .1003(d)(1) of this PHASE if the development has:
0) built -upon area of 25 perm _r less; orpr oposes development of single famtily rwidences on lots with onathW of ran acre or greater
wtfh a built -upon area of 2; pea-wrt or less;
(U) skrmwaW owvpmWy by vegeW� wmreyance8; conveyatm system shall not include a discrete stornrmae
colle cdon system as d *m I in Rule .1002 ofthis PHASE,•
('sit) a 30 foot wide vegetative buoer.
(b) I26g*Dmq0ptwm Higher densy developments shalt be permitted pursuant to Rule .1(J03M(2) of finis PHASE if stormwaater
control systems meet the following criteria
(i) no dired o k!t channels or pipes to SA waters wvk= permitted in accordance with l5A NCAC 2H.0126,•
(b) control system must be hfiltraion systems designed to accordance with Rule .1008 of this PHASE to control the rumafffrom all
na fiwet generated by one and one-half inches of mall Alternadves as descrAW in Role .1008(h) of this PHASE may also be
appnovrd tf they do not discharge to surface waters in response to the design storms;
(W) r wwff in excess of the design volume must f tcnv overland through a vegetattvJZWr designed in accordmce with Rule .1008 of thin
PHASE with a mbrmuum lemgt/r of 30 feet meww-ed from mean high water of SA waters,•
(3) devdapment acdvhles within the coartnat counties except those areas defined in Items (1) and (2) ofday Paragraph:
(a) Low Density Optm Dev�,loprr.4_t ;:tall bepermated pursuant to Ruie.1003(d)(1) of this PHASEV7he dev+elopment has:
(i) built -upon area of 30 percea,i or lets; o•pnoposes development of stmgle fam* raddencer on lots with one 4hird of an acre orgreater
with a built -upon area q .I U less;
(rf) sror>:svaater runoff omiperted p w,,*--Jy by vegetatedwmwjwwm conw3wwe system shall not dude a ciise We stormwwser
collection system as defined in Rcae .1002 of this PHASE;
Cdi) a 30 foot wide vegetative bra:
(b) High Density Option Higher dewtty developmentr shall bepermittedpurmant to Rune .1003(d)(2) of this PHASE tfstormwater
control systems meet the fa?-4a: wb; = -- 7
(i) control *,sinus must be of itru ,on syste:• m wet detention ponds or altermotim stormwater management systems designed in
aceordowe with Rule .1008 of the PHASE;
Cu) control systems must be designed to control runoff from all surfaces generated by one inch of rain}ali
Per 15A NCAC 02H.1006:
All development activities which require a stormwater management permit under Rule .1003 4 thin PHASE and are within one mile of and drotning to
waters classified as High Quality Waters (HQW) shall manage stormwater ruwff in accordance with the provWbns outlined in this Rule. More strtngrnt
stormwater management meant es may be req aired on a case -by -case basis where it is determined that additional measures are required to parted water
quality and maintain existing and andcipateat uses of these raters
a) All waters classified as WS-1 or i3 -H (15A NCAC 2B .0212 and .0214) and all waim located in the coastal counties (Rote .1005 of this
PHASE) are excluded frnm th a requi(renw& of this Rule sbxv they already have requirementrfor stormwater management.
AP Md t?iYs ".t a 2; ,xis 1pio
San Rio is proposed to be permuted as a low -density project with high density pockets. The site will be designed such that the total built upon area (BUA) for the
single-family areas (low-densAy arras) combined with 11he multi-fam l-f / amenity areas (high -dimity poclms) will meet the overall low -density criteds, (30%
impervious) for thane portions of the site draining to SC water. For thou areas draining to SA waters, the ovemn low -density goal of 29A will be met.
RTrth regards to stormwater treatment in the low -density areas for areas draining to both SA and SC waters, the roadways saving the single-family lots will have
curt>-w� with curb outlet systems discharging mw vegetated stormwater swaks. Es& swale will terminate at as engineered level spy device• In the
high density areas, the stormwater management features will be designed to comply win DWQ standm* (per PEASE 15A NCAC 02F 1008). For the ;high
deetaity pods dmmmg to SC w , these arras will be treated with we demotion ponds or other approved management systems. The high density pockets
draining to SA waters will be treated with taffirWori systeuhs of other approved management systems.
The information presented an this sheet represents a stumwatea master plan for the Sass Rio development to show that the intent of the overall project is to mod
the low -density thresholds. As each phase of the development moves forward, the data far each individual phase (BUA, stormwater devices, be fmlized
and submitted to NCDWQ as a modification to the master petmiL The overall storruwater master plan will be updated to account for actual data for those phases
proposed for development
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTiON

9
0
a
a
rn
in
ED
0
I-
o"-
N
3
N
3
v
X
0
N
0
r�
0
J
0
tl
rn
B
0
c
t
()
6
m
c
3
B
0 -
GENERAL MOTES:
1. BOUNDARY SURVEY PERFORMED AND PROVIDED BY JIM BLANCHARD
ASSOCIATES.
2. TOPOGRAPHIC SURVEY PERFORMED AND PROVIDED BY JIM BLANCHARD
ASSOCIATES
3. FEMA MAP NUMBER: 3720109800J, FEMA MAP DATE JUNE 2, 2006
4. COASTAL LIMITS DETERMINED BY JIM BLANCHARD ASSOCIATES & LAND
MANAGEMENT INC.
5. THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD
SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO
GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH
UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR
FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN
ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT
THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION
AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE
UNDERGROUND UTILITIES.
ADJACENT PARCEL OWNERS:
II) OWNER: SANDLER OF SHALLOTTE
448 VIKING DRIVE, SUITE 220
VIRGINIA BEACH, VA 23452
ZONING: R-10/PRD
SAME AS ABOVE
SAME AS ABOV
E
0 4
SAME AS ABOVE
SAME AS ABOV
E
SAME AS ABOVE
® SAME AS ABOVE
® SAME AS ABOVE
9Q OWNER: SANDLER OF SHALLOTTE
448 VIKING DRIVE SUITE 220
VIRGIN:A BEACH VA 23452
ZONING: MF-14/PP,D
LINE TABLE
LINE
LENGTH
BEARING
L1
100.16'
S 85'03'33" W
L2
99.73'
S 78'55'02" W
L3
56.83'
S 78'19'20" W
L4
36.91'
N 81'02'11" W
L5
76.39'
N 58'44'42" W
L6
97.93'
N 62'58'56" W
L7
70.39'
S 57'40'05" W
LS
3.98'
N 31'24'58" W
L9
35.14'
S 39'11'49" W
L10
26.98'
S 03'49'13" W
L11
67.06'
S 21'39'06" W
L12
108.75'
S 14'22'42" W
L13
66.62'
S 59'12'17" W
L14
107.56'
S 19'47'42" W
L15
58.38'
N 08'31'10" W
L16
46.36'
N 44'13'45" E
L17
6.95'
N 33'50'20" W
L18
25.48'
N 06'42'28" W
L19
28.21'
N 19'20'02" W
L20
18.85'
N 56'50'35" W
L21
16.52'
N 82'21'09" W
L22
15.73'
N 16'16'07" W
L23
13.33'
N 77*10'41" W
L24
33.96'
N 84'17'51" W
L25
28.79'
S 73'15'20" W
L26
13.97'
S 62'52'33" W
L27
23.80'
S 51'15'32" W
L28
77.99'
N 40'56'08" W
L29
78.25'
S 65'34'03" W
L30
91.86'
S 83'32'40" W
L31
7.96'
S 20'39'16" W
L32
114.15'
N 49'41'24" W
L33
100.37'
N 86'29'51" W
L34
94.73'
N 24'00 08 W
L35
116.23'
N 67'26'09" E
L36
34.68'
N 84'02'05" E
L37
85.75'
S 60'54'25" E
L38
71.65'
S 53'21'09" E
L39
81.64'
S 81'23'34" E
L40
66.79'
N 61'07'17" E
1_41
76.72'
N 75'55'26" W
L42
1 55.37'
N 46'25'33" W
L43
63.22'
N 42'41'12" E
1_44
59.05'
N 05'03'22" W
L45
57.53'
N 19'47'14" W
L46
52.92'
N 06'34'48" W
L47
46.12'
N 86'04'45" E
L48
45.24'
N 20'36'15" E
L49
31.86'
S 61'48'13" W
L50
27.51'
N 74'29'43" W
L51
42.28'
N 58*16'28" W
L52
74.91'
S 62'34'14" W
L53
101.29'
N 29'04'42" W
L54
125.59'
N 85*13'48" E
L55
I 76.51'
N 09'29'51" W
L56
30.18'
N 19'32'01" W
L57
38.86'
S 69'33'05" W
L58
86.26'
N 15'55'04" W
L59
114.37'
N 49'54'34" E
L60
128.52'
N 42'37'20" E
L61
39.33'
N 34'24'33" E
L62
136.93'
N 44'22'54" E
L63
136.43' 1
N 42'06'20" E
L64
143.05'
N 31'58'36" E
L65
75.00'
N 53'28'50" E
L66
75.00'
N 53'28'50" E
L67
61.13'
N 52'02'03" E
L68
83.65'
S 38'52'18" E
L69
93.92'
S 89'49'53" E
L70
82.05'
S 89'49'53" E
L71
26.22'
S 01'26'00" E
L72 I
30.43'
S 61'40'23" W
L73
70.47'
S 39'09'53" E
L74
37.08'
N 54'05'49" E
L75
18.11'
S 02'06'22" E
L76
20.82'
S 03'53'13" E
L77
50.03'
N 86'02'35" E
L78
19.21'
N 04'02'13" W
L79
18.11'
N 02'06'22" W
LBO
36.54' I
S 82'11'03" E
L81
18.26'
S 63'50'05" E
L82
16.80'
N 64'52'43" E
L83
24.21'
S 67'01'52" E
L84
36.85'
S 25'02'13" E
L85
42.59'
S 52'45'16" E
L86 I
60.66' I
N 76'34'46" E
// '��'//-/ ' ; It - '-V/ V- / t r\ _ t jt I I ( t \ \'---___ / ' \
/ ar I / t _ '\- / ��� / � / / t / I - \ �� + \ �\ --- _ l\ \b / \- ` \ ` III \�'\ /
\\ \\'t( iaENcH K t _�_.�"'//- r, -1�.c \�\ / \ `-- -� -' _ \'1 `;;1
MA
IRON ROD (IR 601 _ -� _ -t N. /� \ \ \ • \�� / `- - _ _ _ _ 1 \ \ \ /
/ // I N 2 .T - 1� h %-� � a\ \�\\ ,/-\ --� � \`y \h'\\\
I / ON �9.77 _, / T- - _ _ _ _ _- , :)' _ \ \ \\ \ / � _ \\`I r\ `\
/ /� ENCH tt IL�'R0 DES 6 - - , -/. -:.. \..._,::_:_� ., : \� ` ,' \ \ / \ \ \1 \
/ ( JIM - / '..y; ' `._:::.::.',� 1 \ \ \ ; \ ( \ N \ \ \ �\
(( LANCHAR _ASSOC S.- - c 8 � _ _ _:, :..-..:1.-: N... \ _ \ hIR g' _ _ - \ ' ) \\
1 _ _ , a \ \ \ '�A , �\ \
1; .:..;::;.1 b r �� \\
1 _ - ! \ t /j ��--� `!fit,-::\: -� \ .♦ \ / \ \ \ \ I --i� ' \ \\ \ \\�r�\
y L - \ I \ \ \
1 I / \ \ \
/ \
i� / r \ t
/ \
r \
N E� / -
/ / �- \ \ I \
\\ \ \ \ \
i' .'' \ �>F\ \/ /�` - \\
.4z ` , � :... . p . -
/� G / \
/
\ 1
\
"\ �` , / / / /'=;'':;� ` / � - \ " � I 1 `1 �\ �` \\ A.E. CALLENDER
._�
f i / - / k �\ �\ / I \
/ - 1 \ \ I
\ I /
-- \/ / � `/ , # `\ ` � 1 I\4`V I\ \ i ��-+-- �` -- lJ \I \\ \, \ \ / 192 / 338 -�I
_ YI �_--_ .'.-_-� � �. . .."'. - 11** :.11: .... ... ....
/_/- /.'.:. / I / " ' �`\ � r \ l\�_ \ \ \, I I /l / ,tI ♦ \ \ / _
t' z \
\ / I - -,
v t`10 FUTURE
\ \ \ _L - - / \ 1. / -' \ ( � . / � � -+- _ '�, \ \ � r '-'tl / - - ' \\ � � ,1.
�
., - - 1
/ �' / �\ T3 0
/ \ / \ �E d ( / L E
/ � 6 J - ENT
y: � \
/ \ ...'
/ is - -
/ / 1. \ - f \ i - /! _ \ \
I a
/ \ I
J
I r T
/ 7
:
1 / -
r \ \ I / -
_
>, 1� \
I /
1
r /
/ _ I J \ \
I 1 \
L
r
I
I r-' /
I \ -
r
\ \
N V
- v
1.
/ \ \ /
f -
L �
I -
L �J /
1
\ \
I / _
I � \
_ 7 \ / \
I / o \ \
/
r-_
I \
1 /
1 1
l \ -
1 r
l
/
I \ �
i / /
1 1
•
I / I \ / \
\\ _ ...:
\ �.\ J r i \ - f. \ / \
\ / r-.
n\ \ ! f /
> / \
I \ \
i \ J. 1
\ _ \ 1 \
1`
/ \
< _ _
\ 2 �. \ `. / \
J 1
_ \ 1 \
\ \
1 \ `
1 . ..._ .
1 \
1 ( _. \
1 / ._
I / / .. I . \
1 ,. 1 /
i /
/ _ _
1 \
1 I
1 /
�.
/ 1 ) @t -.
_, .
/ \1. .. .-..
/ / J Y
/ / / \. / -
y . ._� 1 \
/ �✓ \ EXISTING
/ r S NG / 11GETLAN D PYP / / f / \
'' / a
�r y \
1 \ /\ d _._...._ 'his' / /
Y // / \
I /
If/
i' /
//
III l l `y/ / / /, f. l / /� r: \ \ \ I / / ,<�r.'�'.�.;��"
, r. / \ \\ \� %_\ /• . I I\./ \ I /
\ /Jill ; 1 // - / ! 1i I/ I/♦ / (\
\ l . \ . I_ \
1 _ \ �\
/ } r
/ / 7 / 't
i / /
f`
\ \ 1
/ /
I
J \
I
I / \ \
I
r
/ - \ \
\ / 1
I /
I1
l _ J
/ � � I 1 / N \
r /
•I \
- - \
/
I \ 1 - I \ I I \ \
/ / / / 1 /. \ \ \ \
/ I // \ / \ \ I \ I \
1 \ \
/ -$ ( / \
/ \ I \ \ \
(/ ) 1 1•
/ JC
! -
/ ' --J / / \ \ \\ \ '
\ \ \
1 7 / /-\
\ 1 1 �i 1 /
- S
/ / / / `T
\ / \
^ J
1
i 1
�.. 1 r
I / \ \.
:
,
I� / / / \
,
r \ �. / \
11 _
. � J LS
.....:..:.
/ ' \ \
:
\, /
"i 1 f / / / 1 / © \ t.. fi - L83 : .
it I / / / / / \ \
1 / I -
I l
�. / 1 I / / / / / i / ) 1 / / t t I \ I \ \ l..
/"._. ;­. __. ... 1. �_.-1_:`.-.__.' 11 % . �' ­-­4_:�:�_'��­'._­�­
/ ( I . "I 3
III 1 / �.._ l f... 1 \,
- -
.. ' W.. . -, .... _:::n..: - . -, �'. , � 1. . - - - - , '� I - ..
I � �\ //\ \ ... " t 'z: _ . - . .; '..
/. .�:. I . _ .::.. \ .1.1:: I I 1 I I I I I \ l ) N, // / I I 1 l:.,.:.: \ �. I \ / L- l l I Jli" 1 I } F\ \ \ \�- I \r. -. . -".'�:'� ..:- . - . . I " .
/.. ­.. -_�-'.�::�'*��;�' '-.-..�,�..-..�,�*�".,,'.-,_.-:,.;..f�.-:�".,..."---,+,. , * ..'�,.",..-.,..�l.-:..'�.".,-�..�.+.."..'�"...�.....
I ) \'.;­.1..A-_­.': �. �... ..-. _.....- .. ". .' ­'_ I _.. _.."'. ", - - ", . _",": --..'-.­
_ ) \ -.,
\ - I \\\ \ / / \ / / \ / \ \ .
l • / \ \ / - \
/ l \ -- \
y-\__ ram. � ...,. c _ / I... I _ I ✓ � I/ y � \.........,:_..:................:..,......�..: � -
\ \Z �. \ \ \ / _ 1 \ / \ \ I \ / \ \
\ 1 //, /
- -- \ \ \
...........
J.
1 \ /
..:.:..::.:
\ \ / /
\ L75 \
\ I 1 '�
/. - - / r ✓ _ \ / \
\ - / \
' I L I—— ­­
- I IRio \
I k -
/ SAT� \ -
I / 1 l I _/ /. 11 1 l
I / _ / \ \ \ / / \ \ 1 _ \ \ / \1 \ r
\ I i 1 / / / �. \ \
I 0
/
1 ( -
1 \
/ �: \ I - -
I / / J \� / \
\ / I / / \ \
/ / _ / \ \ -
/ \ l '�
. �, ''
1 \ \
f / \ Y
1 / ✓ 1 -,
� \ I (
\ ) I z / J � \
/ r 1
O/ l.. \" _1'1­�' - ­ __��.... '�' _�_
- . ,
X \ \ ---- -/ I �\ \�'\ I I`Y
/ / / \ �_ _- \
\ . - ... ,. _.. �. - -
\ I I 1 c / / _ \ / /' ' ;-�'-'. I �'­.:".
\ ` I / _ \ I1'.1..;" ,.-:.,.:,! �_ -
I l ACRES (3, - I I /'_ ;. . ;.: r , '/ \ /\/ / �_' \ \
rn \ \\\ / \\\\ \ \ \ r / ) I // \ l // , - �. �_ \:._1 i / , I / I \ \ I\ ( `7
\ \ \ \ \ / ^ / / / \ / / /'�...'.'.I ) / / ) / / // ` _ -' •. /: \ � ( I 1 1 _ \ \ t�
5� \ \ \ \ \ \ \ \ \ \ \ / A� \ I / / / \ \---- / ./ �/ / / �/_ \ - - -; : l._ I 1 / / J \ I \
\ \ \ \ '\ 1 / / _ I I ^\ / // / /' / . \ \ \ / I
.. ,...:.
\11
\ \ _ ?41�' "
cr I \\ \\\\ \\\\ � �) \ \ \ \ \ \ \\ / �/ /- ---� \ //� ------ III \'�\ ` i.:':;:k' I \ \ I_-_ / /i/, i \ /-__A:
1.+� /r yr` ... _. \.\\ \ 1 \ A
\ \\ \\ \ \� ) I I 1 C \ \ \ _ / / 1 J /
_ /'-\/jam/ \ \ :-..,-a
/ ! \\\ \ \ J
\ \,\\ , J / / / / i __/ / L -- � \ \ \� // __ 1 / / \ / // \ 1_- \ ( I \I \I / // ')` h ^: // / -- ✓ / _ \� - 1 ) , 11 \ \ i / / _-- \ �%� ';:
.::.
\ \
✓ \
j \ ( / '
r/ / I ':'.::: .: _ J may,: ::.::,, a•; .:.... I I I \ /' / /'11\46 :[ `.:, \ ) \ \
'i \\\\\1\\�\\\ \ /r// ; \ /''\\ \ I // /,-_--�t I -i /,1/l _ \ / .;-`e°�. `: +:�,'.� .`;-. '; `:J. III // / I 1 I I A 1 I I <\ / \ \ \\ `-.....)/ 1' )\7 / \\
\\\\ \ / \ \ I I / J / / / J , \ :: / � } / I f \ \ \_- '/ --/ "I,
// t
Ik
MEAN HIGH WATER MARK \1\ \��\\� \ /// \ \ -, \ I I i I I/ ! - ��/\\\✓ / .:...� -.. / / \ 1:('... / / I I i -//' !,
30UNDARY LINE \I \ ��\\/� ^ \ /// / \ \ 1 1 \ / " _.- // \ _, / // _/ -'\\ II tI`f(`\ C' I t I rZ f / //1 l t I I \ \ \ \ I )
rr
\ \�\//' \1�/// � ) /, / \ / r? '. / `C/ / I J/( //// 1 1 I l \ / ®!r
\ \\ /�\// /// \ 1 / / \ _� / ) 1•I; �_ / / r I \ \ \ \ \ \ \\\\ !
EXISTING MARSH LINE \ V'// � ! l ` \ - - - - - / / / , :j ; J' I J , J F`..:.1.:.:::::' l j l ` / \ . I 1\ \ \ \ \� \ \ �\ �/ r //
/// \ 1 1 / . v' \ / l' l \ \
\ /////J1 / /\I ) / / -,`- / / // / , `' .. /�� \ \ / / l \.. 11 \ I i 1 \ \ \ \ \ \ \\\ r � !
�o \ 1t ///� / / I I ) / l�j / / / v 1 ( \ y / , % 1:-::,.'. \ \ \\\\\\ \ ®//
O M \ I //'1/ I / v - �\ / / : \ \ �� \ /� !/ /,.f-� .!".'7 II� \/ 1 \ \ \ \ `=-
N \ I Jll(�//// // \ I I / // // -_-\� /� / / // /\ '1 / 1 \ // ' \ // ,l I /",_'../1,IfI /' /� \ \ \ \ \\ \ \\\ \\\ \_ -\/ ®r'®
Co \ I I r A. / \ \ d
/ / / I1 - \ / / / / / / I/ i / I // �% \ / / I ( EXISTING WETL ND TYP. \ \
- CV\ ////�/// / /) i I I I /_--_/ , \ I \� J/ / /� I / / I / / /-, \ 11 � \ / i�•f./,. / \ \( J \ \-_-
\\11
I ( , / I / - / T \ / �/ ( I ' / `f-1:-::.I I ) /- _ \ \ / � //. \ \ \ \ / , \ \ \ \\ \ \ NL- _ _
FEMA 100 YEAR 1 I I o \ / / // i11
' / \ ����. ( `/ l/ / .'.-..�:.;. -- _ \\ \ �. /' � \ `_� \ \ \ \_ \\
J\ _/ ;
FLOODPLAIN 11j1II 11\1 \ / // / ' - � - -///, / __ \ :� -\ \ \ / '` ^ :.�\....; \ \ / \ \
1 ELEV. (iYP.) III r /� --_,- \ ...... \ /.y- !.. \ \ _ \ l i I 1
/.. d. tiV 1
l
\ /,; i \ - - t t - r / -
.
�� _' i' \ l y / T/ asp' \
r• \
\ / / µ/ "...' .
36 I 1 \ \ \ \/\ ) / l_` / / ' 7�'i;e�+lam, .? i6 \ .:::: _- _ \ \
j L I \ \ \ \\ / // �/� \ / / / -�.= \\ \ / / �fr�r' e' \� � 75.�3- l,a, , 9g;' •� ` :r --� - 1i1 < < \� \ "�
\ _ _--\ .OR op
R� \ \ \ I /- �- 1\ \ \ ' � . ­'�-
'L ' • '6 2 ��,. a -a \\\\ ' tp.- ) \ 1 40#
�3 4% COASTAL \ \ / / I I ! 11 /- / `� �1 \ I I .:T B. �`` h �.. / � ® � 1 / // / // \ \ '# V.
\ \ ff J / �� \ \ - �. Fes_ / AJ
\\ \ �/ / \ \ \ \\ I /'�/// i\ 1\1\\,II II I -- / g0 5g Tj. / r- </ / / 4,\
L39 Mi WETLANDS \\\ -/ /\ \ \\ \ I r I i ( \\ \\\i I I II� / / ' �'.. 1 / I- \ 1 ' // !f' �
\, \\\ \! I / )\\ \ I I / t - // / 1
--\\ 1 ��\\\\\ ��\ I I ( Ci/ 1\\Il1ll�lJl �\:' \'\/r\\\1\\\\ \ (/ r' >>♦ O�
��.
1.
\� \ \ \ 1 1 III v ��'�/I�) )/'/ // \ ` t / \ \ 1 1 \ \ \ ( 01�� `�I
L 3 \ \ \ \ _ / / / 1 \ \ \ I
9 L27 L26 L25 L24 `\ \ \ \ \ \\ \\ \\ _/��//!
/l' ,l l/.: . - - . \ } \ \ \ \ \ I
3 `\\\ \' \\ /i \ \ \ \ \ \ \ \ \11
L3 \ __ \\\\\�\��� \��11// ti� . \\ /// \ \�11 \ r�
LLL
y;
O \ / t �__ l/ �, 1'
79 " w \ \ \\ \<z- 'J l %-
\\ �'
Sy�l S �26 g3 L21 - - _ �'' j
C 1,
SANS E�JT�J�E
' T' L 18 ; . ,\
Q/ L17 p i
l,F� L71O.�y 5p . .
,�J- _ DEVELOPMENT
X�� \`,:
CURVE TABLE
CURVE
RADIUS
LENGTH
CHORD
BEARING
CHORD
DISTANCE
DELTA
TANGENT
C1
339.45'
227.26'
S 20'36'46" E
223.04'
38'21'32"
118.07
C2
22.00'
32.53'
N 06'27'32" E
29.65'
84'43'25"
20.06
C3
25.00'
31.80'
N 89'27'40" W
29.70'
72'53'02"
18>46
C4
335.07'
47.00'
I S 57'02'16" E
46.96'
8'02'14"
23.54
C5
285.03'
72.29'
N 53'47'28" W
72.09'
14'31'49"
36.34
C6
335.00'
148.43'
S 59'13'07" E
147.22'
25'23'13"
75.46
C7
25.00'
26.18'
N 41'54'44" W
25.00'
60'00'00"
14.43
C8
75.00'
I 65.70'
S 37'00'33" E
63.62'
50'11'38"
35.13
C9
25.00'
26.18'
N 32'06'22" W
25.00'
60'00'00"
14.43
C10
25.00'
26.18'
S 27'53'38" W
25.00'
60'00'00"
14.43
C11
75.00'
72.03'
N 30-22'51" E
69.29'
55'01'34"
39.06
C12
302.50'
192.24' I
S 89'27'47" E
189.02'
,36-24'41"1
99.49
C13
11.82' 1
9.38' 1
N 44'20'53" W
9.14'
45'27'36"
4.95
C14
18.59' 1
19.58' 1
S 55'12'51" E
18.69'
60'21'15"
1 10.81
MEAN HIGH WATER MARK
BOUNDARY LINE
/
C /
FIN
SITE LEGEND
WETLAND
LIGHT POLE
POWER POLE
PHASE LINE/PROPERTY LINE
RIGHT-OF-WAY LINE
LOT LINE
EASEMENT LINE
CENTERUNE
TREE LINE
GRAPHIC SCALE
150 0 75 150 300
1 inch = 150 ft.
PRELIMINARY DRAINING - NOT RELEASED FOR CONSTRUCTION

151
120 146 \, .,\ .�- /. \ 144 \ ,! P CIA S E I _ _ _ _
(UNDER/ CONSTRTACTION) I 6 o -yam f 1=-j-----
148
44
149121 143 b NDARYA
\ PHASE 1
122142\ w
.t
43 \ \ e w \
1 W . \
7
42
!
,t
I
OO
/ ~wriro: j:.:
w
124 � � _ ;\ EMERGENCY �ACCESS� 38
\ \ /
125
141 / 1--�
1 - �
1'
J
126
WOODCHIP
,.41, L)
140 �'•\ Y WALKING
too-YR FLOODPLAIN \.~ PATH-TYP. �� \. \ y00 �, \ ~� W 1 \ /•
139 ) PROPOSED \ i \ `i 3
` 127 STORWATER \:\„./
MANAGEMENT
'e 138 POND
-i
2 WETt,At kDS "i
lTOWNHOME
1
f
P 137 CONDOMINIUM
128 ,
1
A
�..-._ ,.`. ' ' e%'•- - ' / o /' \ - _ - �TLA D.S.. .. .. _ .. I •\� .
1
13 6
/ 1 / 2.9 \ l ll
BOUNDARY SE 1
`I
A�,l _ �. i' . -'�` �' -.. 'P ND:'MA1NiEifANC>w � - + �'� _ ■ � � -.\- . .. . _ _ r... 1 u�c'ti,e
PHA
OWNER/APPLICANT
IELD
3209 GRESHAM SU ROAD, SUITE 160
RALEIGH, NC 27615
[phone] i
SANDLER AT SHALLOTTE LLC
448 VIKING DRIVE, SUITE 220
_
VIRGINIA BEACH, VIRGINIA 23452
EXISTING ZONING
MF-10 (POST ANNEXATION)
EXISTI ;_ 1�.ND USE
VACANT
OVERIAY DISTRICT
PRD
TAX PARCELS
19800002, 198JB00115
PROPOSED !-AND USE
TOWNHOMES & MULTIFAMILY RESIDENTIAL CONDOMINIUMS
ACREAGE
78.74 ACRES (3,430,007 SF.)
PROPOSED PARCELS
1 PARCEL OF LAND PHASE 2
PROPOSED UNITS
TOWNHOMES: 46 UNITS
HOUSE CONDOMINIUggMS: 9gg8 UNITS
3BIG
CC g
2-RRY C8ND8MINIUMS: 64 UNITS
TOTAL UNITS: 304 UNITS
MINIMUM LOT SIZE
MULTIFAMILY: 2 ACRES
PERIMETER SETBACKS
FRONT: 25'
SIDE: 8'
REAR: 20'
MAXIMUM BLDG HEIGHT
45' TOWNHOMES, 50' MULTIFAMILY
(PENDING HEIGHT VARIANCE APPROVAL)
MAXIMUM DENSITY
10 DU/ACRE
PROPOSED: 3.59 DU/ACRE (304 UNITS/84.62 ACRES)
MINIMUM BLDG SEPARATION
16'
MAX. FLOOR AREA RATIO
3:1 (3,430,007 SF. X 3 = 10,290,021 SF MAX. FLOOR AREA)
MIN. OPEN SPACE RATIO
55% (3,430,007 SF. X .55 = 1,886,504 SF. MIN. OPEN SPACE)
MAX. IMPERVIOUS RATIO
35% (3,430,007 SF. X .35 = 1,200,502 SF. MAX. IMPERVIOUS)
PARKING
REQUIRED: 2 SPACES/DU (304 X 2 = 608 SPACES)
PROVIDED: 797 SPACES
PARKING SETBACKS
OFF OF STREET ROWS: 8'
OFF OF RESIDENTIAL LOTS: 15'
OFF OF OTHER LOTS: 5'
OPEN SPACE*
PROVIDED: 15.21 AC. (662,547.6 SF.)
ACTIVE RED. SPACE*
PROVIDED: 4.41 AG. (192,099.6 SF.) I
PLAY AREA*
PROVIDED: .40 AC. (INCLUDED IN ACTIVE REC. SPACE)
IMPERVIOUS AREA
BUILDINGS (304 UNITS) 7.45 AC. (324,522 SF.) -
SIDEWALKS 2.47 AC. (107,593.2 SF.)
ROADS 7.15 AC. (311,454 SF.)
TOTAL 17.07 AC. (743,569.2 SF.)
*NOTE: SEE SITE PLAN ENLARGEMENTS FOR LOCATIONS & AREAS.
GRAPHIC SCALE
100 0 50 100 200 z
U
1 inch = 100 ft.
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
Q
U
O O
W
Z
p., 0.; O O
F-+-i
E- di
In
O
,,`,, `Illlllllrt4`f
�N CAR0
6
/ IN �' )
0 �
w o
w o
Cr
w Q'
0 0
z a
0-4
� 3
z Q o
O (Y- w
o
W
� Q
� o �
E—,�e� o
E-+ o
zw
� � w
0
W a cc
Z �4a
C�
E
z
z
U 04 N O
z
w ��a
Lu
� Ewa
a ��v
o
L� w
� a
O
Cq
a
Z
v) w
0 4-4
00
o
PROJECT N0. WDL-07020
FILENAME: WDL07020—OS1
DESIGNED BY: Div
DRAWN BY: HRG
SCALE: 1 " = 100,
DATE: 2007-08-21
SBEEI' N0.
S-2
[aMcADAMS

O� W CQ
N
z
a
F�LO
w�� W cQ
CAR
_ i•aSA
3 6
cn
o �
w
w
� N
W I
C� O
O � w
9
U) O
(/J
W
Q
N�
O
� � f
x
w w
�5ao
z Q�x
� � 5
f
�z
z
a $
W� �w
U 9 N O
F- av
z
a ��v
O
.a g
Ri W
z >
o �
cq
0
0
PM4
rf 0
Z
w z
00
a
as
PROTECT NO. WDL-07020
FILENAME- WDL07020—S1
DESIGNED BY. DJV
DRAWN BY: WRB
SCALE: 1 " = 4V
DATE: 2007-08-21
SHEET N0.
S-3
jiMcADAMS

U
a z�
z
W �L
Lo
co
W � O�
6 � "
,,�'�...•�.. VAS-�'�
o
W o
� o
w o
w m
0 0
a
z �
z m o
O w
� o
a
W
L� Q
W o
0
a w Ln
oto
ax�--
�zW
x
� w
.4, 0 w
z �4x
o � '
F
z
a �
U allo
z
w�
w
O �
a g
� w
OQ
cq
0
Z z
Vl
4.4 9 ,
oo a
V .q
W
PROJECT NO. WDL-07020
=NAME: WDL07020-S1
DESIGNED BY: D JV
DRAWN BY: WR B
SCALE: 1 " = 40'
DATE: 2007-08--21
SHEET NO. S-4
McADAMS

MATCHLINE — SEE SHEET S-3
SITE LEGEND
2s
°o0- / 1
1
1
1
1
t1\ W W \ °s ' \ - 23 �C��� v - _ �/ / s° f \- +00
9' (TYP-)'
16.0
.0 = / s° EOP EOP
R6.0 x / �� so
At ESSIBLE o,,
RAMP (TYP.) �0
/ s F� s
1
4.0
COWATERFRGARDENVIEW
DOMIONT N UMW os Z
fTyp 1 ss CONDOM�NLIJM-" �� 1
ACCESSIBLE RAMPS
. i i-- 1 i- i i- i i• PHASE LINE/PROPERTY LINE
ACC HANDICAP PARKING STALL
CENTERLINE
— os — os — os -- OPEN SPACE
— Tc — Tc — Tc — TREE COVER
—\ EXISTING WETLANDS
EXISTING MARSH
PROPOSED BUILDING FOOTPRINT
WOODED AREA *SEE NOTE
(ILLUSTRATIVE ONLY)
NOTE: "WOODED AREA" LINE IS FOR ILLUSTRATIVE
PURPOSES ONLY AND CLARITY OF THE PLANS. REFER
TO THE "LIMITS OF DISTURBANCE" LINE FOR STAKE OUT
OF CLEARING LIMITS.
NOTES:
1. ALL BUILDING FINISH FLOOR ELEVATIONS SHALL BE
MINIMUM 2' ABOVE FLOODPLAIN ELEVATION.
2. ALL RADIUS CALLOUTS PERTAIN TO EDGE OF PAVEMENT
(UNLESS SPECIFIED OTHERWISE).
3. SEE SHEET S-2 FOR GENERAL NOTES.
MATCHLINE — SEE THIS SHEET
so
OEM
110
W
EXISTING MARSH LINE
So —
Slo
WATERFRONT
CONDOMINIUM-/
(TYP•)
sO = y° \ -
00
- -
so y° \
PROPOSED TREE \ = y° 0
PROTECTION $ - - X
AREA (TYP.)
PROPOSED
STORMWATER
MANAGEMENT
POND
POND MAINTENANCE
EASEMENT
1
-----os-----------------1
os \ 1
\ os 1
z
1
1
—PT = 17+14.7 1
31,
1
1
PC = 17+79.30
PT = 19+44.82 1
1
1
i
1
��9",00 1
"82.75'. R-- 1
D=t00.8 �
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
Q
U .
0
x
G7
7 \ CQ
a z
z
W ►o 0
0 0
co
\Ji z
`S��d`Imil611iII'�O
�N CAR
4
�''•.� U. VAS- ,��',,yl
� h
W O
w o
W CD
C? o
Q
Z c7
O � of
o a'
> to
W
wow
E-� cat ca o
w 0
Z
Ewa
z w
ca
� a o
z �� a
O � y
z
z
a �
x
z
o
a
W w $
0 Q
cq
U) 0
9
z 0�/�q
V1
1
o U
U
H �
PROJECT NO. WDL--07020
FILENAME; WDL07020—Si
DESIGNED BY: DJV
DRAWN BY: WRB
SCALE: 1 " = 40'
DATE: 2007-08-21
SKEET N0.
S-5
McADAMS

1
1
\\ COND0�21 !U
1
\\ (TYP.)
1
\\
�\
0-3 1
\
1
rl
t
1
I�
�
t 1
n 1
1
PROPOSED
STORMWATER
U2 1
MANAGEMENT
POND
1
�
a 1
POND MAINTENANCE
1
EASEMENT
�
1
GUTTER (TYP.)\"
oy
o�
MATCHLINE - SEE SHEET S-4
i-i.-it i i i i i i i i i i.=.m m i w mmw mwiw S
5.0' WOOD
CHIP TRAIL
— — — — — — — — — — — — — i — i i i i m i i = i i i i i = = M
od,
_ \ FUTURE AMENITY AREA N
�►
coo
i
fi \7*c \
Tc
fi -•�� Tc \
�►�Tw5...
*TTAr
0
N
PRELIMINARY DRATYING — NOT RELEASED FOR CONSTRUCTION

-\ -� - - - - - ... - -
\ \: ` \ \ -^ - -I I "yam �� / / _ \ _ _ �. I \ `\ 3 \ I = �s'i I v \ \ \�, \,. \
\ \ `\ \ \ ' ti `- -,' 1-/`-___ --•_ �� ---' - :.,. .. ,. `rim .k. \ / / / / `---- \ " \ \ \ _: \ ;\ \ \ - , ,s `/: - , \ , ':/ / I \ \v:,1 ,\'\'`e,a.`\
\ \ \_ - = J ( _r ,r:..- / ./ \ \-, ,- I .«'•d- _:*F"=• - \,. - \'_ \ `\ \ ` \ \ \ YY l / \, \` -\ '{ '�$^\ \�' \ :. ._ .. -'
\ _.'--_� \ `. fx, - J• .. / / F �: \•_ v,. ._ `" s 6= \ `� - - - ?Q . -_ / t`F.::- \''x:\\ I I I I 1 \ *, \ \
I \
\ \: \ - \ ---- ...- / /. ;` />= I - _ \ \ \ ,-- �,— \ / // r 11 1!' \ apft ♦ 1\rY/ \ f "\ __ _ \
\ \ _ ` — \ w.,.\ �_.�• .o.--•�'!� / / -' \� I a'': -:--_ --� ;,� \ \ - \ _ _ JI. l.!l //1 'fJ+#{f#kl fkk#M-#it#i�li / I: I , v \-_• -
--------
i
_.. _ ;y
NDER.^CO�ISTRT�T�E}l� ' o
{{ /y \ \\ t \ - r 1 \ \
--� i_
\ e.. ` . `�=' — - ••.. "•`.•. / / , ,/ /, / ` 1 �_ _ -- \- : __-__ \ \ \ \ �I-, -1 1/,--' \\ / R f IT'I I / , ,\ -; \
\ _ r \ \ \ _ / / = /
\ t .- �. 2:,• . \ `__- _'-_ ,. sr,._ \ , , _ > .'\.. ',�y - \ \ \ _ \ N 1' \ P ♦ �/ / / /`\`, Z\„ :.,.. - \
/ti 1 BOUI�D�,R
\-_�..... a r.\\ n. �, _ - _ ,A \
:.; •. H
:,
• ( - � -�' --r , v \ -_ . ,_ _ _ :, I , \ _ 41F{+�I'yl1 #JI#il• { 1d�1 I f +M#1 i# ki�\{4 {+ i{#111•�iJiF# ■I##� 11# \ - - - _ - �T� \ \ \ /t I r I _ _ , \
' ■
';..::
v >�. - •-:,• - - / / / s / / >• \\ l ` \ ''. .::. �r^,. !;:. ' _/ :.\-....`�.. y. \.:.. • \ . \ \ \ \ ::-,\ � \ 1 '\ \ , / 1, I / \ \ _•(G \ \ \ \ .v..\ , \
`� :'
✓ /.- - ; / / / / \ \ \ /z: V ::.:-. % \ _ \ \ \ \ M�i/�l /' \ / / ✓ \ `',
"'
V1
/ \ / /
--_. / ., /-:_ / \ _ a/.w — :_ i,. , }; ... .. •' '•:(-F,lYSIY✓�•.-..', `,\. .F. \ \ \ , I 1 - t ./`. .\,� - \ \`"
I - - - / , / / .\ > / _ _. _ •r ....1:. . ` . \ . .:.\ . ... •- \ \ \\ _ - - 1 - Cam., / \ \ - - / /i L i� `\ / \\
I I i , , - s , , / \ / \ y - _ �.. \.., - ; ...'' .a,: ,h \ \\ / / ��j--1 V1 /' t\__ \ /' / /1 �\\ f/ ` "\'\
I
1
..., ,. , - _ - _ _
:... `
I 1 f _ - / t , - \ .=- . - .-i7,- , , } / _ .. �.✓" \.::::. - .. - . .. -\''- ^'t. < _ _.: \ / = / Y�I ,. / _ --I _ / / . . _ / -'=- /./ !. , .. Z•4. -. / / s nb _� ..�. . .... _
,
1.:. -' , :. I M�
/ \ a \
I. \s._ -
100 YR FLOODPLAIta \ I \ 1 \. __ / - .. -; \ /� ] . \ V. - ' - _,, -- ♦ `' ��, l , l l -
J! W
\ \-, 1 _w :-r I , _ / /.. ' �- ♦`• ,.•. PROPOSED :,, \ ., \ \ - , ,g _ \ \�_ _ / i / , - , / ✓' ' , - - - - ' _J'• V I 1 I "1,� 'r..\'-,_� I\
t.
it \ .0 .w_ \:• _' ', / , / / \ ,, _ i =,./ / / ! I\ \ \ \ / / `\ - _ I \
\ �-t .a _ / I /
\ v v x STORWATER - - - ♦ `\ \ / i \ \ \
4 „
Y
L
I
Y
_ \
\ \ r+'� , MANAGEMENT \- _, , • ../ \ / \ -\ I
Y
\ \ e•_ .. , \ \, ,.,_• /, \ .,' ,.\ .,..... ..� \ =`e-" - T , - "..%�':�% �._ :W -LATbDS '1.: , .`+,may' !'•-/ ` \ \ I / I I \ \ \`�\ -\_-,a \
\ \\ \ \ \ /:r ` I ,\ , / r / �, . \ ., \ POND ' _ / - ::1; • r - - :: \ ` \ \ /^ \ `a \
\ \ \ ' :..•
f\' \
:..• :..
r//,
\ , \ \ \ I 1 I ,., \ t is _s / I = E,a .." �i..yl I 1 .. :f.. :L: �, / a Gj t — \ \ _
r " _ - - - --
-
Y ..
_ ��
I I I I j , \ I I ,• ,.......,....... j / ,y , _ fi.., / \•i \ a.�• `'- \` \ `__�\ \ I \ \ \ t . /jJ \
, \ I 1 1 1 I I I -'� ': l.r I 1 I •.': ',,-, /ts =,:. •'L .: ",* / ' / / \■h :____ .. .i � \:: <. �\ .\\� \ `�• \ \ `.r \ \ \ _ `` /
, 1 ,,- ---,,_ _ v I- / / r _. n :, __ . -, '. �"i iI:, ..". 15.:: ?. `--- j�
t.�
1 / / .: r 1 '-,.-- , - w . mil, .\,. % . _ . �- .. \ <: \ •.° / / / I / 1 - / / — �T� --\ ~ \ \ , \ \ - •(
..
1 / L - - _ -
I -. - / „ , ,- - _.': ,i?'" T Nib E h , / / ... Jos, .:.. �: / - - - • / •'` . J .. f _ - \ \
I p I I I I 1 1 -� ,_ �\' / - -, - \� , \ , . I. . ., :I / \ . �'. / [1' I 'i� _ _ / _ - _ _ - - - �/� r '^ - t -- -_, / / \
1 l.:l , I I ,;,.- ,,-.- / ,._. / /,/ r \ / \ /,',, - _ / -/ y'; ,/fix\- _ \ I �` I ♦ /
l J I ,j I 1 1------- '; t ✓ / s_ / , / ..-. \♦` y .. ,. t / / \� xi r ---4 / \' = r I -, \ / ,
/ / !{ 1 III I 1 f -,;, ,---'' ' /' ' ,' ' ` .; . \\!.,. './ / / , - / 1 1+ / �►. — f:'-=_ /'� - / - , ti <'.. ( _ = \ I \ , // .- /
I 1-[_ _._1—_�. I _: _ �/- / t /: •/ \i -_�• l :<.. •AI I / l \ / / .-.. .>. 'I _ " , .', - `:\'_'- \ .nr t. i \ \_� - _ ' ♦` / / /
(/
I I I, 1 I I I _.rt t J i " i , , 1 :%'•; •(,�� ' / \ •-. ,' / 1 / '�° n ..� 1... ! , / r \ \ / I , ,:\ -� `\ \ / /♦t / / // // /
}ram
e
I / ,�_ : / :.\� , ° \ -- /\ / / / '1 \ = \ tx_ _ _ OTECTION / /
,,
:.,
c'` 1'
1 / / / I: - - l ' i
( l I l , / I _a_.-f r.ri .. •\, 1 I 1 . I 1 2k- :rj / / /~4 J.,.:. - I :.. ' - _ \ _! \ �`` '`ki.-..:.. r r \ J AREA ( �� ) /�' '/ / / . f
/ / / a.
/ , , I -=a-- Y 1 / I 15 'J , 2� , O - .. .. _ _ •-' l \ ` \ +' \ k a - V L ~= \ l \ ♦//,/ / t
\\ \ n r I / i / f: jyI . I / , r:i ♦�. PROPOSED - ry� \ `L X/ - /..... `
\ \: r + / :r.. , : f, / \ n` ,,_ / / ' ' / ,:.,::.,,WEi'LAtV_DS;.... /'.•.. / \\ y pAD - \-,,. _ `�\• , s �\ / /._ , q♦it ,,' ,/
\ \ , / ! / .' / ,..... STORWATER� - - / H I-. . , _ \ /-'--------/ ♦, /
\ 1— ! �14
\ - ,.__.__.-..�.,._ :: § / / .. yr' \ .----' •,1 1 p - —/ / / ` / / \ / / ..., ,,. Y / '`v; \ ' :=\ �„ 3 F,: .. k..i, 1 // / ,
:1 -_ \ MANAGEMENT \
y t
�' ' \
I I I I I , I" !-. �, ,� , / , , L \ .. , i N ✓ , \ i ,1 4. ,:,�`__ ,I \ •[ T ��..� !- _ � y PH E 2 ,, .,, ,
I I I , , I I I I tt, --. `r / /, l /: ,_.:..\ . •\ . • , : \ `.:•a \ � PO D i .. / � 14 T � - - .; E..,l
I I 1 I I I ' I) ! _ -{/ / , /. / ' �.. ,. \, '>.�• .::... .: '.\•.. 1 1 \ / L' '� " _ 'I . r `\ \ ` / • _ _O-i.L � ;,;-�f ,..;:� a - /' /♦i
8 1
1 I I I I I I 1 = -, I I I t" -_.wf 1 - /: ! �. �:..`..: / :',. /.. • , :,.r :. , s. 1.:`•,',II.. / . C / / / / /.....' / � \: \ - 1. , ��. \ 1 ` \ \ / ,
I _ [� 1 1 ( _ ' 4' y . . ). .:-....,... , r. ,. :1 I , ' / ,- .6` �__ 4f 7 , 1 ' / - I �, \�I '`\• 11 // / ' '_ - -''F - \ \'''\`\ I \\\\ _- 1 - /' ''♦
_ _ C NT
I I --fi 1 I .__'„ ,. , . . ./-t .. 'L.,•.•.. / 1 / _ 1 ( \\ -/ / __ u-� _ I _ \ \\ I /j
E ER
: .
/ /
�:.
\ i
,i I I I . \ , / /i.;/ i / ', I�; 1 \ I I I r / / V `J 1 .C:..,.. 1 \ \.:. ': I \ ' '>' --- _ / / / - \ ' 1
14 r .\ r'.•
1 I I \ . /._/ / L::` \ i I I I 1 i i \ / / I / L• \ ../'._. I I I l I - p \ \ \ \ /
I , \ \ / / / / , f \ \ I 1 1 1 / \ / _ I \ \\ / /` •./�!_ . t;' 1. I �:1� \ _ _ _ r , 1 \ \ V \
I I \ \ \ \ - //_, ( J \ / / / / ,/ :;`: ?. \ a a / \ .\ \��'' /• r. ; 1/. / : I \ (' ,: fiF r ` y' W \ /----- /' 1
\ \ /
\ \\\ \ \ /ice' 1 // ,' // / f-/• .:/ 'a\\ \ \ � I, , , 1\ b \ 1 I / / � I I „I /;-_ \ \ �\. �.. ,.� ..l �;./-/-' I. 11 I \� : �T � \\ \\ /— \ / /
\. \ \ \ \ \ `\ e"'i/ I 1 ,_ ,. ... ,(' /' '``` : )•i < , ,./ 1 1 \ \ \ \\ \ \ \ / / ,� :• I: ' • - I , 1'` I o/'' _ 1 (�1 IC—n \ ,
'. \ \ \ \ ,�- ----' /', �' .. :. ";;�::: \ � i. 1',. '' / ;# ! / F'' \ Mom) 0 N"d \I \ ' \\ \ \ 1
�a 1 \
\ `------ - ,•- : f ' ♦ / ::: , \ \ \FFE' 21t.2 MA L / . / 17 '' , - Y €' _. - \ \
x 1
----- ---- .. �/ - \ -
s / \ \
- - - --
1
•i:. r 'e tv' % I 1 I `\- ' - / q \ra - ° / �.�.,y.i.•: / , \` ,\ \ \ \ i ♦\
rt \ i e : - / _ ' / \ \ \ I q'HASE 2 BOUNDARY
/ I
\ ' / ' ,� ,/ - - 9 / .>>'.:..' , -__ -- MATCHLINE - SEE SHEET C - 3 ;4 �;, --- \\ `•\
MATCHLINE - SEE SHEET C - 2 , _ ``
.
.. .
I r. tt� I � tt� � tw � ,� � � � � ,� i� ����• � �.t tt� 1� tt� ttt� tttt�,t� * � T ;�w>a! Iitli6i - i' it i ♦\\\
MATCHLINE — SEE SHEET C-4 `� I �' 10' "� / / ' MATCHLINE — SEE SHEET C-5; _' 1 '� I
\ $ f \ I I 1 FFE=29.5 ° ) yI '' \ l / -) \ / / / ♦/ I
1 \____-- / / r c
=. : /' , O \ - 1 1 (iOUSE / - - s FF/-= /6.5 POSED / , \ / ' ; ' /' / --♦ 0
/ (jp I / t a • . l , l I / /
- i `\ FFE-19'5 \ `\ X/ / n - �y' , , - / I � / ♦ \
\ \ \ �. AMENITY - / / / . 1
\ \ \ / / \ ,FFE=21.2 p // . \: ' ., \POND I FUT(JR / / // ♦♦ 1 \
r \ - _ Y :f `, \ ,:../...' ITOF�WArER - - 0
\ \\ \`------ \ ` \ \ ` - 25 \ ;4 ' • MANAGEMENT-`----- /, \ \ \ / / ♦// \♦
\ \ \ {\ . \ POND-- __ // - i \\ \\ ;*
I `
- - _
\ \ e' ` ,\ \\ , \ \\ / ' ° '' - _--_ a -- \ ' - \ - I I .- .\\: .-\ _\ ..I` . _ 11 \\ \ 1_-- ' //ii'i' /-'-..'i'.iS ., 1 \ \ `\ \ \ \ `_ I \ ♦,/♦
_ \ _ ' ,
-€, :_ `
�- ``
`\`\\ \ \ \ - l� - . \ �` ` ` �- I,
,
-+ #ate - \ \ \ % ; \ , --' - / \ \ / 1.\ : ! 1~tETAI \
r ! NIA \
' r .
\\`\ ` / i , - _ --- FFE=19.5 -\ 24 <- s • a '::\ \WALL �TYP� //-�. �'
hT
x , :,. > \\\\ \, , , / , \ FFE 8 ' / •: •�>^'' t" ■ .. '
\\\
,
r
S
LA I
\ \ \ �:, `
A� , \ \ - i � i / � � ro '•' /: ,..::. r ir.d_�..:..:•-.•.:: `\ •.: 1+•• •, I I 1 `\ I \ \ I I I I \ � / � / 1
- - - \F/ � , \ I 1 1 1 c _", /' / \ - J - , /' <.. ,•! i .� :J I J I 1 I / t \ \ \ \ / \
SITE OBSERVATION \ \ \ ` /'\ / ' J I r' , / `\\ \\ `\ ' /
i TOWER f = ` \ ` `� \ ; i ..:..<....,::: ,'r ./ / I I \ l ' -
=t.:° ,. -,_;:, yl, \}f \ \\ \ \\ ' \ \ \ I / , E;� .••'.� ' \ v-. ,` -'' I I 1 , /
- - '
t a�.,• ',,r' _;; \ \ \ \\ \\ /-- ' \ \ \\ _, I I ' ,/ /�^\ / ' /' -- \ \,t.>�:�': - `\ `I 1 I \ Il I I i ( -'-�
\ \\ \, t
_ _ =1r -zl,r iS� \ "Ye -/ \ \ \ li , .`\% ' 19 \ ` t. :-.4.. ... 1 \ , 1 I I \ . , i'
\ \ \ :. I \
\ I ` ` • \ , ` \ ` '' \. ' --' \ 1 ' , ;•I` .• \ I I I I I I I 1 \ '\ I I i \
+ _ - - _ `' 1 \^\ \`� \ / ' , ' ' n `=1 .5 I t 1 \\`� i . - / / / a - `11 ,., I.... �`I: �. �: .j 11 I I / C, tl t\ 11 ( 11 \ \1 \ \ It 1 f /
_ '`'' - -� W
_ } ,'.
4' c --` , � - - M'�''I
\ \ i PROPOSED �/ - .. ,:. \ \ \ \
/ J
_�,' - �✓ - �'\\ � / / / \ / I \ 1 STORW TER' / �... / 1 i L, 1. : I r � I I , _� / \ \ I I \ \ \ \ v1
/ /, , , / _ F - 71 .5 :> GENERAL NOTES•
\ \ `\ J i / / , I , �\ \ i- - �lAN1CGEMENT ' ', ----- tu�AIL t .1 ` r , �I J / i / \ I \ \ \\ `\\ \ \ \ '
EXISTING PROP / / \ / _ \ KIbSFG / r / "i 100-YPi FLOODPLAIN
;, x
S 1 \ \ POND - -- / f' - ---' \ \ , /' :.(:`'t . , ` ' `- i 11 \\ \\ \\ \ \ \
,,/ - �' x LINE}FHASE 2 / t -- --' / :i;" ` \ \ \
/ \\ { :: \ / \ \ \\ ` \\ 1 r�-, 1. THE R I I
BOUNDARY \\ r �, _I I / / 1 / / ' - - 20 /' 'r , I - f-': i' m •''' i i I `\ \,' \ \ `\ I\ `\ `\ \ `\ `\ \ w ETA N NG WALL AUGNMENTS SHOWN ON THESE
I / \\ _ ' /. /': • ;' ° I ` \ \ \ 1 Co PLANS DEPICT THE LOCATION OF THE FRONT FACE OF
\ I to I , / / / / / ,, �T \ \_ - 1
-!; - \ ` i - , I ! / ' \ , ' /", / / / / to �-� I e / .. / . <..: / \ \ `\ \\ ` \
Y I I I ," / PR OSED a ; -\ : ,'I.. -- FFE=X9.5 ,' / ^ ; // \ \ \ `\ \ \ \\ THE RETAINING WALLS AT THE BOTTOM.
\\ I i i� l � � 1 i SH _ - i
.- _< \ i / / / I —�" / '.l.. (., .f •..' is I I / I \ \
\ I 1 ' Ci / C MPACT --- , , I .- \ 1 .1 ... /,. / \ `\\ \\ \\ \\ \ I
_ - _ : :r -.x_: \ \V / / / / , / 1 r ` / ��_ \ -/ /::./ \ \ t / :y,./I'/7-• �:: /' I 1\ \ I / I \ \ \ \ \ 2, —
_ ETAINING WALLS ARE TO BE DESIGN BUILD
_ \
_. ir �' \ i l i i / �1) i j 1 - ------ -'' — -\\ ' / ?.. ,..: i �19.5 :.,.', //.:,,. \� '��`\ `\ `\ `\ \ `\ M--1 PROJECTS) BY THE CONTRACTOR. IT SHALL BE THE
EXISTING I 1 i IJ 1 Ji r / _ ° i "-'' _ / t''/{ / . \ \ I \ `\ `\ \ \ \1
MARSH UNE I - I / \ / '� ' ' \ ` \ CONTRACTORS RESPONSIBILITY TO OBTAIN FINAL
' rl _ \ \ i 1 / --- / - - ,, .� t N -----\ \ \` t � CONSTRUCTION DRAWINGS FROM A REGISTERED
�� J \
\` I / 29 ° \ F/ : / \ \ 1 ENGINEER AND GAIN ALL REQUIRED PERMITS
a , 1 1 \ �\ \ \ / _ \ \ I / ;r : \, \ - FFfr19.5/ t \ 1 \\ \I NECESSARY FOR THE CONSTRUCTION OF THE
`1:- 1 \ 1 \ / FFE-17.5 1 \ - - \ ` /` --- -. - ` / - J .\....'t:. \ \ `\ ` i \
I, -
_ I
\ .' _ \
t .' / , RETAI 1
z:. .' -- `- --- � __ 1 N NG WALLS.
-1 , \ l \\ \ \\\ ' / / '/ /.- -'_� __■ \ \ \ /�._v..___-�r. '--^,. .`.. _ 4/`K :V f/ <•',". •.\ :.'\\ill. `('. \ \ _ \ I I 1 t
is _,: -_ \ - / - :....:,: I�OP�J �--- _ /...,. a�i. ,•..'\_ /, - \ I 3. RETAINING WALLS SH
_ ,_ .
i \ t . :\PRO fEGTION .:'' , _ _ \ -, J. ' '...: ,• :. I �, / ` '` \•Ih+! • sn :: • :: r ., ' I t I , BACKFILLED WITH OFF -SITE RROW DMATERIAL OR
1
\ \
I \
I - � EA �' s �: �� �• . 1 OCESSED FI
\ - < v - LL UNLESS CONTRA T R
\ �.' C 0 CAN PROVIDE
,_. = MARS 1- • 1 \ '-
- \\, :.... , ,-,, , : . j ^ ., +\}, ..... L _ ., i:...:.:. !s� ' \ W OWNER WITH N
CO FIRMATION FROM THE GEOTECHNICAL
i _ I I
■ ♦ N
- �:�' _ '` ti - E GINEER AND T
/ , r f • HE RETAINING
\�. � :.: _ �'� . . � s \ WALL DESIGNER THAT
of • \ r
I V# t
r -\• i \
_, - �- - REA ILY
x I \
b7 5 WET61{NOS ♦ •/ ' \ / M� BLE ON SITE SOILS CAN BE USED.
x ��
r' \
r•
a
- � r
" , \ \ \ �. :- ':; •' ,' - - 4. THE TOP AND BOTTOM OF WALL ELEVATIONS SH
�s r _ \ - �; ' OWN
�4y
\ \ o - \
_ _-- \ ON THESE PLANS IDENTIFY FINISHED GRADE
_. .. �- -- ., , , I ,_ , ..\ : .. , . .:.. - : -.♦ : - •. 'PHASE 2 BOUNDA`�iY '��' ♦/; , a /
' O-1'R F OODPLAIN I \ ;. . ._. .., .:.:..... :..::. _...:::.;..t:.: - ;
+� 10 L \ \ / / \ 1 / - \ . \ - 0 IU. .:.:•' \\y- - ..... . _ tiii,rp. \It� - -
I 1 /` I�M►1'I .. M, _ - \ \ _ R }. ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING
\ _/ t / / J \ 1 \.yam - l- - -- - __ /
/ / ./
\ r
\ \ \ :� F. - \ WALL WILL BE EXTENDED BELOW GRA E T
- \ - '�
E..l D 0 THE
�' t -
3 _ '
'' - \ \ \ i / \ /' o♦ / / FOOTING SHALL BE IDENTIFIED ON THE RETAINING
...
�,i/y ��,,� WATERFRONT ` \ \ 1 ! \ \ ' / , :, 4/• ::..i -•- rah \ , / WALL CONSTRUCTION DRAWINGS.
k ,, ` =_F \y *�t!i+• _ CONDOMINIUW \ \ \ \\ \ `\ t\ \ I 1 I \r --- \
/ \�
. x= -
I. wl - - - - - - `r`3 \ y�
x-' -' • - - - \ -
�.. MATCHLINE — SEE SHEET C —4 \\ \ 1\\ �FL`�;\� 5 i,;//11'�,1 t.1 MATCHLINE -- SEE SHEET C — 5 l ,
,_:: l _
- _ -\0\,�� � f - - - - -
r• r• r• tt� «� try m m m m m m = m \� �'Afl� - «r�. .,.. - -�tt . - r� w .� tt� r• tt� 1tf� w w r• tt� tt� tt� tt� tt� r. tt� tt� Itf�
GRADING LEGEND
�' �i1,11.� �'♦' \ \\\\\` ' MATCHLINE — SEE SHEET C —4
z _ --MATCHLINE — SEE SHEET C-4 \`\ ) �I - ,
_ _ . =a/ -_= =, '\ \ \' 111, r ~' .,. , {� >� FLARED END SECTIQN WOODED AREA *SEE NOTE
/ _
" \\ L STRATI 0
\ \ /
'a,. _-_= \\\ > �`\\ `---�,` _,I; =f` CATCH BASIN
NOTE: "WOODED AREA" LINE IS FOR ILLUSTRATIVE
;. 1.
\ "; `.
/ 9z j
r, y ` \ _ / . '''.. i PURPOSES ONLY AND CLARITY OF THE PLANS. REFER
,_I/ \>" = � _-_ _------- \ - IN 0 CLEAR IMI
f
\ STURBANCE" LIN
;_
,_.
_,.; - i
DROP LET TS OF DI E FOR STAKE OUT
_ ING LIMITS.
•"" R DR IN
_ ,:
x,/ ry = - _ - � _ ---- - \s M A AGE
x..
T
x.
4 S/ 0
�'�'' _€. / 25
`/
x.
z. N T U
" 5 CO 0 R
. , : {; .,
:.......::. -.`
_ -
ISTING PROPERTY UN
i \� ._ ,:. ,.•, (SEE SHEETS 1 FOR I ONTOU
1, ,:3_ 1`-X iF/ BEARINGS AND DISTANCE ----------------- TIN CONT R
:r - - _ -
G 5,
;` f
E'
//
41 \� . y . '_.;.....'.. .`. •':::..:: ------ 24 ---- EXISTING 1' CO
S --- EXIS OU
- OUR
' _ ;, - _ _ _ __ _ _ _ — — EASEMENT LINE
:_ {
x
.
-
E - _ _ I I �. _ � LEVEL SPREADER SC
- �,.
_,_ '.
h;';:.`
�� / � GRAPHIC ALE
.`'.� EXISTING WETLANDS i o0 0 5o i o0 200
i _
_.: r n =
_. I , _ :
„t - , z;a.
;. 3, _a/ },; `;{ �_, = EXISTING MARSH
1 inch = 100 ft.
3I \: x:=
L: z i
:. ',
PRELIMINAR`� DRAWING - NOT RELEASED FOR CONSTRUCTION
V 1
!�
f-1
C) •
5
O
P- ►--4 w z
x
o
i�i 4 �
0� x a
�a4�N
z
W c1O
I --I O O
M O w ao In
r-I
W P4 O m
z w��
z w�
w xa"
``,``j111111///!!/I
��.% �N CARD .,
• /
?:°O` i
r � 'fI °
• . Q
0 2
�.
��•,� J VA\-�'�, 17
!!!!/1111111``� ((J1
0
V) N
O
S
c
W 0O W O
a a
Z � Z �
0 0 0
z � x
M o a o a
I...1 t- H
fn to
a a
� w
E-� `� -- o
o���
,..a p z
d' S 4
x P'
C� i`•
ax--
�, u W �
w
a" y � zo
Ix a m z a
� ��5
O Cn
.>4
F� z
a $
W O^
U O N .
H
z `�z�
h
w .lUm
: w
C)
a g
C4 w
w
O A
C a
0
1
O
A
O
Z
I '^
O-4
O
O
U
z
O
PROJECT NO. WDL-07020
FILENAME: WDLO7020-G1
DESIGNED BY: D JV
DRAWN BY: WR8
scALE: 1 " = 100'
DATE: 2007- 08- 21
SHEET N0.
�-1
McADAMS

