20202013 Ver 1_NOV-2022-PC-0079 Response (Restoration Plan)_20220408

BRIDGEWATER LANDING
RESTORATION PLAN
Edens Lane
Hampstead, NC
Pender County
Prepared By:
DAVEY
Resource Group
Prepared For:
Edens Lane, LLC
Action ID# SAW-2021-00135
DWR Project No. 20202013
APRIL 2022

TABLE OF CONTENTS
1.0 INTRODUCTION 1
2.0 SITE HISTORY 1
3.0 EXISTING CONDITIONS 2
4.0 CROSSING INFORMATION 2
4.1 Crossing #1 2
4.2 Crossing #2 3
4.3 Crossing #3 3
5.0 PROPOSED STREAM RESTORATION METHODS 4
6.0 PROPOSED MONITORING 4
LIST OF FIGURES & APPENDICES
Figure 1. Vicinity Map
Figure 2. USGS Topographic Map
Figure 3. Aerial Photograph
Figure 4. USACE-Approved Wetland Map
Figure 5. Wetland Map Showing Approximate Location of 5 Crossings
Figure 6. Crossing #1: Existing Conditions
Figure 7. Crossing #1: Proposed Conditions
Figure 8. Crossing #2: Existing Conditions
Figure 9. Crossing #2: Proposed Conditions
Figure 10. Crossing #3: Existing Conditions
Figure 11. Crossing #3: Proposed Conditions
Appendix A. Site Photos
Appendix B. Site Plan Drawings
Appendix C. Retaining Wall Plans

BRIDGEWATER LANDING
RESTORATION PLAN
PENDER COUNTY, NC
Action ID# SAW-2021-00135
DWR Project No. 20202013
APRIL 2022
1.0 Introduction
In order to mitigate for unauthorized impacts to approximately 290 linear feet of streams and
0.181 acres of 404 wetlands within the Bridgewater Landing Subdivision, Edens Lane, LLC
proposes to restore 76 LF of stream and 0.014 acres of wetlands and obtain after -the -fact Section
404/401 permits for 214 LF of stream and 0.201 acres of wetland impact. Additionally, the
applicant will purchase 428 LF of stream and 0.4 acre of wetland mitigation credits from the
Northeast Cape Fear Umbrella Mitigation Bank or NC Division of Mitigation Services (dependent
upon credit availability). This site consists of 86 acres and is located off Edens Lane in Hampstead,
NC (Pender County) (Figures 1-3).
2.0 Site History
A Sedimentation and Erosion Control Permit was obtained for the project in 2021. The site plan
attached to this plan was an outdated version that included five stream/wetland crossings. The
developer has assumed that Section 404/401 permits had also been secured and contractors
installed the five road crossings that impacted streams and/or wetlands. It was discovered that
permits had not been obtained and Davey Resource Group, Inc. (DRG) submitted a Section
404/401 permit application for the project on December 1, 2021. A site inspection conducted by
NC Division of Water Resources staff determined that the project had impacted wetlands and
streams without a permit and that the installed configuration did not match the site plan
submitted with the application. A Notice of Violation was issued to Edens Lane, LLC on March 9,

2022 (NOV-2022-PC-0079). Additionally, the 401 Water Quality Certification application was
denied (DWR Project # 20202013).
3.0 Existing Conditions
The site consists of 86 acres and is located off Edens Lane in Hampstead, NC (Pender County)
(Figures 1-3). Several streams run through the site and along the southern project boundary
(Figure 4). Swamp forest wetlands exist adjacent to most of these streams and support hardwood
species such as red maple (Acer rubrum), green ash (Fraxinus pennsylvanica), tulip poplar
(Liriodendron tulipifera), black gum (Nyssa sylvatica), and sweetgum (Liquidambar styraciflua).
Adjacent land use is mostly undeveloped and forested, with some residential and cleared fields.
As noted above, five wetland/stream crossings were installed within the site (Figure 5). Two of
these crossings (#4 and #5) are not needed and have since been removed and stabilized with jute
matting (Appendix A). Three other road crossings remain in place (Crossings #1 - #3 on site plan;
Appendix B). All three of these crossings are currently stabilized with several layers of silt fence.
These crossings will be needed within the subdivision to provide access and utilities to the
planned lots. Therefore, the developer proposes to restore sections of the unauthorized impacts
at each crossing and apply for Section 404/401 permits for unavoidable impacts. See below for
information about current conditions and proposed restoration efforts at each crossing.
4.0 Crossing Information
4.1 Crossing #1
Based on survey information and data collected by DRG in early 2021, the natural stream
channel at Crossing #1 is approximately five feet wide. The contractor installed two 24"
culverts and an approximate 45-ft wide dirt road at this location. Some rip rap was also
installed at the downstream end of the culverts. When installing the culverts and the road,
the contractor excavated the existing stream channel to between 20 — 25' wide both
upstream and downstream of the crossing (Figure 6). Total unauthorized impacts at this
location are 106 LF of stream and 0.045 acre of wetlands.