-�
,- i %
__. _ _ _ ___. __ -�__ _ --�- _v

0
a
co
1p
N
m
G'
N
O
N
f7)
0
o
W z
Lo o
�QG
�..�
w C4
00�rurnrrrrr04p
CAR,
D
3 '
,, �F�'• J • VALE' �,��, ��o}
rrrrrrrriir►rrr� �
o �
w o
w5;
Ckf
w �
� o
z �
� o 0
O w
o_
cn
W
� Q
r�
W o �
cu as Oo
�wx
U
O � >
z
U
O ry v
z��
w
a ��v
o �
a �
W �
� w
O Q
cq
40
� i a
° a
� w
U �
1 F
a4-4
0a
Iw
V
o�
�z
PROJECT NO. WDL-07020
Fa.ENAME: WDL07020-G3
DESIGNED BY: D J V
DRAWN BY: WRB
SCALE: 1 >, = 40'
DATE: 2007-08-21
SHEET N0.
C-3
giMcADAMS

NOTES:
1. ALL BUILDING FINISH FLOOR ELEVATIONS SHALL BE
MINIMUM 2' ABOVE FLOODPLAIN ELEVATION.
2. "WOODED AREA" LINE IS FOR ILLUSTRATIVE
PURPOSES ONLY AND CLARITY OF THE PLANS.
REFER TO THE "LIMITS OF DISTURBANCE" LINE FOR
STAKE OUT OF CLEARING LIMITS.
3. SEE SHEET C--7 FOR GENERAL NOTES.
4. ALL ROOF DRAINS WILL OUTLET INTO THE STREET
SO AS TO BE CAPTURED BY THE STORMWATER
TREATMENT SYSTEM.
GRADING LEGEND
CA
FLARED END SECTION
CATCH BASIN
DROP INLET
�-
DRAINAGE FLOW ARROW
LINE BREAK SYMBOL
25.50
TOP & BOTTOM CURB ELEVATIONS
25.00
TW=22.00
—TOP OF WALL ELEVATION
BW=21.00
—BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
1 25.60
SPOT ELEVATION
STORM DRAINAGE
25
5' CONTOUR
24
1' CONTOUR
----- --2-5--------
EXISTING 5' CONTOUR
24
EXISTING 1' CONTOUR
— —
EASEMENT LINE
LEVEL SPREADER
EXISTING WETLANDS
EXISTING MARSH
WOODED AREA *SEE NOTE
(ILLUSTRATIVE ONLY)
MATCHLINE - SEE THIS SHEET
sw Mir
\ \ 1
EXISTING MARSq LINE \ W R' \ \
\ \ CON MfP(IU \
\� \ (TYP.)
MATCHLINE - SEE SHEET C-2
o
RETAINING WALL W=I6 �
DESIGN BY \ \
OTHERS (TYP.) \ \ \ % / / / / - J
DI A1,3 /
( �
SITE OSSIf2VATI( 1
TOWER \ \ \ \ / / / / WATERFRONT !
CONDOMINIUM 1 DI 2
ESS E
\\\ \ \ \\\ \ \ \ PAR KG \
\\ \ \ \ \ \ \ \ ACCESSIBLE
RAMPS (TYP.) K OSK
\Vv
-FFE= 7.5 \
fit/ �/ �/ �� � ' � ` � �• / � ! ! /
1
EXISTING PROPERTY \ \
LINE/PHASE 2 \ 15
BOUNDARY
\ /
/10�0-Y� FL60DP,LAIN
i76
N
C`\ 7 7 \7I
/ j
/WETLANDS
— — — — — — — — — —
MATCHLINE - SEE THIS SHEET
i
I
j
■Lo
i 1 �
PRO�OSED 1
STO WATER I 1
MANA EMENT I 1 E" 4
P�ND w
E W
w
� 1 �
� Iw
\ \ ; s4
\ 1
-1275.4� 1
a
s�
Q
C�
0 a
U1 `� C\2
o� W 4 a
z
� era o
W a 4 ® o
o F" -t ►O
w aoco
0
CARO��',��'
o
r
L
2
f Iffnnnle�o
W
cn
w o
w
w m
c� o
a
z
z
0 3
O w
a
o
W
ix
a
E- � � o
Q � z
a x V
z w
xa+w
� ;>
co a
z ��a
O
C�
r
z
0A�
4 �
z
w ��a
o ��v
w
OQ
cq
W � ,
ri 0
o a
z
w
O0
Gl�
PROJECT NO. WDL-07020
FII.ENAME: WDL07020-G4
DESIGNED BY: D JV
DRAWN BY: WR B
SCALE: 1 „ = 40'
DATE: 2007-08-21
SHEET N0. C-4
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
IIIII .Of W

MATCHLINE - SEE SHEET C-3
/= M�• ��%" T 'C r r' wow----ww
\ \
Di 13
26 / / f PROPOSED
v
TW=17.00. / /
�21 FF,E=/20.5 -- / \ BW=/ I. 1 � AMENITY POND
�12.00
t8
TW=18.50
-1.1..80
11.50 Z
18 \ s / \ / \ POSED TREE
x00 CB-{620 / \ / / f ) / / , \ \ \ CTION / !
WETLANDS _ / / - /' \ f / / � � � - � i .
\ \ / FUARE I /
Ma�ACEMErRiT
a FFE=18.5 \ ! I i f \ \ -- -- / -- �* ..._. - i� \\ PONa\
Bl
7'7/ _ / i / \ \ \ 5.0' NATURE
-B1s ~� -, � -� r II \ \ � \.: TRAIL (TYP.)
100 YR FLOODPLAI�1
FFE=19.5 WETLANDS -
1 ! - FFE=17.8 - _ \ �� \ 3 J �•--� �•� /� J ) / / / /
GARDENVIEW`` iJ
/ r(TYP.)OMINIU /
TW=15.50
�,=low o TW=1�.00 t r
1 18" STANDARD
\ / BW=10.00
1 CURB AND � . B1.g BW=7,50
GUTTER (TYP. DI-B14 / J / / / / TW=16.10
BW=9.70 TW=17.00 \ K
/ CB B05 / i� / / /
/ / / TW 1800 j
/ FFE=17.5 - \ /
' \ I
t7l CB- 6-
/ \
N.
• - X / BW=8.80
-FFE=17 Y �' °Ro �9 - 1 a (.. ? L - .I
1 i i i i / TW-17.40
00
BW-7�80 CB-B07
NCDOT CLASS "B" RIPRAP
1 24'L x 12''W xx 2" TIiTL� /•/ J V. I
1 / / / 1YYLis.so , I \ MAI�}<IosK /.. AIDING wLL / J
a / / _ / - BW 7.50/ / J 1 / ESIGNED By
1 SPROPOSEDTORWATER / / TS // is _ 16 / \ 1 !. �THE�2S
BW-6m / DILB09
MANAG�MEt r-
I -----nND / / \ \.
/ / TW= BW=8..00 .00 TWA 15.00 \ I I J I F
DI-B11 / FFE=19
- 2 _ t. 1 / - TW=13.00 f
o i - - FF 19.5
1800
'-BIG- HOUSE \ \
a COND
FFE=193`-
18.00
IFFE=17.5 Bw�l10.00 . \
BW=10.00 TW
GRADING LEGEND
:WETLANDS
-
/ _ TW=] 6.00 - ® STORM DRAINAGE
_
'BW=, 0.00 SW=B.Op �.\\ FLARED END SECTION
' \ / / j\�\ \ 25 5' CONTOUR
/ /;-
% _ / \ . �! ♦ - . CATCH BASIN
1 / / / \ TW=11.00 WETLANDS \\ 24
7 / / \ \ BW=6.00 \ TW=7..00 j / .\\ ! 1' CONTOUR
/ \` ■ DROP INLET ------- 25 ---
/ ' y / I. I. I I ■ I I ■. ■ I I ■ I a I I ■ ■ I I �.I ■ ■ ■ �t/�// . BW=6.50: EXISTING 5' CONTOUR
24
- _ - - �--- DRAINAGE FLOW ARROW - - EXISTING 1' CONTOUR
EASEMENT LINE
1 TW=10.00 - . I \ �J i' ., j .v LINE BREAK SYMBOL
k� \ \ \ 1VVa4 80 \\� _ PHASE` 2 BOUNDARY •' �''♦\\•/ �.! LEVEL SPREADER
" o �.� t .. 25.50 TOP & BOTTOM CURB ELEVATIONS EXI
TW=.12.50 :. \\• '/ . 25.00 STING WETLANDS
\ i
\� \ - \� ,lf EXISTING MARSH
TW=22.00 -TOP OF WALL ELEVATION
/' BW=21.00 -BOTTOM OF WALL ELEVATION
-..(NOTE: BOTTOM OF WALL IS GROUND
TW=15.5b / . \� / ' ELEVATION NOT WALL FOUNDATION) WOODED AREA *SEE NOTE
BW=4:50 / \
(ILLUSTRATIVE ONLY)
1 25.60 SPOT ELEVATION n
1 I / /.. ` - ,. \\ - 4000
�.000 r
i BW=5.2a _ • -
I® r;-®----ram-'-----------'-------�------i-------------------------------�
MATCHLINE - SEE SHEET C-4
NOTES:
1. ALL BUILDING FINISH FLOOR ELEVATIONS SHALL BE MINIMUM 2' ABOVE FLOODPLAIN ELEVATION.
2. "WOODED AREA" LINE IS FOR ILLUSTRATIVE PURPOSES ONLY AND CLARITY OF THE PLANS. REFER TO THE
"LIMITS OF DISTURBANCE" LINE FOR STAKE OUT OF CLEARING LIMITS.
3. SEE SHEET C-7 FOR GENERAL NOTES.
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
0
c
►o a
a �o CD
E
mo ral LO
Er W V
��•� �,r, CAROB
:Q E -
- 3
J
LJ ® 1
to �
W
Z I !
z � i
a~
F
rn
w
c1z o
O H Lo
w �
�zW
DPW
�5� o
�" ►�-� m z
z �-,ra
o �
Q z
a �
U ENO
94u
z�
w Boa
Z w
o "
cq
W �
r/ j 0
o a
W
a z°
w A
00
U
U
o
PROJECT NO. nL-07020
FHENAmE: nL07020--G5
DESIGNED BY: DJV
DRAWN BY: WRB
SCALE: 1 „ = 40'
DATE: 2007-08-21
SHEET N0.
C®5
JiMcADAMS

3
m
`a
O
9
It
0
r-
0
N
r
3
9
0
N
O
0
J
0
I
rn
C
.I
0
t
U
N
m
0
\ _ r f _
---
t\ .. _ /" 1 .• .,. .... r / .,: , >.. \ 1 'mom, ... , . / ..
; 4 �
,
, i
., --_ . - _ , PHASE'. , \
1
1. I
y - .,
\ -- -.... _ 4 W LA DS
_. _
_ r
_ _ r r LTNDER,r C0 - - - - - r ,:•" , f J
- r NSTRi'�CTIOi - - r
ET N
,.
,
....._..._ . _-`--- r
_. - .. ..
_
*�,.,... ,: r / ':r r r.•---,�.r ., ..;: .. - `i 1 f i 1:r r^ .°;>,.•..:".
__
I
1
1
_ !
_� \ Y A \
_a _ _ - r _..- I PHASE ., BOU D f2Y_ .._ , r
-- ! r . Y ., , 2. L,, ,,w
.:. ,. _::.: :.. r r
r it r t - '
CR
Y� N
J
W
1
a _
,,
t ,
_ , -
1 - ♦r \ \
\\ l r d
\
\ \ r
1 .r .. _WETLANDS. .. / r r. \ .l .. . ... Y:.r _ .. ) t A "1 -
_ . f _.__ _ \ f , \ \
, ,
O ; s
,r \ . , f !�
_ i d \\- , _ t 1 a _� ,,
, _ l,. _ 1
_ r 1 > , V�/ETLAN _ / _
_ - --- - .. , D.S . ...
1 ,
t ,
i
, J. r _.. r 1 - ,``
w
r r.. -♦
,
{. 1 _
1 / i .. ! - a
J / ! Fu \
t
_ �O
...:..- J - _ - "�.�
,
x 1
:
_ _ _. _,
, ^
,
` d
1� ,
E-i 1 `
1�
100 YR FLOODPLAIt\�. -.'-- : . . / / _
I t .a ... ., f 1, r' -
v I ... ,.. y Ir
y 1 COU .. � , ,,: f e W
RT r� -
\ r� '\ _ ♦` ar
�l�
•
r�
1 , ..:�. r.: .! r t , ` _ .r%, - r' __ . I ♦/J - t r \ \.'tea
J RMW , ,.,
- - 1 ,.. ♦,
\ c GE' ----...
1
O
\ , I P: R r �,
, � r , _ J. EA - lOrb6 2 _ -
- W -
LANDS
ET - r.
\ PON `� \ i
\
t J- - ,
i
y ._
/
ERV R r !i
EA -90%' r - /
�-\' f I
.:' � 4 i — Ar
i \ !
r- \
♦
y e _ \ !
r
J -' Y `
,
,
. v
\, -
I ,
\ t \ r r J / l' f f - // 1'' \ \\ ,'`• \ ICI
0:58, AC.
,. \ . , IMP. REA - - - - _ �._ J'
:
:
t
1
. -: I t t , , , t 4 f , I;;. r.1 1. t I F / a .. >. ''\ `\ _ Et'C AR -- • .t , . t t _, •�
::gin. t , i ,\ I 7 ...,. r; :� 1 % ,::,J,` f r � :' .. , \_ ,i- -_' _ -_i 1"'�"� ww _ _ ♦ \ - _/---_
r 4%
1'
f S 1 r .. r J.. , , _. „ _
: r
! , , _. .. , i_. ! / 1 . n /. Iry ! ✓ r .,,. :: _ / t ! . _ `a
... I , , i , / /.. ,, !° , A \ ,. _ % - � - J� -fir- \- - ''\ ,'i 1
, ` , 6� AC. r : f- . 1
-
r - ..\ ,ram,. �,•,`
r.
r _
y
PHAS
\ , ,, , - _ _ =fir `',, \ q _
! r \ - /
y \
„ 1 Ir...y' Ir�..�(
,.: , I BOd1VDAR'Sf .-r ,;: Y-_ ... _ _ \ :_ ,: ` -- _ r r •---- -- ♦!/ t
..: \ _ _
r
,
, -
O
.,. : ,% i is .. J .� .. .... ,_�- 4 Y � .,- __.,_- .._
, v
. y.- N
I ..Y , r
I : _..: _ - AE. _ W W .
! \ J 1 4, -
J .-.. \ „ -
,
: : :.: ,. '. r .+ � / .- _,I .J ri. , r t • : 1. - - - §. - /(' \
Ir
. _ R --' PHASE I
p{ _
f, _ r _
J ,
--- ♦i
!�••I•n•1 1�•�1
,: .:,. E `
Q IJNDE C�(JNSTI TIO, rr
I \ r i. RV AR f ,
, J'
1-
:... - : -,^ .. ., , ./ .:,.," 1 - \ n �_ ,t, =,- ( 1, Ik
:
J r ,r I a ,. a`'r ....-- :: ( l , :'-, trr' _:..:!: - \ tY '1 \ r, f ♦j
\ ! \ _- :. �. `, .F, PRO OSED"FREE
r
� , V l
`I
1 1 pp
3"
: r '
x r '
r J'.. '\ /
,
. I r , r \.1 / r
S
r ? �✓ 15 Ly:' \ AREAS PN - /
r , / j , ! r i. l t / I 5 ! 73 / I ,.iy /�':� _ ,Tsui \... __... 1 !i
P I ry -' f 7 -
\. !r RO n
r
}..
. I r r 1 ° , / 11 WETLANDS \, �� 1,
M A _- 4 ry 1 - :rJ /
1 ! , i TOR / i
,
f
A
'
:t � _ 1
y ! _ 51 A ♦.
ADISE-' � �
` I�
I : I I / / / \ \ .. t _ AR - e 44 �AY -.� ♦ ,
\ :. \ r N P E 2 //
.. , � _ - 'r HAS /
r Jr — 0% _ 1
,Y`� %j t11
r I , yl 1 , / / ,- \ .. t } 1 ,. r V A to � i _ i' `` ` j:- �O LC ♦/r '
! .,. , ,
r ��.� , , ,
! i i 1 r r r /; ._-l- _. ° r \ , , /E r % 'i"\ z .`. 41 - ,,` - i , !� ! ♦,'.
IT 1 PROPdSED AMENITY
it r ! 1 I I _-..,._. — .r 1 r .; , : \ r /' , I. i f - . \ i ..\ / / ♦/i
I r 1 - r 4 1 ,,. IMP. ��;/� _ A� 1 -``�
,
W LY�N �Iq i ,
r
.. � - ,. r . -; _ r _ , .. ' ` _ CENTER BY
r � i I I, .. r .:. r .. i .. I �1\ __..._ C ,b - I I •Tr I 1 1 • _
i I -, :r . , _ _. r I AREA — Q/o , .. ,' _ r ,
1 1 1 , , r.: .. �J ,,r r } .a / \r - h , J . 'i I \� �\ - R /
,
,
w ,
'. _ E
, i i I ..:, ,:r > r ,,:,: r P. AR - 7 .: _ , , r : ,` _ , y .. f ! r ,"� ,� i-' 5, .,w
RV AR � � = , �, y'1 �T '
i r \ , - r � � 0 IMP . A � � `, i I \
i
i \ , f., i PER AREA -30% z r.. %' ', r' r` \ \
.: i r ! \ r: /:i /,., t / r ,. ., \ \ T' ! ? _ - _ 1. C " i k. �° f
r ! 5 \ PERV A �% \ 1'
.' w -
b i '1
i -`
s i a rr
\ 1 \ i C \ \
,
r' - ry
,,
,
,
/ t
.': _ . , %`, . , , : I /: it F, I t J�
` , •, , \ \ J r ..a .. I I, _/ \ ,.. , \ • r ( . ,. 4° - ,I f } '. I ,• y , \ ^. '\ \ S
. ry � k 1� 1 `� t
'.,.. , .;
\ d
\ \ ' ..... r .,
1 r' \
r
,
-- ....---'' r }� . ., q \ /' - IMP: A EA i 1� \
P
\
/ ,
p 1
._. _. ,, MP. AR �•
_. :
r
�' --
`. .. ,... " i� , \ ,
\ 1 / A. �h PERtii'. REA r - - 1
7 P AFfEA a 1
,... r -� , ERV. AR 36' 5 C. 10-. r`, R } _
L/ \fir / r 3 -
`1
0. ! _ z° / POND _ .\ ♦,.
::: 1. -25% ERV. AR _ -- Itl d+
C -
:
.3�C
, -.., 0.27 A ': ,'
:
„ , \
1
'
_
\ !i;;` r , , k I 1 . , M / R 1 : r .`„ 2, ,.'( 4° o _ - _ .._- - - , - .. _, r, ! -- \'\ ' ` ,,♦
- HASE A
_ A n. , z r. _ I r 2 BOUND RY
,z
\ �p CA
-Y ERV , EA - - - Izl ' - - I 1 _- --- -- 1 I i \,♦
i
`. _ --
r ,:
:.L/ \ 6 i r I A - % \:.h Q•Q4 _ 60 I 4 ' r 1 I 1
$ 0
Y _
:
r IMP. AR - 0% - - -
y _ 40 e A . E�%. AR r r 1 \ -- �ii�u■ \
I
rr P RV AR = 09' , .'�/ J _..,- = 54 -J! 1 1 - 1 J 1 }, 1+ ,r r\ \, 1 I 0/ I 1 1 `•♦
�,, �` � i r 1 1 i `\' i �� .' '•• MIP. AREA = 4Q%' �-- P. A` 85%, , 1 �`` i /r � r i Jy \ �. /`+ ! 1 ♦,,- t
/.''. 0 AC. -6Q% I 07 A 36 A I OPOSED ' ,,. f J > \ \ , 1 r J ! fir' :1
° I PERV. AR =6 %i _ ° /i A EA =1 rJ% f, r, \ , f 1 r I rrr y \\ , r f /♦/ i
9 \ i 0 rC �- AMENITY /r r J1 I j , % ' !! fJ ,♦� i I
``v \9/ •`d, '`1/• ✓! •� 1?> 1 \ _ _ MP. A EA Ot' POND 1 , r' t !' /
�\ \, +' \ r ,\ t t ;'1 \ '" ''rH r' / , .,r - _ - ! / ,, ! q I t
1.89 AC I !'` � 'i rr �' J i / , rr S s I ! l ♦
`, \ `. \ ', �0.�9 C. - ,� !FUTURE r ♦! r
v 3
l J '1 1 4
, r
!
,
S C ♦ t \
, \
,
\11 \�' ,1: / '',I, `, � \ , O . ,� .. .. ` - - - 7 _ -= t �', - - .' t STORIvIWI,<TER -' - Y y 't r }
\, \ 4 �. IM Aft - 3 f' _ t ♦ t
t 11 \ 'O = 60� \: l P. AREA ,� -1 1. MJQNA ENT _ "ry 5 ,s "\ `
\ `\-- ,` 44 AC.! _ /' �_ �: �,. ,PONa-' --- _ /, i I I t \\ i ,,
\P `\1/ .IV `.V \` ! M . AO — 25% iC I - 9 PERV. AREA 1 = 5� e _ i. \ r / /r' - '%/ \ �' \ \ } \ /
I/ \ t
\ AREA =75% t \ , PE�tV• AREA = i' _--._ yy -- r '' \\ `'\ 1ri \,♦
l -
A _ v _ /
\` I I \ `, 1 - _ - P RV. =50% ; , .- - `%!' r r r,,z .. \ , ',\ \ `\F \ ♦/
\ �-
1`
\\ ,\i\ \ I e 1 / I , ^ `� - _ e rc \ n - / !1 / `I i,:_ \ I \ -'r' 1 rr t1' F "v' r .A �`\ ♦!/
\ 0 1 AC ~
` ` `\ ` ` - MP. AR 8Q ° ---- PEA%."A 25 AC. ; ..:\ 1m.;1. 1 \ f y t 1 ,� \`'
3 , e� n
, 1 . \..d? '\I! \1 ' iwm�#!}'�" �/ \ ,v , y } r >' 1 P A = 0_/ - _ _ :. 7 \\ 7 i J .. r 1 `, w `
`S�y^„ \ \
/� ,.
\ % 0 C
J e J J
a
, , _
L r i IMP AEA MI A = 25%_ 4 _ \ % ii/ f I _ ,-. r`\
. I _ ~_ ,
` ` \\1, r ' j !' ---- _ _. PERV AR ' ��. /
1 0:2 C. ;� 1
\ , ',S/ \I/•' \�- ...1:` `J/ \' \\\ \♦ \, }\ , 1 C% _� = 25%.- ERV. AREA -75% , =20% '� - ■ . 1
- _ - - -
IMP. ,4f��A 75%' , f 1r /" \ -DERV. AR M\P\\\\\\r 0.4 AC W�fLAND'S r'
r , I AR 55 - 29 � AC - . %'�..\
9 �; .,✓ `,l'' PERV. AREA -2 91i ' -75 E AR =45 ;\ - _ _ �' `.\ i i s / f' __; �/ _.,■
'\1/ \i ` . .
,
\b` RV. t i r
r J
,1v' \ \ ,'. ' :�\I \ i ` \ r , .Q f F1 v ..i I � i�� -i t�t l�. 'A j 1, '' <t I .. I I I t } ! I '\ I I I' !r /'r- ^ !
IMP. Af�EA - 85%• - % 50i = - r-' - t , l \ _ . 1
..I . PERV... =,15% AR - 'S ° , \ , ,>_ r.;,\ ` - 0� i' '� i ! I ; I `I ( ° •�\ ,.\i `r
\i,r I' � ',., ,\ - - r - \ P V Eq iIE0 AR - �'1 ` \` \''/
\ y
gyp, - �.
,� , ; t �; . Y ERV. AR -25 - IMP. AREA i ! p = _ t', f. r F ! \ t
- M AR .. f
_
'\ t.i: \\ y `ti,_ , /`r\\ - 50% t i i = di 5p 20 `A _ , `\\ li ,' I I I 'r j
\/, • \ 0.� 1�i4� PER .AREA I I / \ `. / I 1 ,
/
G/ l ,J \I ' \I/ I/ \/ j Y \ \ \ y q \� \ - = I r / ` 1 = ! `, I I I ; 1 I r c - , . -
t
p Ag f ' j , -J
_ !
_r
,\ \ r
E i i.. .:.� : , \ r 20% \ \ \ - _ 19 I, ' \ - -- r I i '' } \ }. , ''} t. l
\V .:,j/ `ar V I , .�,: , , , _ -- ', \l ' - -I (19 A } i " rr'^\ \ I f r' Y I I I } I q\ I`
1
0 40 A i 1
' I , . \ t ==PERV AR C. I \ i I , , i 1 I II -,
s `\ t `. -'IMP. AREA = Y° } - I AR =%. 1 1 k' I I - f r I I i ` W
'\r \ 1 W' `, ,`�, rr - ' ' y , Y _ = 74% 1 _ P. EA - 85° ) i , f `� ' A \t '; t, Y i
\ \1; \ : ",� ,w ; \I/ I/ \ PERV, AREA =50%: - / , v % ; , I t l '\ y
- I V/` 1 ` , \ , \ f } ! l ,-!✓•� _ - _ - ! ''I' I t y f r r _ r r J I I. i I I \ \ t y " \ i
\\ \ ` \ "`, Y \ _ -PERV. AEA -VfA -15% } ,' , } y \ 1
r,
1
` \ \ ` PROPOSEDg . i / r YI } \ \
:. .` ' O.d8 AC: ' =30 _ _ .. ,c-� i I , , , ; 1 I , 1 % 1 yy \ \ 1 ,^
l/ 1 j/ `1 \' \ , i r t i • - - f r t !. I• ! I I i r \ t i\ \`i \ \ , V 1
''
3/ `1 l.; \/ \ - r / r \ STORMWATEf� , • 1. _, . v 1
! - JJI. r� r,•' r f f1 \ `, 1 �\ ,. -- '- -- - NFAi\TAGEMENT ,' r . r' _ - '- , r !. ;i ' r , r , i y `,
EXISTING PROPERTY -
\\\ \ Jr, I r 1 1 \ qZ / , _ 0., '. i`'1 f .t I I r ; l00 �ff� FLOODPLAIN \ \ \ '•� \\\,,`
:` / �, /` I`` \ LINE HASE 2 4/ !� / f 1 j ,5 AC. __ POND_ _ -
i /' (1 I I ,I I I! i w I '1 ` \ \ \,, 'I, '\',.t\\ *. '...-'\ l T I
1 / l
r f `� /
BOUNDARY I' : i IMPAEA .r t r r \ 1 r ,} rr
`
!. '\ I AREA = Q%' S r Y 6C°�e /' S 41 AC. _ _ / rr .r f . ; r ( y ` \ `'\ \\ \ \
\✓ IMP. o r r - -' - -- _ — f , 1..;` ,: r 1 ) / /' `i I\ '''\ I \ \ \ \
\�:' \I:' .1::. \' \jr \/ AREA - °%, / � � _ --- (' / -
/' r \ IMP. AR�q 5% s r! I. ;' I / ,r` ` , \ \ \ \
PERV - �; ! r J ; i t - °i r PER AREA =35 -.. - 1 r r, .r! I . '� /` r y_ 1 \ F\ `'\ `\ \, \\ `i
0.12 AC. 11 f 1 I J 1 Y ``\ A ` IMP. = 85% ► \
\ Nv :,r \I/i j N r r ! J ! r /J I' , I .2 A % - , " = 1r' ' ,`' i'� �, t /' ) i l``\\ \ \ *` '\ ~` ,I
\` \I, 'll/ ,...L:, `\l, \% ,,j;� � ! I ! J f 1 1 I - _ � -1 °,, (j , t 1 I / r \ \ ` \ , ,. 1--'-1
! , � (1'fl / 1 I I' / __ -•\. ~`, IF, I� ! (. i - i ,i f . , I iiy �_ ^\\ } \ \ , \
I \\ f r/ I +�' ' '� ''> --- IMP. 0%_. 52 AC.-, J, 1! ``., \`\ `'\� \'\ \ . ``-\ \ \ \ \ \
\I , ,j/ •,:.j. N1 '`,1- ``,/ \a/ \:i ,\ I i' 1 ° / r PERq/. AREA = % - _ - ,`,� ". \\-\ 1- w\ \ \ `_---- \ y \ \ ,
r /'
\ '``
I,' `� . 1
IM AREA - 60 a ./ z,lM � �A = 50% - - - --- - _ , \ \ y , i
— - '
— — _ _ _
`, � E V , . / % KV. AR ,-5 %�....__._ \ . + a _ __ �, - .rr '- ♦\\tirl�rl■ \ 't y. `,_ `\ '
i \: ! \ \ \ _ r/ ! it J^ ` , ' - _ - '`\ .. - -' - - - -, _ \`, . - \� � \\ II�H \i ' I , . . , I - \\` '! `� ,t
\J:: \ \✓ I'' - i \ ��_ / : ` r~ \, •!!Ire \ - �"-1
r-
.
`� IMP. AREA - 5d% x - ♦- •. _
\� r
PERV. AREA =50% i `, -' _i a ' _ .. r ` .. - - ". 4 ♦\i 1r !1r11»1n '`•-• �\ t `
,\ ,, ,\I ,\ \I,/ `-.j` Q.05 AC.\I/ , ` _ - r - `C„ rn v = .. - .. - I,- / - - , r. /. �// \ I!t '\ ♦ \ \
1 ` `r
,b 1 , 7 Y ,/ ,e e --v�u�ltlll�. I • - /lrlfa - - lY�'J rr` \\� _•i.�`' - . �11 ' - - \ \ `.
( r i - / _r . \\�. (, fnh . _ - . ♦\\� - \ rti- _•- - r1♦fir `,, `' \ _ ��
\ i `[i ` % \% \ \ �` l r \ , -- WETLANDS ,\♦ r1p1r \w`' \ , \� fir \ . --ti I --I
�:/ ,I;` \/ \lr r t - ♦.. Ir '' "ice \ ♦ ) ` `
y
r - r
,
1 \ :: y ' - - �lr
I -
\ �. r d
t / 1
�Sr 6 1 > -' - ll /
y� / , \
�r1
\, f 1R,
' 100 l'R FLOODPtAIN \ ` /` / \ ~_:� ,\♦ � PHASE 2= BOUNDA''RY r ♦41 \ASI t. i J r� l\
\!;' \ j/ \ \/ '\I/ `vi \I/- \✓ ',/ \ � f' '\ '\ ` `•I r PEl!•. REA _ ,Q% /' _ _ _ _ _ ` - EI'(
i ' f ~` GRADING LEGEND
`` �� �� � FIrHN�µ�, \\ `, t i rd f ' y \ r / rr } }, `, i i t1 l J♦\\♦\\• � � � � � ' / \` i y r r
,I, �► `3r `\1 2 "`..1/ \� \1 ,� ,,1 "]/ `., f '�., ,fir- - _ �A\ .'\•`` 1, Y \ , .\, � �. { 1 I . 1 I i .;\.\\ � �� � i i - rr ,,' `��
V MARSH \ ` '`\ t I I t, r i ., \ Y\} � r -
r
\ ', \ \ I -ate_ r f. Y i f f.
I / -- ice`',.-t� ,` \\ \ ` , tt \} 41 I I - _ it r. .. - - / /! .. l h 'II ''
")"1- '\3:� "-!/ \1/ `\:I/' \✓ \v' \li \-' `,;j `',j y __ \ , i 4 i - r� 1
j/ ++f++�d■!+� -~`- •\ \ };} 1 `I `� rl _ '` �I 1 i 1, �r J. /i�' _ ; t i : j }} t �.� � FLARED END SECTION
` !1 / .
,,\!, I.,: �,:_ �/ \- \✓` ,,I/ \Ifr, \,Fi \; \�/ ``�'' '\�.'' \�/ \`Y , 1\ i\ \\ \ - j ,l ti 1 %! - } 7
/ +� ♦\♦� \ \ \ `\ I �/. i \} , 'i\ 1 = CATCH BASIN
tt, EXISTING MARSH LINE \ , Ike . - ! \ i 1
\1 ',J.. ' \I,/ • y +la+a \1_/ \!, \11/ \;/ \j: .� �:' ',j:`• \I/ \!/ .
y , �•, , i 1 BiR�IF'MINDIINAGE
\j/ \Ir \ \I:` \L` `\€/ \j/ \'` -_ \ Y\\, , I t I '1rr1 ' . Y i - 1 STORM DRAINAGE
25 5' CONTOUR
y i I / - / i
` i \ i i
1
\I, /y \, \� 4� = !/rr :. i\ 1 1' CONTOUR
' ♦+�s' ��♦`' \I/ I \'\ ■ - _ - _ __- _ _ -__ .- EXISTING ONTOUR
\l, \/ ,L! ,,jr: \I/` .\I/ -,j/ \l,. /♦ \,,! _1 _ � 3 \ 5 C
Aweo* ___ "__ - r, , ..__.:.! -.,. __ EXISTING 1' CONTOUR
%` LEVEL SPREADER
EXISTING PROPERTY LINE \. i
`\ \' f,' )i J " \/ \yr' li S/ \f; - 1 1 \[,;' \(; i \� \L:; . ,' �...: I EXISTING WETLANDS m
\� (SEE SHEET C-1 FOR i
BEARINGS AND DISTANCES) / -
I:� '` 1`' \✓ , / - i , \; =,; I: 1, / \ ,..1r` '\1- Ir \j:' i
0
\� ;� j/ ``/ EXISTING MARSH
f . '
\{ ,. `1r' \ir. \�/, '+,y' +: , •: `' ,' •.,/ \.✓ \I,r `,.I!' _ / �"1:' \ 1 \1/ \I/' - ; % z
i
�s � /%
\�,,:.:/,' i,`, \:: �', \,: ,�;, ,�, ,,�j,, 1 GRAPHIC SCALE
1 _�' ii 100 0 50 100 200
,.
,4/: \I. ,,1f / Ili/ \� ,,.1/ `J/ \ ' ,\j, N\ , \I; \i/ ,.,I ,'1r �/ ! ,1; \I/ i
. 1 inch = 100 ft.
\� \I,/ \fir \I!' \% \'I ,f ',,,..' \_ . `✓ \}; `., , ,',j/ \4, ,.,j,:. .. 1 r 1 r
. PRELIMINARY DRAWING —NOT RELEASED FOR CONSTRUCTION
7D
V i
U) in
• e O
6--d W Z I
P4 'Y O
a-I•-� � ,
1/
N N
W
,-� � z � N
Z
,-7 Y•�•-, O O
bb��--��--''11 p'••I O
O
.--1 ,-•i
W U O cc
� d PZI
W . m
ZW O I"
W (� Gl, �
`,,\1111111111,1,'I
I . X' CAROB 'I
�� •
Q
` E L
6 =
�•. I .:
�/�•• ,�,
��i.'CN°•• ���o
1j1111 I111\�
r�
N N
� O i r\
W (,I W
rn O
O
W
Q Q
o 0 0
z
O o o
,--I (11 (n
�O a
C.->
'-4 N
In
E--+ '' `� 0
C) P in
,�V)z to
x
C L0
L '.L '
Q' Z W �
x Fn w
z
W - � o
I� � = — CL.
z Q�x
O �
C�
H
z
z
�T� a $
W0 C1
U O N O
z Viz-
w 12
a �-
0 �
a g
w
�w
P w
O A
C9
W z_
1-4
W 0
r l
O U
� � a
0
I '^
VS
W
OO 0
Uz
x
U
Q A
PROJECT NO. WDL-07020
FILENAME: WDLO7020—G6
DESIGNED BY: D J V
DRAWN BY: W R B
SCALE: 1 " = 10 0'
DATE: 2007-08-21
SHEET N0.
C-11
McA�AMS

DI -Al 3
i—
ez+£z
x
C13-007
'FV ""-- FU
CB-005
CB-D08
•
•
— —.
_ -
—. —
•
•
V iF
�f
'
V�FRVIE DR
_ +9t
1
+Lt
o +Ft
---_•+—•
I
t
oo+st
—
oa+tz--
4°
CB —Al 6
00+n
B
C04
o
+
DI -Al 7
CB -Al 9
SANITARY SEWER
SERVICE (TYP.)
WATER SERVICE (TYP.)
HIGH POINT STA = 10+93.79
HIGH POINT ELEV = 26.75
PVI STA = 10+91.32
4
RIVERVIEW
DRIVE
PVI ELEV = 26.88
HIGH POINT STA = 13+62.50
A.D. = 1.59%
HIGH POINT ELEV =
24.89
_35
K = 40.93
PVI STA =
13+90.00
=
f
35
- -
—
--
00
N
= 3310Q0
_
--
O
II
O
N
N
00uj
s
_
=
=
s
--
II
II
m
`D
_
0+
_
_
=
_
_
HIGH POINT
ST
'LEV
= 18+7.5Q
=
_
_
_
=
v~i
3 a
w
-
N
w
_ r
_
=
..
_
g
_
°'
ca
0 -
o
m
_
---
_
- --�
- _- - _ -
_- - - : _ _
_:- _ - ---
-----
-
-- _ -
z
HIGH POINT
PVI STA =
- -
-
2t.33
18+75.00
_-- - --
--
-
-
-- --
_
_
30
_
u
- -- _
_ -
-s
N
- - -- --
- -
0_
n >
-----
> -
_ _.
=
+
n
+
PRI ELEV
-
- 1.D5
_
_
=
_
=
_
- __ __-
_
-- a _ - --
_
-
__ _�
_
IL
a
m
3
=
_
=
o:
_
_
_ A.D.
=
1.26%
t
U
t17
r
til
—
-
to
00
1.79
0.8 �
m
-
w
o
_
_
--
_
-
LOW POINT ST
= 22+26.51
,
"
i
o _m
.rn
_
_
---- LOW�'OTI�T
-= �4=8
25
_
=
----
-
- -
----
-- - -
--- ---
_- =-- --
-
-+N
--
`�
_ ��
_
_
-
-
-
_
_
- -
_
--
=
STA -
PIVI ELEV
22+25.OQ
= 14.00
25
_
`'
_
_
_
tr
_
_
_
-
C0
>
�`'
vi
U
=
:
t
_
A.D.
K -
3.96% =
-
2.96
ri
0
o
-759; —
V.
Lo
_
Ld 00
d
€
_
20
_
a
_
,
-
.
- -
-
- - =
- - - -
- - - ---
--
_ - _
_
—9 =
- -
— --- --
-
- _
- =
__
-- ----
---
-
00t`
Oh
C14-ro
wr
af
-00
—
_
O
s
.ro
O
—
ro
W
__-
-
N �n
U
to o
_
_9
\ _
U
cn o-
m_tt__
3
'-rn
to
La
m
¢� ¢� -
N II
r
,
=
ow 1n c>w
1515
z
_
I
,
,
,
:
O
_
:
,
,
_
z
10
ry_
=
3
=
E
=
-
,
_
_
--
_---
- _ -
- - - ___
- -
- _-_y=---
- _ -
=
F
O =
_ _
:
II
_
_
— —
L
R CP
1=010
5Z
-
_
_
e
'
>
O I
II
s
c
5
,
_
,
z
_ 56.
LF 18" RCP ® 1.00
0
0
O
00
t
10
IN
to
t7
o
tf)
0
o
O
O O
cot0
00
0
0o
t
>7 to
O
to t7
0
coO
0
tf
0
c�
tr) t7
O t
d
c�
M
00
Cn
O
Oto
fO
0
-00
Qto
00
N
coco
N
N
N
N
N
N
iN
N
N
N
N
N
N
N
I
N LV
!
N
C14
N
N
N
N
N
N NN
r
r
r .—
0N
r
ON
,_
10+50 11+00
11+50
12+00
12+50
13+00
13+50
14+00
14+50
5 00 5 50
16+00 16+50
17+00
17+50
18+00
18+50
19+00
19+50
20+00 20+50
21+00
21+50
22+00 22+50
23+00
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
OWNER:
WAKEfiELD.
D E V E LOP M ENT C o M PAN Y
OWNER:
SANDLER AT SHALLOTTE,LLf;
448 VIMG DRIVE SUM 220
'
VIRGINIA BEACH, VIRGINIA 23452
PHONE' #: [phone]
THE JOHN R. McADAMS
COMPANY, INC .
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
`,���tnurrrrr
`� �--
R
;•_���� S.. •0< 9%
••FE ��•
_ ;Q : :
S =
0 6 3
p •:
� '••. G NEB; • o ,:
, � �• �'•••
,.,,� vg�� : ,�`
jj
`""'tt""`�1�
PROJECT NO.
WDL-07020
PLAN $� PROFILE
n +'
ROAD A
STATION 10+00 THRU 23+50
'
SAN RID - PHASE,
1 O,r �+ 1V of w7rl L`�ll
BRUNSWICK COUNTY, NORTH CAROLIlVA
FII.E.NAME: WDL07020-PI
DESIGNED $Y: Dw
DPAiPN HY: WRB
3209 GRESHAM LAKE ROAD, SUITE 160
RA.LEIGH, NC 27615
(919)55611310
aoRlz. SCALE: "
1 = 40
j ,
STORM DRAINAGE REVISED PER DWO
09/20/07
�%RT. scALE: _
4
REVISIONS
DATE
DA E: 2007-08-24
SaEET NO.
P-1
MMcADAMS
PRINT DATE:

4
STORM DRAINAGE REVISED PER DWQ 09/20/07
REVISIONS I DATE
OWNER: OWNER:
WAKEhELD SANDLER AT SHALLQTTE,LLC
DEVELOPMENT COMPANY 448 VIIUNG DRIVE, SUITE 220
VIRGINIA. BEACH, VIRGINIA 23452
3209 GRESHAM LAKE ROAD, SUITE 160 PHO 1Ll757 463-5000
; //
RALEIGH, NC 27615 ff
[phone]
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
ttlt11tt1►rrrr PROJECT NO.
.%`� CAR '�
�' ••.. A>E:
ti.••
DESIGNED BY:
'Q C
E DRAWN BY:
3?�
O q` •.• HORIZ. SCALE:
•••'� �.` VERT. SCALE:
�''%`'� • J' VAS"-:
�''rrrt I ... 10� I�1 DATE:
_ 4+ tt 00
-- - - JLTVV 3,5+uu 33+50 34+00 34+50
WDL-07020
WDL07020-P1 DJV PLAN & PROFIL
E
WRB
1 " = 40' ROAD "A"
1 " = 4' STATION 23+50 THRU 34+99
2007-08-24
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
mmmk
SHEET NO.
P-2
SAN RIO - PHASE 2
TOWN Of SHAL [JiMeADAMS
BRUNSWICK COUNTY, NORTH CAROLINA PRINT DATE:

l:r.+r-rr0au1w:I.+r001nsa%lwlkll kq[vAMraaw2rilaws •mnsM@nawE:a"MEuWe
OWNER:OWNERTHE
WAELD.
DEVELOPMENT COMPANY
SANDLER AT SHALLOTTE,LLC
448 VIEING DRIVE SUITE 220
VIRGINIA BEACH, VIl2GINIA 23452
PHONE #: [phone]
JOHN R. MCADAMS
C 0 MPANY, IN C .
ENGINEERS/PLANNERS�SURVEYORS
RESEARCH TRIANGLE PARK, NC�'
P.O. BOX 14005 ZIP 27709-4005
[phone]
.`` N CAR '�.
`,4.... •�A:
= ? Q tiF: -:
= S
- 26
-
'
o
-•...•••'•• Q- .`
'•, � ,1 VAS-�F��`�
'''f1,►,1,11►1``�y
' �`7'0. VVDL-07020
PLAN &PROFILE
ROAD "B"
STATION 10+00 THRU 21+75
SAN RTQ - POSE 2
'T'O� of SHAL
BRUNSWICK COUNTY, NOR'I`Fi CAROLINA
SHEET NO.
MCADAMS
PRINT DATE:
WDL07020-P1
DE�G�� �Y: D��
DRAWN BY: WRB
HGRIZ. SCALE: » = 40'
3209 GRESHAM LAKE ROAD, SiRTE 160
�wi9)SSG43�p615
°' 'CA 1 " = 4
j,
STORM DRAINAGE REVISED PER DWQ
09/2]TE
DAB` 2007-08-24
REVISIONS
DA

y�
L.IU
-- =E7=
-
. .. _...
- _
— .
-
_
—it I I it
I - - -
- --- -- - - - -
- -
- -
-
—_-_
O
oo
tLtV
A.D. =
_
1.75�
PVI ELEV- = 14.60
=
O
_
_
-
o+
r+
r
_
t
_
�
P'GH POINT ELEV
= 15.60
¢ -
_
� � -
K = 85.29
�
r
OV.C.c
PV1_
W T
_
_
-
--
II
II
=
PVI ELEV = 15.77
'-
1n
w
f
w ao
II
i
- -
cFi�l
-�
°
E
`(a;
--
K = 92.20w,=
orno
��
I
-
>
j
'
- -- -
€ �M
LO
- - ---
-
U _
w .=� -__ri
W �,� �•-
_
----+-ca
Ntfj
O +�
d
z r-
�.-
- - - ._
- = r�
- .
oo--
wloNoO
as=- - - --
>
ONOo �.-
- -
-
_
20
- -
= ---rn
----
-
-.
- _ �. --
__ z--
af
¢
InOf
rU
(n
M
o
Cq
z
oz
q
r p rw
-
+CD
u M
`�
+`.t+mo
c�
�� Ua
n cn
cn�
-
.-w
oz
¢
r it ¢z
g
•- II
Ld
5
,
m
r
aio
�-
m
a
OIL
cn
0
m
m
o
v
a- cn
>
m
c~i1
_in
\ J
-- ---- ------
15
0.75% E
_
--�
0.5
- 0�
'
I
15
2
.23 LF 24" RCP ®0.9990
2.10 LF 1
_
"RCP ® 1.00%
0.757
24.24 LF 18"
CP ® 0.78%
I
- _ - -
� �. _ _
- - _-
=
�
-
�� ..
- _�-
=
_
-�_ - --
__. - -
-
- -��-
=
10
_
LF 3
"RCP-0-
_ _ � =
-
�,�
—•
-
_
_
_
-
19.45
-
i
-
i
-N
_
LF 36"2CP ®
1
_ to
_
0000 z I-
€
00
zO
i
_Il-
r
II
r O
_
=
-
II
11 z
--
- -- - -
Z
-
-�
_
>O
a
£
Z
O-
0
,
-_
N`-
N "d
M n
ca M
M^
IN
r O
I� C)
M
O '-
an
Q)
O
OJ "N
n
O
M =0f
M m
r`
O
§Lf)
_
C7 ;�
O
{
r 1
IcD
(6 i
r N
c0 ;an
d d
-
M M
Er
M d
r
`t d
�- it
<n
r it
�!
r r
M M
r r
i0
N N
r r
;O
r =r
s(cD
O €
r 'O
OOD. .�.
jjj
a) (O
M
ai Q1
Q) IM
CO CO
I
O CL7
to ;CD
I
r
-
OWNER:
WAK&ELD.
D E V E L O P M E N T C O M PANY
OWNER:
SANDLER AT SHAL LOTTE LLC
448 VIIONG DRIVE, SUITE 220
v1ItGINiA BEACH, vII2GIIVIA 23452
PHONE #: [phone]
THE JOHN R. McADAMS
4COMPANY, INC .
COMPANY,
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
,`,,,�� n � n"
,,.��N CA ��' ��,:
°.�oF ss oti• =
L1.
- -
- 0 6 3 =
- :�
= ° ' :F� F,F;.•'
i .� (NE . Q
•••...••••
J.
'���,,,,,,,,�.��`�(�
PRorEcr xo. v
WDL-07020
PLAN & PROFILE
ROAD "C"
STATION 10+00 TFIRU 18+50
SAN PJO — PHASE
V V 1V Of SiZAli
TOLOTFE
BRUNSWICK COUNTY, NORTH CAROLINA
WDL07020-PI
DESIGNED BY -
DRAB BY: WRB
HORIz. scA> E: 1 " = 40'
3209 GUSHAM LAKE ROAD, SUITE 160
RALFIGH, NC 27615
(919)55&4310
VERT. SCALE: 1 " = 4'
1
STORM DRAIWE REVISED PER DWO
09/20/07
DATE:
2007-08-24
REVISIONS
DATE

PRF.T,TMTNARY T)PAIVTN(-- - NnT T TVT VAcr, T) 17nia CIO I\TQ PDTTrmrn7\1
OWNER:
WA ELDw
n E v a L o r M E N T COMPANY
OWNER:
SANDLER AT SHALLOTTE,LLC
448 VIKING DRIVE, SUITE 220
VIRGINIA BEACH, VIRGINIA 23452
PHONE #: [phone]
THE J 0 HN R . M cADAM S
C 0 MPANY, IN C .°��QF
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
. CAR ''
` '•
• '� -
SS ��� ';
A _
6
N ��;�'
•• (' NE.. Q
.
%C-�'• •• � .` � �
,���''�. J vAL%;:`'��lqy
PROJECT NO. WDL-0702'
PLAN &PROFILE
ROAD Itch
STATION 18+50 THRU 25+23
SHEET NO.
SAN RIU - PHASE 2
TOWN Of cu T JiMeADAMS
1 �+�Y 1V S lAL
PRINT DATE:
BRUNSWICK COUNTY, NORTH CAROI��
DE�G,� BY:
DJV
DP -kW, BY.
WRB
3209 GRESHAM LAKE ROAD, SUM 160
RALEIGH, NC 27615
[phone]
HCRIz. SCALE: + - 40'
I�L
STORM DRAINAGE REVISED PER DWQ
09/20/07
tiT. SCALE: ++
1 = 4'
REVISIONS
DATE
DATE: 2007-08-24

RIVERVIEW DRIVE GRAVITY SEMTER
_35
LAJ
0
?7= 6
4
ry rl) el*'
< Ll
,30 <
+ C14 CENTERL-INE---CF--PIPE--AT---�t
00
it EXISTING GROUND
6
can
co (n Xm
Lr_
0
cq
06 q
< 0
Ld
U) _j i�4
25 U) x LJ 14 En 0
00 Q
ci 0 0
CENTERLINE' OF PIPE AT
r
V) V) 0
m L)
C)
< 0 a) LO
+
0
0 ro
M
CENTERLINE OF PIP AT
CO CO
Q_
L —115" RCP FINISHED GRADE M m < �7_ 0
>
It
20 0 n
.0—
u�
M + T-
V) V) V) w
+
04
z V) < U) <
0 —4
cn x
z
>
A
CENTERLINE OF PIPE AT
t
FINISHED GRADE
15
150.E LF
VL
6" X 20' CONCRETE
CISING (TYPE)
LO U)
2
z F-
11 11 It r-i vi
> �2
1 11 11 U
z ux
10 C14
a ZZ > Kz'
Iz
159.43 1 LF 8' PVC
!> 0
0
A
K-K >
e
lz>
48" RCP —
f I
>
>
----------
z
Z
5
— Z z
_F
m
m
0
-0) 00 �lm
04 co In
Lr) 04 L0 .00 _(D ro m n ic) L0 0 04 (0
(D lc:) 0 0 to
lc io ti C14 0 10 0 _0 0 lZ LO CIO
0 a 0 ic 04
lo if)
!0
cs C) i
C6 Ao L6 A6 Lri L6 t-i 1 4 r1i vi ei 10 0 1 c� . N I c 0 c; 0i 06 106 (6 IC6 (0
104 Z _.cll 0 04 N C14 ;C'4 C4 t
04 C44 04 C14 04 N C*4.. icq 04 C14 04 04 icq 04 Cl4 C4 _rl4 L0 _(0
04
--A
10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50 18+00 18+50 19+00 19+50 20+00 20+50 2__ 1- -5 6 22+00 22�50 23+00
Rh►TERVIEW DRIVE GRAVITY SE�iTER
35
ALLEY A - GRAVITY QUTFA.LL
30
35 35
ALLEY A - GRAVITY UUTFALL I
C14
Li
35 30
35
K
uj
E-4 r
0
-00
uj -1
0
En 0
06 CENTERLINE OF PIPE AT
CE
0
0
< u") 00
Imo}. -q-
+
C'4
fr co n <
(0 00
c;
6
<
0 olq _j <7
0­4 30 u- 0
-0 cr
00 co (6
0 0 . ......
L
E-4 LfNf— PE AT 9 v) V) Wl Lr_ '..j
CENTERLINE OF FIPE AT
OUNP C) U') U)
0 .1-
9
FINIS ED GRADE d EXISTING GR 0 > Lo IN
0 t6 0�
r-1 to 1 10 to V)- < U)
co _c%l <
+ N
+ C'4
It
Ld
r� 04
_j
') : :7! L F PIPE 20
< + 04
15 CENTER 2Ea LINE 0
20
�--EXISTING�GROUND­
Ff —
V V) < (n w
0
PVC a 0.60%
139.02 Lj
PVC @
CN .6(0)
PVC
PIPE AT LO
CENTERLINE OF
in 0 20 20 15
-GRADE
15
E­4
0 (6 L6
20
> 1L.J
0 Z
CONCRETE CASING
LO
>
z >
z
I b)Z.On IF __pVc @ 0.40%. >
CENTERLINE PF PIPE AT zz�
5 15 15 10 7:0310
STING- -GROUN D - - -- ----
EXIST
zz>
c6 r t -Irl,
C14 z
U') LO LO
0
G
>
0
> >
ni
Z§
10 0 5 5
00 .10 cq CD
r4 eq 0) cu
C�
04 04 4 14 4 4
'c6 F
-0) C14 rD C14 to IN un LO 0) a) Ho 0) 0 to to 10)
ic� q 04 a) cq to Ln '0 ci
U0, U0, LO rl- 00 00 a6 i
CN to 04 to to _JC14 C*4 04 -—N- cq N cq jcq cq 04
cq
cq
cq (N C14 N 04 N c'4 cq
23+00 23+50 24+00 24+50 25+00 25+50 26+00 26+50 10+50 11+00 11+50 12+00 12+50 13+00 10+50 11+00 11+50 12+00 12+50
un
IN
rn
I
g
,
E
�
- ---
¢�
_
cs
II Il II
cti
ro
PRELI INAPY IlPAWTNlji-_ — NTi-)T DVTLlAQT4-T) UnT.) OnNTO
OWNER:
WAWIELD
DEVELOPMENT COMPANY
OWNER:
AT SHALLOTTE,LLC
448 VIKING DRIVE, SUITE 220
VIRGINIA BEACH, VIRGINIA 23452
PHONE #: [phone]
THE JOHN R. McADAMS
X L_x
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709 —4005
[phone]
% C
% 4,
*%
s
3 6 3 i z
N ...e . '$
/1
J. ff I J, P%
PFOJECF NO. nL-07020
PLAN- & PROFILESANDLER
PROFUM - SANITARY SEWER SYSTEM
RIQ
SAN PHASE 2
TOWIN of SHALIA)TIE
BRUNSWICK COUNTY, NORM CAROLINA
TKUCZION
SF= NO.
p -6
JiMcADAMS
-
DATE:
=NAME:
WDL07020—P6
DESIGINED BY:
DJV
DRAWN BY:
WRB
3209 GRESHAM LAKE ROAD, SUM 160
RALEIGH, NC 27615
(919) 55&A310
HORIZ. SCALE:
1 40'
1
VERT. SCALE:
4'
REVISIONS
DATE
DATE:
2007-08-21

RIVERVIEW DRIVE GRAVITY SEWER OUTFACE
1 U-ruU 1 0*r1ju I zi-t-uu I a-t-ou zu+uu 20+50 21+00 21+50 22+00
CONDO SEWER FORCEMAIN OUTFALL
CENTERUNE OF
QNISHED G R, n- EE
PIPE AT
15
.0
-7�
15
m
LCENTERLINE
OF (PIPE AT
t fff;IG
(3RADE.----
. .... ..
10
--- ----- --- -
E)(STING
GRNDE
16"
L SAqITARY
SEWER
CLEARANAE
FORCE
MAIN
(MIN.)
5
5
O fC'4
N
(6
0 100
0
of
L2
0 10 T
0 .0
Lr5 96
10+50 11+00 11+50 12+00
SANITARY SEWER FORCEMAIN OUTFACE
? 1i
n =
20
20
RUNE OF P CENTE
PE AT
Es
FIN SHLU GRADE
0
m
15
V
15
3'-CLEARAMIF
r—A" qANITAI?Y
(MIN.)
RCP
FORCE MAIN
------------
10
10
----------
------------
----------
(MIN.)
CENTERLINE
OF PIPE AT
EXb11NU UHQUNU
A
3' CLEARANCE
5
�Mftj
5
LO L0
n -0
to
C14
LO
-'0
0 0
LO 0
0 0
0 0
00 04
N
0)
C6
.10
Ln
C14
a; 0
LO
a; C6
C6 Mo
r- m
OD :c;
C14 Eli
C-4 rn
r-i r1i
17
N C14
CD
10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+00 16+50 17+00 17+50
OWNER: OWNER: THE JOHN R. McADAM
it
WA ELDW SANDLER AT SHAI.LOTTE,UCOMPANY, INC.
C COMPANY, X
Q E V E LOP PA E NT CO M PA N Y, 448 MING DRIVE, SUM 220 ENGINEERS/PLANNERS/SURVEYORS
J VIRG-FiJA BEACH, VIRGINLA 23452
3209 GRESHALE GH, M LAKE NC 27RD, SUITE 160
RAOA615 PHONE #: [phone] RESEARCH TRIANGLE PARK, NC
11 (9 19) 55&-43 10 P.O. BOX 14005 ZIP 27709-4005
REVISIONS DATE 1 1 [phone]
Ti Ills,,, Is, PROJECT NO. WDL-07020
S-\ \,\ C 0/ N A-14E -
. ....... WDL07020—P7
%
DESIGNED BY:
DJV
L DRAWN BY: WRB
3 2
EORIZ. SCALE: 11
% 1 40'
....... J. VERT. SCALE: 1 4
11111111- 01P DATE: 1 2007-08-21
L<� ALLEYGRAVITY"B" SEN'k7ER OUTFY�L'L
25 0 cl __j
25
"o
06
0 '0 C6
0
<-
M +
U
LO
CENTE LINE OF
PIRE AT
0
0
00
00
FINISHED GRADE
20
CENTERLINE OF PI F
E AT
to
u')
--jj
< U) w
m +
cn
"wl
V)
V:)
cvn) w
m
<
Ti-
15
15
%
CONCRETE
CONCRETE CAST
NG
L
?2 LF 8 PVCj
Z4 ��
142.08
�Ilpvc _PVC ®0
A+ %
4) U)
LO
14
8 PVC 0.40%
,
C14
10
CONCRETE CASINrn
>
IL
>
-1
>
>
Z
3)
5
5
Z>
>
m
m
0
-04
Oq NCA
�cq
cy) ,d
CA10
cy) Ln
00
00
(c)
Ro
10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00
11-ELIAMNANY IJEAVYINU — NOT R1:1,EASED FOR CONSTRUCTION
NO.
P-7
No
PLAN & P173f"'IFIT IM P-7
JEkki J-djUd SAN RIO PHASE 2
ms
PROFILES - SANITARY SEWER SYSTEM TOWN of SHALLO= JiMeADAMS
I BRUNSWICK COUNTY, NORTH CAROLINA PANT
DATE:

SDOF
Bl
25
25
SDOF
Al
SDOF
A2
SDOF A3
SDOF
A4
20
0
20
25
25
25
25
25
25
ED
ato
0+00
0+50
1+00
1+50
0+00
0+50
1+00
1+50
0+00 0+50
1+00
1+50
0+00
0+50
0+00
0+50
1 +00
1 +50
2+00
Ai
SDOF B3
SDOF
B4
SDOF B5
SDOF B2
25
25
25
25
25
25
30
30
oc
0+00
0+50
1+00
1+50
0+00
0+50
1+00 1+50
2+00
2+50
3+00
0+00
0+5a 1+00
r
1+50
0+00
0+50
1+00
1+50
2+00
2+50
3+00
tri
'
EXISTING
GRADE
N
o��II
¢ +
ROPOSED{GRADE
o
�
15
I
15
O
i
O
O O
p o?
�
t
E
!
10
oh
10
Wp
0
F¢--�
175.44 L
I
p
� M
I it
m m
c0
�
r- O�
0
� z��
_
z z
a
>
�
Z Z
—5
—5
Obi�tf�
C1�
0
EXISTING
GRADE
PROPO
ED GRAD
0
25
25
0
00
1
rn
0
i
o rn
O
r-m
+
N�
m
T
i
N
O it
0
i
20
I
o ��
o�
(n�
20
--
I
I
P p
.00%
i
1
15
�LF 18„ R
P Q 1.0
%
�
15
--
�^
t
it
I
mm
�
p
z
M
m m
m
�
uo
(
"
�
10
_10_zr
pocfl
Z
z�r
z
zz
>>
zz
5
5 ----
(((
�rn
O
—
N
O
tD
M
O
1�
�
O
O
O
Irn
of
r
c0
N
N
N
M
M
M
M
M
L N
_�__--_
N 'N
N — iN
--
N 'N
N
{N
N
N
N
N
PROPOSED
GRADE
EXITING
GR
l
i
(
I
o
o
o
_
o ?
�i
—20
0
20
o coo
.
—� --
- � � ---
--
o
¢
� I
O
(n (n tY
7
{
15
_
15
(_
t
a
3
1 --
� L.� �
"RCP �
1.00 °
a 4.98
�5„ RCP ® 1.
°
�
7
1a
1a
>
Z
ptn
M��
I
d
1
N N E
i
Z
j
» >
1
{
!
i
l
1
0
0
.O
N •M
i
h 't0
;M
1
O
M ,N
N
�
o
0
-�
EXISTING
GRADE i
�
i
O
o
PROPO
ED GRAQ
o i
I
"�
r;
20
0
rl
CO
t
m +
20
co h
r
cfl
m +
ms_
t
I
I
I
15
�
(
{
i
15
�
I
�
133.21
F 18 R
t
i
--
�
co
r � {
Nmm
10
�!
0
10
Z
�
I
O
rn
i
1
z
II 11 �
5
m m
{
5,
II p
t
zz
i
!
zz
0
-
i
{
o
�
N
c0
�M
a� id'
O) ��
c0 `•�
�
O
--
O-
cD
c0
co
r
h
� o�
cU a0
r r
r
P
OPO�ED
GRAD
i
EX
STING
GRADE
O
o
�
20
�
N
20
---
0o
o r
rn
Q
il- o I
o�
� O �
`� +
m
U
O H
to to
¢
p
15
15
—
g
.83 LF
.0
%
to
^ ^
O
10
N
N
¢_¢
n
10
II
��
�
O
d' d-
� >
z�`-
Z Z
}
f
5
>
z z
z
5
0
�
0
I
I
N
tb
�
� �
��
tb i
p
3
i
EXISTING
GRADE
0
20
� PROPOSE
GRADE
¢
�
�
i
,M�
20
om_om
+
Io¢�
�cn
�m
mo
I
I
00
I�oli
�O
—1 0
1,_
� cn
�
1 a
120.00 LF
1
g.05 LF
�8
c
I
'
5
t
�
I
O
m m
'
m
{
O
cD et-
t
N p�
Z
h O
i
Ii
0
_
z>
_ 5
t
—5
±o
"
i
o
o
EXISTING
GRADE
o
o
PROPOS
D GRADE
o
2a
N�
r00
�O�t
+
20
�m+
MM�
Ion
—
m
IOF�
I
15
1
15
8LF15.'RPp1.OP°
�p
h CO
Nmm.
Z
!
�
Z
O
M N
I
Z
II II
Z Z
5
zz
� 5
rn
c[>
N
o0 i
r
ahp
co I
! '
!
ROPOSEU
GRADE
EXISTING
GRADE
T
0
2a
_moo
—
-sr
moo
10
II-!
U(n
tn�
15
15
56.
1 LF
(
15" RCP
1.
15" RG
�
r
i
1a
�m
Imo`.
O
tCi
cD d'
N
—
�mm
z
5
>aN
z
5
..—
zz
zZ
a
a_
��
:M
N
o
d-
(o
I�
N
a
�
M
r
id-
t�
E
M !
o
t}-
_
OWNER:
WAU ELDTu
DEVELOPMENT COMPANY
OWNER:
SANDLER AT SHALLOTTE,LLC
448 VIHING DRIVE, SUITE 220
VIRGINIA BEACH, VIRGINIA 23452
PHONE #: [phone]
(�, g� ��v+
THE J 0 HN R . M CADAM S
C OIVII�ANiT, INC.=
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
(919} 361-5000
�,,,,,,,,,�
.�`���N ••CAR ��''�.�
O� •F SS • '•.• �,
:�O ._
?:a� E L �•;•
0 23
r
'•.;l'• ►NE��''•� ;
�''�, J••VA������I���
�,,��1����.��`I 'v'
PROJECT NO, WDL-07020
PLAN &PROFILESANRI
PROFILES - SANITARY SEWER SYSTEM
Q - PHASE `�
TOW1V of SHALLOTTE
BRUNSWICK COUNTY, NORTH CAROLINA
SHEET NO.
Q
P i V
FH.ENAIE: WDL07020-SDPP
DESIGNED BY:
DJV
DRAWN BY:
WRR
JiMcADAMS
PRINT DATE:
3209GRESIIAMLAKE ROAD, SU1'CE160
RALEIGH,NC 27615
(919)5564310
HORIZ. SCALE: >
1' = 4a
STORM DRAINAGE REVISED PER DWO
09/20/07
VERT. SCALE: _
1 4
REVISIONS
DATE
DATE: 2007-08-21

SDOF B6
2,15
PROPOSEDi GRADE
0
EXISTING
GRADE
C?
0
0
20
00
C" a
20
+I
2",
M +
ML_
10
ED
I
Cks
U
0
U) U) Of
(n U) a
36.43 LF
15
iu
15" RCP
0 0.75%
T
15
9.
iL 124.1-9
_F 1 75"RCP 04757 o 075%
LF 15" IRCP
Lo
C4
^I
10
ENO
04
M
�l 0
0-
c*4
>
o
O
>
z
z
If If
z
5
Z Z
>
z
­5�
z
0
co
In
ici
t-.,R
0) 10
c�
�0)
i
o
30
25
15
10
5
%J-ruu u-t-ou
1+00 1+50
SDOF B7
PROPOSED GRADE --i I r) rl
EXISTING
GRADE
C; c
Lo Lf
coo
M +
20
0
07 +
0 11
m
o
In v) Y
V) (n a
_12—
15
-73.50
15
c�
00—
rn rn
II
10
5
U) U-)
10
>
>
z
5
1
5
lrn
!C*4
0+00 0+50
SDOF C3
PROPOSED GRADE
1 EXISTING
GRADE
0
0.
n 0
C14
c
e
0
u+
O II
=Cco--)
Lo 0
+
M
0 to In
I
0
IL M ICI
U
LL-
co
7m
0
FEZ
-
0v)(r
ov)0
V)
. . . ............ . ...
M
14
�LF 1 RCP
me
F is" RCP 0 0.76%
----------
C-)
0IILu
c)
0 0 0
o
coo
Q 0 Q
m m
0 C)
>
:D 0 Lo
T_
z
C) GO
>
c6
>
z
>
�>
gz
V)
00
Kc)
no
It
L0 kq
co pe)
0
L0
to
04
.0
04 04
104
C5
CNI
00 irl�
06 loti
06 a;
c;
04 04 c
- I __ 1 -rvv I -t-ov z+uu 2+50 3+00 3+50
SDOF B8
0+00 0+50
4+00 4+50 5+00 5+50
OWNER: OWNER:
THE JOHN R. McADAM
SANDLER AT SHALLOTTE,LLC COMPANY, INC.
WA ELDT� I I
DEVELOPMENTCOMPANY448 VIKING DRIVE, SUITE 220 ENGINEERS/PLANNERS/SURVEYORS
STORM DRAINAGE REVISED PER DWQ 10/17/07 of VERGINU BEACH, VIRGE41A 23452
3209 GRESHAM LAKE ROAD, SUITE 160
STORM DRAINAGE REVISED PER DINO 09/20/07 RALEIGH, NC 27615 PHONE #: [phone] RESEARCH TRIANGLE PARK, NC
7 REVISIONS DATE (919) 5564310 P.O. BOX 14005 ZIP 27709-4005
[phone]
25
20
15
10
5
SDOF Cl
0+00 0+50 1+00 1+50 2+00
SDOF C2
0+00 0+50
PROF
c
SDOF D2
0+00
" RCP 0 8.75%
G GRADE
SDOF DI
0
30
EXISTING GRADE
co en
PROPOSED GRADE
(6
0
Q
ib
cl
a
U-
0
0
q
0
% Lo
W)
0
<
m a
C-) US
riM
to
k�
ul C4
a
a) cq
_C4
(D
(3)
+
Lo 25
L6O
L
Iq
JE
00 zi
m
cl,
ce
C�d oj
+
0 11
oa
0
+
LL-
Lc)
+
in
US irl
;k
V) Of
n
0
0
LLJ_ N 11
op
m
0
C
U) of
0
U)
21. 16 LF
18" RCP 0 1.04A.'
60.50 L
RCP 0
F 20
I'00%
0 c�
125.96 U
Lo
CD
00
+
0
26.20 LF
94.67 L. F
En
D
24" RCP 0 1.3070
60.67 U
p gp
Li
LL
F
Rcp 0
j.01%
------
00
0
15
RCP. 0 1.00%
)4" R
Cq
CO
•C)
F-
24" RCP 1p
1.027*
(a
1
if
5
07
T
C3
>
0)
H
F_
0
>
0
0
z
A
II
F-
0) Ld
ro LL_
Lo
z:
>
C14
rD
z
z
10
>
z
>
if
z
>
z
>
Z
z
>
>
z
5
co
0! i 04
cq
to lo
�w
a
to
lco
-
.0
00
00
lco
ro
00
ic,4
.0
cq cq
00
C*4 cq
cq cq
c"I C4
ui Lo
cq LN
tolA
cq 104
Lo
1C -4
ui
C4
I I I I I 11
PROJECT NO. WDL-07020
s
CAR
. ........
01.1 •S/ %
FnENAME:
WDL07020-SDPP
DESIGNED BY:
D J V
J I 1�
A
0
DRAWN BY:
WRB
HORIZ. SCALE:
40'
%
�
VERT. SCAM: = 4
DATE:
2007-08-21
-r%ju I _rju z-t-uu z+ou J+uo 3+50 4+00
PLAN & PROFILE
PROFUM - SANITARY SEWER SYSTEM
CATT T3 T t"*%
4+50 5+00 5+50
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
SHEET NO.
P-9
- PHASE 2
Ji
TOWN of SHALLOTIE McADAMS
BRUNSWICK COUNTY, NORTH CAROLINA PRINT DATE:

S'PORMWATER WATER QUALrlY POND CON
GENERAL NOTES
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUI TABILTTY OF
THE PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANKMENT/KEY TRENCH.
2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS; AND
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED
AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING
PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE
PROPOSED DAM EMBANKMENT (FILL AREAS).
4. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WATER QUALITY POND MAY BE USED AS A
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE
GENERAL CONTRUCTION SEQUENCE BELOW:
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE,
DAM, KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WATER QUALITY POND
GRADING. THE INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE
IS COMPI ETE.
B. THE TEMPORARY DRAWDOWN RISER SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN
PIPE.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR
APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE
TEMPORARY DRAWDOWN RISER AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC.
SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN
AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICE REMOVED, THE
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION
AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE WATER QUALITY POND PLANTS. IF
THE CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND
SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
F. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT
THE PROPOSED WATER QUALITY POND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS
FACILITY.
G. AFTER COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER
TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED
WATER QUALITY POND PLANTING PLAN.
5. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN/HR, IN ORDER TO HELP MAINTAIN A
PERMANENT POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1-FOOT BELOW THE LOWEST GRADE OR 1-FOOT BELOW
THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO
LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE
PROPOSED WATER QUALITY POND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE Bl A
LANDSCAPE PROFESSIONAL FOR THE FUTURE WATER QUALITY POND PLANTINGS, THE CONTRACTOR
SHALL OVEREXCAVATE THE INTERIOR PORTIONS OF THE WATER QUALITY POND (FROM THE NORMAL
WATER SURFACE ELEVATION TO THE BOTTOM) BY 1-FOOT. THE CONTRACTOR SHALL THEN BRING
THE WATER QUALITY POND AREA TO THE FINISHED GRADES USING THE TOPSOIL STOCKPILED
ON -SITE. THE OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING CONDITIONS FOR THE
PROPOSED WATER QUALITY POND PLANTS.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED
WITH COMPACTED FILL. PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE
TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
FILL. THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT.
S. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.
NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WATER QUALITY POND
SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY
TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY),
THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND
SIDESLOPES ARE STABLE.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE
FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
MATERIAL. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM
EMBANKMENT AND KEY TRENCH: ML AND CL. IF OTHER SOIL TYPES ARE DETERMINED TO BE
SUITABLE BY THE ONSITE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED FOR
FUTURE AS -BUILT SUBMITTALS.
2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE
BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE :SURFACE PROPERLY
PREPARED FOP, FILL PLACEMENT.
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED
TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS
SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL
ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN
REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO
PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL
MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE
NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING
AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
5. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS
ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING WILL BE REQUIRED ALONG THE 24"0 0-RING OUTLET BARREL AT A FREQUENCY OF ONE
TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE
PROPERTY OWNER'S ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR
THIS FACILITY.
STRUCnON SPECIFICATIONS
CONSTRUCTION SEQUENCE
1. PRIOR TO CONTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT FROM
NCDENR AND AN APPROVAL TO CONSTRUCT FROM THE TOWN OF SHALLOTTE AND ALL OTHER
APPLICABLE AGENCIES.
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT &
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION
CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL
RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED
WITH SUITABLE SOIL MATERIAL. THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE
NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY
TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM
EMBANKMENT. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE AND SHALL
HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM
OF 1:1 (H:V). DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE
ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS
DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED
TO THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM SOIL AND COMPACTION
SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT
SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED
BY THE ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS
EXIST AT THE SUBGRADE LEVEL. SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE
ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED
BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH
ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE,
RAINFALL, SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY
RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE
ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO
PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE
CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE
CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM
8' THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE
GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL. IF
IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND
CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
A. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP
TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE
NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF
THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE
PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE
CRADLE DETAIL.
B. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE
FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND /
OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED
DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN
VALVE LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION
HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY
ALL APPLICABLE AGENCIES.
11. INSTALL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET PD-11).
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN
"BERM SOIL AND COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE
REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIA.'_
WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND
COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH
LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN "BERM AND SOIL COMPACTION
SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER
SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN
AS -BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO
IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE
CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE
GRANTED. UPON FINAL APPROVAL FROM THE TOWN OF SHALLOTTE AND NCDENR, CLOSE THE 8"0
BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE
IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF SHALLOTTE.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED 0-RING RUBBER GASKET
JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE
SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE
ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR
REVIEW.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS
SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE
WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-1 B FOR LOCATION OF THE RISER STEPS.
4. THE 8'Lx8'Wx18" THICK CONCRETE ANTI -FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED
BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART
OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2
ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE
ANTI -FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE
BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING
THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL BE SEALED
USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR SHALL PARGE JOINTS
ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
6. IF THE ANTI ---FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE
PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 22,900 LBS. THE STRUCTURE
WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT
OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE
SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR
OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE
WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE
ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN
THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE
ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS
HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
9. GEOTEXTILE FABRIC FOR THE 24"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER
APPROVED EQUAL (NON -WOVEN FABRIC)
10. STORMWATER WATER QUALITY POND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE
VALVE SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL. THIS VALVE IS IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD-1 B). THE CONTRACTOR SHALL PROVIDE A
REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"0 PLUG VALVE.
A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK.
/ /\ I `T �J
/
-�3 9
- s.
MO./ `N
-
i
S MRMWATER WATER QUALITY POND # 1 PLAN VIM
1"=30'
GRAPHIC SCALE
1 inch = 30 ft.
T".RELIMINARY DRAWING:, - NOT RE%EASED FOR CONSTRUCTION

TOP OF HANDWHEEL TO
EXTEND 1—FOOT ABOVE
TRASH RACK
TOP OF DAM = EL 20.00
TOP OF RISER = EL 18.00
2" PVC SIPHON
INV = EL. 15.00 (NWSE)
SIPHON TO EXTEND 6" FROM
THE FACE OF TIME RISER AND
ELBOW 90' TO 6" BELOW
NORMAL POOL (EL. 14.50)
NORMAL POOL = EL. 15.00
INVERT OUT = EL. 14.00 �—
DRAWDOWN DRAIN
TRASH RACK (SEE
DETAIL SHEET PD—i C)
CONCRETE
ANTI —FLOTATION
BLOCK
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON —SHRINK GROUT
NOTES:
1. CONCRETE ANTI —FLOTATION BLOCK TO BE
PROVIDED WITH MINIMUM TEMPERATURE AND
SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACK NOT SHOWN FOR CLARITY.
TRASH RACK
(SEE DETAIL)
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD BY
10 FT. WIDE MINIMUM
COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS
ON SHEET PD—lA)
PROPOSED GRADE
THE CONTRACTOR, SEE DETAIL)
10FTO3 - fIIII�IIIIIIIIIIIIIIIII�IIII�IIIII�IIIIIII�IIII� 3
H+ COVER (MIN.)
IIIIIIIII-_
_ _-- I -III -III -III -I iI I I - III-IIIIII-I I IIII i t-I I I-_ III -I I I -I I I=
®� � I- I� I I I I-IIIIII-IIIIII-III-I IIII-i I I-IIIIII-I I -I I I I i I I I IIIII I -III_
-
• 44 LF 24"0 0—RING RCP ® i . i 4% FLOW —�
— — — — — — — — —
c
.• d
a ••- — _d�.� �t�_•fT. -la �.— • + ? _ .�. 5 FT. (MIN.) • d ,e i d d
•- •� 1 Ti_d'
J
NON —WOVEN GEOTEXTILE FABRIC I I I -I I I I I I —III
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X—CENTRIC VALVE OR
ENGINEER APPROVED EQUAL
THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-504 SEC. 5.5, AND SHALL
BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL
SHALL BE PLACED AROUND EACH
JOINT OF THE 24" 0—RING RCP
BARREL IN 2' WIDE STRIPS
CENTERED ON JOINT.
-r ovuv vr�r.n
(BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
5.0' (MIN.)
PEI Y ANENT D" CROSS SEQUON
N.T.S.
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR —
SEE DETAIL)
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0—RING RCP
CONCRETE CRADLE
(SEE DETAIL SHEET PD-1 D)
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET PD—lC)
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
TOP OF HANDWHEEL TO EXTEND (SEE DETAIL SHEET PD--1 C)
1—FOOT ABOVE TRASH RACK
4" SOLID BRICK
(BY OTHERS)
NOTE: BRICK SHALL ATTACH
4" SOLID BRICK (BY OTHERS) AND LAY TIGHT AGAINST
NOTE: BRICK SHALL ATTACH PRECAST STRUCTURE USING
AND LAY TIGHT AGAINST GUIDE STEM BRICK TIES WITH NO VOID
PRECAST STRUCTURE USING SPACE BETWEEN
BRICK TIES WITH NO VOID
SPACE BETWEEN CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
TOP OF RISER = EL. 18.00 BY THE CONTRACTOR —
4" (r�P.)
SEE DETAIL)
PVQ SIPHON _—,
6" MIN. WALL
2 PVG SIPHON
=
INV = EL. 15.00 (NWSE)
PRECASTER SHALL PROVIDE
''%� '
INV = EL 15.00 (NWSE)
THICKNESS (TYP.)..SIPHON
I
EXTEND 6" FROM
:- �: A BI-OCK OUT FOR THE
SIPHON TO EXTEND 6" FROM
¢.
THE FACE OF THE RISER AND
o-
24"o 0—RING RCP
THE FACE OF THE RISER AND
4.00'
ELBOW 90' TO 6" BELOW
Lr
— — — —
ELBOW 90' TO 6" BELOW
/
NORMAL POOL (EL 14.50)
"
NORMAL POOL (EL. 14.50)
24"0 0—RING RCP
-
1 (TYP.) • d.
•d
0.50'
• _ a
24" a ti- 2.00'
8"0 DIP DRAIN
CONTRACTOR SHALL FORM CONCRETE
INVERT OF RISER STRUCTURE ANTI —FLOTATION
TO DRAIN POSITIVELY TO BLOCK
INVERT OF OUTLET BARREL
USING NON —SHRINK GROUT
INVERT OUT = EL. 14.00
DRAWDOWN DRAIN
2 LF 8"0 DIP ® 0.00%
INV = EL. 14.23
CONTRACTOR SHALL SEAL
THE PIPE PENETRATION
USING A RUBBER BOOT
AND STAINLESS STEEL
HARDWARE
CONCRETE
ANTI —FLOTATION
BLOCK
PER ANENT OLT= =UCTURE DETAQS
N.T.S.
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL
CORE —DRILL THE HOLE FOR
THE 8"0 DIP PIPE IN THE
FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN
THIS AREA
24 0 0—RING RCP
• d +
`— CONCRETE CRADLE
(SEE DETAIL SHEET PD-1D)
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X—CENTRIC VALVE OR
APPROVED EQUAL THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C-504 SEC. 5.5.
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL
KEY TRENCH (SEE BERM AND
SOIL COMPACTION
SPECIFICATIONS, DETAIL SHEET
PD—lA)
CONCRETE CRADLE
(SEE DETAIL
SHEET PD-1D)
APPROXIMATE LOCATION
OF EXISTING GROUND
6" OF COVER ENDWALL PER NCDOT STD. 838.80
(MIN.) (SEE DETAIL SHEET PD-1C)
LEVEL SPREADER
(SEE DETAIL SHEET PD-1D)
LENGTH = 10'
—
O
LIP ELEV. = 13.50
O
I 24' 0—RING RCP
� O O
INV. OUT — 13.50
VELOCITY DISSIPATOR
NCDOT CLASS 'A' RIPRAP
SPILLWAY FILTER 8'L x 1O'W x 9" THICK
(SEE DETAIL D50 = 4"
SHEET PD-1D) (SEE DETAIL SHEET PD-1C)
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT —DIPPED, GALVANIZED 2"x2"xl/4" ANGLES SHALL BE WELDED
TO THE REBAR TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY
SHALL BE PLACED ONTO THE RISER WITH ANGLES SITTING DIRECTLY ON
TOP OF RISER.
THE
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE
TRASH RACK FABRICATOR
(SEE SHEET PD—lA, OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS, NOTE #7)
NOTE:
1. ALL REBARTO BE #4 REBAR.
2. GROUT SHALL BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
AL:L:LJJ HAIUM
.4" (TYP.)
10.6 LF
2"x2"x 1 /4"
ANGLE
FOR THE
TRASH RACK DETAIL
N.T.S.
5.0'
3" CLEARANCE TO 3" CLEARANCE TO
OUTSIDE OF #4 REBAR 3" CLEARANCE TO OUTSIDE OF #4 REBAR
OUTSIDE OF #4 REBAR
r e .
d -
° a
i (24" 0—RING
n \ RCP a
a•-
0.5'
4 � a
af
3.2' 17
3.7'
CONCRETE ANTI —FLOTATION
BLOCK
M�
7�l�Iril�1�1•i�l�lsj>♦t�l!}ii�j���I6�1�1�:\
r� ImImII•it�i�''
1 #4 REBAR TRASH RACK (ABOVE)
I! ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT —DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"xl/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
3" ANCHOR DEPTH
I I ,
#4 REBAR ANCHORS ----
HALL =
DRILL INTO PRECAST —
STRUCTURE WALL AND
SET ANCHORS USING d
EPDXY GROUT
3" CLEARANCE TO
OUTSIDE OF #4 REBAR
CONCRETE COLLAR DETAIL
N.T.S.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECASR STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
1' DEPTH 3000 PSI CONCRETE COLLAR
/(MIN. 28 DAY STRENGTH)
3" CLEARANCE TO
OUTSIDE OF #4 REBAR
5.5" CENTER TO
24" 0—RING RCP CENTER
• 6" ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI —FLOTATION
BLOCK
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

c
+ st n1 :it ., 4 D g` TI 3 PFC{f.IT-ZAZW.+.._ M' 7r l _] fly: T' C 'aLLCAIMU y`y
Ij
Itaf=LE t4C �I ttL+� LI s111t NIl3 MD Y �C��Z
FC . IS ACC, -A 0:7H Z, EECIF_C47`10'1 SEC. _34 ;Z,3. W ef <' U-
L.s 4UM P3T S S FC'C Ir C tZ
�� I ! „__.1, �,J I to I;:E t.t i l�,fCrC:1 :ii',Ft tclt( vFF .i q'ifk ttit t-s ~ZLL'
z- jr e 1 n
ryt],.. r k p _--" fO n1t c� Ef :.k V.xv 4114 . trll< Slt tr�tr.�y F ,�k �C
T1 i ' �' * M ``s` _ TO X3Tii w1 B5ITan� 4I^:. "LEX74iC a ��,
__r l a
PLs _ L_ ; II �9 CF M15 14 AC:.7 V.14v_ C,i-3r t
.£It
CL
0 l i caj PC' 1 I P P= :=tD
TO GC UJT_G =YTO ,L'AXti _L .uz ':TE 1; m LL
(` t•larirt-e c.�t ,., �
F=—='t NSL^=-1 fj1E FA311C WAY o KES77TI.7cv FCF -IEEE
.... . _ >.._ _ _ _ . _ ... 4 � • .: � •: � _..._ .a SG '.3 Ti-_ UVE hAF:1 0Lc _CL .3 G :aEP.
°—J f.f ^:V! f.t? ALL i tr•.
3°FFF T f'{plT
s' :R ;3A9 5 7= Ev;A S:Z. y3T_: Y'NTY N BAB flI EF LL � 05 W,,AE} a � Y
d Q" 3.71E ,. tC1 CTD?'A u r T C 07TIL 1
ELEVATION SIDE 3 T'iIE ERA ,s c AS EEDED. C ...i
.. _< u_ 47
— L C3 m
rr m
EN4IVALI tI MEH II FtS W
t
O zF FI ti Rt , N h .� yl l ktE<. FiI.'1. Nip{ NIN iDL.X 41 .1. i[i15C. �—
m _ F1F� Dtn h I H (=T.i H FT) D ;� s �`2 _
�� ez,� - 9
-•J '►�% CJ ? rr Ei .� h 2 34 .'.',7i i '�._S t dr f.' .''� _` 02 ,D._ 75 ..ir '�Qr �.L�
CC
z -
h: in + 27, 2.-,Jo 3.'.Q ? 75 r_'. IO z c i.: i 0 r0, § •'� z
s, S - r2.50 3.'v3rf 25 D!2.50 3. 0 3.? 0 `r3'3.r5 �.
2.' ' b s^ G ` ? `. �❑ r' 2.5D 4 D a =.25 7 rOlB.. -5
r
2.a ga r E" c 13.SU �.CJ f#.0.1 2 CD:3.04 4 S.3Ct 10.lu�J:11.50 UZ v
4+ '' 17«r+P-:I[l a.:i,�rii f �..7�:13.:�1} !� " .'��
+1; as s• �' 1 d• �.
rt
e5 e- w, i 3.25,�4.50 3.'C0•E.75 .3.25!3..50 B.t�3 R.75 12.20,13,25 1_„ Lull t2
tr ;, H tt-t
i PLAN
1_a 25 t f3 { at L-511 r EQ 17' 3.2 '4.aD L `FJ.`r 1S 7'11.2503. CC
�
_.- ---- _ 4.. s +. F3 7 t7 !P,:t.z'i I.i ..1,'15. T? 1_+.
4 ,5 i5_00 7.; 0 2 r 3 r 4., lO 7 '�r S.255 13
`r_ 4 r .-. �1... . 4Ct: 1.`2•X?...
r. 1 i E" av-v•741 r3 3-5w 3•e5.14. �0 t9. 2.51/.
r L5 F 6" j $..`.rC;°i.clll 1'.0, r.:r': 0.�5F4.3D r.,y,9.2.•i I4 A.t'tCi.w3
Re==T I Cf 1 E'i=ET 6r i,
24" ENDWALL DETAILS
N.T.S.
Z
NOTES;
ova
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL.
}
STEPS DIFFERING IN DIMENSI❑NS,
C❑NFIGURATION OR MATERIALS FROM THOSE SHOWN
MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF
THE PROPOSED STEPS AND HAS RECEIVED WRITTEN
APPROVAL FROM THE ENGINEER
F❑R THE USE OF SUCH STEPS,
z¢3
�D:�=U
c\u
LL— _j Z
ih
m
Lj
1�
m
HU��LD
=
Q Lv
W
(�G'-L,0Q
5/8' °
=-
o O C/)
Q PLAN
wQ
PLAN SIDE
M N SIDE
N ELEVATI❑N
ELEVATI❑N
FL
F, LLJ
�F 14 1/2'
CAST IR❑N
1 _Q. —_!
LFt
CAST IRON
ELEVATI❑N
ELEVATI❑N
'� W
R ~
I3n6'
U
ce �
i• 3 3/4' Eo
I I/4`
#6 BAR ❑R
#8 BAR
q
GALV'D.
Z �
o`
1/4' POLYPROPYLENE
Q.
Q
5/8`
M� PLASTIC
L.1
PLAN
SIDE
SIDE1/2'
1/8' N
ELEVATI❑N
PLAN
ELEVATION
LD Q
I ^'
C❑MP❑SITE
c�
REINFORCING STEEL
Q
#3 DEFORMED_,
1!4
STEEL ROD
E
ELEVATION
SECTION A —A
I 12'
NOT TO BE USED IN
SHEET 1 �F1
ELEVATION
SANITARY SEWER MANHOLES.
840,66
MfAEMNANCE ACCESS STEPS
N.T.S.
NCDOT STD
838.80 HE
(SEE
24" RCP
A
4' WIDE (M
NCDOT
838.80 HEAD
(SEE DI
Qm-g
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQU; ,',\LENT
#6 REBAR PERIMETER FRAME
2" PVC SIPHON
4" x 4" 6/6 WELDED WIRE —
FABRIC (EACH SIDE & TOP OF
CAGE)
1 14" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
a" RIPRAP
THICK
9" LAYER OF CLASS "A" RIP —RAP
4" FILTER BLANKET
�.: BLANKET
(SEE NOTE)
24" OU"IZ.ET BARREL VELOCITY DISSIPATOR
N.T.S.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
a
a
II14 a
°
°
2
LF
8"0
DIP
°
e
4 a
a
0.86'
(CENTER TO CENTER)
a
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE —DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X—CENTRIC VALVE OR
ENGINEER APPROVED EQUAL
THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-504 SEC. 5.5, AND SHALL
BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL.
0.86' i•
(CENTER TO CENTER)
2" PVC SIPHON
4" x 4" 6/6 WELDED WIR
FABRIC (EACH SIDE &TOP OF
CAGE)
2.80'
#6 REBAR PERIMETER FRAME
J"O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
0
12" X 4" X
GALVANIZED STEEL
STRAP (4 PER
�;• I RISER JOINT)
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
I
M W
LIVIA
1
mi
4" SOLID BRICK (BY OTHERS) -
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
8" DIP DRAIN TRASHRACK DETAILS
N.T.S.
a
4-
a
4
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE —DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL
8" PLUG VALVE. THE VALVE
THICKNESS
SHALL BE A M&H STYLE 820
X—CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
STSTRUCTURE VIA A HANDWHEEL
2 LF 8"0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
Q
G
x a
H w zdI
CQ
�N
Z
;� Fn CE
R.tl4 O
^r Z eG
■
Z W O Q)
°.-
,lllllllllf f/ff//
CA
;��,p •. tiG f NEF,; Gam;
R'
''�fffffllllll`
c;i a
0 w
V3
W
s2�
cqC\)co to
Ewa
� P4
z ­4
rr w
z
WS60
w'� .mod, a
z
o �
a
Pi
p
w
z
O
O P
o
4
0
i�
W
PROJECT NO. WDL-07020
FILENAI,'E: WDL070277D1
DESIGNED BY: BRF-
DRAWN BY: JAA
SCALE: N TS
DATE: 09-20-2007
Si§AEI` N0,
IUD-1
IMcADAMS