A recent survey concluded that the culverts were installed too deep. The applicant plans to
remove this road crossing and reinstall the two 24" culverts to the correct elevations (as
noted on the site plan). Additionally, 38 LF of stream and 0.01 acre of adjacent wetlands
will be restored (Figure 7). The proposed road crossing will permanently impact 68 LF of
stream and 0.035 acres of wetlands. A Section 404/401 permit application will be submitted
for this impact.
4.2 Crossing #2
The natural stream channel at Crossing #2 is approximately 7 feet wide. The contractor
installed two 36" culverts and a 45' wide dirt road at this crossing. Some rip rap was also
installed downstream of the culverts. Similar to Crossing #1, the contractor excavated the
existing stream channel to between 20 — 25' wide both upstream and downstream of the
crossing (Figure 8). The length of widening is between 20 LF and 25 LF at each location.
Total unauthorized impacts at this location are 97 LF of stream and 0.06 acre of wetlands.
The engineer recently determined that these culverts are undersized. The applicant plans
to remove this crossing and replace with three 48" culverts. One culvert will be installed
within the stream channel. The other two culverts will be raised 1.6' onto the stream banks
to accommodate high flow events. Approximately 23 LF of stream will be restored (Figure
9). Note that areas immediately upstream and downstream of the culverts will remain open
to allow water to pass through the culverts. The proposed road crossing, culverts, and rip
rap will impact 74 LF of stream and 0.066 acres of wetlands. A Section 404/401 permit
application will be submitted for this impact.
4.3 Crossing #3
The natural stream channel at Crossing #3 is approximately 7 feet wide. The contractor
installed three 24" culverts and a 45' wide dirt road at this crossing. Some rip rap was also
installed downstream of the culverts. The contractor excavated the existing stream channel
approximately 17' wide both upstream and downstream of the crossing (Figure 10). The
length of widening is between 13 LF and 17 LF at each location. Total existing impacts at
this location are 87 LF of stream and 0.076 acre of wetlands.

Similar to Crossing #2, the engineer recently determined that these culverts are undersized.
The applicant plans to remove this crossing and replace with one 36" culvert and two 48"
culverts. The 36" culvert will be installed in the 7' wide stream channel. The two 48" culverts
will be placed in adjacent wetlands. Approximately 15 LF of stream and 0.003 acre of
wetlands will be restored (Figure 11). The proposed road crossing, culverts, and rip rap will
impact 72 LF of stream and 0.1 acres of wetlands.
5.0 Proposed Stream Restoration Methods
At each of the three crossings discussed above, stream and wetland restoration work will occur.
Prior to performing restoration activities, the contractor will ensure that silt fencing is secure.
Additionally, rock check dams will be installed downstream of the restoration work. First -order
stream channel restoration of pattern, profile, dimension, and riparian floodplain bench is
proposed. The existing channel and riparian floodplain bench have been excavated for the
installation of road crossings and culverts. Restoration activities are proposed for 76 linear feet
of stream and 0.014 acres of riparian wetlands, encompassing Impact areas #1 - #3. Proposed
restoration activities of the stream channel include the restoration of the natural channel
dimension, profile, and plan form. Elevation of the channel bed and reconnection of the stream
to the adjacent floodplain will re-establish characteristic riparian wetland hydrology.
Additionally, the natural vegetated riparian buffer will be constructed to pre-existing grade.
These areas will be planted with characteristic and native wetland species as those found in
adjacent areas (i.e. red bay, wax myrtle, gallberry, fetterbush). Seed matting and stabilization will
be installed to provide for the temporary stabilization of newly constructed areas. Jute/coir fiber
matting will be installed along the restored stream banks and left in place indefinitely. Silt fencing
and check dams will be removed once the areas are stabilized.
6.0 Proposed Monitoring
Restored areas will be monitored for stability and after every heavy rain event until the area has
stabilized. Any failure of the stream and/or riparian floodplain bench will be addressed
immediately. An on -site meeting is proposed directly after restoration activities and three
months after construction to review the restored areas for stability and closeout.

FIGURES

or,tE, itl r
•
1i
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China
(Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User
Community, Esri, HERE, Garmin, (c) OpenStreetMap contributors
L:\WETLANDS\2020 WETLANDS FILES\LMG20.121 ---
Edens Lane Property, Logan Developers\Maps
Boundaries are approximate and not meant to be absolute.
Map Source: GIS World Street Map Layer
N 0 1,000 2,000 4,000
A Feel
Scale applies to 11X17" print.
Bridgewater Landing
Pender County, NC
LMG
Figure 1
Vicinity Map
Map Date: January 2021
LMG20.121
LAND MANAGEMENT GROUP
a WWEY1. company
3805 Wrightsville Avenue
Wilmington, NC 28403
[phone]

L:\WETLANDS\2020 WETLANDS FILES\LMG20.121 ---
Edens Lane Property, Logan Developers\Maps
Boundaries are approximate and not meant to be absolute.
Map Source: USGS Topsail Topographic Quad
Bridgewater Landing
Pender County, NC
Map Date: January 2021
LMG20.121
LMG
LAND) MANAGEMENT GROUP
a DAVEYt company
3805 Wrightsville Avenue
Wilmington, NC 28403
[phone]
N 0 350 700 1,400
A Feet
Scale applies to 11X17" print.
Figure 2
Topographic Map

L:\WETLANDS\2020 WETLANDS FILES\LMG20.121 ---
Edens Lane Property, Logan Developers\Maps
Boundaries are approximate and not meant to be absolute.
Map Source: 2016 GIS World Imagery Layer
Bridgewater Landing
Pender County, NC
Map Date: January 2021
LMG20.121
LMG
LAND MANAGEMENT GROUP
a DAVEY1 company
3805 Wrightsville Avenue
Wilmington, NC 28403
[phone]
S/Airbus
OpenStreetMap
N 0 250 500 1,000
A Feet
Scale applies to 11X17" print.
Figure 3
Current Aerial