II I[^r 11 ��
CONCRETE
ANTI -FLOTATION
BLOCK
d
1" THICK JOINT
FILLER MATERIAL
24"0 0-RING
RCP
FLOW
1" THICK JOINT
FILLER MATERIAL
Cv.Nl rxLIL
ANTI -FLOTATION
BLOCK
f ILLCR MNILMIAL
NOF-S:
1. ALL TIE BARS (U-BARS) ARE #3 (AS LABELED) REBAR (GRADE 60) SPACED
AT 10 FT. CENTER TO CENTER ALONG THE LENGTH OF THE CRADLE.
2. MAINTAIN A MIN. COVER OF 3" OF CONCRETE (TO THE OUTSIDE OF THE
REBAR) FOR ALL REINFORCEMENT.
3. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND.
BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE. MINIMUM OF 2 FEET
COVER MUST BE PRESENT ON 24"0 RCP BEFORE DRIVING OVER WITH HEAVY
EQUIPMENT.
4. REINFORCED CONCRETE CRADLE MAY BE REPLACED PER RECOMMENDATION
FROM THE ON-SfTE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM THIS DETAIL
SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO
IMPLEMENTATION.
iu uulz:,iut ur #3
TIE BAR (TYP.)
RISER EARML CONNEMON DETAIL
N.T.S. 24" CONCRETE CRADLE DETAIL
N.T.S.
y
a w W w 4, w w
•Y w w .v w w w /
3-FOOT WIDE LAYER OF #57 w w w w w w
STONE (4-INCHES DEEP) w w w w w
UNDERLAIN WITH FILTER FABRIC w w w w
w w w w w
w w w w •i w w
w w w w W w
w w w w w
REINFORCED CONCRETE FOOTING
3" SOLID MASONARY BLOCK UP
STUBBED ABOVE GRADE
LIP ELEV. = 13.50
10' SOLID MASONARY BLOCK LEVEL
SPREADER
6-FOOT WIDE (1-FOOT DEEP)
TRIANGULAR CHANNEL ® 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
D MASONARY BLOCK
- CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
SEEDING SCHEDULE (SEE LINING
ANCHOR DETAILS SHEET PD-1 E)
6'
, 2
"
8" (TYP) f>�:::
�J I j
.,III -III_ I�I I�� 3 II
SOLID MASON Y BLOCK 1
REINFORCED CONCRETE FOOT1N U94- NDISTURBED EARTH
CROSS-SECTION
LEVEL SPREADER DETAILS
N.T.S.
(3) #4 REBARS CONTINUOUS
#4 REBAR ® 18' O.C-1
8" (TYP) 12'
8"
1141 1
3" (TYP) 4. 4 l:_:_.
24" T
2" DEEP `
CONTINUOUS KEYWAY
•. 10moa:
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A
ZERO PERCENT GRADE TO ENSURE UNIFORM
SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON
UNDISTURBED SOIL, AND NOT ON FILL
3. THE TRIANGULAR CHANNEL SHOULD BE
CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE UNED WITH
LANDLOK TURF REINFORCEMENT MATTING 450 OR
APPROVED EQUIVALENT. THE TRM MATTING SHOULD
BE ANCHORED PER THE DETAILS PROVIDED. THE TRM
MATTING SHOULD BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
5. THE 3-INCH LAYER OF #57 STONE SHALL BE
UNDERLAIN WITH MIRAR FILTERWEAVE 400 OR
APPROVED EQUIVALENT.
PROPOSED GRADE
i I —_ 1
i I� Ii I —III—III—6" (MIN.)
T�Fl
jai
24.0 0-RING RCP
> FLOW
a
�___.i�,I — C
:0' MIN.
_`.
1
NO. 67 WASHED STONE
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAFI 18ON
OR EQUIVALENT)
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET PD-1C)
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMINT GUARD ON DOWNSTREAM
SIDE AND GALVANIZED HARDWARE CLOTH
ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS)
4"4 WEEPHOLES ON EACH
SIDE OF SPILLWAY
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL
SHEET PD-1C)
SPILLWAY FILTER DETAIL
N.T.S.
BARREL PIPE CONCRETE CRAD
CONSTRUCTION SEQUENCE
1. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN BRING GRADE OF DAM EMBANKMENT TO SPRINGUNE
OF PIPE ELEVATION. IF OPTION B IS CHOSEN FROM NOTE 9 OF THE
CONSTRUCTION SEQUENCE, THEN CONSTRUCT FORMWORK FOR
CONCRETE CRADLE ON EXISTING GRADE.
2. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER
DIMENSIONS ON DRAWINGS. IF OPTION B IS CHOSEN FROM NOTE 9 OF
THE CONSTRUCTION SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE REINFORCING STEEL AND JOINT FILLER MATERIAL PER
DRAWINGS. ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 3" OF
CONCRETE COVER (INCLUDING TIES).
4. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR
SHALL WRAP JOINTS WITH 2-FT WIDE STRIPS OF FABRIC AT THIS STEP.
5. POUR CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE
OF THE TRENCH. ALLOW CONCRETE TO FILL ENTIRE AREA UNDER PIPE
AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
POURING ON THE OPPOSITE SIDE OF THE TRENCH. POUR ENTIRE
CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS,
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY
VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE
BARREL PIPE.
BARREL PIPE CRADLE MATERIAL SPECIFICATIONS
CONCRETE
0 COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
0 APPROVED MIX DESIGN
0 4-6% AIR ENTRAINED
0 MAXIMUM MIX TO POUR TIME OF 90 MINUTES
0 FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH LIFT.
ONE SHALL BE TESTED AT SEVEN DAYS, TWO AT 28 DAYS, AND THE
FOURTH SHALL BE HELD FOR 54 DAYS.
0 A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL IS REQUIRED
(INCLUDING TIES).
0 CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT
BE MOVED HORIZONTALLY WITH THE VIBRATOR.
STEEL
0 ALL STEEL TO BE GRADE 60.
0 ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT
PREVENT BONDING TO THE CONCRETE.
0 ALL STEEL SHALL BE BENT WITH A MINIMUM RADIUS OF 3DB (1.13'
FOR #3) AS SHOWN ON THE DRAWINGS.
0 THE #5 BARS IN THE CONCRETE CRADLE SHALL BE SPLICED WITH
A MINIMUM OVERLAP OF 32". THE SPLICES SHALL BE SPACED
SUCH THAT NO TWO SPUCES OCCUR WITHIN THE SAME LENGTH OF
PIPE.
8'-7.5"
2'-7.5" O.D.
SHED STONE
NON -WOVEN
ZIC (MIRAFI 18ON
ENT)
55.5"
ENCASED IN NON -WOVEN SIDE OF SPILLWAY
FILTER FABRIC (MIRAFI 10N
OR EQUIVALENT)
PRELIMINARY DRAWING - NOT RELEASED 1='OR CONSTRUCTION

V L
'I/I�-/l•
'
W z
Q
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT
F:O - cm INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS
(2 - 3 ft) BEEN MADE TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT
_�_... BE USED FOR A SPECIFIC APPLICATION WITHOUT INDEPENDENT
PROFESSIONAL EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
I
PLEASE NOTE THAT THE INFORMATION
PRESENTED HEREIN IS GENERAL INFORMATION
ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR
CONSTRUCTION. WHILE EVERY EFFORT HAS
BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT
PROFESSIONAL EXAMINATION AND VERIFICATION
OF IT'S SUITABILITY, APPLICABIUTY AND
ACCURACY.
co
a �C)� • f • •• "'e
8
Z
0
0.
z a
o a
�n
y
w
x
v
TEMMMAL CHANNEL ANCHOR TRENCH DETAIL
•
N.T.S.
LONGITUDINAL ANCHOR TRENCH DETAIL
ZZ, z
.,;.
"fto
=-_
zw
In45:5 0
ki,
co
zz
't a
o
�
CD
P
F
h
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
' SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
"RACY
�PPUCABLITY AND ACCU ■
PROJECT NO. WDL-0702❑
FILKNAME: WDL07020-PD1
DESIGNED BY: BRF
DRAWN BY: JAA
ANCHOR PATTERN FOR 3H:1V < SLOPES < 2H:1V SCALE: N TS
N.T.S. DATE: 09-20-2007
SHEET NO. P D -1 E
PRELIMINARY DRAFVING - NOT RELEASED FOR CONSTRUCTION aMcADAMS
pa-
0
llllc�
cq
Q
®�
V
' -1
0 0 Y
H?MRNB'ITENr CHECK SLOT DETAIL �
N.T.S. INI'MU, ANCHOR TRENCH DETAEL
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FCR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A.
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.

7
F
!.^•ro 0
Lo
tea©
H Lo
c
R.
,ettitltt ltltttt
�O� QFES /p Y
e�
a m i
� q
O d
W ' W
CQ
W o �
c c, a
Q w era
tD
�
Ewa
� � w
0
o � �
4
cq
U
A
O
o
T
FFWY
OD
I
r�
PROJECT NO. WDL-07020
FILENAmE; WDL07020-PD1
DESIGNED BY: BRF
DRAWN BY: JAA
SCALE: N TS
DATE; 09-20-2007
SHEET NO. P ® — 1 F
JiMcADAMS

`v" R°.+ � .a` � � . �} WATER
" � "�� ifQUALflY
POND
h i' y` �'' u 1 �w• .R � � ,,; ,. k. , "� - .' ,. `' i
1-GENERAL NOTES CONSTRUCTION SEQUENCE
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF
THE PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANKMENT/KEY TRENCH.
2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH, IF THE CONTRACTOR CONSTRUCTS AND
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED
AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING
PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE
PROPOSED DAM EMBANKMENT (FILL AREAS).
4. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WATER QUALITY POND MAY BE USED AS A
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE
GENERAL CONTRUCT10N SEQUENCE BELOW:
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE,
DAM, KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WATER QUALITY POND
GRADING. THE INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE
IS COMPLETE.
B. THE TEMPORARY DRAWDOWN RISER SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN
PIPE.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR
APPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE
TEMPORARY DRAWDOWN RISER AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC.
SHALL BE DISPOSED OF PROPERLY (LE. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN
AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICE REMOVED, THE
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION
AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE WATER QUALITY POND PLANTS. IF
THE CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND
SUBSEQUENT ?v-PROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
F. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT
THE PROPOSED WATER QUALITY POND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS
FACILITY.
G. AFTER COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER
TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED
WATER QUALITY POND PLANTING PLAN.
5. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN/HR, IN ORDER TO HELP MAINTAIN A
PERMANENT POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1-FOOT BELOW THE LOWEST GRADE OR 1-FOOT BELOW
THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO
LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE
PROPOSED WATER QUALITY POND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A
LANDSCAPE PROFESSIONAL FOR THE FUTURE WATER QUAUTY POND PLANTINGS, THE CONTRACTOR
SHALL OVEREXCAVATE THE INTERIOR PORTIONS OF THE WATER QUALITY POND (FROM THE NORMAL
WATER SURFACE ELEVATION TO THE BOTTOM) BY 1-FOOT. THE CONTRACTOR SHALL THEN BRING
THE WATER QUALITY POND AREA TO THE FINISHED GRADES USING THE TOPSOIL STOCKPILED
ON -SITE. THE OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING CONDITIONS FOR THE
PROPOSED WATER QUALITY POND PLANTS.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED
WITH COMPACTED FILL PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE
TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
FILL THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT.
8. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.
NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WATER QUALITY POND
SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY
TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY TRENCH (OR OTHER AREAS AS NECESSARY),
THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND
SIDESLOPES ARE STABLE.
PERM AND SOIL COMPACTION SPECIFICATIONS
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE
FROM ROOTS, STUMPS, WOOD, STONES GREATEI THAN 6% AND FROZEN OR OTHER OBJECTIONABLE
MATERIAL.. THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM
EMBANKMENT AND KEY TRENCH: ML AND CL IF OTHER SOIL TYPES ARE DETERMINED TO BE
SUITABLE BY THE ONSITE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED FOR
FUTURE AS--BUiL.T SUBMITTALS.
2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE
BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY
PREPARED FOR FILL PLACEMENT.
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED
TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS
SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL
ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL I1AS BEEN
REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO
PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL
MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE
NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING
AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
5. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING WILL BE REQUIRED ALONG THE 24"0 0-RING OUTLET BARREL AT A FREQUENCY OF ONE
TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
STATEMENT OF RESPONSIBILITY
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE
PROPERTY OWNER'S ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR
THIS FACILITY.
1. PRIOR TO CONTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT FROM
NCDENR AND AN APPROVAL TO CONSTRUCT FROM THE TOWN OF SHALLOTTE AND ALL OTHER
APPLICABLE AGENCIES.
2. INSTALL AU_ SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT &
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION
CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL
RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLED
WITH SUITABLE SOIL MATERIAL THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE
NEW EMBANKMENT FILL NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY
TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERUNE OF THE PROPOSED DAM
EMBANKMENT. THE TRENCH SHAD_ EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE AND SHAD_
HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHAD_ BE A MINIMUM
OF 1:1 (H:V). DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE
ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS
DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHAD_ RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED
TO THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM SOIL AND COMPACTION
SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT
SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED
BY THE ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS
EXIST AT THE SUBGRADE LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE
ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED
BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH
ADEQUATELY COMPACTED STRUCTURAL FILL, LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE,
RAINFALL, SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY
RECOMMENDED THAT A 3' TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE
ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO
PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE
CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE
CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM
8" THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE
GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL IF
IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND
CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
A. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP
TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE
NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF
THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE
PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE
CRADLE DETAIL
B. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE
FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND /
OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED
DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN
VALVE LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION
HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY
ALL APPLICABLE AGENCIES.
11. INSTALL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET PD-21).
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN
"BERM SOIL AND COMPACTION SPECIFICATIONS", INCLUDING COMPACTION AND MOISTURE
REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL
WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE. ANY HAND
COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH
LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN "BERM AND SOIL COMPACTION
SPECIFICATIONS".
13, UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER
SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN
AS -BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO
IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE
CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE
GRANTED. UPON FINAL APPROVAL FROM THE TOWN OF SHALLOTTE AND NCDENR, CLOSE THE 8"0
BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE
IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF SHALLOTTE.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 24"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED 0-RING RUBBER GASKET
JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 4'x4' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE
SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE
ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR'
REVIEW.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS
SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE
WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-213 FOR LOCATION OF THE RISER STEPS.
4. THE 8'Lx8'Wx28" THICK CONCRETE ANTI -FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED
BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART
OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2
ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE
ANTI -FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE
BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEEF, sFOR REVIEW DENOTING
THE FOLLOWING:
A. STEEL REINFORCEMENT
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL BE SEALED
USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR SHALL PARGE JOINTS
ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
6. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE
PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 30,640 LBS. THE STRUCTURE
WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT
OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE
SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR
OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE
WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE.
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE
ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN
THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE:
ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS
HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
9. GEOTEXTILE FABRIC FOR THE 24"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 18ON OR ENGINEER
APPROVED EQUAL (NON -WOVEN FABRIC)
10. STORMWATER WATER QUALITY POND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE
VALVE SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD-2B). THE CONTRACTOR SHALL PROVIDE A
REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8"0 PLUG VALVE
A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK.
ENDWALL�PER 7
�CDOT STD.
838.80
(SEE ZETAIL SHEET
PD-2C) r
INV. OUT (24"0
0-RIN(y
RCP)
= 10.00
r
r
-LEVEL-SPREADER -
(SEE DETAIL
SHEET PD-2D)
LENGTH = 10'
UP ELEV. = 9.50 I
NCDOT
8'L �X
77 \ 24"0 0-RING R
® 0.65 (JOINTS WRAPPED
IN EOTE)TILE FABRIC)
GRAPHIC SCALE
1 inch = 30 ft.
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUC-1710 v

TOP OF DAM = EL. 20.00
TOP OF RISER = EL. 18.20
NORMAL POOL = EL. 15.00
INVERT OUT = EL. 10.50
1.5" PVC SIPHON
INV = EL. 15.00 (NWSE)
SIPHON TO EXTEND 6" FROM
THE FACE OF THE RISER AND
ELBOW 90' TO 6" BELOW
NORMAL POOL (EL. 14.50)
TOP OF HANDWHEEL TO
EXTEND 1-FOOT ABOVE
TRASH RACK
DRAWDOWN DRAIN -/ CONCRETE
TRASH RACK (SEE ANTI -FLOTATION
DETAIL SHEET PD-2C) BLOCK
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON -SHRINK GROUT
NOTES:
1. CONCRETE ANTI -FLOTATION BLOCK TO BE
PROVIDED WITH MINIMUM TEMPERATURE AND
SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACK NOT SHOWN FOR CLARITY.
1.5" PVC
INV = EL. 15.00
SIPHON TO EXTEND E
THE FACE OF THE IRIS
ELBOW 90' TO 6"
NORMAL POOL (EL.
24"v 0-RINC
8" 0 DIP
4" SOLID BRICK (BY OTHER
NOTE: BRICK SHALL ATTAI
AND LAY TIGHT AGAIN
PRECAST STRUCTURE USII
BRICK TIES WITH NO VC
SPACE BETWEI
CONTTACTOR
19VERT OF RISER STRUCTURE
TO DRAN POSITIVELY TO
INVERT OF OUTLET BARREL
!USING NON -SHRINK GROUT
ANT! -FLOTATION
BLOCK
TRASH RACK
(SEE DETAIL)
10 FT. WIDE MINIMUM COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS
ON SHEET PD-2A)
CONCRETE COLLAR (TO BEPROPOSED GRADE
CONSTRUCTED IN THE FIELD BY
THE CONTRACTOR, SEE DETAIL) 3 3
! - -1 ��,
1.0 FT OF 1('IIIIII-III-IIIIIII I-i I IIII-IIIIIIIII-IIII _ APPROXIMATE LOCATION
COVER (MIN.) III-i I IIII! I IIIIIIIIII1 I IIIIIII IIII-III-IIIIIIi _- OF EXISTING GROUND
o --- 1 I I-1 I I`I I I -III -I ICI I1 I ICI -1 = -III. - I I ICI I I1 11=1
I: I I 1 I I=1 I I`! I I III 1 I I 11 I I I i�l 11 1 I 1 1 i 1 I I=1 f I 1 I I 1 I -1 1=1 11
0 q yy_�... - �---------------------------
77 LF 24"0 0-RING RCP 00.65------- _
FLOW r ! ... ` C
amp
d 9 P
+ ° .�d -= • ' e t °: e. • ° d
(MIN.) • ♦.5 FT.a' ..4 4 - - >
8" PLUG VALVE. THE VALVE NON -WOVEN GEOTEXT►LE FABRIC
SHALL BE A M&H STYLE 820 SHALL BE PLACED AROUND EACH
X-CENTRIC VALVE OR JOINT OF THE 24" 0-RING RCP CONCRETE CRADLE SPILLWAY FILTER
ENGINEER APPROVED EQUAL. BARREL IN 2' WIDE STRIPS (SEE DETAIL (SEE DETAIL
THIS VALVE SHALL BE IN CENTERED ON JOINT. KEY TRENCH (SEE BERM AND
ACCORDANCE WITH AWWA 5.0' (MIN.) SOIL COMPACTION SPECIFICATIONS, SHEET PD-2D) SHEET PD-2D)
C-504 SEC, 5.5, AND SHALL DETAIL SHEET PD-2A)
BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL. PERIVIANEir DAM CROSS SEG" UON
N.T.S.
•+ avuu omi%,n
(BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
TOP OF HANDWHEEL TO EXTEND
1-FOOT ABOVE TRASH RACK
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR -
SEE DETAIL)
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"0 0-RING RCP
CONCRETE CRADLE
(SEE DETAIL SHEET PD-2D)
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET PD-2C)
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
GUIDE STEM
(SEE DETAIL SHEET PD-20)
TOP OF RISER = EL. 18.20
4" SOLID BRICK
(BY OTHERS)
1.5" PVC SIPHON
NOTE: BRICK SHALL ATTACH
INV = EL. 15.00 (NWSE)
AND LAY TIGHT AGAINST
SIPHON TO EXTEND 6" FROM a
PRECAST STRUCTURE USING
THE FACE OF THE RISER AND
BRICK TIES WITH NO VOID
ELBOW 90' TO 6" BELOW
SPACE BETWEEN
NORMAL POOL (EL. 14.50)
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR -
•
SEE DETAIL)
'• PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
24"4 O-RING RCP
24"4 0-RING RCP
O
INVERT OUT = EL. 10.50
d
°e
DRAWDOWN DRAIN
�.'
2 LF 8"0 DIP ® 0.00% .• •d..
•
4
... ♦a �,
INV = EL. 10.73
•
• - - `4
d..
- -- . .. - 1-
- -
°
.-i. -
- f CONCRETE CRADLE
d • d
- -.• ' ..
-
(SEE DETAIL SHEET PD-2D)
CONTRACTOR SHALL SEAL•
8"o DIP DRAIN PIPE
8" PLUG VALVE. THE VALVE
THE PIPE PENETRATION
USING A RUBBER BOOT
CONTRACTOR SHALL
SHALL BE A M&H STYLE 820
AND STAINLESS STEEL
CORE -DRILL THE HOLE FOR X-CENTRIC VALVE OR
HARDWARE
THE 8"0 DIP PIPE IN
THE APPROVED EQUAL. THIS VALVE
FIELD. PRECASTER SHALL
SHALL BE IN ACCORDANCE
OMIT REINFORCEMENT
IN WITH AWWA C-504 SEC. 5.5,
CONCRETE
THIS AREA
AND SHALL BE OPERABLE
ANTI -FLOTATION
FROM TOP OF OUTLET
BLOCK
STRUCTURE VIA A HANDWHEEL.
O '1
33
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPDXY
COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
7.0'
7.0'
5.3" (TYP.)
THE BOLD
DENOTES THE ACCESS ,HATCH
TO BE PROVIDED BY THE
TRASH RACK FABRICATOR
(SEE SHEET PD-2A, OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS, NOTE #7)
ACCESS HATCH�v�y v
NOTE:
1. ALL REBAR TO BE #4 REBAR.
2. GROUT SHALL BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
5.0'
3" CLEARANCE TO 3" CLEARANCE TO
OUTSIDE OF #4 REBAR OUTSIDE OF #4 REBAR
e ° -
4
d - - -
3� CLEARANCE TO °
QUTSIDE OF #4 REBAR _.
� d
a
e e
° d
d
a -
d•.. / \
° (24" 0-RING 5.33'
RCP ! °
°4.. \ /
- ° d
0.5 G 4 °
d
d - ° .a. - _ --- -- -
°-4
e ° d
7.8 3.2' 7.8"
9.9 LF
2"x2"x1/4"
ANGLE
.9 LF
"x2"x 1 /4"
NGLE
TRASH RACK DETAIL
N.T.S.
CONCRETE ANTI -FLOTATION
BLOCK
6" OF COVER ENDWALL PER NCDOT STD. 838.80
(MIN.) (SEE DETAIL SHEET PD-2C)
VELOCITY DISSIPATOR
NCDOT CLASS 'A' RIPRAP
_� 8'L x 10'W x 9" THICK
- D50 = 4"
(SEE DETAIL SHEET PD-2C)
�o t
now mrmw
-,o_ wasmm
24" 0-RING RCP!-
INV. OUT = 10.00
LEVEL SPREADER�-
(SEE DETAIL SHEET PD-2D)
LENGTH = 10'
LIP ELEV. = 9.50
4.8" (TYP.)
r-� #4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4"x1/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
3" ANCHOR DEPTH I
#4 REBAR ANCHORS
CONTRACTOR SHALL -
DRILL INTO PRECAST -
STRUCTURE WALL AND
SET ANCHORS USING d
EPDXY GROUT
3" CLEARANCE TO
OUTSIDE OF #4 REBAR
CONCRETE COLLAR DETAIL
N.T.S.
1' DEPTH
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECASR STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGT i)
3" CLEARANCE TO
OUTSIDE OF J4 REBAR
5.5" CENTER TO
24" 0-RING RCP CENTER
d.
+• 6" ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK
U
CO
a C,2
x
a_
W 0 O
E- di uO
OWN
rr■
Z 30CAR
e--f
.�
�,€ 7
N R
8
z
z
U1 s
O a
W
--� ni
tn
14
E- ca o
O w
a
5
� A x
z w
�5 d o
�
W
y lie
�r
C4q
cq
O
t�
A
�-+ o
1 4--1
0
0
OD
14
"I
Lni
PROJECT NO. WDL-07020
FILENAME: WDL070207PD
DESIGNED BY: BRF
DRAWN BY: JAA
SCALE: NTS
DATE: 09-20-2007
SHEET NO. ` ` i 2 B
PRELIMINARY DRAWING - NOT RELEASED FOP CONSTE TCTION
t:taf

0
Cr
I !! V TTFS'
►..` i <F-
0 3`° TI =13 FFECAIT " �' 1= .:.} rla. PIE -QLLC" ak:i r f cr- o t3
A,J1 1:.-1 r
t •f 1 - f Tf 3TAI 1 UrlRT FIXUALL S WITT 477155 A%7 =AY ` " C'7 =
0 ( FC.. Ik KC'.RC "I 0.7H c� ,:IF_ ATI41 E� : =+3Y E-13. to 7G � L6
-.
T rl �. f R 1 _ y1 �' 1 1 C ._ r FUI �'3k FE-Et='.
l'JC;0^.E ALL 7 ,kr..resT. ,:EFL fi.ITri- 14trTf: AnTW h!1tn I.-X_ zW
`ate y�`T o'^ Fr 33iL= TiG J7 fE®aFC r•',F = 3RTG kFG=Elil,lll.f�+_J
-TC+ .PSTM .* 185 -.Tu V VIK , LL&d=M GE 00
(J: L
-1 x• ._ . - t_ Y f _
P ...:C L:- + 11+F 9 iF, Pll.:s =ti I7=-;1
L H2 y =i f .:1 .,TAK:llnD s P2fl :'3t, .
tn
P 1
e Lt vS+F:C° 1 R I P Pr TO CE a 0JT=0 _ R'.' tl=hM%_L � 43 *='E Gr � d
�j +
t E3
j% rf?7'�9�r f,'1
L LH IIr• L T H Lt 4 C01, 3.
1:1= E FABIT C WAY 6a ti S 7 lTL' .1 FCP ,IEBAA �
h5 Ul!ir3 :e3 TF 3_1'31E hAFA 07 U77EL _3 PR +_7EL.
_ .. .Lr...... +._ ta'Atlpl,l: ALL r7f ,<r 1'" f?'=. 'iA�.: !: n�5.<,,
'
- METER-
f. U44I1T
F11:1 iL&fi .l�`.;`E t 3- c V:I 4 V a++A SIZE EF ' L 6_ tl5 &,,;!S
ELEVATIO
T
m
-4
M
A _ ..
L
r
rr
PLAN
3
N'38.80
SIDE
r.. 8 t 3.TH h' v'C D� III +,,'tE .-E 0?TICIt IL :
74 IhCCFcd.SE AIS 6A3 T LS EEED, LL `
911:cm
� t7
_ ENDWALL M!>> ENSIGNS
a.
d' TY. 4i��(_ 4I1 tJti I�1'1.,6fn{.' f+It1.iID;x_ 41at1.JtLiY N1MG W a.
PIPE DIA, I
LiAK G_Z w T'A (FT ,FT_) D FT.' Ya
Lu ti
`0j3 7!a?2.tyf2.jisE"
a:
T u 4`1S �` t y2 lTF 3. of?! T5 ' r:,7 M) '' 50f.9 76
2 2.00 3. 0 4 2t ' t pf 2.`.)o _.
cx
.537�!;%50 .",, 0 75 7n 12.5D 4 02,f4.25
vi,'3_50 V:$.ftu 2.Cr.`t.0C1 4_ 3,`8.5i5 1U vClr'11.JU (!I
2 00 3.5i1 a.C+TtE,b"
C
�.^7 tt` 3 Lf' t � •p ^- GO ` :r.' fJ ? Oa 3 9 +Q C S Fi. -ri 1 ] l d 7 i r
CL. CC
4.5 i da ` 8` ' d li^f 14 .EA fs 5 9 r;r1 00 0ljQ,.?5 17. 15 S
5. 1 '' aZi ` s 4.5Cmr,_-lllj 7.00 K.ri.', 3 r,4.00 r ' 7.ra(8.2G 13 7.a11b 75
G.G +':a H 6' 4.aY'a-70 '.v7,0. v 3-2,4.YrJ v+9.7S 14.44r15_7]
._4a . GCa
" :; 4.0- .0U
+
MAD
24' ENDWALL DETAILS
N.T.S.
NOTES:
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL,
STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS.
z
o�
1->-
HQ�=Lj
•.
1' �
V--IED L3Z
p�t/�=
WQZ =
M
w
CD
<:
a,��~ZJ
��W0<
m
oov��
5/s'
z
�Q
W
11
PLAN
PLAN SIDE
c; N SIDE
ELEVATI❑N
ELEVATI❑N
FL
CD W
CAST IR❑N
l­_
1411L`
r• 1 -0 _
ELEVATI❑N
1 3/16'
1•
8 3/4'
1 1/4'
`v
a+
1/4'
5/8'
M
PLAN
DE
ELEVIATI❑N
%1416
COMPOSITE
#3 DEFOI
12
STEEL RI
ELEVATION
SECTI❑N A -A
+-, W
Q �
Q�
U
<
#6 BAR OR
zo #8 BAR
q
GALV'D.
Z
m
Q �
F--
W
l�
� <L
SIDE
-i H
PLAN ELEVATI❑N z Q
W �
pj_7� i
REINFORCING STEEL Q
N❑TE!
12' _ NOT TO BE USED IN
SANITARY SEWER MANHOLES.
ELEVATION
MAEMNANCE ACCESS STEPS
N.T.S.
1EET 1 OF 1
840.66
NCDOT r,Tn
838.80 HE
(SEE
24" RCP
A
4' WIDE (MIN.)--"
NCDOT
838.80 HEAD
(SEE DE
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQUIVt�LENT
16 REBAR PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
14" (TYP.)
2.03'
4" ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
" RIPRAP
THICK
1" LAYER OF CLASS "A" RIP -RAP
F" FILTER BLANKET
BLANKET
(SEE NOTE)
2C OUTLET BARREL VELOUTY DISSIPATOR
N.T.S.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
a
d 4
2 LF
8"0 DIP
a
d d
a
0.86'
(CENTER TO CENTER)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA.
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X-CENTRIC VALVE OR
ENGINEER APPROVED EQUAL.
THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA
C-504 SEC. 5.5, AND SHALL
BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL.
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE-,
FABRIC (EACH SIDE & TOP OF
CAGE)
e
a
2.80'
#6 REBAR PERIMETER FRAME
4" SOLID BRICK (BY OTHERS) -
NOTE BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
a�
A
- 6"
J"0 GRADE 8
o STAINLESS STEEL
CONCRETE LAG
SCREW
< O
12" X 4" X"
GALVANIZED STEEL
° STRAP (4 PER
RISER JOINT)
3.0"
RISER JOM CO ON DETAIL
N.T.S.
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
6" MIN. WALL
8" PLUG VALVE. THE VALVE
THICKNESS
SHALL BE A M&H STYLE 820
X-CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
/F1
WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM TOP OF OUTLET
m
STRUCTURE VIA A HANDWHEEL
c-
a
n
2 LF 8"0 DIP
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
►-j
'. u7
U
x
Q W aN
�azu
W z
d Cf? O
CL4 0.i O O
W �o co
rr■ �-+ O
9.Ao
J((J((1141 tEf,,
i~
1
z
O ,
ifJ S
W
U
a
W o Lo
EMo
C
.4 o
off
��Z M
5�
� A x
'T Z W
� W
5 O
co
o d �
Pe
cx
z
O
cq
R
cq
z
a
O
o
0 a
O
z
p �
l
PROJECT NO. WDL-07020
FrrENAaIE: WDL07020-PD
DESIGNED BY: BRF
DRAWN BY: JAA
SCALE: N TS
DATE: 09-20-2007
STFR'r NO. P D - 2 C
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
McADAMS

CONCRETE
ANTI --FLOTATION
BLOCK
1" THICK JOINT
FILLER MATERIAL
24"0 Q—RING
RCP
FLOW —_
4
1" THICK JOINT
FILLER MATERIAL
w
v w v w
W w w w w w w
3—FOOT WIDE LAYER OF #57 w w w w w w
STONE (4—INCHES DEEP) w w w w w
UNDERLAIN WITH FILTER FABRIC w w w w
w w w W w
W w w W w w w
w w w w w
REINFORCED CONCRETE FOOTING
3" SOLID MASONARY BLOCK LIP
STUBBED ABOVE GRADE
LIP ELEV. = 9.50
Cv lv\i I \ L- 1 L
ANTI — FLOTATI O N
BLOCK
RISER BARREL CO. ON DETAIL
N.T.S.
10' SOUD MASONARY BLOCK LEVEL
SPREADER
6--FOOT WIDE (1—FOOT DEEP)
TRIANGULAR CHANNEL 0 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
LID MASONARY BLOCK
— CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
SEEDING SCHEDULE (SEE LINING
ANCHOR DETAILS SHEET PD-2E)
6' ,#
I IIII—III—III— 8" (�) + 18", 1
I_I _ 3 _I
(IIII I I_SOLID MASO Y BLOCK 3 —1
1 1 I-1
REINFORCED CONCRETE FOOTIN
I— UNDISTURBED EARTH
L41901.4-ImMm
12"
LEVEL SPREADER DETAILS
N.T.S.
rILLCK MAILMIAL
(3) #4 REBARS CONTINUOUS
#4 REBAR ® 18" O.C:—1
8" (TYP) 12"
8"
3" (TYP) -� f ate__—_
24"
2" DEEP x
CONTINUOUS KEYWAY
=01112lembim
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A
ZERO PERCENT GRADE TO ENSURE UNIFORM
SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON
UNDISTURBED SOIL, AND NOT ON FILL
3. THE TRIANGULAR CHANNEL SHOULD BE
CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH
LANDLOK TURF REINFORCEMENT MATTING 450 OR
APPROVED EQUIVALENT. THE TRM MATTING SHOULD
BE ANCHORED PER THE DETAILS PROVIDED. THE TRM
MATTING SHOULD BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
5. THE 3—INCH LAYER OF #57 STONE SHALL BE
UNDERLAIN WITH MIRAFI FILTERWEAVE 400 OR
APPROVED EQUIVALENT.
1. ALL TIE BARS (U—BARS) ARE #3 (AS LABELED) REBAR (GRADE 60) SPACED
AT 10 FT. CENTER TO CENTER ALONG THE LENGTH OF THE CRADLE.
2. MAINTAIN A MIN. COVER OF 3" OF CONCRETE (TO THE OUTSIDE OF THE
REBAR) FOR ALL REINFORCEMENT.
3. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND.
BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE. MINIMUM OF 2 FEET
COVER MUST BE PRESENT ON 24"0 RCP BEFORE DRIVING OVER WITH HEAVY
EQUIPMENT.
4. REINFORCED CONCRETE CRADLE MAY BE REPLACED PER RECOMMENDATION
FROM THE ON —SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM THIS DETAIL
SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO
IMPLEMENTATION.
PROPOSED GRADE
24"Q 0—RING RCP
FLOW
© a \�
1 >
1MIN.
NO. 67 WASHED STONE
ENCASED IN NON —WOVEN
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
ER
IV UUIJIUt ur )f'5
TIE BAR (TYP.)
24" CONCRETE CRADLE DETAIL
N.T.S.
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET PD-2C)
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMINT GUARD ON DOWNSTREAM
SIDE AND GALVANIZED HARDWARE CLOTH
ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS)
4"0 WEEPHOLES ON EACH
SIDE OF SPILLWAY
L PER
NCDOTESTD.
A 838.80
(SEE DETAIL
SHEET PD-2C)
SPILLWAY FILTER DETAIL
N.T.S.
BARREL PIPE CONCRETE CRADLE
CONSTRUCTION SEQUENCE
1. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN BRING GRADE OF DAM EMBANKMENT TO SPRINGLINE
OF PIPE ELEVATION. IF OPTION B IS CHOSEN FROM NOTE 9 OF THE
CONSTRUCTION SEQUENCE, THEN CONSTRUCT FORMWORK FOR
CONCRETE CRADLE ON EXISTING GRADE.
2. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER
DIMENSIONS ON DRAWINGS. IF OPTION B IS CHOSEN FROM NOTE 9 OF
THE CONSTRUCTION SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE REINFORCING STEEL AND JOINT FILLER MATERIAL PER
DRAWINGS. ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 3" OF
CONCRETE COVER (INCLUDING TIES).
4. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR
SHALL WRAP JOINTS WITH 2—FT WIDE STRIPS OF FABRIC AT THIS STEP.
5. POUR CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE
OF THE TRENCH. ALLOW CONCRETE TO FILL ENTIRE AREA UNDER PIPE
AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
POURING ON THE OPPOSITE SIDE OF THE TRENCH. POUR ENTIRE
CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS..
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY
VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE
BARREL PIPE.
BARREL PIPE CRADLE MATERIAL SPECIFICATIONS
CONCRETE
Q COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
o APPROVED MIX DESIGN
0 4-6% AIR ENTRAINED
o MAXIMUM MIX TO POUR TIME OF 90 MINUTES
FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH LIFT.
ONE SHALL BE TESTED AT SEVEN DAYS, TWO AT 28 DAYS, AND THE
FOURTH SHALL BE HELD FOR 54 DAYS.
G A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL IS REQUIRED
(INCLUDING TIES),
o CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT
BE MOVED HORIZONTALLY WITH THE VIBRATOR.
STEEL
o ALL STEEL TO BE GRADE 60.
Q ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT
PREVENT BONDING TO THE CONCRETE.
o ALL STEEL SHALL BE BENT WITH A MINIMUM RADIUS OF 3DB (1.13"
FOR #3) AS SHOWN ON THE DRAWINGS.
o THE #5 BARS IN THE CONCRETE CRADLE SHALL BE SPLICED WITH
A MINIMUM OVERLAP OF 32". THE SPLICES SHALL BE SPACED
SUCH THAT NO TWO SPLICES OCCUR WITHIN THE SAME LENGTH OF
PIPE.
8'-7.5"
2'-7.5" O.D.
;HED STONE
NON —WOVEN
IC (MIRAFI 180N
ENT)
ENCASED IN NON —WOVEN SIDE OF SPILLWAY
FILTER FABRIC (MIRAFI 180N
OR EQUIVALENT)
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION

-D - morn
(2.3ft)
VIAISR. FLOITI -4r-
1 5 sm
(6 ail)
T
I I::E, + riIq,
PLEASE NOTE THAT THE INFORMATION
PRESENTED HEREIN IS GENERAL INFORMATION
ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR
CONSTRUCTION. WHILE EVERY EFFORT HAS
BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT
PROFESSIONAL EXAMINATION AND VERIFICATION
OF IT'S SUITABILITY, APPLICABILITY AND
ACCURACY_
NnTF6.
1. SECurlR A°T 30 �; (1 It) INTERVALS, BA.CKFI'-a AND
aONI 'AGT SOIL
.TERAGNAL CHANNEL ANCHOR TRENCH DETAIL
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
, 777 -
t
.-
-
f..:..
i T—
_
f — 6 in)
l - HAPEC WIRE. STAPLES. ►vIETAICEOTEXTI E PI'NSe TR:ANr--U:-,'1F %fV-DODEN O;R PLr\ST C.
STAKES CA,NBE US .0 'TO ,\'4Gt4t lI "FUNIS T O I HI- UHUUN1d!5U tI-AL;L-
ANCHOR PATTERN FOR 3H:1V < SLOPES < 2H:1V
N.T. S.
1a cm
(t� h1I
NOTES:
I. SECL RI-; A'r 3U (1 't) tkTCRVALS, BACKFIL- Ar-,D :,-OMPACT ,SOII
I= Nt CHECK SLOT DETAIL
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPt ICABILITY AND ACCURACY.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT
INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS
BEEN MADE TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT
BE USED FOR A SPECIFIC APPLICATION WITHOUT INDEPENDENT
PROFESSIONAL EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
10 cm
ANrpnRS (4
NOTES:
1, INSTALL LANDLCK',, OR P` RAMAT� TURF REINFORCEMENT MAT
(OR EQUAL) AND SOIL FILL (OPTIONAL'
2.. ScCURE LONOiTODIINAL ,ANCHOR TRENCH AT 30 cra (I I`.) eNTERVALS,
9ACKFILL AND CQWP ACT SOIL
LONGITUDINAL ANCHOR TRENCH DETAIL
N.T.S.
rr
z - y4
tj`{:� VVATCR FLt7y�,�
t
jr
�r-ram.-+ .
• .4 _-�.+�.Y?_- � f•a^�.
i :1 r+
NOTES:
1. SECURE AT 30 e;,--n (1 (t) INTEfRVALS. BAC.KFII_t_ AND C07APACT S0111.
OffrIAL ANCHOR TRENCH DETAIL
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
30 cn
z
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION
n
... W
z
W 91 —
\`\\Illllirrr
\A CAR `
A v •`•• s�
Ile, R
U
U2 R
z A
o i
W
E—
E-a
z
� x
� W
ass o
z � '4
a � �
r
W
cq
is
cq
�9
I�
a
r� O^
4 �1 O
O OD
PROJECT NO. ML-07020
FIiENAMF: WDL07020-PD
DESIGNED BY: 'DRF
DRA N BY: JAA
5� NTS
Ilrr No.
MWADAMS

TOP OF DAM = EL. 20.00
10' MIN. WIDTH
12-FT AQUATIC SHELF PRECAST RISER OUTLET STRUCTURE
FROM EL. 15 TO EL. 13 SHAPE = SQUARE
6:1 SLOPE (TO BE INSTALLED INTERNAL DIMENSIONS = 4 FT. x 4 FT.
TOP OF RISER = 18.20
AROUND POND PERIMETER) FOREBAY BERM = EL 14.00 1.5"0 SIPHON INVERT (NWSE) = 15.00
MIN WIDTH = 5 FT. INVERT OUT (24"4 0-RING RCP) = 10.50
TEMPORARY POOL = EL 18.20
_.._.._..-..-..-.._..__._.._.._.._.._.._..-..-..-,._.._..- - - ._.._.._.._...-__.._.._.._... --.._..-..-..-..-..-..-.._.._
3
NORMAL POOL EL. 15.00
3 3 3 3
1 FOREBAY 1 �- -� MAIN POOL 1 F-
POND INVERT = EL 9.00
POND INVERT = EL
WATER QUALITY POND #2 CROSS SECTION
N.T.S.
TOP OF DAM ® EL. 20.00
10' MIN. WIDTH
_.._._._.._.._.._....... ...... _.l I{�a II1� I __
77�,l I I -I I (- II I f-I I-
• a _
J - b _ • _ e -
U
77 LF 24"0 0-RING RCP ® 0.657.
(JOINTS WRAPPED IN GEOTEXTILE FABRIC)
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET PD-2C)
INV. OUT (24"0 0-RING RCP) = 10.00
VELOCITY DISSIPATOR
NCDOT CLASS 'A' RIPRAP
8'L X 1O'W X 9" THICK
D50 = 4"
(SEE DETAIL SHEET PD--2C)
LEVEL SPREADER
(SEE DETAIL SHEET PD-2D)
LENGTH = 10'
LIP ELEV. = 9.50
w;
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

' r y
�. ��s .a 3 ,: '.a,�,. �' '� x ':� �$ r � '�`�. ';�?� � r i ; ,.i. .'w �, :�.�'i e,.k ",•d r %� "' �` � #.`" '� s. ;' {
1. PRIOR TO CONSTRUCTION, THE ON -SITE GEOTECHNICAL ENGINEER SHALL VERIFY THE SUITABILITY OF 1. PRIOR TO CONTRUCTION, THE OWNER SHALL OBTAIN A LAND DISTURBING (GRADING) PERMIT FROM
THE PROPOSED BORROW AREA/FILL FOR USE IN THE DAM EMBANKMENT/KEY TRENCH. NCDENR AND AN APPROVAL TO CONSTRUCT FROM THE TOWN OF SHALLOTTE AND ALL OTHER
APPLICABLE AGENCIES.
2. THE ON -SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION PRIOR TO
PLACEMENT OF ANY BACKFILL WITHIN THE KEY TRENCH. IF THE CONTRACTOR CONSTRUCTS AND
COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED
AND TESTED AT THE CONTRACTOR'S EXPENSE.
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLANTING
PLAN/SCHEDULE. PLEASE NOTE THAT NO TREES/SHRUBS OF ANY TYPE MAY BE PLANTED ON THE
PROPOSED DAM EMBANKMENT (FILL AREAS).
4. DURING THE INITIAL STAGES OF CONSTRUCTION, THE WATER QUALITY POND MAY BE USED AS A
SEDIMENT BASIN FOR EROSION CONTROL PURPOSES. IF SO, THE CONTRACTOR SHALL FOLLOW THE
GENERAL CONTRUCTION SEQUENCE BELOW:
A. THE CONTRACTOR SHALL CONSTRUCT THE ENTIRE FACILITY (PERMANENT OUTLET STRUCTURE,
DAM, KEY TRENCH, ETC.) WITH THE EXCEPTION OF THE INTERIOR WATER QUALITY POND
GRADING, THE INTERIOR GRADING WILL BE CONSTRUCTED ONCE THE EROSION CONTROL PHASE
IS COMPLETE.
B. THE TEMPORARY DRAWDOWN RISER SHALL BE CONNECTED TO THE PERMANENT 8"0 DIP DRAIN
PIPE.
C. ONCE THE UPSTREAM DRAINAGE AREA IS STABILIZED AND THE EROSION CONTROL INSPECTOR
AFPROVES THE REMOVAL OF THE SEDIMENT BASIN, THE CONTRACTOR SHALL REMOVE THE
TEMPORARY DRAWDOWN RISER AND CLEAN -OUT THE BASIN. ALL SEDIMENT, TRASH, ETC.
SHALL BE DISPOSED OF PROPERLY (I.E. - PLACED IN A LANDFILL) AND NOT STOCKPILED IN
AN AREA WHERE WATER QUALITY COULD BE ADVERSELY AFFECTED.
D. ONCE THE BASIN IS CLEANED OUT, AND ALL EROSION CONTROL DEVICE REMOVED, THE
CONTRACTOR SHALL CONSTRUCT THE INTERIOR GRADING SHOWN ON THIS SHEET.
E. ONCE THE GRADING IS COMPLETE, THE CONTRACTOR SHALL REQUEST AN ON -SITE INSPECTION
AND AN AS -BUILT SURVEY PRIOR TO INSTALLATION OF THE WATER QUALITY POND PLANTS. IF
THE CONTRACTOR PLANTS THE PROPOSED VEGETATION PRIOR TO AN AS -BUILT SURVEY (AND
SUBSEQUENT APPROVAL), ANY CHANGES TO THE GRADING / RE -PLANTING OF PLANTS WILL BE
AT THE CONTRACTOR'S EXPENSE.
F. ONCE THE ENGINEER HAS APPROVED THE AS -BUILT GRADING, THE CONTRACTOR SHALL PLANT
THE PROPOSED WATER QUALITY POND PLANTS SHOWN ON THE LANDSCAPE PLAN FOR THIS
FACILITY.
G. AFTER COMPLETION OF THE PLANTING, THE LANDSCAPE CONTRACTOR SHALL PROVIDE A LETTER
TO THE ENGINEER CERTIFYING THAT THE PLANTS HAVE BEEN INSTALLED PER THE APPROVED
WATER QUALITY POND PLANTING PLAN.
5. IF THE INFILTRATION RATE IS GREATER THAN 0.01 IN/HR, IN ORDER TO HELP MAINTAIN A
PERMANENT POOL, THE CONTRACTOR WILL NEED TO INSTALL A CLAY LAYER OR A PERMANENT
GEOSYNTHETIC CLAY LINER A MINIMUM OF 1-FOOT BELOW THE LOWEST GRADE OR 1-FOOT BELOW
THE BOTTOM ELEVATION OF THE ROOT BALL FOR THE PROPOSED PLANTINGS (WHICHEVER IS
GREATER). IF A GEOSYNTHETIC LINER IS CHOSEN, THE LINER SHALL BE BENTOMAT CL BY CETCO
LINING TECHNOLOGIES OR ENGINEER APPROVED EQUIVALENT.
6. THE GRADES SHOWN ON THIS PLAN ARE FINISHED GRADES. IF THE EXISTING SOIL LAYERS IN THE
PROPOSED WATER QUALITY POND (AFTER EXCAVATION) ARE NOT DETERMINED SUITABLE BY A
LANDSCAPE PROFESSIONAL FOR THE FUTURE WATER QUALITY POND PLANTINGS, THE CONTRACTOR
SHALL OVEREXCAVATE THE INTERIOR PORTIONS OF THE WATER QUALITY POND (FROM THE NORMAL
WATER SURFACE ELEVATION TO THE BOTTOM) BY 1-FOOT. THE CONTRACTOR SHALL THEN BRING
THE WATER QUALITY POND AREA TO THE FINISHED GRADES USING THE TOPSOIL STOCKPILED
ON -SITE. THE: OVER EXCAVATION WILL ALLOW FOR BETTER PLANTING CONDITIONS FOR THE
PROPOSED WATER QUALITY POND PLANTS.
7. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON THE DAM
EMBANKMENT ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE BEEN ESTABLISHED
WITH COMPACTED FILL PRIOR TO TOPSOIL INSTALLATION, THE CONTRACTOR SHALL SCARIFY THE THE
TOP 2"-3" OF THE BERM SECTION TO PROMOTE BONDING OF THE TOPSOIL WITH THE COMPACTED
FILL THE TOPSOIL DEPTH SHALL RANGE FROM 3"-4" ON THE DAM EMBANKMENT.
8. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING EQUIPMENT, ETC.
NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE STORMWATER WATER QUALfIY POND
SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE EXCAVATION AREAS (I.E. - KEY
TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY 'TRENCH (OR OTHER AREAS AS NECESSARY),
THE CONTRACTOR SHALL KEEP THE WATER LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE
MANNER IN WHICH THE WATER IS REMOVED SHALL BE SUCH THAT THE EXCAVATION BOTTOM AND
SIDESLOPES ARE STABLE.
BERM AND SOIL COMPACTION SPECIFICATIONS
1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENT SHALL BE TAKEN FROM BORROW
AREAS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE FILL MATERIAL SHALL BE FREE
FROM ROOTS, STUMPS, WOOD, STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE
MATERIAL THE FOLLOWING SOIL TYPES ARE SUITABLE FOR USE AS FILL WITHIN THE DAM
EMBANKMENT AND KEY TRENCH: ML AND CL IF OTHER SOIL TYPES ARE DETERMINED TO BE
SUITABLE BY THE ONSITE GEOTECHNICAL ENGINEER, DOCUMENTATION SHALL BE RETAINED FOR
FUTURE AS -BUILT SUBMITTALS.
2. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8" LIFT (UNCOMPACTED). EACH LIFT SHALL BE
CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL FOR THE
BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY
PREPARED FOR FILL PLACEMENT.
3. ALL FILL SOILS USED IN THE EMBANKMENT / KEY TRENCH CONSTRUCTION SHALL BE COMPACTED
TO AT LEAST 95% OF THE STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS
SHALL BE COMPACTED AT A MOISTURE CONTENT WITHIN -1 TO +3 PERCENT OF ITS OPTIMUM
MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY THE ON -SITE GEOTECHNICAL
ENGINEER DURING CONSTRUCTION TO VERIFY THAT THE PROPER COMPACTION LEVEL HAS BEEN
REACHED. THE FILL SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER TO
PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL CROSS ANY PIPE UNTIL
MINIMUM COVER IS ESTABLISHED ALONG THE PIPE.
4. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH REPORTS TO VERIFY THAT THE DAM
EMBANKMENT MEETS THE SPECIFIED COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE
NEEDED DURING THE AS -BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY.
THEREFORE, IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE COMPACTION TESTING
AND TO ENSURE COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION.
5. TESTING OF THE NEW FILL MATERIALS SHALL BE PERFORMED TO VERIFY THAT THE RECOMMENDED
LEVEL OF COMPACTION IS ACHIEVED DURING CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL
BE PERFORMED FOR EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL OR AS
DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER.
6. TESTING WILL BE REQUIRED ALONG THE 36"0 O-RING OUTLET BARREL AT A FREQUENCY OF ONE
TEST PER 25 LL OF PIPE PER VERTICAL FOOT OF FILL OR AS DIRECTED BY THE ON -SITE
GEOTECHNICAL ENGINEER.
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE THE RESPONSIBILITY OF THE
PROPERTY OWNER'S ASSOCIATION, PER THE EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR
THIS FACILITY.
2. INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES PER THE APPROVED SEDIMENT &
EROSION CONTROL PLAN. THE CONTRACTOR SHALL MAINTAIN ALL APPROVED SEDIMENT AND EROSION
CONTROL MEASURES THROUGHOUT THE ENTIRE PROJECT, AS REQUIRED. THE CONTRACTOR SHALL
RECEIVE APPROVAL FROM THE EROSION CONTROL INSPECTOR, AS REQUIRED BY GOVERNING
AGENCIES, PRIOR TO ANY CLEARING.
3. CLEAR AND GRUB AREA WITHIN THE LIMITS OF THE PROPOSED DAM CONSTRUCTION. ALL TREES AND
THEIR ENTIRE ROOT SYSTEMS MUST BE REMOVED FROM THE DAM FOOTPRINT AREA AND BACKFILLI_D
WITH SUITABLE SOIL MATERIAL THE BACKFILLED AREAS SHALL BE COMPACTED TO THE SAME
STANDARDS AS THE DAM EMBANKMENT. THE REMAINING AREA OF THE EMBANKMENT SHALL BE
STRIPPED TO A SUITABLE DEPTH AS DIRECTED BY THE ON -SITE GEOTECHNICAL ENGINEER. ANY
RESIDUAL SOILS TO BE LEFT IN PLACE MUST BE WELL SCARIFIED TO PROMOTE BONDING OF THE
NEW EMBANKMENT FILL. NO EMBANKMENT MATERIAL SHALL BE PLACED FOR THE DAM OR KEY
TRENCH UNTIL APPROVAL OF THE DAM SUBGRADE / TRENCH IS OBTAINED FROM THE ON -SITE
GEOTECHNICAL ENGINEER.
4. EXCAVATE FOR THE NEW KEY TRENCH ALONG THE CENTERLINE OF THE PROPOSED DAM
EMBANKMENT. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING GRADE AND SHALL
HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY TRENCH SIDESLOPES SHALL BE A MINIMUM
OF 1:1 (H:V). DEPENDING UPON ON -SITE SOIL CONDITIONS ENCOUNTERED DURING EXCAVATION, THE
ON -SITE GEOTECHNICAL ENGINEER MAY VARY THE DEPTH AND DIMENSIONS OF THE KEY TRENCH AS
DEEMED NECESSARY. THE ON -SITE GEOTECHNICAL ENGINEER SHALL RETAIN DOCUMENTATION OF ANY
VARIATION FOR FUTURE AS -BUILT SUBMITTALS.
5. BEGIN PLACEMENT OF BACKFILL WITHIN THE KEY TRENCH. THE KEY TRENCH SHALL BE COMPACTED
TO THE SPECIFICATIONS LISTED ITEM 3 OF THE SECTION TITLED "BERM SOIL AND COMPACTION
SPECIFICATIONS." THE KEY TRENCH SHALL BE TESTED PER THE SPECIFICATIONS LISTED IN THAT
SECTION.
6. PRIOR TO INSTALLATION, SUBGRADE CONDITIONS ALONG THE SPILLWAY PIPES SHOULD BE EVALUATED
BY THE ON -SITE GEOTECHNICAL ENGINEER TO ASSESS WHETHER SUITABLE BEARING CONDITIONS
EXIST AT THE SUBGRADE LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE
ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE UNDERCUT AS DIRECTED
BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT MATERIALS SHALL BE REPLACED WITH
ADEQUATELY COMPACTED STRUCTURAL FILL„ LEAN CONCRETE OR FLOWABLE FILL AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER.
7. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION (DUE TO EXPOSURE,
RAINFALL, SEEPAGE, AND RUNOFF) BEFORE THE CRADLE CAN BE POURED, IT IS STRONGLY
RECOMMENDED THAT A 3" TO 4" THICK CONCRETE MUD MAT BE POURED OVER THE SUBGRADE
ONCE IT IS APPROVED BY THE ON -SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ALSO
PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE SPILLWAY PIPE UNTIL THE
CRADLE CAN BE POURED. THE METHOD OF BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE
CONTRACTOR SHOULD BE SUBMITTED TO THE JOHN R. McADAMS COMPANY FOR REVIEW.
8. BEGIN CONSTRUCTION OF THE NEW EMBANKMENT. FILL MATERIALS SHALL BE PLACED IN MAXIMUM
8" THICK LIFTS PRIOR TO COMPACTION, UNLESS DIRECTED OTHERWISE BY THE ON -SITE
GEOTECHNICAL ENGINEER. FILL LIFTS SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF FILL IF
IT IS NECESSARY, THE EMBANKMENT FILL MATERIAL WILL BE OVERBUILT IN HORIZONTAL LIFTS AND
CUT BACK TO FINAL GRADE IN ORDER TO ACHIEVE PROPER COMPACTION.
9. AS CONSTRUCTION OF THE EMBANKMENT MOVES FORWARD, IT WILL BE NECESSARY TO INSTALL THE
CONCRETE CRADLE. THIS MAY BE CONSTRUCTED USING ONE OF THE FOLLOWING METHODS:
A. IF THE PROPOSED STRUCTURAL FILL MATERIAL IS UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN THE STRUCTURAL FILL SHOULD BE INSTALLED AND COMPACTED UP
TO THE TOP OF CONCRETE CRADLE ELEVATION. ONCE THE STRUCTURAL FILL REACHES THE
NEXT DOWNSTREAM JUNCTION BOX OR HEADWALL AND IS COMPACTED TO THE ELEVATION OF
THE TOP OF THE CONCRETE CRADLE, EXCAVATE THE CONCRETE CRADLE TRENCH PER THE
PROVIDED DETAILS AND CONSTRUCT THE CONCRETE CRADLE AS PER THE PROVIDED CONCRETE
CRADLE DETAIL
B. IF THE PROPOSED STRUCTURAL FILL IS NOT UTILIZED AS THE FORMWORK FOR THE
CONCRETE CRADLE, THEN PRIOR TO CONSTRUCTING THE STRUCTURAL FILL EMBANKMENT, THE
FORMWORK FOR THE CONCRETE CRADLE SHOULD BE INSTALLED ON EXISTING GROUND AND /
OR THE MUD MAT. THE CONCRETE CRADLE SHALL BE CONSTRUCTED PER THE PROVIDED
DETAILS.
10. INSTALL RISER / BARREL ASSEMBLY, ALONG WITH THE EMERGENCY DRAIN SYSTEM. THE DRAIN
VALVE LOCATED WITHIN THE RISER BOX SHALL BE KEPT OPEN UNTIL AN AS -BUILT CERTIFICATION
HAS BEEN COMPLETED BY THE ENGINEER AND AN APPROVAL TO IMPOUND HAS BEEN ISSUED BY
ALL APPLICABLE AGENCIES.
11. INSTALL SPILLWAY FILTER FROM THE DETAILS SHOWN ON SHEET PD-3D.
12. CONSTRUCT EMBANKMENT PER SPECIFICATIONS LISTED IN THE SECTION TITLED "BERM AND SOIL
COMPACTION SPECIFICATIONS" AND REQUIREMENTS OF THE ON -SITE GEOTECHNICAL ENGINEER. ALL
CHARACTERISTICS OF THE EMBANKMENT FILL MATERIAL SHALL MEET THE STANDARDS SET FORTH IN
"BERM SOIL AND COMPACTION SPECIFICATIONS", INCLUDING COMPACTION ANE. MOISTURE
REQUIREMENTS. IF NECESSARY TO ACHIEVE PROPER COMPACTION, THE EMBANKMENT FILL MATERIAL
WILL BE OVERBUILT IN HORIZONTAL LIFTS AND CUT BACK TO PROPER FINAL GRADE ANY HAND
COMPACTION ACTIVITIES AROUND SPILLWAY OR DRAIN STRUCTURES SHALL BE CONDUCTED IN 4-INCH
LOOSE LIFTS AND BE TO THE SAME COMPACTION AND MOISTURE REQUIREMENTS AS THE ENTIRE
EMBANKMENT. ALL COMPACTION AND MOISTURE TESTING SHALL BE CARRIED OUT AS DIRECTED BY
THE ON -SITE GEOTECHNICAL ENGINEER AND AS LISTED IN "BERM AND SOIL COMPACTION
SPECIFICATIONS".
13. UPON COMPLETION OF DAM EMBANKMENT, PROMPTLY STABILIZE AND SEED DAM EMBANKMENT PER
SEEDING SCHEDULE.
14. SCHEDULE A FINAL AS -BUILT INSPECTION AND AS -BUILT SURVEY WITH THE ENGINEER. AN
AS -BUILT INSPECTION SHOULD BE SCHEDULED A MINIMUM OF 60 DAYS BEFORE A PERMIT TO
IMPOUND IS REQUIRED. ANY COMMENTS OR DEFICIENCIES IN THE DAM CONSTRUCTION MUST BE
CORRECTED TO THE SATISFACTION OF THE ENGINEER AND OWNER BEFORE CERTIFICATION SHALL BE
GRANTED. UPON FINAL APPROVAL FROM THE TOWN OF SHALLOTTE AND NCDENR, CLOSE THE 8"0
BOTTOM DRAIN VALVE IN THE RISER BOX AND BEGIN IMPOUNDING WATER. NO WATER SHALL BE
IMPOUNDED BEFORE AN APPROVAL TO IMPOUND IS ISSUED FROM THE TOWN OF SHALLOTTE.
OUTLET STRUCTURE MATERIAL SPECIFICATIONS
1. THE 36"0 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, MEETING THE
REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFINED 0-RING RUBBER GASKET
JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL BE TYPE R-4.
2. THE STRUCTURAL DESIGN FOR THE 6'x6' (INTERNAL DIMENSIONS) RISER BOX WITH EXTENDED BASE
SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURE, THE CONTRACTOR SHALL PROVIDE THE
ENGINEER WITH SHOP DRAWINGS, SEALED BY AN P.E. REGISTERED IN NORTH CAROLINA, FOR
REVIEW.
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. STEPS
SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ACCORDANCE
WITH NCDOT STD. 84-0.66. PLEASE REFER TO SHEET PD-3B FOR LOCATION OF THE RISER STEPS.
4. THE 11'Lx11'Wx26" THICK CONCRETE ANTI -FLOTATION BLOCK SHALL BE PRECAST AS THE EXTENDED
BASE OF THE RISER BOX DURING FABRICATION. THE PRECAST BASE SHALL BE INCLUDED AS PART
OF THE SHOP DRAWINGS THAT WILL BE SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2
ABOVE). IN LIEU OF A PRE -CAST BASE, THE CONTRACTOR MAY OPT TO CAST -IN -PLACE THE
ANTI -FLOTATION BLOCK IN THE FIELD. HOWEVER, PRIOR TO CONSTRUCTING THE CAST -IN -PLACE
BASE, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ENGINEER FOR REVIEW DENOTING
THE FOLLOWING:
B. THE CONNECTION MECHANISM TO JOIN THE ANTI -FLOTATION BLOCK WITH THE RISER SECTION
5. THE RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL BE SEALED
USING BUTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR SHALL PARGE JOINTS
ON BOTH THE INSIDE AND OUTSIDE WITH NON -SHRINK GROUT.
6. IF THE ANTI -FLOTATION BLOCK IS PRECAST AS PART OF THE RISER BASE SECTION, THE ENTIRE
PRECAST RISER BOX STRUCTURE SHALL HAVE A SHIPPING WEIGHT OF 54,000 LBS. THE STRUCTURE
WEIGHT SHALL BE THE SHIPPING WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT
OF THE FACTORY BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE
SHOWN ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. IF THE CONTRACTOR
OPTS TO CAST -IN -PLACE THE ANTI -FLOTATION BLOCK, THE CONTRACTOR SHALL ENSURE THE
WEIGHT OF THE ENTIRE RISER STRUCTURE IS EQUAL TO THE MINIMUM LISTED ABOVE
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMIT TRASH RACK SHOP DRAWINGS TO THE
ENGINEER FOR REVIEW. CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH IS PROVIDED WITHIN
THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR FUTURE MAINTENANCE
ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK FOR SECURING THE ACCESS
HATCH.
8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS OTHERWISE NOTED.
9. GEOTEXTILE FABRIC FOR THE 36"0 OUTLET BARREL JOINTS SHALL BE MIRAFI 180N OR ENGINEER
APPROVED EQUAL (NON -WOVEN FABRIC)
10. STORMWATER WATER QUALITY POND EMERGENCY DRAWDOWN IS VIA AN 8"0 PLUG VALVE. THE
VALVE SHALL BE A M&H STYLE 820 X-CENTRIC VALVE OR APPROVED EQUAL THIS VALVE IS IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL (SEE DETAIL SHEET PD-3B). THE CONTRACTOR SHALL PROVIDE A
REMOVEABLE VALVE WRENCH WITH A HANDWHEEL ON TOP FOR OPERATION OF THE 8*0 PLUG VALVE.
A CHAIN AND LOCK SHALL ALSO BE PROVIDED FOR SECURING THE WRENCH TO THE TRASH RACK.
GRAPHIC SCALE
0 25 50
1 inch = 50 ft_
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

TOP OF HANDWHEEL TO
EXTEND 1-FOOT ABOVE
TRASH RACK
TOP OF DAM = EL. 14.50
EMERGENCY SPILLWAY = EL 12.20
TOP OF RISER = EL. 11.80
3" PVC SIPHON
NV = EL. 8.00 (NWSE)
SIPHON TO EXTEND 6" FROM
THE FACE OF THE RISER AND
ELBOW 90' TO 6" BELOW
NORMAL POOL (EL. 7.50)
NORMAL POOL = EL. 8.00
INVERT OUT = EL. 7.00
DRAWDOWN DRAIN -
TRASH RACK (SEE
DETAIL SHEET PD-3C)
CONCRETE
ANTI -FLOTATION
BLOCK
CONTRACTOR SHALL FORM
INVERT OF RISER STRUCTURE
TO DRAIN POSITIVELY TO
INVERT OF OUTLET BARREL
USING NON -SHRINK GROUT
NOTES:
1, CONCRETE ANTI -FLOTATION BLOCK TO BE
PROVIDED WITH MINIMUM TEMPERATURE AND
SHRINKAGE STEEL REINFORCEMENT.
2. TRASH RACK NOT SHOWN FOR CLARITY.
EMERGENCY SPILLWAY
PROPOSED GRADE 10 FT. WIDE MINIMUM (SEE DETAIL SHEET
TRASH RACK - SHEET PD-3F)
(SEE DETAIL)
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD BY
THE CONTRACTOR, SEE DETAIL) 3 _ 3 APPROXIMATE LOCATION
1.0 FT OF 1 1 OF EXISTING GROUND
COVER (MIN.) - - _ --� I -1•I I -1' I I� 11-1 f � I ifi 111-' 11fi I1fi ifit' --
q = 11 I I1 I I-III`i I I1 I ICI I I1 i i-1 I I-1 I I�i I I1 I I1 I I lii I I�1 I _I __-�_
® 4 � 46 LF 36"0 0-RING RCP ® 1.09% FLOW fir.
��
�■ - - -
-+►N7-.
~�
m� ��
® .c
d ° a : •6. " a d 5 FT. (MIN.) ° d • ♦ . .1.. `e :. +. - riYr �ii� 2
d: '. . ♦ - _ • d • C,♦
• - d -
-4- ♦ d - - d ♦ ♦ -
_y • '
NON -WOVEN GEOTEXTILE FABRIC KEY TRENCH (SEE BERM AND CONCRETE CRADLE
SHALL BE PLACED AROUND EACH 5.0' (MIN.) SOIL COMPACTION SPECIFICATIONS, (SEE DETAIL
8" PLUG VALVE. THE VALVE SHALL JOINT OF THE 36" 0-RING RCP DETAIL SHEET PD-3A) SHEET PD-3D)
BE A M&H STYLE 820 X-CENTRIC BARREL IN 2' WIDE STRIPS SPILLWAY FILTER
VALVE OR ENGINEER APPROVED CENTERED ON JOINT. (SEE DETAIL
EQUAL. THIS VALVE SHALL BE IN SHEET PD-3D)
ACCORDANCE WITH AWWA C-504
SEC. 5.5, AND SHALL BE OPERABLE
FROM TOP OF OUTLET STRUCTURE
VIA A HANDWHEEL.
10.0' 7.0'
10.0'
t• •
} - -d. '
tea-•
- .d.
a
d
`.a
d.• - .. . - - d
d - � -
4" SOLID BRICK
(BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
LL
BRICK TIES WITH NO VOID
SPACE BETWEEN
PERMANENT DAM CROSS SECTION
N.T.S.
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR -
• SEE DETAIL)
PRECASTER SHALL PROVIDE
A BLOCK OUT FOR THE
36"0 0-RING RCP
a
36"0 0-RING RCP
FLOW
a.
'a CONCRETE CRADLE
(SEE DETAIL SHEET PD-3D)
- CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS
SHALL BE PLACED AT 16" O.C.
(SEE DETAIL SHEET PD-3C)
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. STEPS 4" SOLID BRICK
SHALL BE PLACED AT 16' O.C.
(SEE DETAIL SHEET PD-3C) (BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
TOP OF HANDWHEEL TO EXTEND
BRICK TIES WITH NO VOID
7.0'
1-FOOT ABOVE TRASH RACK
SPACE BETWEEN
COLLAR
CONCR4"
SOLID BRICK
6.0'
GUIDE STEM
CONSTRUCTED N HE FIELD
(BY OTHERS)
BY THE CONTRACTOR -
NOTE: BRICK SHALL ATTACH
TOP OF RISER = EL. 11.80
SEE DETAIL)
AND LAY TIGHT AGAINST
PRECAST STRUCTURE USING
PRECASTER SHALL PROVIDE
BRICK TIES WITH NO VOID
6" MIN. WALL-
A BLOCK OUT FOR THE
SPACE BETWEEN
4"
(j.(P)
THICKNESS (TYP.)
3" PVC SIPHON
36"0 O-RING RCP
36" 0-RING RCP
--ft
'`T
fNv = EL. 8.00 (NWSE)
p-
SIPHON TO EXTEND 6" FROM
-
8"m GIP DRAIN
THE FACE of THE RISER AND
.
4 80'
ELBOW 90' TO 6" BELOW
a
36"4 O-RING RCP
NORMAL POOL (EL. 7.50)
FLOW -
INN = EL. 8.00 (NW'SE)
8.14'
o
SIPHON TO EXTEND 6" FROM
°
•.
THE FACE OF 'THE RISER AND
/
ELBOW 90' TO 6"' BELOW
NORMAL POOL (E:L, 7.50)
o
•-'' . :' .
(TYP.)
i
'
INVERT OUT EL. 7.00
-
_
..d .
0.67'
°
d"
d.
•° . d .
° e j +.• ±a '•
DRAWDOWN DRAIN
2 LF 8"4 DIP CAD 0.00'!0
d • ' �d + .. ° '
+
-
= : a r •
.d
32"
..d.y
.•� - • d
.•• � - - . e ..
;, 'a •
2.67`
_
INV EL 7.23
`
- • - A
.,• � - d . ..
- -
'.,-= - s` • �_' - : �'..
•
- - .a "'
k
♦
_ • _
CONCRETE CRADLE
• d• {
d•
(SEE DETAIL SHEET PD-:
CONTRACTOR SHALL SEAL
CONTRACTOR SHALL FORM CONCRETE THE PIPE PENETRATION
INVERT OF RISER STRUCTURE ANTI -FLOTATION USING A RUBBER BOOT
TO DRAIN POSITIVELY TO BLOCK AND STAINLESS STEEL
INVERT OF OUTLET BARREL HARDWARE
USING NON -SHRINK GROUT
CONCRETE
ANTI -FLOTATION
BLOCK
PERMANENT OUTLET STRUCTURE DETAILS
N.T.S.
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL
CORE -DRILL THE HOLE FOR
THE 8"0 DIP PIPE IN THE
FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN
THIS AREA
COMPACTED BERM SECTION
(SEE BERM AND SOIL
COMPACTION SPECIFICATIONS
ON SHEET PD-3A)
6" OF COVER
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET PD-3C)
36" 0-RING RCP
INV. OUT = 6.50
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE GALVANIZED AND BE PROVIDED WITH AN EPDXY
COATING.
3. THE HOT -DIPPED, GALVANIZED 2"x2"xl/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
THE BOLL
DENOTES THE ACCESS HATCH
TO BE PROVIDED BY THE
TRASH RACK FABRICATOR
(SEE SHEET PD-3A, OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS, NOTE #7)
NOTE:
1. ALL REBAR TO BE #4 REBAR.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
5.1'
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X-CENTRIC VALVE OR
APPROVED EQUAL THIS VALVE
SHALL BE IN ACCORDANCE
WITH AWWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
FROM OUTLET
1 0
UR VI
STRUCTURE VIA A HANDWHEEL.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
f
U '
_
//•
i
0-RING RCP
d
\36»0
f
(2) 14.14 LF
2"x2"xl/4' ANGLE
„ijv,7L.,> aOR
THE ACCESS HATCH
VELOCITY DISSIPATOR
NCDOT CLASS 'B' RIPRAP
181 x 21'W x 22" THICK
D50 = 8"
(SEE DETAIL SHEET PD-3C)
(2) 14.14 LF
2"x2"xl/4" ANGLE
TRASH RACK DETAIL
N.T.S.
3" CLEARANCE TO
OUTSIDE OF #4 REBAR)
5.8'
d ,
CONCRETE ANTI -FLOTATION
BLOCK
5.2' 4.6' 5.2"
LEVEL SPREADER
(SEE DETAIL SHEET PD-3D)
LENGTH = 35'
LIP ELEV. = 6.00
5.85'
I�
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO MANHOLE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO MANHOLE RISER BY
2-4»xl/4" CONCRETE ANCHOR BOLTS EACH
CLAMP TO BE COATED W/ AN EPDXY
COATING.
3" ANCHOR DEPTH
n
PRECAST
STRUCTURE
WALL
#4 REBAR ANCHORS
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPDXY GROUT
0.4° (TYP.)
2.0'
0.75'
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECASR STRUCTURE USING
BRICK TIES WITH NO VOID
SPACE BETWEEN
1' DEPTH
36"0 O-RING
RCP
♦. I
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
3" CLEARANCE TO
OUTSIDE OF #4
REBAR)
5.5" CENTER TO
CENTER
Fi
d
° 12" ANCHOR DEPTH
`♦
. d
3" CLEARANCE TO
OUTSIDE OF #4
REBAR)
CONCRETE COLLAR DETAIL
N.T.S.
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPDXY GROUT
CONCRETE ANTI -FLOTATION
BLOCK
PRELIMINARY DRAjYING - NOrf RELEASED FOR C ONSTRliCTlW\

:0 �5
M
rr
Ay m
mom- M X
M
Z
r� r
4F E ? t'i- 7
.838 ,r $0
ELEVATIO
L
r
F S
PLAN
f
POTFS . 1-
=!
�
TI _S=FLC,'•7T I.;rCl_� Yn 3C 4 J f0- T?'C YJLLLy'Ji h:J
^ +
ti � tn, �
1�..
,.I^. PC : I117 21 9Q ; , tI 99 X111
J �,...,.
= —
It 3T[t L *V_RT SLKALt S itlT`-r �47155 ', Y
`� 6 GT
-
FC . IS CICZHEI '4 ti; H S" CIF GATIOA SEC _'3Y E-33.
LIJ LL.
1.- J
1
1 f
a
I,„ yr
u 4 FCC
t'tC;,•I^.0 RI.L t kF,.GG I.. CCI, ri-liCF� VF f T f�5T11
F.rTr,=A!'.TW
� (" �
,atli:�
� z
� �
I
-POI
Fr,T ?qsL_ ft 17 AF;7FG to RF =4-I ,.
Jl - 0 J
U.
Cc
TO :STV AIRS 't Tu V YIh. CLEA MCE
00"
UJ
P •:C L. , p 16°* b UP PIM5 :ti (i: I
7.11 >
H2
.r
! 12
f '; Lk 9TAK2- D 1 Mt t 3,1 ,
P ?=4' TCL :i=iG• MY OJT=D :'ITG _L R. :_"C 3 cGY
D w D
IN
C.r ;t.
'• :
i
% 'y. '" � (,
R:IE F.•.3jIC. WAY E,_ x � . =TLa= J FLF .IEEE
a I.v43 :',3 TIr 31SIE AAE 4 3' o- _CL '3 Fa a?EL.
__
�__
+_�
-1
rl�.tf Lr ,+,I L � g r- { r,; �4�, ,,, rt,�,.,, � r:� , •,
t�Fe r„ , u-►�ItI
17 _ N:{f Y St a'.R 5 E =F *L BE #, 6'?S
t,,�•Gax
U 8 C 3."rHE h. 1C OF !A1 {A-IA:.E `}?TICt1 ; (r c-,
51 F3E {I8 Eka ti s� ,_ELEa C r..!
_ ? I?s�F:- V- C
LL. _ _.., v .._.,., ... _.._ w....... .
�z o
ENDWALL DIMENSIONS w M
_
71.
_01%_`NLU :`
tV_hi.,°St
4I:1..'11M10.13.r.AtiX.
1°II4.r'fL;X..
1.1 111.,4W'x.
Lu _
PIF'u CJIR F o F1G �T C'f
.�'
-kJ t 5 f5 r- r 1 J❑
n n e rt
Y ;t BJ'._,
't r
�_'_� ._...
9U;l3 �._._._
C Q
h
`"
P`_.:_1
p d3 6
n�
a'? Ir7
3. QP t ., r .,1t7
a !4„ 5
[I ..�Y,F.. i.`
.;
.
Q w
R
2! i ,10
a. 0,'4 21 1 F. 2.tio
1 ot 0 'i 2.:
$ Kalf.
' > G
5 ,+2.50
'.. tlrz.75 75!?..=,D
d D^.j+.;,g
iq%A_✓'
cJ
4 306.50
101+0III to
V3 C/) u
DLLs}
#5 i' B'
r.QCf3.iCS
S..tJr'E.D2 ' 5.50
5.2 fo.?5
11 .:Q%11.in
' G
uj
3.5
5 i= P" t 50 9.`J t3.75 .1 25,a.50 C C. i6 ?b 1' C7y13.26
a.3 r 6"
,y a li O
53.!:0 7 0, 3 S. III
L J.!/J. J
IS .Os'IG 75
� 9x Q
7
4 r
( L';i 6
1 r IQ
3.°A 5 C?., 3 4!4.On
i1.,J9 ?P
19 �li'1.5 '.:i
rti
f JS F' h
�ni
4 �.1 CIO
T.M2,5C. 3 5 4.00
7.2.s,°D.21
1a.rv,'11..v
Er.G
:i i S"
4
50 II ''54 -3 C!4.i)Q
f.?7f$.7
14.,-
I
-.. r.
$.
..
�7 'a� 6"
i•DC! .JC!
7.t0'n. r^. �J.25!4.30
7.7"j9.25
14.76!1G.rS
i
y
SH=ETQ1 fS= 1
t..-83 r 130:..
36" ENDWALL DETAILS
N.T.S.
z
NOTES:
ALL STEPS SHALL PROTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL.
I ->-
STEPS DIFFERING IN DIMENSIONS,
CONFIGURATION OR MATERIALS FROM THOSE SHOWN
MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED
Q
z�3
THE ENGINEER WITH DETAILS OF
THE PROPOSED STEPS AND HAS RECEIVED WRITTEN
APPROVAL FROM THE ENGINEER
FOR THE USE OF SUCH STEPS.
cv
LL _j
\
1'
C7rlCLJ
co
m=~ZJ
C-3 0
5/8'�
Z H
TT
CL
wR
PLAN
PLAN SIDE
ti SIDE
ELEVATION
ELEVATION
CL
0
LL_
CAST IRON
I—
14 1/2'
L7 (�
Fl- 1'-0'
CAST IRON
ELEVATI❑N
Ld
ELEVATI❑N
Q
<
1• 8 3/4'
1 1/4'
�
#6 BAR OR
#8 BAR
Q
q
GALV'D,
z
li4 POLYPROPYLENE
Q
Q
5/8'�
PLASTIC
Ld
_ L3
PLAN
SIDE
~' z
1/8,
ELEVATION
PLAN
ELEVATION
CD , E
4
COMPOSITE
i
REINFORCING STEELQ,I/4'
W�#3
DEFORMEDf��
STEEL ROD
ELEVATION
SECTION A -A
�I2_'
NOTE:
NOT TO BE USED IN
SANITARY SEWER MANHOLES.
SHEET I ❑F1
840,66
ELEVATION
MAMENMCE ACCESS STEPS
N.T.S.
NCDOT STn
838.80 HE
(SEE
36" RCP
A
5.25' WIDE (MIN.)
NCDOT
838.80 HERE
(SEE DI
NOTE:
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQUr-w-ENT
#6 REBAR PERIMETER FRAME
4" x 4" 6/6 WELDED WIRE
FABRIC (EACH SIDE & TOP OF
CAGE)
14" (TYP.)
2.03'
4' ANCHOR DEPTH
CONTRACTOR SHALL
DRILL INTO PRECAST
EXTENDED BASE AND
SET ANCHORS USING
EPDXY GROUT
3- RIPRAP
22" THICK
22" LAYER OF CLASS 'B" RIPRAP
4' FILTER BLANKET
BLANKET
(SEE NOTE)
36" OUTLET BARREL VELOCHY DISSIPATOR
N.T.S.
4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
0
6' MIN. WALL
THICKNESS
d a
2 LF
8'0 DIP
O
0
Q
°
o�
O
-
7-A
G�
a
a
d
d
_ 0.86'
(CENTER TO CENTER)
CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
AND STAINLESS STEEL HARDWARE
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8*0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
8" PLUG VALVE. THE VALVE
SHALL BE A M&H STYLE 820
X-CENTRIC VALVE OR
ENGINEER APPROVED EQUAL.
THIS VALVE SHALL BE IN
ACCORDANCE WfTH AWWA
C-504 SEC. 5.5, AND SHALL
BE OPERABLE FROM TOP OF
OUTLET STRUCTURE VIA A
HANDWHEEL.
0.86' --'-
(CENTER TO CENTER)
4" x 4" 6/6 WELDED WIRE--,
FABRIC (EACH SIDE & TOP OF
CAGE)
2.80'
d
a
J*O GRADE 8
a STAINLESS STEEL
CONCRETE LAG
SCREW
0
12" X 4" X"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
8"0 DIP DRAIN PIPE
CONTRACTOR SHALL CORE -DRILL
THE HOLE FOR THE 8"0 DIP IN
THE FIELD. PRECASTER SHALL
OMIT REINFORCEMENT IN THIS
AREA
Q d c 6" MIN. WALL 8" PLUG VALVE. THE VALVE
THICKNESS SHALL BE A M&H STYLE 820
X-CENTRIC VALVE OR
APPROVED EQUAL. THIS VALVE
SHALL BE IN ACCORDANCE
Q WITH AWWA C-504 SEC. 5.5,
AND SHALL BE OPERABLE
c FROM TOP OF OUTLET
m n STRUCTURE VIA A HANDWHEEL.
d
14" (TYP.) d
a 2 LF 8"0 DIP
zi
-d
n
#6 REBAR PERIMETER FRAME
4" SOLID BRICK (BY OTHERS) -
NOTE. BRICK SHALL LAY TIGHT
AGAINST PRECAST STRUCTURE
USING BRICK TIES WITH NO
VOID SPACE BETWEEN
8" DIP DRAIN T.RASI-IRACK DETAILS
N.T.S.
-H'u ] N— CONTRACTOR SHALL SEAL THE PIPE
PENETRATION USING A RUBBER BOOT
d - AND STAINLESS STEEL HARDWARE
A
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
1
u�
aJ
w \ acq
W
Z
h -,I' LO
co
AAA
z W W4
rrr t..t �•
Phi II wCA
`ttttt►Iltlllse
.ereeelet Rt'tt`i
O
W
cq
in
EO
...t
p w to
E I
Z
`4 Z w
� � w
w� o
71
o � �
w
z
0
cq
4
o
4-4
Z
OD/
W
PROJECT NO. WDL-07020
FILENAME: WDL07020-PD
DESIGNED BY: BRF
DRAWN BY: JAA
SCALE: NTS
DATE: 09-20-2007
SHEET NO. P D — 3 C
aMcADAMS

3—FOOT WIDE LAYER Of
STONE (4—INCHES
UNDERLAIN WITH FILTER F
d
a °
d.
do
d
1" THICK JOINT
FILLER MATERIAL
36"0 0-RING RCP
FLOW --"°-
I!
° d '
to
1" THICK JOINT
°,° d —v FILLER MATERIAL
CONCRETE ANTI —FLOTATION
BLOCK
MGIIVr VIRL.LL/ I.,VIVVI♦GIL I VVIUVV
3" SOLID MASONARY BLOCK LIP
STUBBED ABOVE GRADE
UP ELEV. = 6.00
NOTES:
1. ALL TIE BARS (U—BARS) ARE #3 (AS LABELED) REBAR (GRADE 60) SPACED
AT 10 FT. CENTER TO CENTER ALONG THE LENGTH OF THE CRADLE.
2. MAINTAIN A MIN. COVER OF 3" OF CONCRETE (TO THE OUTSIDE OF THE
REBAR) FOR ALL REINFORCEMENT.
3. TRENCH TO BE BACKFILLED IN 5" LIFTS WHEN COMPACTION IS BY HAND.
BACKFILL IS IN 8" LIFTS WHEN CONDUCTED BY MACHINE. MINIMUM OF 2 FEET
COVER MUST BE PRESENT ON 36"0 RCP BEFORE DRIVING OVER WITH HEAVY
EQUIPMENT.
4. REINFORCED CONCRETE CRADLE MAY BE REPLACED PER RECOMMENDATION
FROM THE ON —SITE GEOTECHNICAL ENGINEER. ANY DEVIATION FROM THIS DETAIL
SHALL BE SUBMITTED TO AND REVIEWED BY THE DESIGN ENGINEER PRIOR TO
IMPLEMENTATION.
e.. d _
Q<
d
ae 36"0 O—RING RCP
a o FLOW
A
a d
a d d 4__
e
° e
d e e
a v e
d. 4
d.
e a
a c d
a a
° Q '
'a .d - - -
_
d. a
d
'a d
e 13.80"
1" THICK JOINT
FILLER MATERIAL
23.40" if
CONCRETE ANTI —FLOTATION 1
BLOCK
(MIN.)
RISER BARREL CO ON DETAIL
N.T.S.
pla"NW21"R�� 1
.... """^NARY BLOCK LEVEL
6—FOOT WIDE (1—FOOT DEEP)
TRIANGULAR CHANNEL ® 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATTING 450
- CHANNEL SHALL BE LINED WITH
LANDLOK TURF REINFORCEMENT
MATTING 450 AND SEEDED PER
SEEDING SCHEDULE (SEE LINING
ANCHOR DETAILS SHEET PD-3E)
6' i
8.
1--SOLID MASO Y BLOCK
Tll - - _�'-
REINFORCED CONCRETE FOOTIN
_ — UNDISTURBED EARTH
24-
CROSS—S.EQTION
12"
LEVEL SPREADER DETAIIS
N.T.S.
(3) #4 REBARS CONTINUOUS
#4 REBAR ® 18" O.C-.j
8" (Typ) _� I- I / 12"
3" (TYP) t', , d -5 .
24"
2" DEEP `
CONTINUOUS KEYWAY
0812_
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER UP ON A
ZERO PERCENT GRADE TO ENSURE UNIFORM
SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON
UNDISTURBED SOIL, AND NOT ON FILL
3. THE TRIANGULAR CHANNEL SHOULD BE
CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH
LANDLOK TURF REINFORCEMENT MATTING 450 OR
APPROVED EQUIVALENT. THE TRM MATTING SHOULD
BE ANCHORED PER THE DETAILS PROVIDED. THE TRM
MATTING SHOULD BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
5. THE 3—INCH LAYER OF #57 STONE SHALL BE
UNDERLAIN WITH MIRAFI FILTERWEAVE 400 OR
APPROVED EQUIVALENT.
12" MI
IVV. V/ vvm'J L_u JIVIVL
ENCASED IN NON -WOVEN
FILTER FABRIC (MIRAR 18ON
OR EQUIVALENT)
16.80"
C/C (TYI
36"0 0—RING RCP
6" (TYP.)
#6 REBAR (GRADE 60)
#3 REBAR TIES (U—BARS)
SPACED AT 10 FT. ON CE
15- C/C
(TYP.)
6" FROM BOTTOM OF CRADLE
TO CENTER OF #6 REBAR
3" COVER (MIN.)
TO OUTSIDE OF #3
TIE BAR (TYP.)
36" CONCRETE CRADLE DETAIL
N.T.S.
ENDWALL PER NCDOT STD. 838.80
(SEE DETAIL SHEET PD-3C)
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMINT GUARD ON DOWNSTREAM
SIDE AND GALVANIZED HARDWARE CLOTH
ON UPSTREAM SIDE (Y4" MAXIMUM
OPENINGS)
VALL PER
)T STD. 838.80
DETAIL
T PD-3C)
ENDWALL PER
NCDOT STD. 838.80
(SEE DETAIL
SHEET PD-3C)
EPHOLES ON EACH
- SPILLWAY
BARREL PIPE CONCRETE CRADL
CONSTRUCTION SEQUENCE
1. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN BRING GRADE OF DAM EMBANKMENT TO SPRINGLINE
OF PIPE ELEVATION. IF OPTION B IS CHOSEN FROM NOTE 9 OF THE
CONSTRUCTION SEQUENCE, THEN CONSTRUCT FORMWORK FOR
CONCRETE CRADLE ON EXISTING GRADE.
2. IF OPTION A IS CHOSEN FROM NOTE 9 OF THE CONSTRUCTION
SEQUENCE, THEN EXCAVATE TRENCH FOR CRADLE AND BARREL PER
DIMENSIONS ON DRAWINGS. IF OPTION B IS CHOSEN FROM NOTE 9 OF
THE CONSTRUCTION SEQUENCE, PROCEED TO STEP 3 BELOW.
3. PLACE REINFORCING STEEL AND JOINT FILLER MATERIAL PER
DRAWINGS. ALL REINFORCING STEEL SHALL HAVE A MINIMUM OF 3" OF
CONCRETE COVER (INCLUDING TIES).
4. PLACE BARREL PIPE ON CONCRETE BLOCKS TO GRADE. CONTRACTOR
SHALL WRAP JOINTS WITH 2—FT WIDE STRIPS OF FABRIC AT THIS STEP.
5. POUR CONCRETE FOR CRADLE FOR EACH SECTION FROM ONE SIDE
OF THE TRENCH. ALLOW CONCRETE TO FILL ENTIRE AREA UNDER PIPE
AND PIPE HAUNCHES AS TO LEAVE NO VOIDS UNDER THE PIPE BEFORE
POURING ON THE OPPOSITE SIDE OF THE TRENCH. POUR ENTIRE
CRADLE AS ONE LIFT (VERTICALLY) PER DRAWINGS.
6. ALLOW CRADLE TO CURE FOR A MINIMUM OF 7 DAYS BEFORE ANY
VIBRATING COMPACTION EQUIPMENT IS USED IN THE VICINITY OF THE
BARREL PIPE.
BARREL PIPE CRADLE MATERIAL SPECIFICATIONS
CONCRETE
0 COMPRESSIVE STRENGTH OF 3500 PSI AT 28 DAYS
0 APPROVED MIX DESIGN
0 4-6% AIR ENTRAINED
0 MAXIMUM MIX TO POUR TIME OF 90 MINUTES
0 FOUR CYLINDERS SHALL BE PREPARED FOR TESTING FOR EACH LIFT.
ONE SHALL BE TESTED AT SEVEN DAYS, TWO AT 28 DAYS, AND THE
FOURTH SHALL BE HELD FOR 54 DAYS.
0 A MINIMUM OF 3" OF CONCRETE COVER ON ALL STEEL IS REQUIRED
(INCLUDING TIES).
0 CONCRETE TO BE VIBRATED VERTICALLY. WET CONCRETE SHALL NOT
BE MOVED HORIZONTALLY WITH THE VIBRATOR.
STEEL
0 ALL STEEL TO BE GRADE 60.
o ALL STEEL SHALL BE FREE OF RUST OR OTHER DEBRIS THAT MIGHT
PREVENT BONDING TO THE CONCRETE.
o ALL STEEL SHALL BE BENT WITH A MINIMUM RADIUS OF 3DB (1.13"
FOR #3) AS SHOWN ON THE DRAWINGS.
o THE #6 BARS IN THE CONCRETE CRADLE SHALL BE SPLICED WITH
A MINIMUM OVERLAP OF 32". THE SPLICES SHALL BE SPACED
SUCH THAT NO TWO SPLICES OCCUR WITHIN THE SAME LENGTH OF
PIPE.
9'-9.5"
3'-9.5" O.D.
IVV. V/ xx/113IlLV JIVIVL
SPILLWAY F rIMR DETAII. ENCASED IN NON —WOVEN
FILTER FABRIC (MIRAFI 180N
N.T.S. OR EQUIVALENT)
. 67 WASHED STONE
CASED IN NON —WOVEN
TER FABRIC (MIRAR 18ON
EQUIVALENT)
SIDE OF SPILLWAY —
cn
a C9
z
M+d ® E-+
UQ LCAD
Er z pq
®rv�
rrrxrxxll nrrir®i
'Y{)Q
z
O
W
02
tn
Ew4 o
cq o
z
z
� � W
� z
5 0
a coz a
z
ryl
W
z
Q
cq
W
R
4'ge,
A
M� Z_
n
a
o
PROJECT NO. WDL-07020
FILENAME: WDL07020—PD
DESIGNED BY: BRF
DRAWN BY: JAA
SCALE: NTS
DATE: 09-20-2007
SHEET NO. P D o 3 D
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

0-0t1=-rn
(2 - 3 ]I)
r n i
3
t
r ya
- ♦ •—�— •�� .....-.._� k .,:, y—"'—fit ti, "•• `
eM
30 crag ; r`
t `
(12 n),
i
1 S crrs
NOTES-
1. sECl1Rr: AT 30 cm (1 £t)11WERVALS EACKFI'_L AND
t OMPACT SOIL
TE AL CHANNEL ANCHOR TRENCH DETAEL
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTCN.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FCFR ?.
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSION -IL
EXAMINATION EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
0.D I
I
j
13
i
i
I
i
f:fDtF�;
I ANC I0R PA1!-rr- N "I,S A 4C's1 11S tr W (1 112 ANC'-iCRS 1 Yd; 1} F'OR : 31H : I # SL1�7=-S { .2H ; I
i SNr`►i'Et ,'!R- STAPLES, fv1ETA! C-EOTEXTLE PINS, TRANGULVIDIC. ,1R V01)EN 0R PLAST
STAICS CAN 0E: US`0 TO ANtGt UIt TR-MIfS t) rHF 1aHQUNU-1iUKFA.Ut;
ANCHOR PATTERN FOR 3H:1V < SLOPES < 2H:1V
N.T.S.
p IG A!f
PLEASE NOTE THAT THE INFORMATION
PRESENTED HEREIN IS GENERAL INFuRMAT10N
ONLY. IT IS FOR CONCEPTUAL USE ONLY
AND NOT INTENDED TO BE USED FOR
CONSTRUCTION. WHILE EVERY EFFORT HAS
BEEN MADE TO ENSURE ITS ACCURACY, THIS
INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT
PROFESSIONAL EXAMINATION AND VERIFICATION
OF IT'S SUITABILITY, APPLICABILITY AND
ACCURACY_
1 a` cm
($ Irr)
,N-OTES:
1. SECURE AT 30 cn (1 It) tsTERVALS. BA KV I L, AI•: F) :.Oh V)ACT '0011.
_=RW=Yr CHECK SLOT DETAIL
N,T,S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT HAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR ?.
SPECIFIC APPUCA70N 'WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
-t•r
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS GENERAL
INFORMATION ONLY. IT IS FOR CONCEPTUAL USE ONLY AND NOT
INTENDED TO BE USED FOR CONSTRUCTION. WHILE EVERY EFFORT HAS
BEEN MADE TO ENSURE ITS ACCURACY, THIS INFORMATION SHOULD NOT
BE USED FOR A SPECIFIC APPLICATION WITHOUT INDEPENDENT
PROFESSIONAL EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
10c
I
LANOLCIK('n�) OR t= YFi,1"` VA i Co (OR EQUAL) 10 ell)
'I SURF R�IINFOI�GFr%l=%T �J?A �� in)
NOTES:
'I. INSTALL LAN QLC—�j OR PYRAMAT� TURF REINFORCEM-zNT 10AT
(CCIR EQUAL) AND SOIL FILL (OPTIONAL
2. SECURE LONI GIFFU INA,L ANCHOR TRENCH AT 30 c r. i 1 �I INTERVALS,
BACKFILL AND C{OM."AC T SOIL
LONGITUDINAL ANCHOR TRENCI I DETAIL
N.T.S.
A
WA r CFI €-LOW
_._._
tt4�
17,
P
I
3G
# 15 cm
f t (13 in)
NOTES:
1. SECURE AT -30 can 0 tt) INTERVALS, BACKFILL AND CO",4PA T
RWTIAL ANCHOR TRENCH DETAIL
N.T.S.
PLEASE NOTE THAT THE INFORMATION PRESENTED HEREIN IS
GENERAL INFORMATION ONLY. IT IS FOR CONCEPTUAL USE
ONLY AND NOT INTENDED TO BE USED FOR CONSTRUCTION.
WHILE EVERY EFFORT FIAS BEEN MADE TO ENSURE ITS
ACCURACY, THIS INFORMATION SHOULD NOT BE USED FOR A
SPECIFIC APPLICATION WITHOUT INDEPENDENT PROFESSIONAL
EXAMINATION AND VERIFICATION OF IT'S SUITABILITY,
APPLICABILITY AND ACCURACY.
PRELIMINARY DRAINING — NOT RELEASED FOR CONSTRUCTION

cry � tit
W Wa
rn
� � z
ACC)
E-"14
.r■ W �^.
oil
d
= 6
. Ft
>
U
� c2
p w ua
� � w
a
�N®
W
C
ek
cq
R
4-4
0Z�
C
T ,F" dAME: WDL07020 --Y--' D':
ata>
r,r:S1GNED BY: FRs
DRAWN BY: JA A
SCAT.F.: N TS
DATE: 09-20-2007
SHEET NO. P V — 3 F
HiMeADAMS