This is not a survey. All boundaries and distances are considered
approximate. This represents a preliminary sketch prepared from field
notes. A survey of delineated areas and review and approval by the US
Army Corps of Engineers is recommended prior to specific site
planning.
CA123 tt PL ,
Uplands - 75.1 ac (86%)
Wetlands - 12.6 ac (14%)
Perennial Stream - 3,800 L.F.
Intermittent Stream - 540 L.F.
- --- Waters of the US (RPW) - 700 L.F.
- 1-1-11 Non -Jurisdictional Ditch - 1,600 L.F.
Wetland Line Off Property
© Data Points
L:\WETLANDS\2020 WETLANDS FILES\LMG20.121 --- Edens Lane Property, Logan Developers\Maps
Boundaries are approximate and not meant to be absolute.
Map Source: 2016 NC OneMap Aerial Photography
Bridgewater Landing
Pender County, NC
Map Date: 04/24/2020
LMG20.121
LMG
LAND MANAGE -WENT GROUP
a DAVEY company
3805 Wrightsville Avenue
Wilmington, NC 28403
[phone]
N 0 250 500 1,000
A Feet
Scale applies to 11X17" print.
Figure 4. USACE Approved
Wetland Delineation Map

This is not a survey. All boundaries and distances are considered
approximate. This represents a preliminary sketch prepared from field
notes. A survey of delineated areas and review and approval by the US
Army Corps of Engineers is recommended prior to specific site
planning.
Uplands - 75.1 ac (86%)
Wetlands - 12.6 ac (14%)
Perennial Stream - 3,800 L.F.
Intermittent Stream - 540 L.F.
- --- Waters of the US (RPW) - 700 L.F.
- 1-1-11 Non -Jurisdictional Ditch - 1,600 L.F.
Wetland Line Off Property
Road Crossings
L:\WETLANDS\2020 WETLANDS FILES\LMG20.121 --- Edens Lane Property, Logan Developers\Maps
Boundaries are approximate and not meant to be absolute.
Map Source: 2016 NC OneMap Aerial Photography
Bridgewater Landing
Pender County, NC
April 2022
LMG20.121
LMG
LAND MANAGE -WENT GROUP
a DAVEY company
3805 Wrightsville Avenue
Wilmington, NC 28403
[phone]
N 0 250 500 1,000
A Feet
Scale applies to 11X17" print.
Figure 5. Road Crossings
Overlaid On Wetland Map
(Crossings 4 & 5 Removed)

1
1
1
1
1
1
Excavated Area
w w w w
n �
SS
FM FM FM FM
1
nr
II
m
Unauthorized Stream Impact: 106 LF
Unauthorized Wetland Impact: 0.045 ac
Excavated Area
■■■ Existing Culvert
1
1
1
1
1
nauthorized Stream Impact:
106 LF
1-
w
1—
w
nauthorized Wetland Impacts:
0_045-acre
w w w w
FM FM FM FM
xcavated Area
PRELIMINARY: NOT FOR CONSTRUCTION
Survey and site plan information provided by:
Paramounte Engineering, Inc.
122 Cinema Drive
Wilmington, NC 28403
BRIDGEWATER LANDING
Pender County, NC
SCALE: 1" = 20'
Figure 6. Existing Conditions: Crossing #1

.■
■ -estoration Area
PAD = 29.00
Excavated Area
FM FM
9.40
\
• \�\�\
i
\ \
J \ \ \
\ \ \ \ •
•y\
FM FM FIB\\
f
\\\\\F\.\\
estorat
on Area
(130 sf)
— — Proposed Stream Impact: 68 LF
I====1 Proposed Wetland Impact: 0.035 ac
— Excavated Area
® Proposed Restoration Area (447 sf)
1
1
1
1
1
1
— Proposed Headwall
■ ■ ■ Proposed Culvert
•
(317 sf)
xcavated Area
PRELIMINARY: NOT FOR CONSTRUCTION
Survey and site plan information provided by:
Paramounte Engineering, Inc.
122 Cinema Drive
Wilmington, NC 28403
BRIDGEWATER LANDING
Pender County, NC
SCALE: 1" = 20'
Figure 7. Proposed Crossing #1

71.gM
13M I
1.3M
T� M
OFT 4# /
f
Unauthorized Stream Impact:
97 LF
1
1
9
1 /
1
1
1
1
1
1
1
//
1
1
1
1
1
1 \
xcavated Area
1
1
1
nauthorized Wetland Im.: _ s:
0.056 ac
xcavated Area
Unauthorized Stream Impact: 97 LF
(:::=1 Unauthorized Wetland Impact: 0.06 ac
— Excavated Area
■■■ Existing Culvert
PRELIMINARY: NOT FOR CONSTRUCTION
Survey and site plan information provided by:
Paramounte Engineering, Inc.
122 Cinema Drive
Wilmington, NC 28403
BRIDGEWATER LANDING
Pender County, NC
SCALE: 1" = 20'
Figure 8. Existing Conditions: Crossing #2

1
1
Area to Remain O•en
to Allow Water to Flow
rivAsywarrdp-47
--v
Area to Remain O•en
to Allow Water to Flow
1
1
1
1
1
1
1
1
1
1
1
xcavated Area
— — Proposed Stream Impact: 74 LF
Proposed Wetland Impact: 0.066 ac
— Excavated Area
— Proposed Headwall
■■■ Proposed Culvert
PRELIMINARY: NOT FOR CONSTRUCTION
Survey and site plan information provided by:
Paramounte Engineering, Inc.
122 Cinema Drive
Wilmington, NC 28403
BRIDGEWATER LANDING
Pender County, NC
SCALE: 1" = 20'
Figure 9. Proposed Crossing #2