/
/
/
/
LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
393 N IRIS VIRGINIANA
359 PC PONTEDERIA CORDATA
274 SV SCRIPUS VALIDUS
322 SL SAGITTARIA LATIFOLIA
TEMPORARY. SEEDING SCHEDULE
BLUE FLAG IRIS
PICKEREL WEED
SOFT —STEM BULRUSH
ARROWHEAD
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY PER ONE 11ME APPLICATION OF
2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
JAN 1 — AUG 15: IF GROWTH IS NOT FULLY ADEQUATE, RESEED AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR DAMAGED AREAS IMMEDIATELY.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
SEEDBED PREPARATION
+
�m QUART/ BARE ROOT 24" O.C.
+ + BARE ROOT/ PLUG 24" O.C.
LLLLL BARE ROOT/ PLUG 24" O.C.
LLLLL
�� BARE ROOT/ PLUG 24" O.C.
PERMANENT SEEDING SCHEDULE (DAM EMBANIUVLE"
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 — OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. — APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4.) PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL
5.) CONTINUE TILLAGE UNTIL A WELL —PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AFTER PERMANENT COVER IS ESTABLISHED.
PLA vG INS MUCTIONS
Planting Techniques
A) Insure that roots, once removed from pot, are straightened and face downward.
B) Create planting area for each plant and excavate pit.
C) Place plants in pit insuring roots ore facing completely downward.
D) Heel in soil arouond plant and proceed to next planting location.
E) Newly planted plants need to be fastened to the substrate for the establishment of new roots.
F) Roots shall be spread in their normal position. All broken or frayed roots hall be cut off cleanly.
G) The diameter of the pits for all vegetative stock shall be at least three times the diameter of the root mass. Plant pit wall shall be scarified prior to plant installation.
H) Set the plants upright, in the center of the pit. The bottom of the root mass should be resting on undisturbed soil.
1) Place the backfill around the base and sides of the root mass, and work each layer to settle backfill and to eliminate voids and air pockets. When pit is approximately 2/3
full, water thoroughly before placing remainder of the backfill. Water again after placing final layer of backfill.
J) Broken or damaged parts will be cut back to undamaged tissue, leaving as much green basal tissue as possible above the roots. If more than fifty percent (507.) of the
plant is damaged then contractor shall replace the plant.
Container Stock/ Bare Root:
A) Stock shall have been grown in a container long enough for the root system to have developed sufficiently to hold its soil together once removed from the container.
B) Container plants will need to be watered regularly and placed in shady conditions until planting occurs.
C) Bare root plants are for immediate planting, otherwise see D) below.
D) If bare roots specimens are not to be planted within four (4) days, temporary holding of bare root specimens are to be covered entirely by a suitable medium (etc. soil,
sawdust, mulch or the like) and watered regularly so as to not dry out.
Plant Locations:
A) New plantings shall be located where shown on plan except where changes have been made in proposed construction.
B) Necessary adjustments shall be made only after approval by the owner or the owner's representative.
Water.
Water shall be potable and shall not contain elements toxic to plant life.
----------- r-------- !
\ \ / 00
SPORMWATER WATER QUAI= POND # 1 LANDSCAPE PLAN VIEW
1" = 30'
GRAPHIC SCALE
30 0 15 30 45
1 inch = 30 ft.
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
PERMANENT SEEDING SCHEDULE (DAM EMBANIUVLE"
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 — OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. — APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4.) PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL
5.) CONTINUE TILLAGE UNTIL A WELL —PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AFTER PERMANENT COVER IS ESTABLISHED.
PLA vG INS MUCTIONS
Planting Techniques
A) Insure that roots, once removed from pot, are straightened and face downward.
B) Create planting area for each plant and excavate pit.
C) Place plants in pit insuring roots ore facing completely downward.
D) Heel in soil arouond plant and proceed to next planting location.
E) Newly planted plants need to be fastened to the substrate for the establishment of new roots.
F) Roots shall be spread in their normal position. All broken or frayed roots hall be cut off cleanly.
G) The diameter of the pits for all vegetative stock shall be at least three times the diameter of the root mass. Plant pit wall shall be scarified prior to plant installation.
H) Set the plants upright, in the center of the pit. The bottom of the root mass should be resting on undisturbed soil.
1) Place the backfill around the base and sides of the root mass, and work each layer to settle backfill and to eliminate voids and air pockets. When pit is approximately 2/3
full, water thoroughly before placing remainder of the backfill. Water again after placing final layer of backfill.
J) Broken or damaged parts will be cut back to undamaged tissue, leaving as much green basal tissue as possible above the roots. If more than fifty percent (507.) of the
plant is damaged then contractor shall replace the plant.
Container Stock/ Bare Root:
A) Stock shall have been grown in a container long enough for the root system to have developed sufficiently to hold its soil together once removed from the container.
B) Container plants will need to be watered regularly and placed in shady conditions until planting occurs.
C) Bare root plants are for immediate planting, otherwise see D) below.
D) If bare roots specimens are not to be planted within four (4) days, temporary holding of bare root specimens are to be covered entirely by a suitable medium (etc. soil,
sawdust, mulch or the like) and watered regularly so as to not dry out.
Plant Locations:
A) New plantings shall be located where shown on plan except where changes have been made in proposed construction.
B) Necessary adjustments shall be made only after approval by the owner or the owner's representative.
Water.
Water shall be potable and shall not contain elements toxic to plant life.
----------- r-------- !
\ \ / 00
SPORMWATER WATER QUAI= POND # 1 LANDSCAPE PLAN VIEW
1" = 30'
GRAPHIC SCALE
30 0 15 30 45
1 inch = 30 ft.
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION
----------- r-------- !
\ \ / 00
SPORMWATER WATER QUAI= POND # 1 LANDSCAPE PLAN VIEW
1" = 30'
GRAPHIC SCALE
30 0 15 30 45
1 inch = 30 ft.
PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION

LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
313
IV
IRIS VIRGINIANA
BLUE FLAG IRIS
�D
QUART/ BARE
ROOT
24" O.C.
287
PC
PONTEDERIA CORDATA
PICKEREL WEED
CD
BARE ROOT/
PLUG
24" O.C.
LLLL
294
SV
SCRIPUS VALIDUS
SOFT —STEM BULRUSH
LLLLL
BARE ROOT/
PLUG
24" O.C.
293
SL
SAGITTARIA LATIFOLIA
ARROWHEAD
a
BARE ROOT/
PLUG
24" O.C.
TEMPORARY SEEDING SCHEDULE
SEEDING DSEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE IESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY PER ONE TIME APPLICATION OF
2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 — AUG 15: IF GROWTH IS NOT FULLY ADEQUATE, RESEED AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR DAMAGED AREAS IMMEDIATELY.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
01 : 10� ..
PERMANENT SEEDING SCHEDULE (DAM EMBANEME"
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 — OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. — APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR 4 MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4.) PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL.
5.) CONTINUE TILLAGE UNTIL A WELL —PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AFTER PERMANENT COVER IS ESTABLISHED.
IV OWMI,1
Planting Techniques
A)
Insure that roots, once removed from pot, are straightened and face downward.
B)
Create planting area for each plant and excavate pit.
C)
Place plants in pit insuring roots are facing completely downward.
D)
Heel in soil arouond plant and proceed to next planting location.
E)
Newly planted plants need to be fastened to the substrate for the establishment of new roots.
F)
Roots shall be spread in their normal position. All broken or frayed roots hall be cut off cleanly.
G)
The diameter of the pits for all vegetative stock shall be at least three times the diameter of the root mass. Plant pit wall shall be scarified
prior to plant installation.
H)
Set the plants upright, in the center of the pit. The bottom of the root mass should be resting on undisturbed soil.
1)
Place the backfill around the base and sides of the root mass, and work each layer to settle backfill and to eliminate voids and air pockets.
When pit is approximately 2/3
full, water thoroughly before placing remainder of the backfill. Water again after placing final layer of backfill.
J)
Broken or damaged parts will be cut back to undamaged tissue, leaving as much green basal tissue as possible above the roots. If more than
fifty percent (50%) of the
plant is damaged then contractor shall replace the plant.
Container Stock/ Bare Root:
A)
Stock shall have been grown in a container long enough for the root system to have developed sufficiently to hold its soil together once removed from the container.
B)
Container plants will need to be watered regularly and placed in shady conditions until planting occurs.
C)
Bare root plants are for immediate planting, otherwise see D) below.
D)
If bare roots specimens are not to be planted within four (4) days, temporary holding of bare root specimens are to be covered entirely by a
suitable medium (etc. soil,
sawdust, mulch or the like) and watered regularly so as to not dry out.
Plant
Locations:
A)
New plantings shall be located where shown on plan except where changes have been made in proposed construction.
B)
Necessary adjustments shall be made only after approval by the owner or the owner's representative.
Water:
Water
shall be potable and shall not contain elements toxic to plant life.
1
law -
I T M
154
r
/ / I I 15
S EMWATER WATER QUALITY POND #2 LANDSCAPE PLAN VIEW
1 " = 30,
GRAPHIC SCALE
30 0 15 30 45
I inch = 30 ft.
PRELIMIANRY DRAWING - NOT RELEASED FOR CONSTRUCTION
DATE: 09-20-2007
SHEET ND - 2 L
McADAMS

LEGEND
QTY. SYM. SCIENTIFIC NAME COMMON NAME HATCH TYPE SPACING
586 IV IRIS VIRGINIANA
480 PC PONTEDERIA CORDATA
599 SV SCRIPUS VALIDUS
577 SL SAGITTARIA LATIFOLIA
TEMPORARY SEEDING SCHEDULE
SEEDING
DATE
SEEDING MIXTURE
APPLICATION
RATE
JAN 1 -
MAY 1
RYE (GRAIN)
120
LBS/AC
KOBE LESPEDEZA
50
LBS/AC
MAY 1 -
AUG 15
GERMAN MILLET
40
LBS/AC
AUG 15 -
DEC 30
RYE (GRAIN)
120
LBS/AC
BLUE FLAG IRIS
IRA
INIn
QUART/ BARE
ROOT
PICKEREL WEED
CD
BARE ROOT/
PLUG
SOFT -STEM BULRUSH
LLLLL
BARE ROOT/
PLUG
ARROWHEAD
BARE ROOT/
PLUG
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY PER ONE TIME APPLICATION OF
2,000 LB/AC GROUND AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER
(FROM AUG 15 - DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: IF GROWTH IS NOT FULLY ADEQUATE, RESEED AND
MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR DAMAGED AREAS IMMEDIATELY.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
SEEDBED PREPARATION
24" O.C.
24" O.C.
24" O.C.
24" O.C.
PERMANENT SEEDING SCHEDULE (DAM E N
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. - APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER PER ONE TIME APPLICATION ACCORDING TO SOIL TESTS,
OR APPLY 4000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE
10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4.) PER ONE TIME ONLY, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL.
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AFTER PERMANENT COVER IS ESTABLISHED.
PLANTING INSTRUCTIONS
Planting Techniques
A)
Insure that roots, once removed from pot, are straightened and face downward.
B)
Create planting area for each plant and excavate pit.
C)
Place plants in pit insuring roots ore facing completely downward.
D)
Heel in soil arouond plant and proceed to next planting location.
E)
Newly planted plants need to be fastened to the substrate for the establishment of new roots.
F)
Roots shall be spread in their normal position. All broken or frayed roots hall be cut off cleanly.
G)
The diameter of the pits for all vegetative stock shall be at least three times the diameter of the root mass. Plant pit wall shall be scorified prior to plant installation.
H)
Set the plants upright, in the center of the pit. The bottom of the root mass should be resting on undisturbed soil.
!)
h I settle backfill and to eliminate
m n work each layer to ett bac
Place the backfill around the base and sides of the root ass, and y
i is approximately 2 /3
voids and air pockets. When t ,
P P PP Y
full, water thoroughly before placing remainder of the backfill. Water again after placing final layer of backfill.
J)
Broken or damaged parts will be cut back to undamaged tissue, leaving as much green basal tissue as possible above
the roots. If more than fifty percent (50%) of the
plant is damaged then contractor shall replace the plant.
Container Stock/ Bare Root:
A)
Stock shall have been grown in a container long enough for the root system to have developed sufficiently to hold its
soil together once removed from the container.
B)
Container plants will need to be watered regularly and placed in shady conditions until planting occurs.
C)
Bare root plants are for immediate planting, otherwise see D) below.
D)
If bare roots specimens are not to be planted within four (4) days, temporary holding of bare root specimens are to
be covered entirely by a suitable medium (etc. soil,
sawdust, mulch or the like) and watered regularly so as to not dry out.
Plant
Locations:
A)
New plantings shall be located where shown on plan except where changes have been made in proposed construction.
B)
Necessary adjustments shall be made only after approval by the owner or the owner's representative.
Water:
Water shall be potable and shall not contain elements toxic to plant life.
j
\
l
f
i -
/
i
� ru —
Cl)
i � f
c
/ \
0
to
I'
_
105
L
?
I I I / y` 1 /
z
/ N
0
0-4
s
w
CQ
\�\ i a
\ > Co
1 I 1 A— -' z
O
I
L_ \ / 1 / / /� U 0 —
/ ------ \
\ /
+ + /
mg mg
In
co
4.4
OD
-
/
\
s �} :sue -•� -�—� � -` ���v, \ / \ \ / � U
STORMWATER WATER QUALITY POND #3 LANDSCAPE PLAN VIEW
1" = 30'
AC
PROTECT NO. WDL-07020
Ffl-EIAmWDL07020—PD3L
DESIGNED BY: AMT
DRAWN BY: JAA
GRAPHIC SCALE SCALE: 1 "=30'
30 0 15 30 45 DATE: 09--20— 2 007
SHEET N
1 inch = 30 ft.
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTI D `� 11WADAMS

0
om
H �
H�Z
> C/) 0 fn
O -H
Im-i z m >
=-nZDm
_CO00
Z H 0 - TI
• [,SOH
C)DDD
cn H `
O
Z
ISOMETRIC VIEW
z CD z 0
SIDEWALK (5' STD.) O Cn -O PROPOSED QH Cn O �
3 H 8 A e Q Q ICI i Z-WxENING DcuEs-, F- Q C -i
----UTILITY STRIP -" _.--. _---- .-.. - Q S' - Qz
O Ot (MIN.) Z F- x �I ((J Q DROP CURB _ _ _ _ __ _ _ _ _ _ _ _ _ ¢)"'- �'
DROP CURB 2' DETECTABLE 0.02 ((MIN ) 0 04 YAX. j q" Ct C� D ,.� O L - - - - - Z x O
(STD. 2 6 CURB h'hRYING OOY�S 0.08 (MAX.) 0.02 (NORM,) H O Q i -T1 Cn C
d GUTTER SHOWN : `0.04 (NORM.) LL J H O -1 ` r i _ _ _ _ _. _ _ _ _ _. H O T.-I U r •'E) ( i
�/ 7 _
_�-- OO(nx F t -1 D \ - A\` _ _ - _ _ _ OO = HZ-1 D
---� �
- -J-; w¢Qwx =�DDm •�`---------- wQQwx =ODnm
9 12:1 MAX RAMP QU�OLy` •' Z9 / -3 kfS QC3 C:3 �z=D]
F. F4 =cf)OO
--- ------ - -- c~n��o� ?Hor-m _, '. ;,\ o' IOe"�<k SECTION B B ��)-zow zH�QO
_ __
SECTION B-B ZQH� p-xiy 2 ' . O�oU)= c�==Z
--
D 3-4" Z H�
MTH.
SIDEWALK _6' 0 3 4 6 0"__-__ TOP _OF rZ 0 Cn H [-4 l\ _ ` < �I ?XSFF� 4r� e`�� t DROP'' � H H
ELEVATION CURB MYN." -.CURB GO , W O ? °r C \ O _ _ - _ _ _ CURB_ oI d in O
ic
TRANSITION DROP TRANSITION O Z , d 7jS .1�gS i `~ - ... - _ _ I I _ 0 Z Q
CURB -/ / ! ` ��� GUTTER
- - `
P OF:
SIDEWALK 2`''; TIC1AA.E CURB w
VARIABLE SLOPES NOT _ ED
„ 1 ,( 1/
TO EXCEED 12:1 (8 3316) - 1,'i/.�"y' PRO>OSEO D TECTABLE ?' ELEVATION-yippy((yG DOMES m
l' _._ POSEDKkqNlu WHES _ Y G
SECTION A -A -- O
-- - -- - --- O O SECTION A -A
G
� N ISOMETRIC VIEW
m
z
- SIDEWALK
-.__..__..
O
O -1 m
'.'I z
! i
= Z LE
(7)
EXPANSION JOINT
_. \
(SEE STD 846.01)
LL
m
EXISTING
I tq
EXISTING
O
LL Z CC
z'
Q
r
.I� H
�+
NOTE: A PORTION OF ONE OR BOTH RAMPS
MAY EXTEND OUTSIDE THE RETURN.
(3
CL
r
x Z H
I"I L±
_
NOTES: :_SIDEWALK;
'�
I II
I i) SI OEYfALK
T I
Q �+ �,.�
Q
f
H
Cn
NOTES:
Z
Cn
1. DETECTABLE WARNING DOMES SHALL COVER 2'-C" LENGTH AND - -�, -
v
(
I
Z
(n
.m. =
WARNING ME SHALL COVER 2'-0" LENGTH AND FULL WIDTH OF THE
DETECTABLELOOSRN G DOMES CO FU
H
=
FULL WIDTH F THE R
U L 0 E RAMP FLOOR AS SHOWN ON THE DETAILS. I
•
m
RAMP FLOOR AS SHOWN ON THE DETAILS.
2. OBTAIN 704, CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
t
__ ---- -----._-- EXPANSION. JOINT
Q
Q
v
N 7
2. OBTAIN 70% CONTRAST VISIBILITY WITH ADJOININO SURFACE,
EITHER LIGHT -ON -DARK, OR DARK -ON -LIGHT SEQUENCE I l i i I
' . I
r,---- -;-> - 1
¢ �..'
m
(fj
m -j
OR DARK -ON -LIGHT SEQUENCE COVERING THE ENTIRE RAMP.
�,�
of
2_O° \
q (SEE STD. 848.01)
(n
FBI m I
COVERING THE ENTIRE RAMP, t 11 1
.'1 ,
-
�� Ir
w J
m
C� ii z
. CA a D
RAMP WIDTH AREA IS VARIABLE
---
z SEE NOTE 1
-�'
`CG F
`9g. ,q ,iP y
L%q`c 1GY"Ly EXPANSION JOINT
(SEE STD. 846.01),
0 f-
M
Q Q
C ^Z D
W L/ z
O D
�]
I I I I I;
I I I I
RAMP WIDTH AREA IS VARLABIE - 1 I l ZY. S t
F
N G
f ~'� 9 2HGSK
\ N SEE NOTE cccjjj LE'� \ t
t - -� v
Q ..i w
co w
(� < 3 V
0 r D
_] a
a
ono
-'1 Ca
l -
BASE DIAMETER
0.45•R TO 0.70'R
<_
2.
TOP O OF NO LESS
)-450
- THAN % T NO MORE
z
Q - r :�
65% OF
THAN 65% OF 171E BASE
DIAMETER
7'I
1 I
�__-__
1i
t..I ___
.
--;
ri
A
WIA+9"
X
B
5'
0.0'
_
S.8°
5.8'
: -
6'
0. 0'
6. 8'
6.8,
6.O"'
7'
0. 0'
7. 8'
7.3'
6.5"'
e'
0.0'
_
8.8'
7.3'
6.5 '
5'
2.0'
7. 8'
7.8'
5.0-
5
2. 5'
8.3'
B.V
4.8'
5'
3_5'
9.3'
8.4'
4. 1'
5'
4. 0'
9.8,
S.6'
3.S'
5'
4-5'
10.3'
B.7'
3.4'
L 5'
-S. -0'
1 10.8'
18.9.1
3. i
?� SIDEWALK
Z �: Q
F-
m
m r
<- l.. !` ... (' '
BASE DIAMETER
I­6
TO 0.70'R
\ ` ��-1-.-' _-•-'-:-'_.�, I `
t \; \\ ( \
T-_- A
zcc
Q Z 0
Q
e"
W
w
r m
� �
Z:
'y
0.45'R
••
f TOP DIAMETER OF
O i\ \
\\ `'-
W N
L
D
THIS PORTION OF RAMP.;_ ,-./
MUST FAIL WITHIN '..-...-_.... _. �� M :" -
\
= Z'
(n
3
H
Z
_NO -LESS
t. THAN 5Q% TO NO MORE
THAN O. THE BASE
,-•"
,: R'••C
\ -- - - - . ��.
\ V� ! t ` :. Z
o
S V/
(n
H
z
CROSSWALK LIMITS. 1
SEE NOTE 13
< ) i'T
F-IG�
-I
0.�
a a
F"�I .�
Z m
ni
;I O; O:E
... ., I DAMETER%
'
f
.- �(� 1 _ tiv, -%' -� -_ - - -i
J '
t� H
J Z i'C
F�1 w
'C7
Tt
.-
SEE NOrE t _
(}
W
� z 3D
t
. _
�T-
..... THIS PORTION OF RAMP ' � t j
>" 1...... , MUST FALL WITHIN _- -
W F- O
�
SEE NOTE 1 ii% ( CROSSWALK LIMITS.
0.9- TO b 65 T b TO. TIjr - _ - - - ( )
-1.4 MINA ry I24 8 = X-(A+9") 5EE NOTESv 0.9 TO 0,6$7 _, 1.6•TO F7 - - E tO7L 1 Y' SEE NOTE i I w
.I B = DISTANCE FROM FRONT EDGE OF SIDEWALK 2 12 d 17 O 14Ml .y 74 7 Iv 0 O
-1
TO BACK POINT OF 12:1 (8.33%) SLOPE. SEE NOTES
.t
i • s _ _.2 12 d 1/ LL
BACK OF SIDEWALK DROP REQUIRED FOR ALL
r
_.. r S .-
�' .-. _ PRECAST CLASS
cuss •B` SIDEWALK SLOPES. LLI
PLAN VIEW y I_?..-- --.-:--- -=-- .-.. r MtECAsr a,�5s -n• - '
CONCRETE " BACK OF SIDEWALK DROP REQUIRED FOR _ _ _
SIDEWALK SLOPES 0.04.
;HEFT I OF 4 DETECTABLE WARNING DOMES DUAL RAMPS `°" LAN VIEW PLAN VIEW
p o �'y ANY RADII SHEET 1 OF 4 SHEET 2 OF a DETECTABLE WARNING _DOMES UAX.. •IAL RAM. I ANY RAMPSII
848.05 (40" YIN. FLOOR WIDTH) 848.05 848.05 MAX. 28' RADII (40" MIN- FLOOR WIDTH)
HEFT 2 OF 4 SHEET 3 OF 4
(6°" M"'. FLOOR WIDTH) 848.05 1848.05
� z
z
rTT
�mv NOTES: CD a-u PAVEMENT Oco
% ¢`< <�z 1 8" RAD. 9" 9" 3 4" RAID.ID
PAVEMENT SURFAC Q>-
H z 1. CONSTRUCT THE WALKING SURFACE WITH SLIP RESISTANTANCE AND A 70° CONTRASTING COLOR TO THE SIDEWALK.
zlcn O zH's 70 1/2" RAD. 6 2-0 I - SURFAC JRA ¢1--Q
DHOW H�CjV DO�70V) h 1 8" RAD. Zry�U
mm--1Q = 2. CROSSWALK WIDTHS AND CONFIGURATION VARY BUT MUST CONFORM TO TRAFFIC DESIGN STANDARDS. w0JOa-=z frTiZ-i=D 3" RAD. 1 8" RAD.
J O =
N oOD_(DZ
0 Z -I 3. NORTH CAROLINA GENERAL STATUTE 136-44.14 REQUIRES THAT ALL STREET CURBS BEING CONSTRUCTED OR RECONSTRUCTED FOR MAINTENANCE =z G7O>I --I _ °• I 0U7= -
O c� w¢ N x �DCtm QZ
n D m PROCEDURES, TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTILTIES OR ALTERED FOR ANY REASON AFTER SEPTEMBER 1, 1973 SHALL )- UQ 0 = Z D o .° ::v W PROVIDE WHEELCHAIR RAMPS FOR THE PHYSICALLY DISABLED AT ALL INTERSECTIONS WHERE BOTH CURB AND GUTTER AND SIDEWALKS ARE Q FO-1 =��O 1 0 p'..o p:.o p _ 1» O�" f-UQLLO=0 = PROVIDED AND AT OTHER POINTS dF PEDESTRIAN FLOW, _ ~ z w Z O TI v v= v' v �'• Q OWO LL J Or � /4" RAID cnn� Z-)
ZD IN ADDITION, SECTION 228 OF THE 1973 FEDERAL AID HIGHWAY SAFETY ACT REQUIRES PROVISION OF CURB RAMPS ON ANY CURB CONSTRUCTION p O Uj n L7 Z 1 3/4" RAD. f�� v G O Q
2'-6" 1'-6' p 00D AFTER JULY 1,1976 WHETHER A SIDEWALK IS PROPOSED INITIALLY OR IS PLANNED FOR A FUTURE DATE. z 1i D 1 D r• • � (n
-<,-, ''1 CL" ((n� 2'-6" CURB AND GUTTER 1'-6" CURB AND GUTTER �1 �. z��
(n THE AMERICANS WITH DISABILITIES ACT (ADA) OF 1990 EXTENDS TO INDIVIDUALS WITH DISABILITIES. COMPREHENSIVE CIVIL RIGHTS p (L p
O PROTECTIONS SIMILIAR TO THOSE PROVIDED TO PERSONS ON THE BASIS OF RACE, SEX, NATIONAL ORIGIN AND RELIGION UNDER THE CIVIL w O „ Q
z CA RIGHTS ACT OF 1964. THESE CURB RAMPS HAVE BEEN DESIGNED TO COMPLY WITH THE CURRENT ADA STANDARDS, O Z 8" X 12" OR 18" 9 X 12" OR 18"
PROPOSED CONCRETE CURB CONCRETE CURB
4. PROVIDE WHEELCHAIR RAMPS AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. LOCATE WHEELCHAIR RAMPS 4`-0EDGE OF
AS DIRECTED BY THE ENGINEER WHERE EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. AFFECT PLACEMENT. WHERE 2'-0" 2'-0" PAVEMENT Z4"10
A . 'TWO RAMPS ARE INSTALLED PLACE NOT LESS THAN 2 FEET OF FULL HEIGHT CURB BETWEEN THE RAMPS. PLACE DUAL RAMPS 2-0'
ASNEAR PERPENDICULAR TO THE TRAVEL LANE BEING CROSSED AS POSSIBLE. 2'-4" MIN. 8" RADIUS 1'-0"
v
5, PAY FOR ALL VARIABLE DEPTH CONCRETE USED FOR CONSTRUCTION OF WHEELCHAIR RAMPS AS CONCRETE WHEELCHAIR RAMPS. SQ. YDS.) :.. 2:1
6. PAY FOR ALL DEPRESSED CURBS AT WHEELCHAIR RAMPS AS THE TYPE CURB AND GUTTER USED ADJACENT TO DEPRESSED CURB. (LN. FT.)LL °• �`r' P' °' `' G o-17�' o v•' 5" :?:o;�i v '' U MIN"'::' "
1r-1 7. SUCH PRICES AND PAYMENTS IS CONSIDERED FULL COMPENSATION FOR ALL ILL. Lij
MATERIALS, LABOR, EQUIPMENT, TOOLS AND INCIDENTALS 0 Z (n EXPRESSWAY CURB AND GUTTER SHOULDER BERM GUTTER F 8 ; ca � LLI
w
_ = NECESSARY TO SATISFACTORILY COMPLETE THE WORK. H fir- C = Z
m� 8. DO NOT EXCEED 0.03 (12:1) SLOPE ON THE WHEELCHAIR RAMP IN RELATIONSHIP TO THE GRADE OF THE STREET. Q 8' X 6 MEDIAN CURB VALLEY GUTTER U
C cy Z 9• CONSTRUCT WHEELCHAIR RAMPS 40" (3'-4") OR GREATER FOR DUAL RAMPS. O FTI Z SECTION VIEW OF CURBS OR CURBS AND GUTTERS o m
2
a > 10. USE CLASS "B" CONCRETE WITH A SIDEWALK FINISH IN ORDER TO OBTAIN A ROUGH NON-SKID TYPE SURFACE. ¢ Q co coC. C > Dif
0 �
CD I"I Q 11. PLACE A It" EXPANSION JOINT WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB AND AS SHOWN ON STD. OWG. 848.01. O = Q ;:7 0 GENERAL NOTES: 3 8" x 1" DEEP Q U m
z C? GROOVED OR SAWN
C7 12. PLACE THE INSIDE PEDESTRIAN CROSSWALK LINES NO CLOSER IN THE INTERSECTION BY BISECTING THE INTERSECTION RADII, Q J U CU 0 -CONTRACTION JOINTS SHALL BE PLACED AT 10' INTERVALS, z
x Of
H G7- JOINT TO BE FILLED Lr1
y� WITH ALLOWANCE OF A 4' CLEAR ZONE IN THE VEHICULAR TRAVELWAY WHEN ONE RAMP IS INSTALLED. (SEE NOTE 17) w EXCEPT THAT A 15' SPACING MAY BE USED WHEN A MACHINE IS
C D WITH JOINT SEALER F- U
w USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE FORM CAN JOINT SEALER (n W
13. COORDINATE THE CURB CUT AND THE PEDESTRIAN CROSSWALK LINES SO THE FLOOR OF THE WHEELCHAIR RAMP WILL FALL WITHIN = _ 1 8 RAID
Z C Z BE OBTAINED WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. / " GUTTER m
THE PEDESTRIAN CROSSWALK MARKINGSLONLEACH SIDE OF THE PLACE FLARESNAL .
WITH FLARED SIDES SO 24" OF FULL HEIGHT CURB FALLS WITHIN 3 0 1 8" RAD SURFACE (= U z
� (T1 -i 0 -JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. / PAVEMENT
ZI -1 -CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE Z
14. CONSTRUCT THE PEDESTRIAN CROSSWALK A. MINIMUM OF 6 FEET. A CROSSWALK WIDTH OF 10 FEET OR GREATER IS DESIRABLE. w O TEMPLATES OR FORMED BY OTHER APPROVED METHODS. o•' v•' - °.� O Q
NON -TEMPLATE FORMED JOINTS SHALL BE A MIN. of 1 1/2" DEEP. :Q ..�',9 :a:. _o,` ;a: P' :� w'•' o' =� L'. o: o ' o ; o:: o _ o N w U
15. USE STOP LINES, NORMALLY PERPENDICULAR TO THE LANE LINES, WHERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND WHICH -ALL CONSTRUCTION JOINTS, EXCEPT IN 8"x6" MEDIAN CURB, : D'- .Q p':. 0_ v•' :o. _o•' ,
VEHICLES ARE REQUIRED TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN OR OTHER LEGAL REQUIREMENT. AN UNUSUAL APPROACH SHALL N FILLED WITH JOINT FILLER AND SEALER. PROPOSED
SKEW MAY REQUIRE THE PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROADWAY.
-EXPANSION JOINTS SHALL BE SPACED AT 90' INTERVALS AND CURB & GUTTER PROP. 1/2" JOINT FILLER
16. TERMINATE PARKING A MINIMUM OF 20 FEET BACK of PEDESTRIAN CROSSWALK. ADJACENT TO ALL RIGID OBJECTS. JOINT PAVEMENT
i 17. PLACE ALL PAVEMENT MARKINGS IN ACCORDANCE WITH THE LATEST EDITION OF THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
I PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SUPPLEMENT TO THE MUTCD. IN CURB AND GUTTER
HEET 4 OF 4
848.05
Q�
HIGH POINT AT
ROAD CROWN
EXISTING WETLAND GRADE - 20.0'
SHEET 4 of 4 EET 1 OF 3 SECTION VIEW OF JOINTS HEFT 1 of 3
848.051 846.0
32' FRONT OF WALL
2' 23' B-B 7'
LAWN 2'
GAP LAWN
1.5' 10' LANE 10' LANE 1.5' GAP 1 5' SIDEWALK
r
0 o {
1/2'/FT 1 2'/FT 1/4 /FT
1 /4'/FT 11/4'/FT
�--_-
4.'-lll - - till I iII It I�C11-i.
4' CLEAR
TER LINE SANITARY SEWER LINE-
:CTRIC CONDUIT TYPICAL SECTION AT FULL -SPAN CULVERT TELEPHONE AND
(LOOKING PEST) CABLE CONDUIT
NO SCALE
RAILING (TYP.)
G
SIDEWALK_ \ LidSEE NOTE 12SEE NOTE 4 TYP)
SIDEWALK SIDEWALK -
SEE _3 SIDEWALK
NOTE 12 !< -
SEE- Z'� 4 0" (TYP)
__---_.INE_.^ + - :.�
SNOTE 3 ¢ - SEE NOTE 4-
LI
NE- '
O:U
DETAIL SHOWING TYPICAL LOCATION OF WHEELCHAIR RAMPS,
PEDESTRIAN CROSSWALKS AND STOP LINES FOR TEE INTERSECTIONS
DETAIL SHOWING TYPICAL LOCATION OF WHEELCHAIR
RAMPS, PEDESTRIAN CROSSWALKS AND STOP LINES
ROADWAY
PLAN SYMBOL
CCFR
CURD CUT FOR
FUTURE RAMP
~ ROADWAY
PLAN SY6BOL
;WCR
FOR PROPOSED
riHEELCHAIR RAMP i
_
� PROPOSED WHEELCHAIR RAMP
PROPOSED
OR FUTURE SIDEWALK_
RIVERVIEW DRIVE
19' B-B
' 1.5'
8' LANE I
�i Q
1/2"/FT ;Ij 18" SPILL CURB o O
---------- 1111- 11,
lI 1 /4"/FT c31
ALLOWABLE LOCATIONS
-------------------
DUAL RAMP RADII ....... -...ANY
8' LANE
1,51 6.5'
Z
O�
EH-• }
Q Q
H0C3V
lL J EL H Z
0 0 w =
wQQLL.
4v�Qc�
Lu
F- H
inoQ
Z (n CC
d 0
W
m
cc
O
LL
O
z CL
�Q
Q CC
LL
CC
zcr
U
< J U
co w
Cn =
�3
0
Z
W
HEET 3 OF 4
848.05
5' SIDEWALK
IRRIGATION ---� 1 /4"/F I iJ'll 1 /2"/� 1 /4"/FT 1 /
LINE (TYP)
2' SOCK DRAIN (TYP -�-
AS NECESSARY) 1.25" SF 9.5A ON
• 1.25" 119.OB ON
• 9" COMP. COQUINA 18" STANDARD 2 IRRIGATION
CURB (TYP) LINE (TYP)
WATER LINE (3' COVER) TYPICAL PRIVATE COLLECTOR SECTION
19' B-B STREET
4' (ONE SPAY)
N.T.S. ELECTRIC CONDUIT
(4' COVER AND
WITHIN 10'
EASEMENT)
5' SIDEWALK 1 7'
10' LANE
ECHO HARBOR WAY
23' B-B
10' LANE 11.51 7'
0
11h o ao
1/2'/FT
/2 /FT 1/4 /FF 1/2"/FT N 1/4"/FT 1/4"/FT 1/2„/FT
-'�---'-
IRRIGATION
U N E (TYP) 1.25" SF 9.5A ON
SOCK DRAIN 1.25119.OB ON
CABLE CONDUIT 2' " 2'
(4' COVER AND (TYP - AS • 9" COMP. COQUINA 18" STANDARD
WITHIN 10' NECESSARY) CURB (TYP)
EASEMENT) TYPICAL PRIVATE WATER LINE
NON -COLLECTOR SECTION (3' COVER)
TELEPHONE 23' B-B STREET 4'
CONDUIT N.T.S.
(4' COVER
AND WITHIN
10' EASEMENT)
POLAN GROVE CIRCLE
5' SIDEWALK , 18, 25' B-B
1.51 11' LANE
11' LANE
.5
5' SIDEWALK
1/4"/FT I 1/2"/FT
IRRIGATION
LINE (TYP)
j1
3
�
II
1
+I
O
O
Ijj`
1/2"/FT
1/4"/FT
it
1/2"/FTit1.
f
IRRIGATION
LINE (TYP)
CABLE CONDUIT
(4' COVER AND
2'
SOCK DRAIN
(TYP - AS
1.25" SF 9.5A ON
• 1.25" 119.013 ON
2'
WITHIN 10'
NECESSARY)
9" COMP. COQUINA
IRRIGATION
LINE (TYP)
EASEMENT)
WATER LINE
TYPICAL PRIVATE
(3' CovER)
NON
-COLLECTOR SECTION
TELEPHONE
4'
25' B-B STREET
CONDUIT
N.T•S.
(4' COVER
AND WITHIN
10' EASEMENT)
ELECTRIC CONDUIT
(4' COVER AND
WITHIN 10'
EASEMENT)
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

0
grrl
DO��In
rz ___j
D
On>om
=cn700
Z�5-o0_
n*70z
D D D
c/) O
z
rTT
n Z
O
z 7-
N �
-M ---
-T ---I D
m M O
C c D
01 D p
-I -�
= D
rrrT co Z
o
z 0
0
x
L
BACK OF CURB
X
5
•Y :a D• •:O
O ::Y
v-A-
PLAN LX
m 0
6 SECTION Y-Y
.�ti:•d
o •
:o:;'
VIEW WHEN 8" X 6' CURB
IS USED IN PUCE OF HOOD
TOP OF FILL
SECTION X-X
SECTION J-J
PLAN
GROUND LINE H GROUND LINE
�--
w3lfi;e liter
ru
„ rn
I.D.9� MIN- 1/10 O.D.
Is iu
it II_=n_ I!� ❑1
Ou
MIN. O.D.
1/10 O.D. 1/2• PER FOOT OF H
O.D. + 4' BUT NOT LESS THAN 12'
NOR MORE THAN 24"
NORMAL EARTH FOUNDATION
TOP OF FILL
.- H
MIN. O.D. I
T MIN. O.D.
co
_
T
GROU;UINIEO
(n
GROUNDTiD
2UNE
MIN. 1/10 O.
M Z
-I �
�II�71 Cln=/
�IIF�I_f�111 �IOs/srll
D
0 �i-I ALE
o.D.
MIN. 1/10 O.D.
GENERAL NOTES:
CLASS 'B" CONCRETE TO BE USED THROUGHOUT.
AU_ CATCH BASINS OVER 3-6' IN DEPTH TO BE PROVIDED WITH STEPS 1'-2'
ON CENTER. STEPS SHALL BE IN ACCORDANCE WITH STD. NO. 840.65.
OPTIONAL CONSTRUCTION - MONOUTHIC POUR V KEYWAY OR fl BAR DOWELS AT
12' CENTERS AS DIRECTED BY THE ENGINEER.
FORMS ARE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM SLAB.
IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OR BOX, ADD TO BASE
AS SHOWN ON STD. NO. 840.00.
USE TYPE 'E', "F' AND 'G" GRATES UNLESS OTHERWISE INDICATED.
FOR 8'-0' IN HEIGHT OR LESS USE 6' WALLS AND BOTTOM SLAB. OVER
B'-O" TO 16'-0' IN HEIGHT USE 8' WALLS AND BOTTOM SLAB. QUANTITIES
TO BE ADJUSTED ACCORDINGLY.
TOP OF FILL
H
•J ll�,lf_I+ �111 JI �= Intel
O.D.
O.D. + 4'
ROCK FOUNDATION
PIPE IN TRENCH
TOP OF FILL
SIDE ELEVATION
SECTION M-M
M a • 6: C;::: e:: 5. M
e . A
m e.
e •
O
PLAN
GROUND UNE
MIN. 1/10 O.D. L J
'mac
- ROCK I
AS DIRECTED BY ENGR. J
UNSUIT,
TOP OF FILL
_11Ind TH
O.D.
O.D. + 4'
MATERIAL FOUNDATION
TOP OF FILL �
U
1/2r- PER F00T OF H
O.D. + 2'
D Z
BUT NOT LESS THAN 12"
NOR MORE THAN 24"
_ (n D
NORMAL EARTH FOUNDATION ROCK FOUNDATION UNSUITABLE MATERIAL FOUNDATION
D �
PIPE
ABOVE GROUND
(-
Om
APPROVED SUITABLE LOCAL MATERIAL OR SELECT MATERIAL FOR FOUNDATION CONDITIONING
(-
GENERAL NOTE :
AS DIRECTED BY THE ENGINEER.
D O
I.D. = THE MAXIMUM HORIZONTAL INSIDE DIMENSION.
APPROVED BACKFlLL OR SELECT BACKFILL MATERIAL WHEN 'H' IS GREATER THAN 30',
® SELECT MATERIAL OF THE APPROPRIATE CUSS SHALL BE USED AS FOLLOWS:
.0
O
O.D. = THE MAXIMUM HORIZONTAL OUTSIDE DIMENSION. n;=arl=rrr_fr UNDISTURBED EARTH MATERIAL
z
H - THE FILL HEIGHT MEASURED VERTICALLY AT ANY POINT ALONG THE PIPE
SELECT MATERIAL H
FROM THE TOP OF THE PIPE TO THE TOP OF THE EMBANKMENT AT THAT POINT.
CUSS IV OVER 50 FEET
CLASS III OVER 40 FEET THROUGH 50 FEET
CUSS 11 OVER 30 FEET THROUGH 40 FEET
THE CLASS OF SELECT MATERIAL TO BE USED FOR AN INDIVIDUAL PIPE INSTALLATION WILL
BE BASED ON THE MAXIMUM 'H' WHICH OCCURS ALONG THE PIPE INSTALLATION. A HIGHER CUSS
SELECT MATERIAL NOT TO EXCEED CLASS IV, MAY BE USED IN UEU OF CLASS II OR III.
SELECT MATERIAL WILL NOT BE REQUIRED AROUND THOSE PORTIONS OF AN INDIVIDUAL
EET I OF 1
PIPE INSTALLATION LOCATED UNDEP, THAT PART OF THE FILL WHERE 'H' IS 30 FEET OR LESS
3 0 0. O 1
HEAVY EQUIPMENT SHALL NOT OPERATE OVER ANY PIPE CULVERT UNTIL THE PIPE CULVERT HAS
BEEN PROPERLY BACKFILLED AND COVERED WITH AT LEAST 3 FEET OF APPROVED MATERIAL
z �
oN o-mv
a} z
zQ
Er �J00�
=10 = D to
0�( 0 =Z -X=D
Qz = 0-,TD0m W
1, -0< ZD
la-2�OW =cn700
Ind ZJ ZOmoTI
[If OQ n=Or
00�Ch . DMD
U)
w O
0 Z
w
LL.
179
z
O
CD Q
r0
Z N
=
Z
M W
n
N
'
Q = a
m -i
oU-
=MZ
O ~ U
Q
C 0
n D
�
QUA
cyl>
o x
-P. -I
W
D
N
m W
= U
Z
D
cn z
0
cn
Z O
z
LLI
840.02 840.02
Z
0�
Qa
= (30CL0Z
O:�<n=
W Q Z =
F-0< U
Q of 0 -
F_ W
OUQ!�Lr_0Q
000of
z
a_ 0
W
z
O
oQ
0 J
Z_ J
� Q
rr, (f
Q = Q
0 W 0
Q r O
0
Z = W
I
O
Vo
JO
0 _
Z
LLI LLI
300.01
S-1
S -_i i
PLAN OF TOP SLAB
6'
In
� w
R ?a
ME,
C7
La
i7 O
SECTION S-S
8' E 'W BARS
WI;ACES T
tt
SECTION R-R
PLAN
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
EXPANSION JOINT
USE ON FLAT GRADES 29, AND UNDER
DEPRESSED GUTTER LINE
EXPANSION JOINT 3'-0'
ELEVATION SEE STANDARD NO. 840.01 OR 840.02
NORMAL CURB AND GUTTER ON LIGHT GRADES
NORMAL GUTTER LINE
6'
EXPANSION JOIN
USE ON GRADE OVER 27
DEPRESSED GUTTER LANE
EXPANSION JOINT I 10' MA
1'-
ELEVATION 'S STANDARD NO. 840.01 OR 840.02
NORMAL CURB AND GUTTER ON STEEP GRADES
MINIMUM DIMENSIONS AND QUANTITIES FOR CONCRETE CATCH BASIN
DIMENSIONS
OF
BOX AND PIPE
COVER
DIMENSION
CU. YDS. CONC. IN BOX
ADD
TO
FT.HT.
DEDUCTIONS
ONE PIP£
PIPE
SPAN
WIDTH
WIDTH
SPAN
HEIGHT
HEIGHT
BARS-U
NO.
LENGTH
BARS-V
NO. LENGTH
BARS-W
NO.
GTH
TOTAL
LBS.
TOPOOR
SUB
CONE N
9MUS
TOTAL
CONIC.
WALL/
FT.H
D
A
B
C
G
MIN. H1
H2
E
F
1Y
3'-0'
2'-2'
-
-
2'-3'
-
-
-
--
--
-
-
-
-
--
--
0.235
0.513
0.748
EVE0.023
MIN. H1
--
0.015
0.032
15'
3'-0'
2'-2'
2'-6'
0.235
0.583
0.818
hFTV.
0.038
2-2'
2'-1D'
0.235
0.659
0.894
--
O.OW
QG49
2,V
3'-O'
2-2'
3'-2-
0.235
0.774
1.009
--
0.059
0.085
30'
3'-O'
2'-2'
3"-4'
3-4'
VAR.
1'-V
4'-0'
4
1-5'
2
3-9'
3
3'-9'
39
0.123
0.321
0.950
1.394
0 H�
0,077
0.092
0.127
36"
1 3'-0'
2'-2'
3'-10'
3'-8'
VAR.
1'-8'
4'-0'
4
1'-11'
3
3'-9'
3
3'-9'
43
0.161
0.358
1.154
1.673
M290
0.077
0.132
0.178
42'
N-0'
2'-2'3'-2"
4
1'-8'
2
2 -11'
3
2'-11'
32
0.112
0.316
1.315
1.745
0.281
0.085
0.180
0.243
41r
I 3'-0'
I 2'-2'
1
5'-0'
4'-10'
VAR.
2'-0'
3'-Y
4
2'-3'
3
2'-11'
3
2'-11'
35
0.145
M352
1.WO
203E
0.302
0.0155
0.235
0.317
54
3'-0'
2'-2'
5'-7'
5'-4'
VAR.
2'-7'
3'-Z'
4
2'-10"
5
2'-11'
3
2'-it'
41
0.180
0.388
1.826
2-392
0.324
0.085
0.29E
0.401
�o
tE Lgs. -5
GRP �56
�FE'�1 t' y
Era1E 6 ti
wi, p�rpPt�OT 0
�EA1E X� y �5 0 PING
�1 0pE
E
kt 2
GO��PR
NtOR�P�
DROP INLET
6Y
.PF 51ZE� �Z•5�)
Pst I�0 PE
z
oco
QQ
z Er
=0=U
� Oa_Oz
WQz =
F-UQtiO
Q C = O w
J
�ofLL
0�Q
0 cf)
Z W5;0
0
a-
0
U cf)
Q7 �
Q = a_
�0
0QLo
cy-
Q U
o �
Q LLI
I- LLI _
� � N
= U
In z
JO
O C.)Z
W
CURB -DROP DETAIL (STANDARD CURB)
PRELIMINARY DRAWING - NOT RELEASED FOR CONSTRUCTION

•
GENERAL NOTES:
1. BOUNDARY SURVEY PERFORMED AND PROVIDED BY JIM BLANCHARD ASSOCIATES.
2. TOPOGRAPHIC SURVEY PERFORMED AND PROVIDED BY JIM BLANCHARD ASSOCIATES
3. FEMA MAP NUMBER: 3720109800J, FEMA MAP DATE JUNE 2, 2006
4. COASTAL LIMITS DETERMINED BY JIM BLANCHARD ASSOCIATES & LAND MANAGEMENT
INC.
5. THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY
INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE
UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN
SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE
UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE
DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM
INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE
UNDERGROUND UTILITIES.
MEAN HIGH WATER MARK/
BOUNDARY LINE
L3
ADJACENT PROPERTY OWNERS
TAX MAP #
NAME
ADDRESS
ZONING
1980000201
SANDLER AT SHALLOTTE
PHASE 3 TRACT
R-10 PRD
198CA031
BRANSON, JAMES V AND
TAMMY W
421 SHERROW RIVER DR.
SHALLOTTE NC 28470
(BRUNSWICK)
R-6000
198CA033
CAUSEY, BOBBY
413 SHERROW RIVER DR
SHALLOTTE. NC 28470
(BRUNSWICK)
R-6000
198CA034
SAYLOR, ROBERT D AND
409 SHERROW RIVER DR
(BRUNSWICK)
198CA035
LOGAN, MARCUS W
405 SHERROW RIVER DR
(BRUNSWICK)
198CA036
LOGAN, MARCUS W
405 SHERROW RIVER DR
SHALLOTTE, NC 28470
(BRUNSWICK)
R-6000
GERRY
SHALLOTTE, NC 28470
R-6000
GERRY
SHALLOTTE, NC 28470
R-6000
198CA039
SANDBRO INVESTMENTS
389 SHERROW RIVER DR
SHALLOTTE, NC 28470
(BRUNSWICK)
R-6000
9 CA040
SAYLOR, K NNETH W
AND SHERRICE D
387 SHERROW RIVER D
SHALLOTTE, NC 28470
UNSWI K
R-6000
198CA041
KELLEY, TIMOTHY P AND
ANGELA K
285 SHERROW RIVER DR
SHALLOTTE, NC 28470
BRUNSWICK
R-6000
198CA042
FRENCH, VIRGIL AND
AUDREY
377 SHERROW RIVER DR
SHALLOTTE, NC 28470
BRUNSWICK
R-6000
198CA043
DOYLE, ROBERT J AND
PATRICIA
373 SHERROW RIVER DR
SHALLOTTE, NC 28470
BRUNSWICK
R-6000
198CA044
DOYLE, ROBERT J AND
PATRICIA
369 SHREEOW RIVER DR
SHALLOTTE, NC 28470
(BRUNSWICK)
R-6000
SHERROW CREEK L3C5, �11 L8' �k6
L1
O
L1 / 1g
L3 d- , $ Aca
L4 L41 /����\ 1\\ L3 \ L1 ` �� :;e 1g$GPO
KID
603
kN
NN
FEMA 100 YEAR \�\� t\\ / -\ - , �,/ - ' .
FLOODPLAIN/1% = 3\\\\ \\ ) ice_ v`, NO
l - \
ELEV. 11 / ��� \\ \ = - ems\ / I� J ) \ , / / GPp
III I�If( I \\\ =,:\� �� _ ✓ IJ;': _.. 1+ : ;,: �`F1/�� �', I / / g$cPp�g SHERROW RIVER p {�
) / ESTATES
i
-•� I 1 1 �. ,- I -:�. �r�=� / -� //��� �.� ��� _ _ ;:mow a;: _ _ _ .�:,•: [� Q ge .I I
SITE BENCHMARK 9
IRON ROD (IR 601) O dO 1 f
N 81209.92
E 2192026.39 �� -`
ELEVATION 9.77' P4A�'E � �� \ � �- \ � � / / � / 1 . -: - •� � i
L60 L6
BENCHMARK PROVIDED BY JIM L6 1 ` \ \ ' <<o / " L61��T \ / : 1 '=''-;.' r , ` ` r - S'� I { {
BLANCHARD ASSOCIATES. L66 - \ �)I l \f'y E �`�� \ / ��t -' ' `_ Pg Ppco
L67 -0 / ,�g Q I�
h - L91
L92 L71
)1 _
L72
L
.-L94 L74
L95 L75
\
I
L97 i ) - ( • �> _ _ :� =� ' i- �'� - a►. �>_~'~~�`'
- - - : r Ti'• _ , r�':' • :.psi :'• - >:51,. ;;.
I
U -
L87
To
Lt49 _at /��..<� c \ r1�'
14 L}45 / _: / ` ~'` _i,3 '. --� \ �\ �\ \ rZ iF
i I ;i • � / 'tom" �� ` �_ � :,�`. _ l �,� ��'-�.. / � !. �\\ - ;_- � '��i - �•'�1 .,\;.t �i `,\ \ � „"�: - � \'�' I�' I �
L98 I V.CONCREIl
L126 �11\I1 /� \� \..� \/ / / ! )/ t`'//y / //�! I I /r�' /'_\ \\ _ Y`=`� / j\ °3`�` r� ``'\ \a\ as 1 \ i' S frs
L12 1 I f / \ ri - /j / _� s / , ���i// _ - .? \ , ` • / / /y -� �\ \ '
/%`
'997! 7 \=.�\r - \// .._� J9'/ i i I ,I k-- % \ /.'-.t ' i i �!\•�� �\ `;\( /,..5.... _ .+.- --+. Z�.
�,'` I ; �''/•f f -\ \ \� L I- � , / _ -- 1 its\
�3 f- -�Il j� t / \� . l.: i'_i•,._ --'sue J"a'.. it
a3e
y
I
MEAN HIGH WATER MARK/ \\\ \ 1 i �� -J.
L12 i `ea !�
BOUNDARY UNE \` _
L12 L13_ �� .-- , �+r�� y�y� /QE-
to
�� `'��--� \_' ' l ( > ) )�' i "` f ` 1, �, \ �; '�./, •�•t; ; `-^ , ` \ /�- _-S, \ '.\
022-� 29
2,
L 1 1-�,1 \ x� -�;✓ / r�= •-:�;: ` \� A.E. CALLENDER
i I I� l% • �. �� �;:::�� 180 6
Oj \\\ # 1 IIII \\ � .� �/j� �� / i ^ ;,f� �.i•? �
Z 1 1 �`�192 338
11\\ �: '
�V;?�'.- ;� '` /� �} •�>`�"•s,,.� +��-\fir \-_`, `` ,'\ \ /
c!- ,- 1\ \ =?�i� _�.:r\\ • y� :....e \
\ ��� j' �t`� �\�-•-.-...,. `"`� ���� �/} � j J � \
\ `,' iEXIS�N W>[itAN =\ j \ j ���� _1v
MEAN HIGH WATER MARK/
BOUNDARY LINE
�.;
� - -,;_, - � /_� / �, � �F#� � - •yz",�=�� �' _ _- ;::�.; -==� I \ \ � \ �/,:-
( I r ' ISfINb`
1 \ '+ �' � \ \ +4'.• / � t - � O - ��. r �t_.^\';.- =ram ;c-'t;1;-� \ r/ _ _ ..
� I 1 _ ,..li'` J ( l l 1 � / is .N �` %Ft .R>� __ Vt 1-i _ '-:- • -- _.,'+s•i �.`, ' \ #%. \.. i _ -
L.a:r-
I r SE
COASTAL , ,�-� :_
J '�_ I ( / ,r,: // '!`- ~"-',�\ \ 1 / 2'�.-`'_ :�- '� \"=. _ / `/ f• �� .sue _ f'J• \ \ ;;�.- - _
WETLANDS
I /PURE�>
It
lYI O
/
\ O
I `l ro �- o /
I \\ \ 7
`-� - \� +°.'•Ili \� ��/%! r;,�/J� II1� - � �,. _ //1 / -;. , JI � Y>�` ✓��_ ,��
LINE
BEARING
DISTANCE
L1
N
54'26'42"
W
2516.51'
L2
N
34'40'33"
W
60.58'
L3
N
34'40'33"
W
329.60'
L4
N
34'40'33"
W
96.89'
L5
N
29'35'39"
W
451.75'
L6
N
30'26'26"
W
1648.51'
L7
N
33' 14'44"
W
12.86'
L8
S
84'25'38"
W
10.03'
L9
S
14'46'26"
W
31.38'
L10
S
48' 15'31 "
W
23.47'
L11
S
49'07'34"
W
48.37'
L12
S
73'05'21 "
W
21.35'
L13
N
63'08'00"
W
10.03'
L14
S
75'19'29"
W
70.36'
L15
S
7745'56"
W
67.56'
L16
S
7TO7'45"
W
48.57'
L17
S
01'37'08"
E
23.12'
L18
N
8715'22"
W
60.59'
L19
S
4632'22"
W
136.70'
L20
N
78' 16' 19"
W
23.72'
L21
S
88'57'09"
W
78.70'
L22
N
35'55'00"
W
95.09'
L23
N
19'23'52"
W
43.33'
L24
N
1 T33' 14"
E
123.15'
L25
N
15'13'37"
W
60.31'
L26
N
84'16'25"
W
89.44'
L27
S
1 T24' 13"
E
69.41'
L28
N
2T25'03"
W
63.66'
L29
S
3T35' 11 "
W
92.55'
L30
N
08'38'03"
W
35.76'
L31
N
09*33'12"
E
12.11'
L32
S
54'57'31 "
W
42.04'
L33
N
05'02'57"
W
23.79'
L34
S
86'31'22"
W
33.01'
L35
S
04!26'10"
W
53.03'
L36
N
81'48'38"
W
44.42'
L37
N
88'01'37"
W
39.38'
L38
S
80'54'36"
W
130.98'
L39
S
53*09'19"
W
33.34'
L40
S
85'39'30"
W
47.78'
L41
N
3844'30"
W
7.26'
L42
N
88'48'00"
W
151.37'
L43
S
51' 17'43"
W
111.35'
L44
S
60'32'19"
E
126.02'
L45
S
68'52'44"
W
42.01'
L46
S
58'45' 11 "
W
59.71'
L47
S
21'42' 16"
W
38.17'
L48
S
41'54'00"
W
47.86'
L49
S
23'23' 11 "
W
75.34'
L50
S
06' 13'33"
E
49.48'
L51
S
36*01'11"
E
143.65'
L52
S
82'00'02"
E
19.05'
L53
S
09'48'06"
W
81.69'
L54
S
35'13'28"
E
26.51'
L55
S
31'05'07"
W
39.00'
L56
S
40'09'55"
W
34.00'
L57
S
56'02'39"
W
1.32'
L58
S
24 47'02"
W
19.67'
L59
S
44'46'58"
W
11.59'
L60
S
OT42'09"
E
26.05'
L61
S
01'43'3 3"
W
58.07'
L62
S
73'12'43"
E
65.45'
L63
S
86'07'58"
E
38.14'
L64
N
25'37'31 "
E
21.32'
L65
S
37*56'33"
E
21.52'
L66
S
19'39' 12"
E
21.97'
L67
S
16'15'40"
W
20.82'
L68
S
29'33'05"
W
2-2.82'
LEGEND
LINE
BEARING
DISTANCE
L69
S
10 22'39"
E
16.22'
L70
S
08'50'33" W
15.74'
L71
S
00"7'23" W
15.41'
L72
S
25!52'15' W
30.50'
L73
S
6,704'01 " W
14.57'
L74
S
64'34'45"
W
36.45'
L75
S
6308'41 "
W
18.27'
L76
S
24 04'57" W
25.46'
L77
S
1 W03'40"
W
36.02'
L78
S
26'40'59" W
36.16'
L79
S
45' 12'56" W
40.70'
L80
S
460621 "
W
77.06'
L81
S
67*48'46" W
44.24'
L82
S
69'15'39" W
33.54'
L83
S
80*54'12' W
20.88'
L84
N
68'33'29" W
25.14'
L85
N
89'45'43"
W
30.56'
L86
N
46'03'53" W
25.95'
L87
N
53'29'04"
W
28.91'
L88
N
74 59'21 " W
95.66'
L89
S
81'06'39"
W
32.88'
L90
N
54'47'22" W
59.25'
L91
N
64'05'25"
W
37.68'
L92
N
8727'44"
W
88.66'
L93
S
04'34'26"
W
62.70'
L94
S
28' 18'03" W
73.82'
L95
S
11'38'01 " W
86.78'
L96
S 29.10'38"
W
101.99'
L97
S
69'46'51 " W
80.52'
L98
S
18'48'02"
E
55.4C'
L99
S
48'49'55"
E
117.66'
L100
S
19'28'45"
W
82.4'.'v
L101
S
36'54'42
90•` •: 1
97 ' I
L102
N 38*10'11" W
L103
S
24 46' 10'
W
3 c<.
113. . `
102.IF)'
L104
N 34!59'19" W
L105
S 44 23'58" W
L7 06
S
83'48' 18" W
113.0'a,
L107
S
78'35'50"
W
283.49'
L108
S
72'45'54
E
229.89'
L109
S
10' 13'44"
E
199.76'
L110
S
51'23'08' W
76.81'
L111
S
40'01'39"
W
241.78'
L112
S
1 T59'35"
W
229.80'
L113
N
65'40'33"
E
148.21'
L114
N
38*47*32"
E
141.80'
L115
N
23'29'34"
E
235.99'
L116
N
8TO3'07"
E
113.20'
L117
N
73'40'04" E
140.63'
L118
S
50'04'10"
W
81.51'
L119
S
28'20'44"
W
118.16'
L120
N
83*22*24"
E
219.21'
L121
N
60'59'41 "
E
260.86'
L122
N
8T56'24"
E
102.32'
L123
N
2TO3'50" W
185.57
L124
N
OT59'20"
E
103.25'
L125
N
04'55'59'
E
30.52'
L126
S
75'40'05"
E
61.63'
L127
S
23'03'20"
E
59.28'
L128
S
06'20'34" W
29.20'
L129
S
38'43'43" W
19.09'
L130
S
66'13'42'
E
18.97'
L131
N
35'09'23" E
77.90'
L132
N
44-45'42"
E
40.09'
L133
N
42' 14'57"
E
72.65'
L134
S
31' 18'43"
E
34.37'
L135
N
48'00'55"
E
54.58'
L136
N
42'09'06"
E
328.47'
L137
N
71'29'52"
E
44.62'
L138
N
69' 17' 11 "
E
186.04'
L139
S
87*44'02"
E
175 47' ,.
L140
N
55'53'06"
E
_
54.91 a
L141
N
19'39'57"
E
--- 20.7 '
L142
N
5557'27"
E
12 3«8_'
L143
N
66'46'03"
E
-
12 34'
L144
N
5T41'50"
E
74.0 '
L145
N
19'37'06"
E
18.6-.'
L146
S
70'41'46"
E
18.5'
L147
S
62'20'28"
E
17.80'
L148
S
58'58'24"
E
14.84'
L149
N
72'42'06"
E
33.84'
L150
N
68'49'56"
E
29.23'
L151
N
6634'09"
E
16.87'
Li 52
S
89'24'57"
E
36.25'
L153
N
83'30'23"
E
113.04'
L154
S
74`06'48"
E
77.37'
L155
N
8401'51"
E
89.95'
L156
S
35'28'36"
E
20.09'
L157
S
3528'36"
E
198.85'
L158
S
35'28'36"
E
81.41'
L159
N
48.53'43"
E
295.64'
L160
S
76'49'21 "
E
50.45'
L161
N
4537'53"
E
50.00'
L162
N
44'22'07"
W
53.35'
L163
N
69'43'56"
E
4.80'
L164
N
69'43'56"
E
22.53'
L165
N
59'33'07"
E
431.69'
wv
m
WATER VALVE
®
WATER METER
xyv
FIRE HYDRANT
_______ 252 __
EXISTING 1' CONTOUR
- -
GRAVEL DRIVE
- - - -
LOT LINE
W
WATER LINE
WETLAND HATCH
Mil.
PHASE LINE
GRAPHIC SCALE
200 0 100 200 400
1 inch = 200 fL
FINICAL DRAWING - NOT RELEASED FOR CONSTRUCTION

20' REAR
SETBACK
(UNLESS
NOTED
OTHERWiS
1 � I
1 8' SIDE
SETBACK
I I 120- FRONT
SETBACK
-�
(UNLESS
SEtL_ NOTED
HP4t;K OTHERWISE)
10' UTILITY AND SIDEVALKI EASEMENT
RZW_LWfDTH WARIEST - - -
SETBACK DETAIL
Site Data:
Proposed Use: Single-family home lots
Acreage: 59.42 acres (2,588,335 s.f.)
Number of parcels created: 108 parcels
Maximum Density: 4.356 u/acre
108 units / 59.42 acres = 1.82 u/acre
Per Brunswick County standards for calculating PUD density
Minimum Setbacks: (Article 15, PRD)
Front: 20
Side: 8 ft
Comer Lot Side: 16 ft
Rear. 20 ft
Maximum Height: 40 ft
Internal Lots
Minimum lot size: 4,800 s.f. (Article 15, PRD)
Minimum lot width: 60 ft
Minimum street frontage: 40 ft [60 ft Min lot width at setback line]
Perimeter Lots:
Minimum lot size: 7,500 s.f. (Brunswick County UDO)
Minimum lot width: 60 ft
Minimum street frontage: 40 ft [60 ft Min lot width at setback line]
Per Brunswick County standards for PUD perimeter lots
Minimum Parking: (Section 20-6)
Dwellings: 2 spaces per unit
108 units x 2 = 216 spaces (driveways)
OpenP
S ace:
Total San Rio Site Acreage: 728.24 acres
Total Required
d Open
Space: 1 2 .06 acres
0
25 /o of site acreag
e, per County Pe
rmit ermit -
9 # SE 12 P 6 ty
)
Provided Open Space, by Phase:
Phase11: 55.03 ac
res
Phase11 I . 25.43 acres
c es (as sho
wn in this
prelimin
ary Plat
Remainder, Provide in additional
Phases 101.6
acres
Total: 182.06
acres
• Open sp
ace provided fo
r or the n - P San Rio project
P P o ect shall be in
P 1
accordan
ce with Bruns
wick County Special ecial
Exception Pe
rmit #
SE-12 which
6 hich does not re
quire uire minim
um open space
ce for individual
bases but do
es state that Pthe minimu
m total op
en space a P
ce shall be
25 /o of the gr
oss project acreage. Base donthecu 9 P iwent property
P P
rtY
survey,the r
0
gross project acre
age a is 728. 24 acre a g P I s and the 2 9 5 /o open
space calculation is 182.06 acres.
• At least 25% of total open space for the San Rio project shall be
active recreational space. Individual phases do not have a minimum
active recreat
ional space re
quirement, uirement so long
as the requirement
4
9
for
the entire project is met.
•
L97
•
L89
L90
L 91
L92
L93�
L94�
L
L�
L
n=- Ml tit Mt _
L34 L31
L33� L10
L3 L3 5 cp `-s` L 1 1
LBO ALONG G OUNDARY BUFFER
L38 L1 L12
L 1
L 2 /� 4
-L3 OPEN SPACE MEAN HIGH WATER LINE
I 10' UTILITY AND (PROPERTY LINE) O,o
_41 I L3 6 SIDEWALK EASEMENT L 17 4 Q
/ (TYP) wo
-4 2�W III 2�*
/ C 11.756 SF ► , 493 SF / 18
nt , L2 0 0) �-- 1 o�EAR ,4976 SO:.
e 4' • _ „�07 r 1\®r FLOODPLAIN 14.102 SF W�TMjS
.\ �* -?
• \ / , / I r \ . Aga/
' \ //9 SF t0.74o SF 10 // 11 ' * 20 ` -A GPO
25' SETBACK ALONG
PERIPHERY BOUNDARY (TYP)
13,512 SF , 0,S5, SF * r 1 ► * 1 9.024 ' \ ` ,t
► /
\ \ • '\! \ / l / 1 U79 SFI r , 4*��I!�!SF'
1' 9.111 SF t SF i ;
6179 SF 7.N4 SF
10 233 sF I I e.299 SF
\ o� %� RISE _ _ e / .
\ /, /10.462 SF I , /' - 1 , 1 t I aM6 SF
/10.aPDsF / 49 --__- , ► N�
J l �r l -OPEN SPACE t� 1 54 5
394 SF 50 5 / - eoo sF9X54 SF I I �
9= SF ///8,1� �/ eoo sF 17,B00 SF� ► I 9.959 SF / \ \ 24 /
8= SF 1 /
/ 5.9W SF
`i~D ,UTILITY_.RNI} -'_. .. �.11
I j � \ ��// L r v j L- SIDEWALK ; :Et�SEMENT _I
t J�I`rk
13.506 SF
~
NDS
19 -
1
L- _ 0SF
'
10,097 SF
1t,529 -
- g
AMENITY SF PON
D
_---
to
3
J - `�� ! .i - _ t r t t ► VJEFIA _Ios 0� I 2 \\ Ngb /
n
r
r
t -
sF / 2,34.5 -
t n sF
39
3,3
_ O
0
1 L_
1 - D.. urn �r ` _._._ 9 TY � Alb-
2 4 _ l � -
I � 4 _
I _
4
!�-/
sF 1 �-�
� � ,1.t62 sF -
°"
/ �� / a 36+ sF ► 9,254 sF ► I 1 I 8,978 SF
OP SPACE J ► La oa sFI I
9.= SF OPEN SPACE �P 96
/100�ISAWSF ` 3 :': \ 0 3 % `,'. b°.
�100DPLAIN 00 Y 7.408 sF
ELEV.=1 1 F OODPLAIN
LEV. =1 \ L] ] i IN,
/a7os SF t 17.262 SF\ .. \\\ / / / 15.MS 55
77 sF 8761 SF %/%�� �P
IMS
'
16 � 16 \ �" y /T/' � ���\� 6.221t sF r � - WET\ -- - - s`\• /
6 / 9.T03 sF
9 130 SF I
0 1 J
I I - >k I
/
/
f
sF
o 7.499_ -
III / at39 SF
1 I i s= SF
L
1 44 _ ET'L.4VDs
- - -
O
• �, . t 7 SF
2a9
\ ( G
7 sF - -
- ..as22 161 _ > 0
l
- O
9
I - -
194 /
713 SF
Q -
2 /
/loe
J
6,159 SF
i
r
, r
- WETIANOS .: .. - ► t^ -' ... ~ Pg
- - 1 _ 5
- / O P
1 8 5
g
O 778 SF / 1
1 59
- 160 -
- O
30 * asoa sF >
/ - 0
/ 459 SF
�-" 4 , sF 3,
,34 ~
1 � -
s \
156
1. I � - I t 4s9 SF
SF /
I \ \
f
l
40
►
- 7.909 SF , -
/ 169 -
1 -
UVIE-iff
,
i
15 2 625 sF
77 � P L w_ /
J t-. 7 sF ,909 +:
J
DESTGIJ- BY-Y3THERS-
19
t .29sSsFr
J 154 J
- O
\ / : 7 .sae SF D . WEF�AN -
ETI A
.......: ....
9 / ,
T
IDO
�
/ �. L 0 \
7 - ,200 SF
\ o -
- 1 �1
V -
1-
r
<..-r
- - .•L1'6-4' .
_/ � ACE ..... .... ~.. .. -
_ 15
L88 I .�
• \ :. 18,524 SF `' "• - - - - .. 10.499 SF
5 I
L9 1 4 16
,�g I L
/ ;
1so - - _
1
:v..
* _
� , 660 . -
/? � SF
- -
I
\, I 52 .. .
7 /Ll 1 18s \ \ t L 14
s8 \i I � 9
O r
I * \\ 25 9027 1 7518 //�\
/ 100 YEAR SF /\ ,\ _ L 142 L 145
FLOODPLAIN 21.473�sF \� 1 �/ < O \\
\ _ L141 O 60
ELEV. 11 � -
\ j 7,511 SF
- \ \ 1 6
\
/ O
r 178
7,292 SF I WETLANDS \ - - =� 61
-� L 12 6 \ 14,537 sF `. 80 77
�� ,// /� • ,so\\ I / O �� \ I 67 �\ NOTE: d
L 12 5 �. / \\ ,0670 \ R� ®'T �JRT �� t ,.� j�� r� ���
l;-�NO \ ` 81// \\ i_ 1 t(74 I �I / � :- \ 63 �\ HOMEOWNER
IS ALLOWED IN DES DESIGNATED WETLAND
DE @�ATNE/SCREENI '�- / \ �` 75 73 - \\
• I - 181 \ \/ i O I I � � O AREAS WITHOUT THE PERMISSION OF THE DWQ
OPEN SPACE
L12a
L129
L130
L52
L54 -
L55 -
L5 6 -
L57 -
L58-
L59 -
L60-
L61 -
L63--
L66_
L 67
L68 -
L69-
L 70
L -
71-
L72 -
MEAN HIGH WAT
ER LIN
E
(PROPERTY
ERTY LIN
E)
L83
L 84
L85 L81
L86
L 82
L 7 3 �-
L74
L75�
V9 U8-
L80
* > - ,3.o9v3 \\\ WALLS TE AT RO / \ 76 , ' 72 / .\ /, _ "� t 64 �\ \ AND/OR ARMY CORPS OF ENGINEERS.
184 D r�aX ERS
1 18 \ , ,1 DIERY A���, tD rlr 71 �, , I,� ---� , 65 1 \ NOTE:
/ * 10,419 SF �\ TILITY AND \ \ � - - - - / 1
/ �' - / I 1 66 t�
"� " + �I EASEM / -� �J / ( ' ALL BUILDING FINISH FLOOR ELEVATIONS SHALL BE
\ 1/ 1
7,ia�sF III �., (TYP • (UN `� - _` / (I I '�� t MINIMUM 2' ABOVE FLOODPLAIN ELEVATION.
- - \ 1j 11 )il
CONSTRUE I _- --- _ ,��,.J�� NOTE:
ool
-'__1 I F" - I-- GENERAL NOTES: PHASE 3 ACCESS IS TO BE ACHIEVED THROUGH
LANDS
_-..•--` _.- / � 1. 8 FOOT UTILITY AND STORM WATER EASEMENT ALONG EXISTING PHASE 1.
---' _ BOTH SIDES OF ALL SIDE LOT LINES IS RESERVED NOTE:
UNLESS OTHERWISE NOTED. SEE SHEET C-5 FOR TYPICAL ROAD SECTIONS.
I
r}- DJACENT PROPERTY OWNERS 2. 404 WETLANDS ON LOTS CAN NOT BE DISTURBED
13 4 ` _�, -;--,, WITHOUT A WRITTEN PERMIT FROM TH
TAX MAP # NAME ADDRESS ZONING
1980000201 SANDLER AT SHALLOTTE PHASE 3 TRACT R-10 PRD
198CA031 BRANSON, JAMES V AND 421 SHERROW RIVER DR. (BRUNSWICK)
TAMMY W SHALLOTTE NC 28470 R-6000
198CA033 CAUSEY, BOBBY 413 SHERROW RIVER DR (BRUNSWICK)
198CA034 SAYLOR, ROBERT D AND 409 SHERROW RIVER DR (BRUNSWICK)
198CA035 LOGAN, MARCUS W 405 SHERROW RIVER DR (BRUNSWICK)
198CA036 LOGAN, MARCUS W 405 SHERROW RIVER DR (BRUNSWICK)
SHALLOTTE, NC 28470 R-6000
GERRY SHALLOTTE, NC 28470 R-6000
GERRY SHALLOTTE NC 28470 R-6000
198CA039 SANDBRO INVESTMENTS 389 SHERROW RIVER DR (BRUNSWICK)
SHALLOTTE, NC 28470 R-6000
198CA040 YLO , KENNETH W 38T-sRERROW RIVER R UNSWICK
AND SHERRICE D SHALLOTTE, NC 28470 R-6000_
198CA041 KEUEY, TIMOTHY P AND 285 SHERROW RIVER DR BRUNSWICK
ANGELA K SHALLOTTE, NC 28470 R-6000
198CA042 FRENCH, VIRGIL AND 377 SHERROW RIVER DR BRUNSWICK
AUDREY SHALLOTTE, NC 28470 R-6000
198CA043 DOYLE, ROBERT J AND 373 SHERROW RIVER DR BRUNSWICK
PATRICIA SHALLOTTE, NC 28470 R-6000
198CA044 DOYLE, ROBERT J AND 369 SHREEOW RIVER DR
PATRICIA SHALLOTTE, NC 28470 RBR 000 ICK)
E U.S.
ARMY CORPS OF
ENGINEERS.
3. FOR 404 WETLAND DELINEATION SEE PLAT ON FILE SITE LEGEND
AT U.S. ARMY CORPS OF ENGINEERS.
4. ALL FLOOD HAZARD DETERMINATION MUST BE MADE ACCESSIBLE RAMPS
FROM FEMA FLOOD MAPS. 100 YEAR FLOOD LINE
ON THIS PLAT IS SCALED. PHASE LINE
5. SIDEWALKS MAY ENCROACH INTO FRONT OF LOTS. - - PROPERTY LINE
6. ALL STREETS ARE PRIVATE AND MUST BE DEDICATED - - - RIGHT-OF-WAY LINE
TO THE HOME OWNERS ASSOCIATION. - - - - LOT LINE
7. 10' UTILITY AND SIDEWALK EASEMENT IS - - EASEMENT LINE
RESERVED ON FRONT OF ALL LOTS. - CENTERLINE
B. ANY AREA NOT PLATTED AS LOTS WILL BE DEDICATED
TO AND MAINTAINED BY THE HOME OWNERS ASSOCIATION 100 * 70' WIDE LOT '
9. A 20' ACCESS UTILITY AND STORMWATER EASEMENT IS 180 60' WIDE LOT
RESERVED CENTERED ON ALL STORMWATER PIPES. FLOODPLAIN A
10. LOTS 176-186, 190-192, 197, 202, 204-211 ARE IN A WETLANDS
FLOOD HAZARD AREA. COMMUNITY PANEL#3720109800J
EFFECTIVE DATE JUNE 2, 2006 AS SHOWN ON PLAT. ,
11. STREET RIGHT OF WAY WIDTHS AND NAMES ARE GRAPHIC SCALE 9
LABELED ON PLAN. 50 FOOT MAXIMUM AND 40 FOOT 100 0 50 100 200 a
MINIMUM.
12. WATER TO BE PROVIDED BY BRUNSWICK COUNTY AND
SEWER TO BE PROVIDED BY TOWN OF SHALLOTTE. 1 inch = 100 ft
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
E U.S.
ARMY CORPS OF
ENGINEERS.
3. FOR 404 WETLAND DELINEATION SEE PLAT ON FILE SITE LEGEND
AT U.S. ARMY CORPS OF ENGINEERS.
4. ALL FLOOD HAZARD DETERMINATION MUST BE MADE ACCESSIBLE RAMPS
FROM FEMA FLOOD MAPS. 100 YEAR FLOOD LINE
ON THIS PLAT IS SCALED. PHASE LINE
5. SIDEWALKS MAY ENCROACH INTO FRONT OF LOTS. - - PROPERTY LINE
6. ALL STREETS ARE PRIVATE AND MUST BE DEDICATED - - - RIGHT-OF-WAY LINE
TO THE HOME OWNERS ASSOCIATION. - - - - LOT LINE
7. 10' UTILITY AND SIDEWALK EASEMENT IS - - EASEMENT LINE
RESERVED ON FRONT OF ALL LOTS. - CENTERLINE
B. ANY AREA NOT PLATTED AS LOTS WILL BE DEDICATED
TO AND MAINTAINED BY THE HOME OWNERS ASSOCIATION 100 * 70' WIDE LOT '
9. A 20' ACCESS UTILITY AND STORMWATER EASEMENT IS 180 60' WIDE LOT
RESERVED CENTERED ON ALL STORMWATER PIPES. FLOODPLAIN A
10. LOTS 176-186, 190-192, 197, 202, 204-211 ARE IN A WETLANDS
FLOOD HAZARD AREA. COMMUNITY PANEL#3720109800J
EFFECTIVE DATE JUNE 2, 2006 AS SHOWN ON PLAT. ,
11. STREET RIGHT OF WAY WIDTHS AND NAMES ARE GRAPHIC SCALE 9
LABELED ON PLAN. 50 FOOT MAXIMUM AND 40 FOOT 100 0 50 100 200 a
MINIMUM.
12. WATER TO BE PROVIDED BY BRUNSWICK COUNTY AND
SEWER TO BE PROVIDED BY TOWN OF SHALLOTTE. 1 inch = 100 ft
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
12. WATER TO BE PROVIDED BY BRUNSWICK COUNTY AND
SEWER TO BE PROVIDED BY TOWN OF SHALLOTTE. 1 inch = 100 ft
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

FULL SPAN'CULVERT
\ \ � y BL � L / (DESIGN 8Y "OTHERS)
P ,r
50 R aETRsmvrRVB 1
(BOTH SIDES =
5' CONCRETE \ V i'Lt�?®s: R=22sa
7EWALK(TYP.) � — D=69y
o
f
/
10' UTILITY AND \ r I I 24" ROLLED CURB
15' VEGETATED BUFFER \ .! _ _- \ / X� i / SIDEWALK EASEMENT \ � \ AND GUTTER (TYP)
TYP\s � - - r' O
R98'
RCHITECTURAL WALL
� _!y r
25' SETBACK ALONG / �. (pESIGN BY OTHERS) 259
PERIPHERY BORDER (TYP) --'t WETLANDS
% O \
,/ / \\ WETLANDS \ \ ♦ °aRs $�� 9" °° 11y3(oo
% / 231
P BAY BLVD STA 30+ 0 0 \
24'B/B
16' DRAINAG \
�— EASEMENT
r_ WETLANDS
0 1— - _ _'_ - --_ _ — --� / — — / R98'
�-- - - _
AMENITY POND
t 32' t/B
t 254
234 / 1
_ N
1 253 A- t \ ti/c
236 / o"' a
o _ _
a _ /
214 ' tt 1� - / �\ �\ / R18'
(237� ♦ I
213 t . �- WETLANDSi-
+ 1 / 24" ROLLED CURB ^A /
a /
- - ` L
I : AND GUTTER (TYP) / //
I ^ ... / 238
212
M / O 10' UTILITY AND
' J I % SIDEWALK EASEMTENPT ( I W
- o �39 )
well
wo
low
ow
low
♦ - - �
41111111!
i wo
BEGIN CONSTRUCTION
AT STATION 21 +83.99
s
ac\2
z�N
W z
.Z4 �n o
p,.a 0 0
V W V ® 'o
W
r n.
z po
ti.
�SAL9�°
365 ti
°E D. EIAR04
w
a
o �
w o
O O
rn z z. Z o
cy
O
U
5 ¢
W w
U
g
Ndf
ms0 E-+
Q F
0o
� ED d'
� A x
�zwqk
w
ix 5 o
C>~ a oc z a
O �
}
a
F
o
c� °moo
zz�
w .ova
a w�
o
v
o
zw > "
oQ
W
O
w� a
Oo
o
Z
PROJECT NO. WDL-07023
FnzNAw: WDL07030-S1
DESIGNED BY. MAD
DRAIN BY: MAD
SCALE: 1 " = 50'
DATE: 8-21-07
Sll�f N0.
-3
IIII . � . •�
1I

--------------------�AIATCw
LICE
SEE
or
/'� N
AAA ��; �
�52 I i ' i N� i / / SIDEWALK (TYP) _ SEE
Cal �4E&T
7- 31
Bmim
_ 100 YEAR
FLOODPLAIN
ELEV.= 11 !'(251
/
�I b 8Ell
1
1 ,
1 � WETLANDS
24" ROLLED CURB A 250
\ AND GUTTER (TYP) j / !� 242
e \ t �j•
16 DRAINAGE
EASEMENT
w
w
o 169
w - ,
' 20 / N , ► t / o / LAD DRIVE NORTH- STA 10+00.00-
/,/l'.. 2 t (165� LADERA R(V OUTH STA -62+4 :30: _
QD
fw \ 207 o / \ \ _ - - - - - o N ' A 16' DRAINAGE
— cd n
PAfv4Bi E CIRCLE STA 10+00.00 - h 248 \ N EASEMENT \/
J P TSE�Y BLYD STA 45+42.55 `/ �� \ WETLANDS I o N 16 \ ► ~ i� 171 \� `
t / � \
SHERROW CREEK \ �� / / \ ` �I I 24" ROLLED CURB WETLANDS i
\ w / / \ \ : 1. 50 /W ' AND GUTTE�TYP� ' \ \ :
10 UTILITY AND �\ /` ` / / / \ w `�
SIDEWALK EASEMENT Nr 2 ' s r w \ \ I 32' /B . /
/ �--' \ �
(TYP) /\/ \ w 100 YEAR
/ R9.5' f�29 C� `� FLOODPLAIN --
/ ELEV.= 11 1 10 UTILITY AND
1 SIDEWALK EASEMENT
:. s DRAINAGE (') �.
I -.-EASEMENT-', i
0
CIRCLE: B- STA. 10+86:88
I PARADISE BAY�CIRCLE'-STA 1 +59 7 =
t' 1 PARADISE BAY BLV 4 + 7 + \ �- \ / TIMBER BRIDGE-:
(DESIGN - BY-OTHERS)10
205 20..SHARED- CONCRETE
�55' >>ko R55' ACCESS DRIVE - - - � . \ �_ : i- . :� : _ - ' -
I \ \ �CIR B STA 11 3.83 = \ `° \ / i--�.:
\ \ .PARADISE Y LYD STA 51 +25.27 R98' i
, 24'B/BBB"' e4 �a \ \ t
?X� x \ ' / / 244 ` _ -_'� ► / / / �� y ' WETLANDS
245 16 DRAINAGE , \-('79
\ EASEMENT /
00
IN
R29.5'- \ \ / 1E 242' - t
20D` , - _ _ , �- I A / / / 2' 24'w
I \ S2 `_ —► / 72 24.99' \ / �
t:1 x°0 12+2s r2+� ` " 174 / s
24 ROLLED CURB
- - - -.__. - AND GUTTER
\ \ 80
/f1'1_1 11 11
�03 , / \ / 2 49+00 50+00 �,2�es$' R55' t i = _ t, \ // •.
L_� a29- , CIRCLE B STA 10+OOA0 -��s �
I / 'x'' R=250•�' // PARADISE BAY BL TA 10+00.07 �`' R
PARADISE BAY 202 ,75
CIRCI 194i
_ -- /
193 � k - 81
199 I tT 198 ' 1 ' i 97
/ \ / _ _ t
�l 00 YEAR : '
100 YEAR /
FLOODPLAINR \ \ �� / 192 \ \ \\\/ FLOODPLAIN �,
ELEV.= 11 \ / ' \ \ \ \ ELEV.= 11
t
w 25 SETBACK ALONG w �_ _ _ .---._1 \-
\ \ /
\ / ` PERIPHERY BORDER (TYP).
' 191 �� $ `� / '�e�j
5 CONCRETE \ I
\� SIDEWALK (TYP)
;%%*
\ �` \ 50'R/W\ 10
24'B/B
\� SITE LEGEND
rrT
n
's
SHERROW CREEK
r
_ 4 ' DECORATIVE SCREENING-
Y WALL W/ GATE AT ROAD
(DESIGN BY OTHERS)
NOTE:
ALL BUILDING FINISH FLOOR
ELEVATIONS SHALL BE MINIMUM
2' ABOVE FLOODPLAIN ELEVATION
NOTE:
SEE SHEET C-2 FOR GENERAL NOTES
HANDICAP RAMPS
■��-��-���11-11■ PHASE LINE
PROPERTY LINE
RIGHT-OF-WAY LINE
- - - - LOT LINE
EASEMENT LINE
CENTERLINE
WETLANDS
-' FLOODPLAIN
GRAPHIC SCALE
50 0 25 50 100
I inch = 50 ft.
Q
U
• � w z�i
PLq
� x
a
N
W z
�
�
a P4 a Q
hy■i Q E'
-- - Z a �.
w
a
o �
w
� o
Q
(V
rn
z F o
o bi m o
to 1n
5 w
W w
U
CQ
o
OFF �
w zo
Co
; 5
o �
z
a
U oho
w auk,
W
O �
Co
1
o0
z�
PROJECT NO. WDL-07023
Pamwa: WDL07030-S1
DESIGNED BY: M A D
DRAWN BY. MAD
SCALE: 1 " = 50'
DATE` 8-21-07
SHEET NO.
C-4
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
JiMcADAMS

1 C UTILITY &
SIDEWALK EASEMENT
w
z
0
J
9'
2' 14' BIKE LANE 1 10' LANE
50' R.O.W. (PRIVATE)
32' B-B
3.
0
a:
OJ
10' LANE 4' BIKE LANE 2'
n'
9' 10, UTILITY &
o vi SIDEWALK EASEMENT
SIDEWALK a a z
m �
o m I- TRANSFORMS
U O
ww
Z
0 1 /4"/Ff 1 /?FT
/
!1 ► 1/2/FT I I I 1/4"/Ff
5' SIDEWALK (MEANDERING
IRRIGATION WITHIN R.O.W.)
LINE (TYP) o • 1.25' SF 9.5A ON 24" SPIN ROLLED O�
24" ROLLED CURB (TYP)
zCABLE CONDUIT 2' CURB (TYP) 1.25" 119.OB ON 2.
(4' COVER AND SOCK DRAIN (TYP - 9' COQUINA IRRIGATION
WITHIN 10' AS NECESSARY) UNE (TYP)
EASEMENT) �RglzY SEWER
ffl SAN (3' COVER) TYPICAL PRIVATE COLLECTOR SECTION WATER LJNE
LINE WITH 4' ASPHALT BIKE LANES (3' COVER)
TELEPHONE 5' 50' R/W, 32' B-B STREET 5'
CONDUIT N.T.S. ELECTRIC CONDUIT
(4' COVER (4' COVER AND .I
AND WITHIN WITHIN 10'
10' EASEMENT) EASEMENT)
10' UTILITY &
SIDEWALK EASEMENT
w Zw
z Q a-
~ U J
m
O U U
TRANSFORMER
fy-w
wI-z
Li O
a
50' R.O.W. (PRIVATE)
24' B-B 13, 10' UTILITY &
o rA SIDEWALK EASEMENT
Z 0
10' LANE 10' LANE 2' 5' SIDEWALK a w
m z
0 J J
6 m TRANSFORMER
3 o cs o
0 o Cr �
Wz
ci' G' 1/2*/FT 1/4"/Fr o - 1/� /
�---
5' SIDEWALK (MEANDERING
WITHIN R.O.W.)
LINE (TYP) 24' ROLLED 1.25" SF 9.5A ON 24' SPILL
CABLE CONDUIT 2' CURB (TYP) , 1.25" 119.0B ON ROLLED 2'
(4' COVER AND SOCK DAS RAIN 9" COQUINA CURB (TYP) IRRIGATION
WITHIN 10' ( Typ - LINE (TYP)
EASEMENT) SANITARY SEWERCESSARI)
LINE (3' COVER) TYPICAL PRIVATE WATER LINE
COLLECTOR SECTION (3. COVER)
5' S0' R/W, 24' B-B STREET 5'
TELEPHONE N.T.S.
CONDUIT
(4' COVER
AND WITHIN
10' EASEMENT)
13'
2'
i 1/2%F7
IRRIGATION
10' UTILITY & j
FWAI K FASFMF 8'
R.O.W. VARIES (PRIVATE)
B-B VARIES
Z Z W
D ¢ n. 2' 4' BIKE LANE 12' LANE 2' 2-1 12LANE
0 O 6
TRANSFORMER U
W Z
1/_2'/Fr 1/_ 2'/FT
IRRIGATION
LINE (TYP)�Q 24" ROLLED
CURB (TYP)
CABLE CONDUIT 2' 24" SPILL 24" SPILL
(4' COVER AND SOCK DRAIN ROLLED ROLLED
WITHIN 10' (TYP - AS CURB (TYP) CURB (TYP)
EASEMENT) SANITARY SEWER NECESSARY) PER TYPICAL PRIVATE
LINE (3' COVER) GEOTECH COLLECTOR ONE-WAY SECTION
TELEPHONE
5' R/W VARIES, 20' B-B STREET
N.T.S.
CONDUIT 1.25" SF 9.5A ON
(4' COVER 1.25' 119.OB ON
AND WITHIN 9" COQUINA
10' EASEMENT)
1 /4'.
ELECTRIC CONDUIT
(4' COVER AND
WITHIN 10'
EASEMENT)
10' UTILITY &
8' SIDEWALK EASEMEN
o� w
4' BIKE LANE 2 i' 5' SIDEWALK ¢ EL D
O O
(3 ¢ TRANSFORMER
V) U
Ww
Z
1 /2"/Ft 1 /4"/FT a I 1 /? /FT
24" ROLL -
CURB (TYP)
WATER LINE
(3' COVER)
5' SIDEWALK (MEANDERING
WITHIN R.O.W.)
IRRIGATION
LINE (TYP)
ELECTRIC CONDUIT
(4' COVER AND
WITHIN 10'
EASEMENT)
I
C,* ,
DECORATIVE SCREENING K
WALL W �p \ / /
/ GATE AT ROAD50'R/W
(DESIGN BY OTHERS) ' �•
BAY BLVD STA 16+20.35 = \ / / 179 - ✓
BAY BLVD STA 22+49.99 x -
' \ �� 24'B/B -
.40
,-
i
Al
.s C8-0)
WETLANDS
16' DRAINAGE
EASEMENT
/ _ I
10' UTILITY AND
/ SIDEWALK EASEMENT
Cl 89)
f e x� \
o
+ 100 YEAR 100 YAR
I FLOODPLAIN\
FLOODPLLAIN 24' B/B / \ ELEV.= 11
183
L=22t7$ / 1
25' SETBACK ALONG
PERIPHERY BORDER (TYP).
ISHERROW CREEK
I
SITE LEGEND
NOTE:
ALL BUILDING FINISH FLOOR
ELEVATIONS SHALL BE MINIMUM
2' ABOVE FI_OODPLAIN ELEVATION
NOTE:
SEE SHEET C-2 FOR GENERAL NOTES
HANDICAP RAMPS
PHASE LINE
(se arm) auto am
PROPERTY LINE
RIGHT—OF—WAY LINE
LOT LINE
EASEMENT LINE GRAPHIC SCALE
50 0 25 50 100
CENTERLINE
1 inch = 50 ft.
U
CIS
lO
O
CQ
a z �N
W d O
a =0 0 O E-4� Lp
co
w moo°
z w��
CS
Z W O •-i
w Lx a.
N CAR
31 65
s�4 IN
D. N01111%
w
o_
u.i \
� o
cn
� N
Q �
O�
z
O L 3
U)
W uj
� Q
a CQ
o '
CwQ 'M2o
0
(= E- u�
r�i a •�•
�Ax r
z w
rl W
o
� co
W Qua
LQ
� 5
z
o
a
�zm
ry ac?a
Ewa
a a
q
co
O
rf v'
a®
�a
PROJECr No. WDL-07023
FnmAm: WDL07030—S1
DEMGNED BY: MAD
DRAWN BY: MAD
SCALE: = 50'
DATE` 8-21-07
SHESr N0.
C-5
FINAIL DRAWING — NOT RELEASED FOR CONSTRUCTION
MWADAMS

SECTION 1
GR/
CROSS SECTION
PERMANENT
SECTION 1 SWALES
(1' DEEP)
SWAM LOT 165-166
SWALE LOT 179-180
SWALE LOT 243-244
SWALE LOT 249-250
DRAINAGE
NOT TO SCALE
GRA
0
�\ s
AND
/ Z�_
r may` 222
G223 /
I 122�
/ -- I / 225 \
226
t
J
}
/ 228 /
196
\\ --1-6 7 � \ � 165. / \ \ n � � � v \ WE�t.DS- / / _ - .. ..-:.•_-� ..' 7T-'�,, - � � _
\ ) ( Ion \ \t63.
\ /
229` -
I
/
i
I / I q/ / / / / ► I - ."NDS
I
i -
/- l
- / 158 ' -
/
,I
_ - I
0 159 _
i1 -
- / 230
I
/ 156
1
I
I
I { r r
169
I I
- � 1 i / I -
I -
— 55 -
1
I
/ I \
4
I \
i-
/
92
100 YEAR � -
_
FLOODPLAIN
i" r
_
- I
- - I
/ ETt.�nl - --
/
J-
- L
i191 -
1173
}
153
152
I
L ,
f' N ^
t�
/ WETLANDS-:_
i /
171 - ,
i
i
74 - _ - -
z f
/
/C : I
- s
9 f
188
90
r
1z
F
e
I /
FA
is
IS �.ls,Y ��
z.
_ e
1
r
1 / \
i / \ -178
Fit"
479,
181 r� l r - / / / / l \ 'f/}1j / l - ►l^E — r-�: ! — / / �r�f \ \ I �\• / ���
17
\ \ / WETLANDS /' � ,*/ / / / / •`°/ ` :, \ � _ �- � / �i� E I: % �� / '3'�• \ � � ���
\ \ �� — — // / _ .:.� / . _.�_: � \ / ! `� / . � %� � \ v_•�-' / r ram-_
f
Ae-° -- - - �,r�_..-•••;�-'= _^"ice J '�� r. -`��� - � / �---�.=.�
/ // f
\
SECTION 2
SWALES
SECTION 2 SWALES
(1.5' DEEP)
SWALE LOT 156-157
SWALE LOT 244-245
SWALE LOT 256-257
n
/ � jig J / \ \ \ � ^:\ •,
7 / r "2 206
\\
21-4
�207 ►/ \ — --- -- % ; - \ ` - -- - EAR
o
217
219
212_- 2t3
\ 4§-
/\\\\\�7 I ----
\
24'd1 / \/ \ ► t 255 256
50 251� / / / 253 254 \ 2 7 /
258
I I i I
I 24 - ,
::^W LA LAN b
.
l
I
1 �
/ 1 I I ,
1 II I -
-
I -
/
I - -
1 /
I f
4 .-
I
y - -
7 /
/
4b
I -
'r`
j
'244
.W S- -
i� --- - ND
I I L /-�43
I � 2 4
197
j 23�5 \ \\L _ .. �233 i 232 231 i
NOTE:
ALL FINISH FLOORS FOR PROPOSED HOUSES
' SHALL BE AT A MINIMUM ELEVATION OF 13'
(2- ABOVE FLOODPLAIN ELEVATION OF 11')
GRADING NOTES:
1. THE RETAINING WALL ALIGNMENTS SHOWN ON THESE PLANS DEPICT THE LOCATION OF THE FRONT
FACE OF THE RETAINING WALLS AT THE BOTTOM.
2. RETAINING WALLS ARE TO BE DESIGN -BUILD PROJECT(S) BY THE CONTRACTOR. IT SHALL BE THE
CONTRACTOR'S RESPONSIBILITY TO OBTAIN FINAL CONSTRUCTION DRAWINGS FROM A REGISTERED
ENGINEER AND GAIN ALL REQUIRED PERMITS NECESSARY FOR THE CONSTRUCTION OF THE RETAINING
WALLS.
3. RETAINING WALLS SHALL BE ASSUMED TO BE BACKFILLED WITH OFF-SfTE BORROW MATERIAL OR
PROCESSED FILL UNLESS CONTRACTOR CAN PROVIDE OWNER WITH CONFIRMATION FROM THE
GEOTECHNICAL ENGINEER AND THE RETAINING WALL DESIGNER THAT READILY AVAILABLE ON -SITE
SOILS CAN BE USED.
4. THE TOP AND BOTTOM OF WALL ELEVATIONS SHOWN ON THESE PLANS IDENTIFY FINISHED GRADE
ELEVATIONS ONLY. THE EXTENT THAT THE RETAINING WALL WILL BE EXTENDED BELOW GRADE TO THE
FOOTING SHALL BE IDENTIFIED ON THE RETAINING WALL CONSTRUCTION DRAWINGS.
GRADING LEGEND
CA FLARED END SECTION
m CATCH BASIN
_,%% DRAINAGE FLOW ARROW
r.. LINE BREAK SYMBOL
25.50 TOP & BOTTOM CURB ELEVATIONS
25.00
TW=22_00 —TOP OF WALL ELEVATION
BW=21.00 —BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
+ 25.60 SPOT ELEVATION
25
24
25
-----------------
24
0
STORM DRAINAGE
5' CONTOUR
1' CONTOUR
EXISTING 5' CONTOUR
EXISTING 1' CONTOUR
EASEMENT LINE
LEVEL SPREADER
m
GRAPHIC SCALE
100 0 50 100 200
1 inch = 100 fL
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION

GRA
SECTION 1
I ( .
CROSS SECTION I
PERMANENT DRAINAGE SWALEStp
\.
NOT TO SCALE \ ( \ ,/► , \ _ : \ 1 _
\ I \ / ► \
SECTION 1 SWALES SECTION 2 SWALES
(1' DEEP) (1.5' DEEP) ' \ ( 227
SWALE LOT 165 166 SWALE LOT 156 157}\ \ i� _ . \. } \
SWALE LOT 179-180 SWALE LOT 244-245 \ !!! 1 j } f }
SWALE LOT 243-244 SWALE LOT 256-257 \ // _ \ r \ : I- : 26.00 -
SWALE LOT 2 9 2 \ �/ j \ \ }
-$W=�5:25-
GRADING LEGEND
5 1 _
_ I
WETLANDS f -
\ \ / - ' r /CULVERT A" } '.
\ � WITH HEADWALLS
24" RCP f ,- /
t
\ TW= 0.00 TW=29:75�
/ �23 BW= '50 . TW ?J AO _ \
� UT = 17.0 ,.� � ` % .- BIN=25.56 -
p
r
�( \17.
b \^ 00 /"�229 ( /
0 B ( i BW� 4.OQ =2�.00 \ \
_20 7.N �f / / =25.50 \ \
TW=14.00 _ / '� �/ \ BW=17.00
14�00 10 t X 7,5'W :k 9'T , / /
/ ( �� \ DISSAPATOR- PAD WJTH ., �ti t / BW=2 0
/ WETLANDS / > / *=17.00 - - I �✓ \ CLASS A- RIP -RAP WETLANDS -' _ \ 152 \ \ ' / __ -�W 17. / ♦ r _ I &Z =29.50
\ BW=1 .00 / y �. BW=25.50�,. \ \
BV =14.00 / } // ( \\ 7� \ \1 I I CIRCLE A 1s3
\\ \
l/TW:g/1'4
,1 ' / / ( / i y � = _1-'- 7 � - = - - - ✓ ` -= - - -: -
WETLAt DS A,
232 TW
1
POND / / E -: : ,. \ I
\ \ 256
' 16' DRAINAGE
EASEMENT _ / _ _ _-- �- .722:25
% - x
16 DRAINAGE
EASEMENT
FLOODPLAJN
J.
216
w.
SPREADER
CA FLARED END SECTION } \ \1\
WETLANDS \\ \ \
CATCH BASIN
�- DRAINAGE FLOW ARROW \ \ \ \ \ \ \ - ' - / r I / \ -tom _ _ \ \
ti LINE BREAK SYMBOL
25.00 TOP &BOTTOM CURB ELEVATIONS , \ \ 214
TW=22.00 -TOP OF WALL ELEVATION l ( / 1 ! r / / s� / ~ ` .
BW=21.00 BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION) / / I _ } i : - / / / / ♦ \ \ \\ / , _
+ 25.60 SPOT ELEVATION } 1
STORM DRAINAGE
25 5' CONTOUR N NOTE:
/ / I I I i I 1 - / / / -T \ \ - `/ ,� \ �_ \ ALL FINISH FLOORS FOR PROPOSED HOUSES
24 1 CON TOUR / I / { / / / /� / / / _ = __ - - \ SHALL BE AT A MINIMUM ELEVATION OF 13'
f ���---yyy
------- ?5------- EXISTING 5' CONTOUR
_ l l / l I I- { / / \ \ _ _ . \� (2' ABOVE FLOODPLAIN ELEVATION OF 11')
/ / / ` ti
----2-4--- - - O
EXISTING 1' CONTOUR � / / / � lr l l-- I - - , - / // / l 23 / / \ / 1�✓ / 160 `. - - :: � \-.
EASEMENT LINE
LEVEL SPREADER
AfA
ll so, will on
8
Nor
Wei r LIB low L
AfA
?,C, Lr% \ \ GRAPHIC SCALE
LINE \ \ \ 50 0 25 50 100
L SLi�iMR
!It
�LTa \\ \.
L �tk- �♦ ` ` I inch = 50 fL
c-8
U�
Q
U
U a
Q� w z I
R
0
�+ a �
� w wa
�az�N
w
� �o
= o CD
Q \ F� ko
W wog
Z W
Z W ® to
°..'
L��-
65
13
a:
w
a
o r`
w o
o 0
0 0
a
rn
z � o
O w 3
E o
w En
G; Q
U
►a7 �
In
L-" o
Ow4�
a�
w w
a zx�
O
F
rn N
ono
F' wz„
z Qx�
w .•� c? a
w
U
a
w
w
O
M
0 0
t
PROJECT NO. WDL-07023
PamuNE: WDL07023-G1
D=GNED Br: MAD
DRAWN BY: MAD
SCMZ: 1" = 50'
DATE: 8-21-07
SHSSf N0.
c 1114-7
JiMcADAMS
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

*0
\ J ' 100 YEA
1 1 t FI_90DPLA7 C \\ 1
I
2os
/
207
�,i {
\ \ 10' UTILITYrz
I ` EASEMENT (TYP)
00 \
t96 1
50
I _
12.5'L x_9.375'W x 9'T
- DIS8AP(T0` PAD CLASS A 100 YEAR /
RIP -RAPS \ - — —� — — _ — - — { FLOODPLAIN -A/
\ — �- _ ---- -- 1 ---
r
J
Op IN
\ \ SPACES,
GRADING LEGEND .4v
® FLARED END SECTION
CATCH BASIN
DROP INLET
25.50 TOP do BOTTOM CURB ELEVATIONS
25.00
TW=22.00 —TOP OF WALL ELEVATION
BW=21.00 —BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
+ 25.60 SPOT ELEVATION
25
24
25
24
DRAINAGE FLOW ARROW
LINE BREAK SYMBOL
STORM DRAINAGE
5' CONTOUR
1' CONTOUR
EXISTING 5' CONTOUR
EXISTING 1' CONTOUR
EASEMENT LINE
LEVEL SPREADER
CROSS SECTION
►101=111t►`1rtUq
SECTION 1 SWALES
(1' DEEP)
SWALE LOT 165-166
SWALE LOT 179-180
SWALE LOT 243-244
SWALE LOT 249-250
SECTION 2 SWALES
(1.5' DEEP)
SWALE LOT 156-157
SWALE LOT 244-245
SWALE LOT 256-257
NOTE:
ALL FINISH FLOORS FOR PROPOSED HOUSES
SHALL BE AT A MINIMUM ELEVATION OF 13'
(2' ABOVE FLOODPLAIN ELEVATION OF 11')
(se aVM) mxa .W
GRAPHIC SCALE
50 0 25 50 100
I inch = 50 ft.
U)
� U
Cq
0
�azN
Z
W z too
1-+-� 0 E- t 1n
�UW oto
z
z wok
EAL y9� -
\ 1365ty'
w
a_
0 1
w �
® o
0 N
a �
c»
Z z o
W
� � o
5 Q
UJ
aj
E­4�C
� C�2 0
Ow 00
20
v
r
4k
w
W o
co a
o � �
Q�
1 � a
N
is p
Q r a
o�—
H Wz�
z Q�
w �R
� aaa
O ua
a
0
Q
0
t
r rrakk
oW V �
z
PROJECT No. WDL-07023
FRENAME: WDL07023-G1
DESIGNED BY. M A D
DRAWN BY' MAD
SCAR: 1" = 50'
DATE: 8-21-07
SHEET N0.
C-8
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
11WADAMS