1
JET
1
1
i
1
1
1
1
/1
44/ //
/ 44,
//
11
Ixcavated Area
I
1
/77
1
hargnel
1
Unauthorized Stream Impact: 87 LF
====� Unauthorized Wetland Impact: 0.076 ac
— Excavated Area
■■■ Existing Culvert
SCALE: 1" = 20'
PRELIMINARY: NOT FOR CONSTRUCTION
Survey and site plan information provided by:
Paramounte Engineering, Inc.
122 Cinema Drive
Wilmington, NC 28403
BRIDGEWATER LANDING
Pender County, NC
Figure 10. Existing Conditions: Crossing #3

1
Res ration Area
(74 sf) '
1
1
1
1
1 //
yo dd
44.10:0,
i;_vj
— — Proposed Stream Impact - 72 LF
Proposed Wetland Impact - 0.1 ac
— Excavated Area
Proposed Restoration Area (148 sf)
1
/
1
I xcavated Area
1
1 4
— Proposed Headwall
■ ■ ■ Proposed Culvert
/77
1
1
1
1
1
hagnel
—Restoration
Area (74 sf)
1
PRELIMINARY: NOT FOR CONSTRUCTION
Survey and site plan information provided by:
Paramounte Engineering, Inc.
122 Cinema Drive
Wilmington, NC 28403
BRIDGEWATER LANDING
Pender County, NC
SCALE: 1" = 20'
Figure 11. Proposed Crossing #3

Appendix A.
Site Photos

Bridgewater Landing; Pender County
Appendix A. Site Photos
Note: Photos of Crossings 1-3 taken in February of 2022.
Additional silt fencing has been installed since then.
Looking Downstream at Crossing #1
Looking Upstream at Crossing #1

Bridgewater Landing; Pender County
Appendix A. Site Photos
Looking Upstream at Crossing #2
Looking Downstream at Crossing #2

Bridgewater Landing; Pender County
Appendix A. Site Photos
Looking Upstream at Crossing #3
Looking Downstream at Crossing #3

Bridgewater Landing; Pender County
Appendix A. Site Photos
Crossing #4 (with road still present)
Crossing #4 (restored; photo taken 3/3/22)

Bridgewater Landing; Pender County
Appendix A. Site Photos
Crossing 5 (with road still present)
Crossing 5 (with road present and sediment in channel)

Bridgewater Landing; Pender County
Appendix A. Site Photos
Crossing 5 (restored; photo taken 3/3/22)
Crossing 5 (Restored; looking downstream; photo taken 3/3/22)