BERMUDA
GRASS CHANNEL
LINING
SEI
p \ 82
\ e!/
,Y `X. ~ \
BER
GRASS
ur
t
1 1
,1 1
1 `
\ 1 i
\ 1 1
� 84
"�WETLAIVD 1
GRADING LEGEND
® FLARED END SECTION
CATCH BASIN
PERMANENT DRAINAGE SWALES
DROP INLET
NOT TO SCALE
�- DRAINAGE FLOW ARROW
SECTION 1 SWALES SECTION 2 SWALES
(1' DEEP) (1.5' DEEP) ti LINE BREAK SYMBOL
SWALE LOT 165-166
SWALE LOT 179-180
SWALE LOT 243-244
SWALE LOT 249-250
SWALE LOT 156-157
SWALE LOT 244-245
SWALE LOT 256-257
25.50 TOP & BOTTOM CURB ELEVATIONS
25.00
TW=22.00 -TOP OF WALL ELEVATION
BW=21.00 -BOTTOM OF WALL ELEVATION
(NOTE: BOTTOM OF WALL IS GROUND
ELEVATION NOT WALL FOUNDATION)
+ 25.60 SPOT ELEVATION
NOTE:
ALL FINISH FLOORS FOR PROPOSED HOUSES
SHALL BE AT A MINIMUM ELEVATION OF 13'
(2' ABOVE FLOODPLAIN ELEVATION OF 11')
25
24
25
24
STORM DRAINAGE
5' CONTOUR
1' CONTOUR
EXISTING 5' CONTOUR
EXISTING 1' CONTOUR
EASEMENT LINE
LEVEL SPREADER
GRAPHIC SCALE
50 0 25 50 100
1 inch = 50 ft.
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
U�
Q
U
rn
►n
w z I
O
O
C 2
U) a
O w alp
z100
C40a
U
w a® m
z w��
z w0
w x a� °._'
•••••tlt i I/II
%
I
%'��,��N ��fl
Q y
_7A .
1365(
ND.
�
Ln..11ll••`
w
a
O n
W �
Q
O N
Q �
O
z Z
O � 3
� w p
W w
R; q
a CQ
Cam-+ RI2 `� o
©w
E-
@z
&I as w
o
..4 coz a
0
4 0
W�LQ
a
O�-
Oy
z wz�
O a
u
W'11 >
a
Co
0
rV J
W
O 0 a
PROHCr No. WDL-07023
FnzNAw: WDL07023-G1
DEMGNED BY: MAD
DR&WN BY: MAD
SCAIE: 1" = 50'
DATE: 8-21-07
SEUM NO. C-9
11WADAMS

SWALE DATA CHART
Swale ID
Total DA
Total Impervious
Grassed Area
Weighted C
Runoff
Swale Lot 156-157
1.10 ac
0.58 ac
0.53 ac
0.64
6.9 cfs
Swale Lot 165-166
0.78 ac
0.32 ac
0.45 ac
0.57
4.3 cfs
Swale Lot 176-177
1.64 ac
0.74 ac
0.89 ac
0.59
9.5 cfs
Swale Lot 243-244
1.42 ac
0.58 ac
0.84 ac
0.56
7.8 cfs
Swale Lot 244-245
1-53 ac
0.77 ac
0.76 ac
0.63
9.3 cfs
Swale Lot 249-250
0.80 ac
0.42 ac
0.38 ac
0,64
5-0 cfs
Swale Lot 256-257
1.73 ac
0.93 ac
OM ac
0.65
10.9 cfs
Swale at Span
0.44 ac
0.24 ac
0,20 ac
0.65
2.8 cfs
owl
5 7
206
207
20
U0-
2f6 2117
211 22�1
212 t 2t3 ►A
222
A
% / / lr Il j j/ x / / • •_�
N \2-47 'Till ►1223
24k
-�- 1
249 255 256
254 7
22�
25 )5
LOT 2 258
fill
-V LOT 24N9*,�
��24R
225
V
2,OZ7
ISWALE LOT 244&2 ONT
244• 226
L �2�2
V 227
IC92
L
\197\
36\
228
1233 232 1 23 k231
ig
X34
166 Ile
165-\
)k
- vl�
7
229,
T62-
65&
j
J
58
59
X
230
V �60
9�
\4 'Ile
1561
155
192
154 N
LOT
T
17(3
SPA
Xr NNW-
153
191
731 A
%
do
171 152
j
)74 A
V2
2�.
90
---i a7
< 9
188
13N
All
A T7
W
N,
X
r
78 7Y
8 0
17
75
A
84
1$2
SWALE LOT 179&180
\ \ lil
-
3\
.. .. .... .
r
GRAPHIC SCALE
100 0 50 100 200
1 inch = 100 ft.
0 0
>-
C:)
CQ
0 � W �N
to
Z Z
a;� 00
P4 CD 0
I"-04 In
E-ol
pq
W
z
pq
z ;4
pq
eo
AL
65
10
D. BAR
a.
ui
o
Z z
0 Gi d
P-4 m 3:
W J3
V)
W
C,2
ko
E-1 ccqv cmq 00
E--4
ro-
r-
pq
z
co
<
0
U PG
0�
3z
>
co
0
C) 0
z
PROJECT NO. WDL-0702
FuXNAKE: WDL07023-D
DESIGNED BY: AVS
DRAWN BY: AVS
SCAM: 1" = 100,
DATE: 8-21-07
SHEET NO. C-10
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

E OVE EXISTING BLOW —OFF ASS MBLY °
— —� D TIE NEW WATER LINE TO EXI TINE
I
_ � _ — .�— �-- _---• . N)� LINE FROM PHASE 1 (CO CTQR I
--- ° R NSIBLE TO FlELD—VERIFY
I EXISTING WETLAND
' LO ON AND ELEVATION OF EXI G
WA. NE BEFORE CONSTRUCTI N °AN ° i 15 156 / I I
REP \ ANY DISCREPANCIES TO E INEER) 15 154
BEGIN PHASE 3 CONSTRUCTION 15 I
® STA 21 +83.99 CONTRACTOR ° ° I °
RESPONSIBLE TO FIELD —VERIFY I \_ I ° I ACCESSIBLE
ELEVATION OF EXISTING ROAD WA J °
X \ RAMP , o
BEFORE BEGINNING CONSTRUCTION + ° +
AA �� pp �� V f�T j�T �i`' � j�g� ` r kRADISEAND REPORT ANY DiSCREPpK(CIEPtaiti�lJ��A 1V. V'T�•• V tillrJ.//`\\\/ ° ° BOO A �
Tn rk1r_1n'rri�\ �1� 1J V V �C1�lrD
EXISTING 4" PVC —
PRESSURE SEWER
LINE
furl MIN I
4, 41 N
40'
4" TEE �� SEWER UNEvvv .�
(2) 4" G.V. AND V'
BOX WITH CLEANOUT
2s
GRAPHIC SCALE
0 20 40
6-TV
3%2", REDUCER
,1
EXISTING' WETLAND
i
— 3- �VC\PRESSURE
SEWER E\
F \
®
EXISTING40,
®•..WETLAND-` I
®
tiffs
40'
\\\ v-
35
4f I —
® 50' R/W / ��
®FM FM�V
/\\\\
y1� 3" PVC PRESSURE
RADISHPjkYDO V�T� �r, L SEWER LINE
GRAPHIC SCALE
1 inch = 40 ft. 1 inch = 40 ft~
v�
_a
45
r
I
HIGH POINT
A = 23
15.18
40.LO
LOW i POINT
hI R:OINT
= 22+33.65
17
—H A
PVI_E
23+28.60
{
I
I
`
'
40
� STA
22+25.8
} A.D.
4.787�
A.D.
_
4.32i IV.C.
100.00'_
t
�
I
I
V.C.
80.00'
I
!
g
s
j
d
s
I
6
00
r
9
.—�. a��
_..
35
35
i to
—
N
Cn
I
f
i
04
I
I
iLI
V3
U
U
Ci
i
1
I
�
3
t
{
F
38
gg
4
ROPOSED`'GRADE
to
04
30
BLOW—
ASSEMB
IT
}
1
I
i
I
°
\
I: DESIGN BY
OTHERS:
!
Cn
w
s
4
1
1
g_rl
1
_
25
N
n
T
iii
-F
I
I
I
20
�
j �
, ..
EXI
G►�AI)E
NG CEN
UNE
�
,.,.
N
�
20
EXISTING
G
DE
N�-t°,
+_
I
N
'
I II
TIE N
PRESSURE SEWER
LINE TOcn
w
s
(CONTRACTOR
RESPONSIBLE
TO
LEFT
> —
tELD
m
ON ANDt
15
i
--y
ELEVATIC
,. BEFOR
N OF EXITING SEWER
GONSTRUr TION—AND)
LINE
REPOR-
,
I
}
j
s: 15
ANY DI
REPANCI�S TO EN
INEER)
s
'
10
1
0)�I
10
11-4
���
00
!to
t�A Ic"
Oi
�� N
0) O)
N N
0) 0)
N N
Oi
N
� di
N
0)
N
00
IN
^
N
Co
IN
co
N
O to
N
N N
22+00 22+50 23+00 ZS+bU L4+UU z4+DU zotuu zuY•uu cvtuu
1, EASEMENTS ADDED PER DWQ. 09/20/07
REVISIONS DATE
OWNER:
WA ELD. SANDLER AT SHALLOTTE,LLC
DEVELOPMENT COMPANY 448 VHUNG DRIVE, SUITE 220
of VMGRGA BEACH, VIRGINIA 23452
3209 GRESHAM LAKE ROAD, SUrI•E 160 PHONE #: [phone]
RALEIGH, NC 27615
[phone]
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
30+00 30+50 31 +00 31 +50 32+00 32+50 33+00
PROJECT• NO.
WDL-07023
Fa,ENAME`
WDL07023-P1
DESIGNED BY:
MAD
DRAWN BY:
KAM
BORIZ. SCALE:
1 " — 40'
VERT. SCALE:
1 " = 4'
DATE:
8-21- 07
PARADISE BAY BLVD. - STA. 21+84 TO 36+00
!
33+50 34+00 34+50 35+00 35+50 36+00
"TNT ♦ T TI TI A TATTWT
1'll`I L1L Lift-i 7i 11Y 1T — 1TVi i`. i_aieiai9s_71J i1 1'VlV l�V1V 1.71AVVl�liV1V
. _ S1iEET Na.
SAN1771 T 0 . PHAS'Kw-=A%l P-1
TOXIN OF SHALIA= McADAMS
NORTH CAROLINA PRINT DATE:

EXISTING WEILAN
F_H_ ASSEMRLY,
16' DRAINAGE/
/ EASEMENT
00
*00
w
Pc46 00
U�
\ \\ —
)UCER \ 14
w
2" PVC PRESSURE
SEWER LINE /
o \ \ ISE BAY
IRCLE
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
PARADISE BAY BOULEVARD
40 40
35
35
.
-.
30_
i
30
j
i
EH16H
POINT
STA- '
i
i
I
I
t4GH
POINT
ELEV = 17.68
I
i
r
LOW POI
qT ELEV
16.56
PVI ELEV = 18.52
t
i —
43+97-11
PVI
LEV = 1
.47
=
K
227.88 i
IGH POINT ELEV =
47+
15.25
25
= 35.7
j
----
LOW POINT
STEAD-- 44��+35$8�0
PVI DEtcEV 15.
7
25
j
PVI ST
= 44+32.73
j
PVI ELEV
= 13.74
i
0
f
z A.D.=
1.83_
,
_
rn
i
i
d
— '*
I
►
1 +
(o
7
(6
-
hri
.
,
I
20
�.-r
----- --.>
----- -
---------
---- -
r .- _.�-
----- 4 _ -
--.
€
i__
ao
_
20
- -
—
m
vi
M
,}
[D
r
3
iAn
U
�/
j
W
.i�
Lj
r!
s
i
P RESSU
EW
_
-
i
1 ��0
/
15
-
-
-
�0.77%
..,
.I
PRESSURE
B
_>
_PR SSI
IRE
N�
1
f
GRADE
I
EXISTING
GRADE
1
10
d
!
!
RIGHT
i
€
10
_
�#
PROP
GRADE
y
f
LEFr
5-
r
i
f
5
.e
-- - -
--- -
--
j
W O
O
fl0
O
O jW)
O (\
00
to
00
t1)
1�
�`'
OA S
O
CA
M
O
to
CA
In
�
(D
00
(D
E�
r(0
O
O
itD
N
oO '-
N
1
CA
tD
O
N
Cn
€�
tD
r
st
#d
I
CO `N
CO (D
`CA
K) 0
CD 00 t�
OD 00 O
ca
N
tD Ln
(D
00
z
t
(O (t0
(C)
(G
(D
c0
�N
(-
t`
n
(`
n
f\
i�
n
IIIr n r
(D (D
(D
�(O
t!)
Iv7
r7 rM
a d
d
t
I�
I
I
36+00 36+50 37+00 37+50 38+00 38+50 39+00 39+50 40+00 40+50 41+00 41+50 42+00 42+50 43+00 43+50 44+00 44+50 45+00 45+50 46+00
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
����o
OWNER: OWNER: ���,� �, ,�'.��a� ''%,,�
THE JOHN R. McADAMS ®� �� ��%��,
=�v� (\ ss1��� . �y
\\J � ,y< • �
COMPANY, INC. ` .:. ,L /�
WAKILELD.SANDLER AT SHALLOTTE,LLC __
�+ • 'i l O .
448 ViKING DRIVE, SUITE 220 1 -
DEVELOPMENTCOMPANY ENGINEERS/PLANNERS/SURVEYORS v V,
:, \\
VIRGINIA BEACH, viRGINIA 23452 �� !, �
3209 GRESHAM LAKE ROAD, SUITE 160PARK,�GF� `V '• `a ����
PHONE: [phone] RESEARCH TRIANGLE NC
RALEIGH, NC 27615 �j � • � • � � � • •' `J ��
09/20/07 [phone] P.O. BOX 14005 ZIP 27709-4005''yO,rr����,�I',i����\\\
DATE 919 361-5000
- I -
PRORCT No.
WDL-07023
PLAN & PROFILE
PARADISE BAY BLVD. - STA. 38+00 TO 46+00
11
10TO PB
SAN INI
+L� A T T
���]�� ®L� SHALL
TOWN rr w7.C"itil.L
NORM CAROLM
I WDL07023—P2
DESIGNED BY-
MAD
nopa���fi} t�V
DRAWN BY:
KAM
Hoxiz. scmx:
1 = 40
EASEMENTS ADDED PER DWQ.
�T SCALE: 1" — 4'
Nz
REVISIONS
DATE: 8-21-07
_lllw�

® ® tt
00
Y� to /
to
fol®�
Eli CD
\ \ I( v
N,
loo
_ 12+00 i +0
32 B B
2" PVC PRESSURE .
SEWER LINE
2" G.V. AND BOX o
W/CLEANOUT I I I !
A !1
EXISTING WETLAND
Y
J �m \ 16' DRAINAGE
EASEMENT
\\
/ \
cp
/ x \ /
a 01 /
I® MATCHL�INE� SEE SHEET P 4
J
J
�
�
12+00
/ 61
4
x3" TEE
(2) 3' G.V. AND BOX
W/CLEANOUT
/
196 3"x2" REDUCER
2" PVC PRESSURE \` \
— < SEWER LINE \ \
Pv w \
22"" G.V. AND
BOX W/CLEANOUT ' \
(49y I
I
PARADISE BAY BOULEVARD
r �
t 1 1 I t
1 3 I I I
i
\ \ 39 1 t 1 3" PVC I t l
PRESSURE
LINE I
\.
13+00
/
\ \ /
N F.H. ASSEMBLY
a v/
CL
fY /
10 OO _ 3+00
4"x3" TEE
(1) 4" G.V. AND BOX
W/CLEANOUT
(1) 3-x2" REDUCER
(1) 2- G.V. AND BOX
W CLEANOUT
I
/ I r 17
IF l 4"1 PVC o
PRESSURE j 1 —
\\ 1 S WER LINE
2" BLOW —OFF
ASSEMBLY
'8"x6" TEE LADERA DRIVE
(1) 8" G.V.
(1) 6" G.V. 2" G.V. AND BOX 2' PVC
W/CL.EANOUT PRESSURE _ -
- ER—LIN
•+
rn
a
,6 I Q I I-
�
II I I� 16 I I 16 I h I 16 I
1 I I t
I I
GRAPHIC SCALE
40 0 20 40 80
i
1
1 inch = 40 ft"
.t.1
P
c
35
35
I
_._ ._
_
I
1
E
l
30
25
& o --- —_
EXI
_�..®0
NG CENTERLINE
I
ow —POI
t
A-_---.49+8.1�1
tt
1
t
:
i
25
n
_
4 EXISTING
9
GRADEPIA
LOW POI
ELEV =
13.58
,
_
RI
HT
;
PVI E
= 13
.67
41
E
Q,
t
3
g
!
I
K,=
_
37.001
t;
�
r-
�o
M
—
— 4
I EXISTIN
GRADE
(
(i
1
_
�
�
{ +
a
'-
r-
t
!
in
t
20
,
' a0
"'
!
n
a
11
4
20
+
CD
}
cD
J
I
i �cwi
co
+�
E`1
+n
Locn
I
4
#`
uj
15
�
__
1
t
_Q.89%
I
10 Og6
..
1
1
'
1
i
SEWER
E.
3
I
PRESSI
RE SEWER
LINEui
/
t
-- •
j
N
10
`. :env
i
t
Lo
tt
t
I
"
I
3
1
-
RC
I
1
t
iINV
IVIN=980
OUT=759I
I
{
I
5
0
i
1
0
B�
•-fT
-
1n to
dtt7
N
to
�N
to
M^
N
to to
CO
O
tf)
CO
0)
O
00
�O
ID
00
M
00
1n
M
IN
tD
M
N
00
M
P^
O
Nn
t7
d'
•-
to O
zd
I
1
r-
i
46+00 46+50
j, EASEMENTS ADDED PER DWQ. 09/20/07
REVISIONS DATE
47+00 47+50 48+00 48+50
'ilN
49+00 49+50 SU+UO 50+50 51 +00 51 +5U 51 +70
WA EL D.. SANDLER AT SHALLOTTE,LLC
DEVELOPMENT COMPANY 448 VH NG DRIVE, SUITE 220
VIRGINIA BEACH, VIRGINIA 23452
3209 GRESHAM LAKE ROAD, SUrrE 160 PHONE #: [phone]
RALEIGH, NC 27615
[phone]
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
1'�� may`•.
'�•S Ap
�03105
c�
. FiIjGINE�P �✓
PROJECT NO.
WDL-07023
Fn,ENAME`
WDL07023—P3
DESIGNED BY:
M A D
DRAWN BY:
KAM
HORIZ. SCALE:
1" = 40'
VERT. SCALE:
1" = 4'
DATE:
8-21-07
0 I I
N I
I1 159
u 160 1 I
/ 6l A-00
I I all
I
I
I
11 1
t
i..
i
� f
/ � Ia
11' 158 i e `1
ut
I 1
'1
1U+5U 11+00 11+5U 1z+UU 12+50 13+00 13+50 14+00 14+50
PARADISE BAY BLVD. - STA. 46+00 TO 51+25
LADERA DRIVE
Lft__vAlfkvmFw]ff AI
15+00 15+50
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
SHEET NO.
P-
TOWN OF SHAL
NORM CAROLINA
I LLLS McADAMS
PRINT DATE:

e
EASEMENTS ADDED PER M. 109/20/07
REVISIONS I DATE
OWNER: OWNER:
WAK&ELD. SANDLER AT SHALLOTTE,LLC
DEVELOPMENT COMPANY 4748 VIIffNG DRIVE, SUITE 220
or VMGRUA BEACH, VIRGRRA 23452
3209 GRESHAM LAKE ROAD, SutrE 160 PHONE #: [phone]
RALEIGH, NC 27615
[phone]
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
3-1365 N°
VGINE�'
PROJECT NO.
WDL-07023
I=IAME:
WDL07023—P4
DESIGNED BY:
MAD
DRAWN BY:
KAM
]ROM. SCALE:
1 n c 40'
VERT. SCALE:
1 " — 4'
DATE:
8-21-07
I.ADERA DRIVE - STA. 60+00 TO 70+00
■ •' uAN LIU—PHASE
TOWN OF •
NORM CAROUNA
SHEET NO.
I-
McADAMS
PRINT DATE:

EXISTING WETLAND
\ 440
—
PVC PRESSUR \ / /
SEWER UNE \
•GA\9*on
F.H. ASSEMBJ_Y / o
(�)
\ k
/ 8"x8" TEE
(2) 8' G.V. \
CIRCLE A
4n
EXISTING WETLAND
/
/ 4" PVC PRESS E
SEWER LINE
/
�— 4" TEE \
/ (2) 4" G.V. AND BOX \ `
W/ CLEANOUT
I /
30
� I� m
1
40
3
35-
'
1
35
a
Low
POINT
STA = 12+03.96
(
OW POINT
ELEV = 22.38
-
i
;
PM STA
= 12+20 00
j P%A ELEV_
= 22.06
POINT 24.18
1
?
f
K -
20.92
r
HIG
ELEV =
-
_ ,
80
PVI ELEV = 24.58
i
30Lo
30
_
K-26.14
V.C. _ 100.00'
i
a
1
p
IPROPOSED!
GRADE
`n
_
4.
i
j
1I
i
g
N i
25
25
8�
\.
I-1.15�j1
20
'
+
E
;
20
f'
p
I
/
to
rnM
i
v�,
G
RADE
s
ui
y
m
;
_
RIGHT
IXISTIN4 GRADE
r
I -
i
P
15
15
I
'tS
i
I
f
10
10
3
I
I
[
i
I
!
3
5
0
i
0
Z
,N
M
0) to
M st
o
t• In
M �M
m
toiN
im
m
N
IM
!N
I0)
N
_
C
N
N N
N
C4
N N
N
IN
N
IN
N
9+50 10+00 10+50 11+00 11+50
1• EASEMENTS ADDED PER DWQ. 09/20/07
REVISIONS I DATE
OWNER:
OWNER:
A ELIjT,, SANDLER AT SHALLOTTE,LLC
DEVELOPMENT COMPANY 448 VHaNG DRIVE, SUITE 220
of VIRGINIA BEACH, VMGINIA 23452
3209 GRESHAM LAKE ROAD, SUITE 160 PHONE [phone]
RALEIGH, NC 27615
[phone]
12+00
ra
2" PVC PRESSURE
4"x3" TEE SEWER LINE
(2) 3" G.V. AND BOX
W/CLEANOUT
(1) 3'x2' REDUCER
/ r \
Xryh \
3' PVC PRESSURE /
SEWER LINE
19 /
do—
/
/ / I 8"x8" TEE
(2) 8' G.V. \
I � � 16
-
II
GRAPHIC SCALE
40 0 20 40 80
1 inch = 40 ft.
40
An
1
1
1
1
1
j
i
i
I
35
i
35
F
7
i
I
30
;
-----
30-
_.-�
i
9
)
f
i
HIG
A POINT ELEV
= 1v
.53
3
25
PV1 ELEV
= 15.70
- Low
LOB/
POINT EL.EV = 14.41
�
�
25
k2570
_"`
a F'S/i�STT
=''mi.1"-FOD:
--_--
K =
28.84
-
PVI ELEV = 14.25
i
K = �28.90
-- —
�
+�
4-
?
V.C. _
65.00'
_
m
d
it
O
!
i 1
2(
to
M
€t
n
p
20
_
<y�
0_
IL
U�
3
p
j
on
W
m
1
151 r
:I
— ._' 1.4 —r.
-
o.ao%
15
..10
----m
1 0
—
=I
---
- -- --
5
I
�
i
5
0
0
8 1p
ai c�
jin
M
dto
N M E�
n
N
O� tD
to p
't
d d
l��
c0
��
OD p
N
in iti ��
st ;Lo
in
THE JOHN R. McADAMS
COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
9+50 10+00
�\\�ot\wutt;aQA
^.ununtnr �i
, •i
� •.Q�,ESSip'••• ��
S EA
n
�,,�• r GIVE ' S�
'• . �0
13
10+50 11+00
PROJECT
No.
WDL_07023
FILEN"E:
WDL07023—P5
ni�oNEn Hr:
M A D
nxAwx BY:
KAM
Hax>z. scALE:
1" = 40'
VERT. SCALE:
1" = 4'
HATE:
8-21-07
11+50 12+00
CIRCLE A STA 9+45.87 TO 12+50.00
CIRCLE B STA 9+42,30 TO 12+50.00
PARADISE BAY CIRCLE
44
/
PARADISE BAY CIRCLE
I
u+SU 1 i +00 11 +50
CATT DT/l
I 2" PVC PRESSURE
I SEWER LINE
12+00 12+50
FINAL DRAjYING — NOT RELEASED FOR CONSTRUCTION
SHEET N0.
P-5
TOWN OF SHALLOTM
NORM CAROLINA
McADAMS
PRINT DATE:

,t
.c
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
OWNER: OWNER: PROJECT NO.
THE J O H N R. M c AD AM S YELEPiAME: s No.
WDL-07023
o��N�O �y c�/ y - WDLOMAD3-P6 PLAN 8 PROFILE
SANDLER AT SHALLOTTE LLC 1p
L COMPANY, INC. �' nE�GN� SANr-)TO
WAK�MELD. 448 VII�NG DRIVE, SUM 220 = ` —�L � = nRAwx BY` KAM
DEVELOPMENT COMPANY ENGINEERS/PLANNERS/SURVEYORS 31365 AY = '� C� McADAMS
VIRGINIA BEACH, V>RGINIA 23452 + J HORiZ. sCALB: 40' PARADISE BAY BLVD S
3209 GRESHAM LAKE ROAD, sulrE 16o PHONE J: [phone] RESEARCH TRIANGLE PARK, NC IN :�`
VERT. SCALE: » RALEIGH. NC 27615 i
/ / P.O. BOX 14005 ZIP 27709-4005 D. BAR�o'�� NORM CAROLINA
1, EASEMENTS ADD® PER DWQ. � 20 �% [phone] � � � 1 = 4
\ ,� PRINT DATH:
REVISIONS DATE [phone] DATE: 8-21-07

Y
rllNal. ViNIIAV►IINU - INVI nr1Lr1El1!)r.L) run I.VIVJItCt1l,lll)IV
OWNER:
WAKEhELD.
D E V E L O P M E N "r COMPANY
OWNER:
SANDLER AT SHALLOTTULIC
446 VIIffNG DRIVE, SUITE 220
VERGINIA BEACH, VIRGINIA 23452
PHONE �: [phone]
s
THE JOHN R. McADAMS
(� COMPANY, INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
919 361-5000
,,..o��N 0 RoZ;2.
=�ti
�.�
s AL
= 1365 q =
0 Fryc I NE� �, ,'
i
'-9 F D BPFt��.�``
'''''„,►IIIIW``
PROJECT NO. WDL-07023
PLAN & PROFILE
ROADWAY DRAINA E
SHEET N0.
SAN RIO PHASE
r�,,� • !r OF cU /� T MCi�iDAMS
TOWN w7r11 �L
NORTH GAROLINA PxnvT DATE:
�xAiU: wDL07023-P7P-7
DESIGNED BY -
MAD MAD
DRAWN �:
KAM
HORtz. SCALE: ,
1 = 40
3209 GRESHAM LAKE ROAD, SUITE 160
RALEIGH, NC 27615
(919)556�310
VERT. SCALE' n
1 = 4
EASEMEM'S ADDED PER DWQ.
09 20 07
/ /
DATE: 8-21-07
REVISIONS
DATE

z
FINAL DRAWING — NOT RELEASED FOR CONSTRUCTION
OWNER:
WAK&ELD
DEVELOPMENT COMPANY
OWNER:
SANDLER AT SHALLOTTE,LLC
446 VHONG DRWE, SUITE 220
VIRGINIA HEAcx, VIRGINIA 23452
PHONE #: [phone]
THE JOHN R. McADAMS
COMPANY INC.
ENGINEERS/PLANNERS/SURVEYORS
RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
[phone]
�
.••"�"��•.
,.`���� c` 0Z;--.,
�0 .7
�,� ti� _
AL =
- 136V
`l. xA =
-
r
;'1'GF- �'��
�,
_ � D. BPR��`��
'' '�
PROJECT NO.
WDL-07023
PLAN & PROFILE
ROADWAY DRAINAGE SW�►LF.S
-
ALONG LADERA DRIVE
S� RjQ PHASE 3
TOWN OF cu A T
w711t�L
NORTH CAROLdNA
sir N0.
-$
NiMcADAMS
PRINT DATE:
�ENAME: wDL0MAD3-P7
DESIGNED BY:w
DRAWN BY:
KAM
3209 GRESHAM LAKE ROAD, SUTI'E 160
RALEIGH. NC 27615
(919)55&4310
RORIZ. SALE: = 40'
j.
EASEMENTS ADDED PER DWQ.
09/20/07
VERB,. SCALE: „ ,
= 4
REVISIONS
DATE
DATE. $-21-07

to
am
-i
a n__j
wz �>�
s� zm
t�
tii d
Z
C
848.05
m
-i
D�C7p
r� n 27
20- >
sv.m
ZM-vp-n
MOM
Z W
0
Dr7
848.
11buMLIMIG VIEW
N01PS:
f. aCIE6 mu upauKO mrra smu OOVCR r-o• u3cnr.4jv ruu WIOnr Or nit
RAMP ELBQt A5 SHE(: 6N THE OE7AIL8.
2. OWTAIN 709 CeNTRAST VISleI6ITT AWOENrNS affACE, ElniR LIOHT-aW-WAR,
aR DARN-(N-LIMIr SeMO (x aO MNS THe eM t RArf.
RAIa WM AMA IS TAMMU
I
_i_TMHiWpSPr TO�i-
Ci Q� or ni, a+a
ti� f7 co. n co)
W
a k �TFirrnE 9.O!
t 7 00 04
��- 1 MA:. Rrar
s ySECTION 8-8
/ nlxtsrraar �. % tFAlesM011 k
Tr6 F)ZUMt -12! 1 - K812 nF_Y
SECTION A -A
EXPAIMUN JCM
(SEE M. $a.("
ff /
t TRIG PORT OF
(Su NOTE 131
NOT>:: A Poarta O>: rlrl ON roTx RAEOI
y "T Vam aims E THE iffnm.
EYP� 1
T-�
b
6DJFi'¢k
B • DISTM= FEd FlOQ 1W CF StOM"
TO SAM i•OMT OF 1211 (e.M) Q"f. -�
�` •• EACR OF ImEEPAX S" MEMnF awr PLAN VIEW
8IDer" MOPED 0.�.
DETEI ABBE iMARl��NC GG S A0lff a` WII
NOTES:
i. CONSTRUCT THE WALKING SURFACE WIT" SLIP RESISTANTANCE AND A 70% CONTRASTING COLOR TO THE SIDEWALK.
2. CROSSWALK WIDTHS AND CONFIOPATION VARY BUT MUST CGFIFORM TO TRAFFIC DESIGN! STMMAROS.
3. NORTH CANUM GENERAL STATUTE 138-44.14 REWIRE$ THAT ALL STREET CURBS BEI40 CONSTRUCTED OR RE£BRSTM CTO FOR MAINTENAACE
PROCEDURES. TRAFFIC OPERATIONS, REPAIRS, CORRECTION OF UTILTIES OR ALTERED FOR ANY REASON AFTER SEPIMMER 1, 1973 % li
PROVIDE iHEELCHAIR RAMPS FOR THE PHYSICALLY DISABLED AT ALL INTERSECTIONS MERE BOTH CURB AND GVrTER AND SIDEWALKS ARE
PROVIDED AND AT OTHER POINTS OF PEDESTRIAN FLOW.
IN ADDITION, SECTION 228 OF THE ISM FEDERAL AID HIGHWAY SAFETT ACT REQUIRES PREVISION OF MTM RAGS ON ANY CM oWSTRWTION
AFTER JULY 1,1976 WHETHER A SIDEWALK IS PROPOSED INITIALLY OR IS KAMM FOR A FUTURE DATE.
THE AMERICANS WITH DISABILITIES ACT (ADA) OF 1M E7MNIO9 TO INDIVIDUALS W1iT14 DISABILITIES. COMPREHENSIVE CIVIL RIGHTS
PRUTECTION3 SIMILIAR TO THOSE PROVIDED TO PERSONS ON THE BASIS OF RACE, SEX, NATIONAL ORIGIN AND RELIGION UNDER THE CIVIL
RIGHTS ACT OF 1984. THESE CURB RAMPS HAVE BEEN DESIGNED TO COMPLY WITH THE CURREAT ADA STAND",;=.
4. PROVIDE WHEELCHAIR RAMPS AT LOCATIONS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. LOCATE WHEELCHAIR RAMPS
AS DIRECTED BY THE ENGINEER WHERE EXISTING LIWTT POLES. FIRE HYDRANTS, DROP INLETS, ETC. AFFE£T PLACEb*M. (THERE
TW7 RA1@3 ARE. INSTALLED PLACE NOT LESS THAT% 2 FEET OF FULL HEIGINT CURB BETWEEN THE RAMPS. FLACE DUAL. RAMPS
AS NEAR PERPENDICULAR TO THE TRAVEL LANE BEING CROS8£D AS POSSIBLE.
5. PAY FOR ALL VARIABLE DEPTH CONCRETE USED FOR CONSMCTION OF WHEELCHAIR RAMPS AS CONCRETE WEEECHAIR RAMPS. (SO. YI•S.)
8. PAY FOR ALL DEPRESSED CURETS AT WHEELCHAIR RAMPS AS THE TYPE CURB AND GUTTER GM AWACENT M DEPRESSED CURB. (@N. FT.)
7. SUCH PRICES AND PAYMENTS IS MMIME13 FULL COMPENSATION FOR ALL MATERIALS, LABOR, EIUIPMERT, TOOLS AND INH;IDEtiTALB
NECESSARY TO SATISFACCTOSITLY COMPLETE THE WORK.
8. DO NOT EXCEED 0.08 (12:1) SLOPE ON THE MEELCHAIR RAMP IN RELATIONSHIP TO THE 6RAriE OF THE STREET.
9. CONSTRUCT WHEELCHAIR RAMPS 40" (3'-4") OR GREATER FOR MAL RAMPS.
10. USE CLASS "8" CONCRETE WITH A SIDEWALK FINISH IN ORDER TO OBTAIN A ROU13H NON-SKID TYPE SURFACE.
11. PLACE A %" EXPANSION JOINT WHERE THE CONCRETE WHEELCHAIR RAMP JOINS THE CURB AND A9 VMWN OR STD. DW, S48.01,
12. PLACE THE INSIDE PEDESTRIAN CROSSWALK LINES NO CLOSER IN THE INTERSECTION BY BISECTINGTn IRTEASECTION RADII,
WITH ALLOWANCE OF A 4' CLEAR ZONE IN THE VEHICULAR TRAVELWAY MEN ONE RAMP IS INSTALLEE. (SEE NOTE 17)
13. COORDINATE THE CURB CUT AND THE PEDESTRIAN CRg&tW t LINES 90 THE FLOOR OF THE WHEELOWR RAMP WILL FALL WITHIR
THE PEDESTRIAN CROSSWALK LINES. PLACE DIAWRAL RAMPS WITH FLARED SIDES SO 24" OF FULL HEIGHT CURB FALLS WITHIN
THE CROS31111ALK MARKINGS ON EACH SIDE OF THE FLARES.
14. CONSTRUCT THE PEDESTRIAN CROSSWALK A MINIU MI OF 8 FEET. A CROSSWALK WIDTH OF 10 FEET FR GREATER IS i3ESIRABLE.
IS. USE STOP LINES NORMALLY PERPENDICULAR TO THE LANE LINES (THERE IT IS IMPORTANT TO INDICATE THE POINT BEHIND MICH
VEHICLES ARE 406IRED TO STOP IN COMPLIANCE WITH A TRAFFIC SIGNAL, STOP SIGN OR OTHER LEGAL REQUIREMENT. AN UNUSUAL APPROAM
S1rfEIE MAY REWIRE THE PLACEMENT OF THE STOP LINE TO BE PARALLEL TO THE INTERSECTING ROAIRAY.
1B. TERMINATE PARKING A MINIMUM OF 20 FEET BACK OF PEDESTRIAN CROSSWALX.
17. PLACE ALL PAVEMENT MARKINGS IN DANCE WIT" THE LATEST EDITION OF THE MANUAL OF LWIFORM TRAFFIC CONTROL DEVICESS (MUTCD)
PUBLISHED BY THE FEDERAL HIGHWAY ADMINISTRATION AND THE NORTH CAROLINA SiIPPLEMENT TO TiE Mt7TCD.
10' UTILITY &
SIDEWALK EASEMENT 50' R.O.W.
40' FRONT OF WALL
2' 31, B-B
7'
LAWN 2'
^ GAP 1.5' 4' BIKE LANE 10' LANE LAWN
I 10' LANE IIV BIKE LANE GAP 15' SIDEWALK
I 1 3 0
0 p
HIGH POINT AT c�+
1/2 /� 1 4'/FT 1/4 /FT
ROAD CROWN 12'/T 1/4',
.a
4' MIN
EXISTING WETLAND GRADE COVER
z v
vu En
H- 6 < -t
o�Z-cn)'wa 4QJ
cz
F Od Sim
Lr
bin
LkI d CD d ' �i�lt
m
Z 'c
-t Fi ISOMETRIC VIED( '
z o
m
t7} fl�
--------------------
r--------------- ELJ�ttZr' FIiZ s-4
-- - - - -
SECTION B-S ut-silt-Zo40 CO
o+mD
�� Z >�D
_ __ --_ `_
--------�-ter
WANUM
PF�Rtl5Ft1 -
' OGW3 ;
g
SECTION A -A � p 26
F
I it I
t r `
e
r, r
2c
MQ-1 Z
Ii I I
eosL Z do
a Q d
P4
s
33v
M
0Lga
Ch
r f
aad
D �°
� d
d
u
d .R
at-
�Na
` `
xu
r sr
-
I!S IO �"•
•
E
_ to
PLAN VIElY
CGAL RIBS 2 OF 4
ANY MBII
(ao• rnt- FEOOC W10TN) tS.
05
z
PAVEMENT 0(n
Q (Sj� Z 1/8' RAD. 9" 9" 3 4' RAD. " PAVEMENT SURFAC QQQ
9=40 z1o00 1/2' RAD 6" 2'-0" _ - SURFAC 1 8" RAD z��
.•+ov aZTr�cn 1 8" RAD. 1 4' RAD. �j
c°tsiZ m -i�D 3" RAD. 1 8' RAD.io
ooaO�z
P- O b7 Z D ;o' 1- CJ Q LL
< Z� Z�cn00 I :o:. a .v :':o:'.'a'.v�:'.o: •'a'o�:.o.'•'a . O� C :'; 1' Oco < cr-0
Tn� M�=Or o• . o• :v: c� 1 3 4' LJJ
RAD cnI­_z-'
rp p vl * 70Z 1 3/4" RAD. .°- o cKL` p<
Z rf D-fD 2'-6" 1'-6" p': • • Oo�
ja (cno 2'-6' CURB AND GUTTER 1'-6" CURB AND GUTTER
Zao
fn z w
8"X12"OR18" 9"X12"OR18" o
PROPOSE D CONCRETE CURB CONCRETE CURB
4'-0' EDGE OF
2" 2'-0' PAVEMENT AD, 2'_O-
8Ile. - 1 8" RADIUS Z4- 2.1
17-
O
tL DO Ml�l•:: Lt_ wz SHOULDER BERM GUTTER g" �- O I~- w
H Q _ Z H
� M (n 8" X 6" MEDIAN CURB VALLEY GUTTER Q CD
0 C rn z SECTION VIEW OF CURBS OR CURBS AND GUTTERS o m CD
c1 Ty u CO C� D ocif :D
GENERAL NOTES: 3/8" x 1" DEEP o U m
� Oj 0 0 -CONTRACTION JOINTS SHALL BE PLACED AT 10' INTERVALS, GROOVED OR SAWN 1 Z
P- ctf
G7 � JOINT TO BE FlLTD Q 1-i-1
W EXCEPT THAT A 15' SPACING MAY BE USED WHEN A MACHINE IS I-
W C D USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE FORM CAN WITH JOINT SEALER JOINT SEALER (n LL1 U
-i C z BE OBTAINED WITHOUT THE USE OF TEMPLATES AT 10' INTERVALS. 1/8" RAD GUTTER = p
J M -i O -JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. .a . �8� RAD PAVEMENT SURFACE (n C) Z
CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE O Q
z171p TEMPLATES OR FORMED BY OTHER APPROVED METHODS. ;o• o. a
N
p o '� x NON -TEMPLATE FORMED JOINTS SHALL BE A MIN. OF 1 1/2" DEEP. o '' v,' :�:;v.: :? :� p::
';o'• ';o'. .-;v' G .. C .o,• a .' a .' :o,. a . .p.' a LxJ Li
-ALL CONSTRUCTION JOINTS, EXCEPT IN 8'x6" MEDIAN CURB, o. - o 0 0 o
SHALL BE FILLED WITH JOINT FILLER AND SEALER. PROPOSED
-EXPANSION JOINTS SHALL BE SPACED AT 90' INTERVALS AND CURB & GUTTER PROP. 1/2' JOINT FILLER
ADJACENT TO ALL RIGID OBJECTS. JOINT,/,. PAVEMENT
LONGII r" C *+ * Al TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
W-LT 4 O 44 EET 1 OF 3
848.05 846.01 '=:LCTIOt�..v'EW OF JOINTS g46 01
0
oyz
M Pq
Zt'tf►
FI �: W
aITESTAeLI M(Dsfl DE1Ee SOU eM R 7-0- UMM AND
RrLt -10, Or TIC RAM rLOM AS � a THE a.TAILS.
v tXt
�"♦ tit
2. 6WTAI11 7(A CaHTRAIT viellELrn WITH A0Ja3L'10 IIJIFACEL
E:ITFEE L101fT•Qt Q11M, oR Mrr(-alf-EIlfr !>W LUM
COvmrn TM ENTAIL PIMP.
�✓z_
2 p
C
0mCC
69 n t7
oil
oa. werx ,aIEA 0;VANOM
AI=
zwM
a
c�wo
O @ V U 0
as
Trl
v q
J
m
z M 0
O O v d, O C�3
z
0
low
V7
_ .� rEEtAQri3
MET 1 0F'4
-ee 2of s
DmGTmE. WXRNINS, ImIt
848.05
84'8.05
a
ypq}
M
0'U
WATER LINE SANITARY SEWER LINE-/
ELECTRIC CONDUIT TYPICAL SECTION AT FULL -SPAN TELEPHONE AND
CULVERT ALONG PARADISE BAY BOULEVARD CABLE CONDUIT
NO SCALE
(LOOKING NORTH)
10, UTILITY &
SIDEWALK EASEMENT
RAILING (TYP.)
.)L,` `� �:, JOLT _ -- - - - - -� J
t-i W
Q
F
• to
r- a -
TM2 PORTION OF WMP�
win
12) IL
off p
PLAN VIEW
PTJVQALAL KAM
(60" SIN. FLMR WIC1)4i
.05
SEE MOTE 4
STO - E.IRE
iAl&+lla JS.i t....:.:. '^ ..:a <lC
ROACIM(7 =KwT
PYl7i s.Tm � PWt s7rlbL
F
Fa Pry
L-76R,� _J »iH.aNAIE f9�
PROMM WHEEL01AIR RAMP
PROPOSED OR FOURE SIDETULK
AIA-01EABLE LOCATIONS
...................
DUAL RAMP RADII ........... ANY
z
m 61'i
W"
OB%iZ
uj�t,:,
fr
1!-
0m03-
Z 7
I d11
LuC9
d
.
C
W O
ry
w z `i
HJ •r � x," O
zU1
o �"4 W ►W-7 N
Z
W z
d its O
N U w �Xto
z W .
MOM
reeeeerli l u rrhr
't I�
CA 04
AL � =
. 36�,° -
rrrrunrie
o=
13
n.
0 0
w
O CV
m
Z Fes- O
Z
O
N o
5 a
W w
U
N
to
EEcq
'-
O w
-aa I
c7
� En
5 �
z W
" M W
�-( �✓ z
w z x
rcoO.
W ��5
i�
z
z
a e
W � F
u °Go
4
a w�
O �
v
a o
W >
Q
co
A
�o
o
z�
PRMCT NO- WDL-07023
FnENAmE: WDL07010-DT
DMGNgn BY: MAD
DRAWN BY: KAM
SCAIE: AS NOTED
DATE' 8-21-07
SHEET N0.
D-1
FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION

o
U �
Z
D
�_O�;Cn
r- Z --i
D
=�Dc7m
zn
=cn;�O0
ZO-UO-T1
n-roz
nDD
0
z
-n
0 �J
ITl
O Z m
C -tl Z
O 0
rn/^��
l J I
rTl
V
D C) Z
m D
CA �
m
Z_
Z
Z O
C7 ::E 0
m
2
838.22
9
I�
1'-1015pr
nw -
3'-10' TWOPIPES
a
THREE
PIPES T4-
t/s
9. 7 9 3/15
10. rj 1
PLAN
I6.-2' TWO PIPES
23 -10 THREE PIPES
iv 2-Vl 0 V-4 Cy
STR. FACE
O� T F —7—RI T
T2 OF T3 TOP & BOTTOM
T5 O 6' TOP & BOTTOA'
6 SPA. 0 9"
2' BARS IN
TOP OF FOOTING
Zt
Z2
5 SPA. 0 9' 2-N2,
2-N3, 2-N4
SEE STD. # 83&4.5 FOR GENERAL NOTES.
10"
2-
FILL FACE 2'
T-N-09-
.r 'H'
0 3'-0'
SECTION - BB
2 OR G3
t-N1 O B' FILL FACE
If«-
Vi STR. FACE
N
yNj
-2-82
o
tt
a
-3' DRAINS
SLOPE
ABOVE
{6
FLOW LINE
�lCONST. ,1T,., I 2-83 -et TAPER DETAIL
m Nj O 8" FILL FACE
m ,-I 5 SPA. 09' FILL
SP 9' STR CE 2-N1 2-N3 2-N4
a z z z
Ht ' "� 4'-11'
H2- 2'-11' 1'-1' I._..I
"H" BARS -�! "N-" BARS
'H "N', & 'Z' BAR DIMENSIONS
ARE OUT TO OUT.
FACE 2-HI, 1-H2
3 SPA. 0 1'-2' FILL H2
Z7 3'-5" FACE 3-Hi, 1-H2 SPA. O V-6'
FILL FACE
Z2 3'-0' N2 1 Y2, 1-V3, 1-V4
Z3 2°-7" N4
6' 1— HK. V4
"Z" BARS N NT4 'r
WING ELEVATION
CONCRETE CURB & GUTTER
SCALE: NTS
T4
T4
�d L N
SECTION — AA
z
0 U)
t= y.
Q Q
= U
o oa-oz
ftU)=
WQz =
I,-O<L Co
Q (r0-
~ _ F- J
00<
Z
0— 0
W
0
3-1
J W
J Y
Q U)
Of
O Q 0)
Z W I
Z
LEI
D< P
p LLJ -0
� U �
Z
00 J
Z U a-
V) Q
W
= U
� � W
mom
Z LL- D
w Z 0
w
0
L�
838.22
A B A B A B A B A
00 o 0 r
ELEVATION
PLAN
A B (PIPE DIA.)
HEADWALL LOCATION ft.) (in.
PARADISE BAY BLVD 1 1 1 24
HEADWALL DETAIL
30' VEGETATED FILTER
STRIP (GRASSED)
W W W W W W
W W W W W W W
W W W W W W W
3-FOOT WIDE LAYER OF #57 STONE `" 4, w
(4-INCHES DEEP) UNDERLAIN WITH W W W y W
FILTER FABRIC W W W W W
W W W W W
W W W W W W W
W W W W W W
W W W W W
W W �
REINFORCED CONCRETE FOOTING
LEVEL SPREADER
3" SOLID MASONARY BLOCK LIP
STUBBED ABOVE GRADE
24'
STANDARD 24" SPILL ROLLED CURB
CURB —DROP DETAIL (ROLL CURB)
24" RaL CURB AND GUTTER
B-16
10' SOLID MASONARY BLOCK LE\!EL
SPREADER
6-FOOT WIDE (1-FOOT DEEP)
TRIANGULAR CHANNEL ® 0.00%
SLOPE LINED WITH LANDLOK TURF
REINFORCEMENT MATING 450
D MASONARY BLOCK
- CHANNEL SHALL BE LINED WITH
LANDLOK
TURF REINFORCEMENT
MATTING
450 AND SEEDED PER
SEEDING
SCHEDULE (SEE LINING
ANCHOR
DETAILS SHEET PD-1D)
6'
i
(—IIII I —III— 8" (TYP) 1 8" 1 1-
3
I I I SOLID MASON Y BLOCK 3 -I iII
II- �IIIII�I-
III
REINFORCED CONCRETE FOOTIN 2Ti-
UNDISTURBED EARTH
4" -�
CROSS-SECTION
12"
(3) #4 REBARS CONTINUOUS
#4 REBAR @ 18" O.C.__l
8" (TYP) F12"
8"
a � .
3" (TYP) a
4" 24"
2" DEEP
CONTINUOUS KEYWAY
FOOTING DETAIL
GENERAL NOTES:
1. CONSTRUCT CONCRETE LEVEL SPREADER LIP ON A ZERO PERCENT GRADE TO ENSURE
UNIFORM SPREADING OF FLOW.
2. LEVEL SPREADER SHOULD BE CONSTRUCTED ON UNDISTURBED SOIL, AND NOT ON FILL
3. THE TRIANGULAR CHANNEL SHOULD BE CONSTRUCTED ON A ZERO PERCENT GRADE.
4. THE TRIANGULAR CHANNEL SHOULD BE LINED WITH LANDLOK TURF REINFORCEMENT
MATTING 450 OR APPROVED EQUIVALENT. THE TRM MATTING SHOULD BE ANCHORED PER
THE DETAILS PROVIDED. THE TRM MATTING SHOULD BE INSTALLED PER MANUFACTURER'S
SPECIFICATIONS.
5. THE 3-INCH LAYER OF #57 STONE SHALL BE UNDERLAIN WITH MIRAFI FILTERWEAVE 400
OR APPROVED EQUIVALENT.
LEVEL SPREADER DETAILS
T. S.
SIN=1 DRAWING — NOT RELEASED FOR CONSTRUCTION
U
um
�Ny o U 0
Z I
cq
zN
P 0
p
t; z w o rn
J'°e'eee ►s{����o'
f ' 4� 3�3652�v
,sD.
" 'if1►/1►eee`,
W
a.
0 h
Wo
o�l
Q04
0)
�0
Z Z
Li ci
W o
V)
w W
a
� w
E_
j4
�i Z G*]
o <C
z
la o
o
J ova
0­
nib4
EQa.
V? �
W
0
a
W > m
co
a O
W
00
PROJECr NO. WDL-07023
1�H.sNe>m, WDL07010-DT
DESIGNED BY' MAD
DRAWN BY: K AM
SCALE: AS NOTED
DATE: 8-21-07
SHEET N0.
2
aMeADAMS