Appendix B.
Site Plan Drawings

NORTH
LOCATION MAP
SCALE: 1 "=1,000'
SITE INFORMATION
APPLICANT INFORMATION:
OWNER:
CURRENT LAND USE:
CAMA LAND USE PLAN DESIGNATION:
EXISTING ZONING:
PROPOSED ZONING:
PIN:
TOWNSHIP:
DEED BOOK/ PAGE:
PROPOSED USE:
LOGAN DEVELOPERS
60 GREGORY RD, SUITE 1
BELVILLE, NC 28451
EDENS LANE, LLC
60 GREGORY RD, SUITE 1
BELVILLE, NC 28451
VACANT LAND
EX. GRADE, TYP.
PROPOSED RI
RAP APRON
LOW DENSITY RESIDENTIAL/COASTAL RESIDENTIAL
RP
RP
4214-14-4919-0000 (86.18 ACRES)
TOPSAIL
4683/103
SFD- SINGLE FAMILY DWELLING
DETACHED CONVENTIONAL (SEC. 4.15.1)
TOTAL SITE AREA: ±86.40 ACRES
SINGLE FAMILY DIMENSION REQUIREMENTS
PROPOSED HOUSING TYPE: ALL UNITS ARE SINGLE FAMILY
DWELLING
DETACHED CONVENTIONAL
(SEC. 4.15.1)
DIMENSION (LID OPTION):
MINIMUM LOT SIZE:
MAXIMUM LOT SIZE:
FRONTYARD SETBACK:
SIDEYARD SETBACK:
CORNER SIDEYARD SETBACK:
REAR SETBACK:
MAXIMUM BUILDING HEIGHT:
STRUCTURE SEPARATION (ON SEPARATE LOTS):
MINIMUM CHORD DISTANCE:
MINIMUM LOT WIDTH:
UNIT TOTALS & SITE YIELD
TOTAL SINGLE FAMILY: 139 LOTS
9,000 SF
60,000 SF
15' MINIMUM
5' MINIMUM
OPEN SPACE
TOTAL REQUIRED OPEN SPACE
139 LOTS x 0.03 AC
15' MINIMUM
12.5' MINIMUM
35'
15' MINIMUM
15'
30'
4.17 AC
50% MIN. ACTIVE SPACE REQUIRED: ±2.09 AC
ACTIVE OPEN SPACE PROVIDED: ±2.31 AC
PASSIVE OPEN SPACE PROVIDED: ±16.23 AC
TOTAL OPEN SPACE PROVIDED: ±18.54 AC
NAICS
CODE USE
(No Code) SFD: SINGLE FAMILY DETACHED - CONVENTIONAL AND ALL USES
ASSOCIATED WITH CONSTRUCTION AND SALE OF HOMES, TEMPORARY
BUILDINGS FOR CONSTRUCTION OR DEVELOPMENT, AMENITIES, ETC.
FLOODPLAIN NOTES
1. THIS PARCEL IS IN FLOOD ZONE X, WHICH IS NOT A SPECIAL FLOOD HAZARD AREA,
ACCORDING TO FEMA FLOOD PANELS 3720320400J AND 3720329200J WITH AN
EFFECTIVE DATE OF FEBRUARY 16, 2007.
WETLAND NOTES
1. THERE ARE WETLANDS ON THE PROPERTY. WETLAND JD IS APPROVED
HISTORICAL & ARCHAEOLOGY NOTES
1. NO KNOWN HISTORIC OR ARCHEOLOGICAL SITES EXIST ON ANY OF THE SUBJECT
PARCELS.
Wetland Impacts
WETLAND IMPACTS
IMPACT AREA
LENGTH
PERMANENT
IMPACT
LF
SF
ACRES
1
62
1,890
0.043
2
68
3,200
0.073
3
70
4,275
0.098
4
0
1,580
0.036
TOTAL IMPACTS =
' 200
10,945
0.251
w
z
J
HENNINGS DRIVE
50' PRIVATE RIGHT-OF-WAY
w
z
J
-62' IMPACT AREA
1/4" PER FT
1/4" PER FT
PROPOSED
RETAINING WALL
OPROPOSED
FORCE MAIN
EDENS LANE
60' PUBLIC ROW
OPROPOSED O PROPOSED
SANITARY SEWER WATER MAIN
PERM. IMPACT LIMIT
PROPOSED
GRADE, TYP.
-,J
EX. GRADE, TYP.
PROPOSED RIP
RAP APRON
— PROPOSED (2) 50 LF 24" RCP CULVERT WITH
HEADWALLS PER NCDOT STANDARDS & PROPOSED
SPECIFICATIONS (BURIED 5") RETAINING WALL
WETLAND IMPACT AREA 1
TYP. CROAD CROSS SECTION
NOT TO SCALE
yCC
/VETLAN
TYP
LJJ
\ALQ W W
90'
0' 20'
V47EA THERBEE A Y�
50' PRIVATE ROW
p. ---IAI,I �� IA J
10' x 70' SIGHT
TRIANGLE, TYP.
w
z
HENNINGS DRIVE
50' PRIVATE RIGHT-OF-WAY
-68' IMPACT AREA
IMPACT LIMIT
1/4" PER FT
1/4" PER FT
OPROPOSED
WATER MAIN
PROPOSED
RETAINING WALL
OPROPOSED 0 PROPOSED
SANITARY SEWER FORCE MAIN
— PROPOSED (1) 52 LF 48" RCP CULVERT WITH
HEADWALLS PER NCDOT STANDARDS &
SPECIFICATIONS (BURIED 10"), (2) 48" RCP
FOR HIGHER STORMS
WETLAND IMPACT AREA 2
TYP. CROAD CROSS SECTION
NOT TO SCALE
PERM. IMPACT LIMIT
PROPOSED
GRADE, TYP.
--J
PROPOSED
RETAINING WALL
EX. GRADE, TYP.
PROPOSED RIP
RAP APRON
NOTE ALL STORMDRAINAGE PIPING CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
200
NORTH SCALE: 1 "=200'
400
HENNINGS DR
50' PRIVATE ROW
600
IARITT STREE
50' PRIVATE RO
PROPOSEI
RETAINING WALL
30
25
20
PROPOSED RIP
RAP APRON
15
10
rn
N
N
STORMWATER
BMP
50' PRIVATE RIGHT-OF-WAY
-10'
II
30
STORMWATER
BMP
wW TLAND
TYP..
ROPOSED
GRADE
XISTING GRADE
PROPOSED
/ RETAINING WALL
PROPOSED
RETAINING WALL
20
ITCH BOTTOM
W/5" BURIED PIPE
15
(2) 24' RCP (5" (FILL AT BOTTOM)
INV UP 20.50
INV DOWN 20.30
10+00
10
WETLAND IMPACT AREA 1
CROSS SECTION
1 "=50' HORIZONTAL
1 "=5' VERTICAL
25
20
15
W
z
LANGSTON ROAD
50' PRIVATE RIGHT-OF-WAY
-70' IMPACT AREA
IMPACT LIMIT
1/4" PER FT
1/4" PER FT
OPROPOSED
WATER MAIN
PROPOSED
RETAINING WALL
PERM. IMPACT LIMIT
PROPOSED
GRADE, TYP.
\ PROPOSED O PROPOSED
SANITARY SEWER FORCE MAIN
— PROPOSED (1) 50 LF 36" RCP CULVERT WITH
HEADWALLS PER NCDOT STANDARDS &
SPECIFICATIONS (BURIED 7"), (2) 48" RCP
FOR HIGHER STORMS
WETLAND IMPACT AREA 3
TYP. CROAD CROSS SECTION
NOT TO SCALE
5' SIDEWALK ALONG COLLECTOR
ROADS, REFER TO STREET
CROSS SECTION, THIS SHEET
\� _I
STORMWATER
BMP
50' PRIVATE RIGFT-OF-WAY
25
PROPOSED
GRADE
20
----PROPOSED RETAINING
WALL (52' BETWEEN
RETAINING WALLS
DITCH BOTTOM
W/10" BURIED
10 Pr
5
0
15
XISTING GRADE
PROPOSED RIP
RAP APRON
10
\--(1) 48" RCP (10" (FILL AT BOTTOM)
INV UP 13.70
INV DOWN 12.30
(2) 48" RCP (HIGHER STORMS)
INV UP 15.20
INV DOWN 13.80
O
CV
10+00
0
PENDER COUNTY GROUP 1
COLLECTOR ROAD
WETLAND IMPACT AREA 2
CROSS SECTION
1 "=50' HORIZONTAL
1"=5' VERTICAL
PROPOSE
RETAINING WALL
25
20
15
STORMWATER
BMP
90' PRI'
/ATE RIGHT OF -WAY
DITCH BOTTO
W/7" BURIED PIPE
i
5
0
15'
PROPOSED
RETAINING WALL
PUMP STATION
EI
25
PROPOSED
GRADE
20
PROPOSED RETAINING
WALL (55' BETWEEN
RETAINING WALLS
EXISTING GRADE
10
1
0
ROPOSED RIP
RAP APRON
1) 36" RCP (7" (FILL AT BOTTOM)
INV UP 10.85
INV DOWN 10.60
(2) 48" RCP (HIGHER STORMS)
INV UP 15.60
INV DOWN 15.35
C
N-
CO
71- CO
N
0
WETLAND IMPACT AREA 3
10+0o CROSS SECTION
1"=50' HORIZONTAL
1 "=5' VERTICAL
REVISIONS:
NCDEQ PH 2 EC 01/28/22
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITF, 1
BELVILLE, NC 28451
ENGINEERING, INC.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 03.30.21
SCALE: 1" = 200'
DESIGNED: AHE
DRAWN: JRC
CHECKED: AHE
SEAL\ \\\\\IiiiiiCAR�////
, 'sN,... Olt /0„ /
- .OS9lq
_ 028847 _-
'moo` NGINE��°*1
/////Illni\\\\
3/11/22
1
FIG
PEI JOB#: 20178.PE

EDENS LANE
i
1
kali
(
II,
11111111 n r 7
SHT. C-4.1 SHT. C-4.2 SHT. C-4.3 SHT. C-4.4
KEY MAP 41.
NOT TO SCALE O
SEE SHEET C-4.0 FOR SWALE SCHEDULE
LEGEND:
---16---
16
NOTATION:
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED SWALE
PROPOSED RETAINING WALL (BY OTHERS)
DI
PG
EX
HP
LP
sw
TW
BW
= DROP INLET
= PROPOSED GRADE
= EXISTING GRADE
= HIGH POINT ELEVATION
= LOW POINT ELEVATION
= SIDEWALK ELEVATION
= TOP OF WALL ELEVATION
= BOTTOM OF WALL ELEVATION
CULVERT #2 [54 LF]
[2] 18" RCP CL IV
PIPE INV.UP=26.20
PIPE INV.DWN=26.00
DRAINAGE EASEMENT
(TYP.)
1
1
1
JAMES R HALL II
PIN: 4214-06-6482-0000
DB 634, PG 92
PB 21, PG 36
' w EDENS LANE
1 EXIST. U`60/W (PUBLIC)
1
1
1
1
1
M
M
POND 1 INLET
RIP -RAP APRON
[10'X20']
SSEt- SS
SWALE 9
L
DRIVEWAY CULVERT #2 [60 LF]
24" RCP CL III (W/ FES)
[4.8" FILL AT BOTTOM]
PIPE INV.UP(NW)=26.10
PIPE INV.DWN(SE)=25.85
r
RIP RAP APRON
(TYP. - SEE DETAIL)
EL29.45
v �\ PROPOSED SWALE
2/ J (TYP.-SEE DETAIL)
CULVERT #5 [52 LF]
[3] 24" RCP CL IV
PIPE INV.UP=25.60
PIPE INV.DWN=25.40
- 26�
STORM SCHEDULE:
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-15-0974-0000
DB 4725, PG 1766
29-
�27
POND 1 EMERGENCY
SPILLWAY
[SEE DETAIL]
ji
C
I
\ \ ``+� TW 25.00
BW21.4±
\ \ TW 25.50
BW 25.50
SWALE 15
28 -
-1.25 1.25
POND 1 OUTLET
STRUCTURE
[SEE DETAIL]
POND 1
SKIMMER
[SEE DETAIL]
BRYAN TRAVIS HALL
PIN: 4214-15-3749-0000
DB 1858, PG 210
ERICA LEWIS
PIN: 4214-15-4757-0000
DB 4167, PG 220
B
B LOB
LBD tU
.,
-L-tl
3g_
2
\
111 \
/ /
1
/ TW 25.00�
BW 25.00 WETLAND
TW 25.50 [2] 24"
BW 24.00 [5" FILL
PIPE
PIPE
SWALE
L
0
CROSSING #1 [50
RCP CL III (OR HDPE)
AT BOTTOM]
INV.UP=20.50
INV.DWN=20.30
18 �_
- -
�6 /
�
LF]
-�"
_ _
- PAD 27.00/ /
'
/ ��
(
� y� Act
\ • \
\ISN
\ \
s2\ \
_ _ ��
s
PAD 25.50
�' �\\
- \ I r- J I
\ \ J /�/
k
PAD 26.00
25
-� 25
//
_-
���
;,>,,;
�, -c.1l
\ \ �,
\N. i -
_ �, SWA
21
'�=i a
�TW 19.0�
vv
v�, �. ._ BW 19.01
\2 ��.`"``�����0 TW 22
2 � BW 1E
a�
A.°•
E 20 _ \or*
WETLANDS
POND 1 RIP -RAP
APRON
[SEE DETAIL]
VV Ira)! 00.47
I � a'c' EL28.87
y
SILT FENCE
(TYP.-SEE DETAIL)
SEE SHEET C-4.5
FOR AMENITY
GRADING PLAN
.00
.50
At-
vv
wirgrismarA,
ritWri 4!riOi
TW 20.00 rr:�
BW 20.00 • �'�,� `i
TW2 0
BW 20.00
RETAINING WALL
(BY OTHERS), TYP.
1-1 'HOPE OR RCP; IF MEETS AND CONST CTED PER
NyFACTURER SPECIFICATIONS
/
J �
\
E�TALLSTORF\4DRAU'J4\GE PIPING QAN B I NSTRUCTED WITH
E
Upstream
Node
Downstream
Node
Diameter
(In)
Upstream
Invert
Downstream
Invert
Pipe Length
(ft)
Slope (%)
Upstream
Rim Elev
Downstream
Rim Elev
MH-4.1
FES-3.1
36
20.13
17.00
37
8.51
31.03
20.00
DI-2.1
MH-4.1 1
36
20.36
20.13
80
0.30
26.00
31.03
J L MORRIS ENTERPRISES
PIN: 4204-95-5947-000L
DB 1089, PG 274
PB 22, PG 39
I\ / / I
ICJ
29
- = - 27
TW 22.00
BW 14.5±
TW 23.00
BW 19.00
TW 19.00
BW 19.00
0
sv
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-15-7760-0000
DB 4725, PG 1766
\\
TW 22.00
BW 14.2±
\WETL\ DS
\ \ \ Wit✓_ i.
WETLAND CROSSING #2 [52 LF]
48" RCP CL III [PRIMARY] /
[10" FILL AT BOTTOM]
PIPE INV.UP=13.70
PIPE INV.DWN=12.30
TW 20.00 /
BW 20.00
50'R/ti
/
WETLAND CROSSING #2 [52 LF]
/ [2] 48" RCP CL III [SECONDA
PIPE INV.UP=15.20
PIPE INV.DWN=13.80
0.70
SS
/
1
1
1
1
1
1
1
1
2'
(PRIVATE)
/
001
GRAPHIC SCALE
0 25 50 100
200
SCALE: 1 "=50'
1
1
1
1
1
1
1
1
1
1
1
Know what's below.
CaII before you dig.
U
LJJ
LLJ
LLJ
L.IJ
REVISIONS:
NCDEQ PH 2 EC 01/28/22
02/28/22
WETLAND CROSSING REVISION
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
E N G I N E E R I N G, INC.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE: 1 "=50'
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL\��\�iiiiliiio,
\\,\\\\.\N CAR/////////
- 028847
2'O �• cciVGI NE`G" . °
//io r G. 0 L Nx \\\\\
3/11/22
4•2
C
PEI JOB#: 20178.PE

EDENS LANE
)
vole
SHT. C-4.1 SHT. C-4.2 SHT. C-4.3 SHT. C-4.4
KEY MAP 1.i.,
NOT TO SCALE P 0
i
2
SEE SHEET C-4.0 FOR SWALE SCHEDULE
LEGEND:
16
NOTATION:
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED SWALE
PROPOSED RETAINING WALL (BY OTHERS)
DI
PG
EX
HP
LP
SW
TW
BW
= DROP INLET
= PROPOSED GRADE
= EXISTING GRADE
= HIGH POINT ELEVATION
= LOW POINT ELEVATION
= SIDEWALK ELEVATION
= TOP OF WALL ELEVATION
= BOTTOM OF WALL ELEVATION
U
LLJ
LLJ
LLJ
LLJ
1
1
1
1
1
1
1
1
1
1
ss
01
7
-18
Q0/
a01
WETLANDS TO
REMAIN
UNDISTURBED,
TYP.
LOD
ROAD F2
C01
X
POND 3 INLET
RIP -RAP APRON
[10'X20']
CULVERT #7 [50 LF]
[2] 15" RCP CL IV
PIPE INV.UP=25.20
PIPE INV.DWN=25.00
CULVERT #6 [56 LF]
[2] 18" RCP CL IV N
PIPE INV.UP=24.75
PIPE INV.DWN=24.25
/.
PROPOSED SWALE
(TYP.-SEE DETAIL)
ALE 31
POND 2 INLET
RIP -RAP APRON
[10'X20']
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-25-3147-0000
DB 4725, PG 1766
\ WET POND 3
\O
WET3l\
POND 3 EMERGENCY
SPILLWAY
[SEE DETAIL]
n
POND 2 RIP -RAP
APRON
[SEE DETAIL]
POND 2 OUTLET
STRUCTURE
[SEE DETAIL]
J L MORRIS ENTERPRISES
PIN: 4204-95-5947-000L
DB 1089, PG 274
PB 22, PG 39
POND 3 OUTLET
STRUCTURE
[SEE DETAIL]
,\\
POND 3 RIP -RAP
APRON
[SEE DETAIL]
WETLAND CROSSING #3 [50 LF]
36" RCP CL III [PRIMARY]
[7" FILL AT BOTTOM]
PIPE INV.UP=10.85
PIPE INV.DWN=10.60
-RIP RAP APRON
(TYP. - SEE DETAIL) \
RETAINING WALL
(BY OTHERS),
TYP.
NOTE ALL STORMDRAINAGE PIPING CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
WETLANDS
WETLAND IMPACT FOR \ N.
ROAD AND CULVERT
INSTALLATION, TYP.
WETLAND CROSSING #3 [50 L[E]
48" RCP CL III [SECONDARY]
PIPE INV.UP=15.60
PIPE INV.DWN=15.35
/
\
001
GRAPHIC SCALE
0 25 50 100
POND 4 RIP -RAP
APRON
[SEE DETAIL]
POND 4 OUTLET
STRUCTURE
[SEE DETAIL]
POND 4
SKIMMER
[SEE DETAIL]
200
SCALE: 1 "=50'
1
1
1
1
1
1
1
1
\01
1
1
1
1
1
1
1
Know what's below.
CaII before you dig.
LLJ
z_
J
U
CQ
REVISIONS:
NCDEQ PH 2 EC 01/28/22
N
N
co
N
N
O
WETLAND CROSSING REVISION
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
E NIGIN E E R 1 N G. I N C.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE: 1 "=50'
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL ooliuiiiii
028847 :co :3
°° O `° �NGI NEB' '
/,/ /Y G. C1.0 \\\\\\
I
3/11/22
4•3
c
PEI JOB#: 20178.PE

EDENS LANE
°
I
i__,.
)
Vail
SHT. C-4.1 SHT. C-4.2 SHT. C-4.3 SHT. C-4.4
KEY MAP 4*
,
NOT TO SCALE i.P 0
2
1
1
1
1
WET
WETLANDS
1
1
1
WET POND 4
[SEE DETAILS]
1
1
1
1
1
WET
CT
SEE SHEET C-4.0 FOR SWALE SCHEDULE
ET
\\ „ l/ I /
POND4EMERGENCY
SPILLWAY
[SEE DETAIL]
DRAINAGE EASEMENT
(TYP.)
POND 4 INLET
RIP -RAP APRON
[10'X20']
J L MORRIS ENTERPRISES
PIN: 4204-95-5947-000L
DB 1089, PG 274
PB 22, PG 39
aTi '
PAD = 28.90
PAD = 29.75
-1.28-1.28
LEGEND:
16
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED SWALE
PROPOSED RETAINING WALL (BY OTHERS)
NOTATION:
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-25-3147-0000
DB 4725, PG 1766
POND 5 INLET
RIP -RAP APRON
[10'X20']
PAD = 26.60
DI
PG
EX
HP
LP
SW
TW
BW
= DROP INLET
= PROPOSED GRADE
= EXISTING GRADE
= HIGH POINT ELEVATION
= LOW POINT ELEVATION
= SIDEWALK ELEVATION
= TOP OF WALL ELEVATION
= BOTTOM OF WALL ELEVATION
PAD = 25.25
Q12 /
PROPOSED SWALE 4
(TYP.-SEE DETAIL) i
J L MORRIS ENTERPRISES
PIN: 4214-23-2291-0000
DB 3362, PG 68
STORM SCHEDULE:
Upstream
Node
Downstream
Node
Diameter
(In)
Upstream
Invert
Downstream
Invert
Pipe Length
(ft)
Slope (%)
Upstream
Rim Elev
Downstream
Rim Elev
MH-8.4
FES-8.1
18
20.43
19.50
220
0.42
26.27
19.50
DI-8.2
MH-8.4
18
20.50
20.43
25
0.30
24.75
26.27
DI-8.3
DI-8.2
18
21.50
20.50
54
1.85
24.75
24.75
i
PAD = 22.85
CULVERT #9 [54 LF]
[2] 12" RCP CL IV
PIPE INV.UP=20.50
PIPE INV.DWN=20.30
NOTE ALL STORMDRAINAGE PIPING CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
RETAINING WALL
(BY OTHERS), TYP.
c
PG 18.21
PG 18.30
SS
POND 5 INLET
RIP -RAP APRON
[10'X20']
WET POND 5
[SEE DETAILS]
POND 5
SKIMMER
[SEE DETAIL]
-4-2--
TW 14.00
12 BW 14.00
POND 5 EMERGENCY
SPILLWAY
[SEE DETAIL]
WETLANDS
GRAPHIC SCALE
0 25 50 100
WETLANDS
200
SCALE: 1 "=50'
0
F-
J
Z o (NJ
J Lo
Q p N
Cn O Ur
0 i 0
L C)
W co
m
CD Q Z
Z
c9 0
m
LL
0
0
N
0
v7
O
W
co
0)
0
0
M
00
0
Know what's below.
CaII before you dig.
REVISIONS:
NCDEQ PH 2 EC [ 01/28/22
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
E N G I N E E R 1 N G. I N C.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE: 1 "=50'
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL \\\\\1HI!///0
028847
O `° �NGI NEs- °° '''
/,/ Y /G. C L N�\\\\\�
I
3/11/22
4•4
c
PEI JOB#: 20178.PE

LOCATION MAP
SCALE: 1 "=1,000'
SERVICE NOTE:
1. CONTRACTOR SHALL INSTALL ONE (1) 1-INCH WATER
SERVICE PER LOT AND ONE (1) 4-INCH SEWER
SERVICE PER LOT.
J L MORRIS ENTERPRISES
P1N:4204-95-5947-000L
DB 1089, PG 274
PB 22, PG 39
ZONING: GB
PROPERTY LINE
(TYP.)
10
UTILITY NOTES: (NCAC 15A.02T.0305 / T15A.18C.0906)
1. WATER MAINS SHALL BE LAID SO AS TO PROVIDE A MINIMUM HORIZONTAL SEPARATION OF 10 FEET FROM SEWERS. IF CONDITIONS EXIST SUCH THAT
THIS SEPARATION CANNOT BE ACHIEVED, THE WATER MAIN CAN BE INSTALLED AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER, EITHER IN A
SEPARATE TRENCH, OR IN THE SAME TRENCH ON A BENCH OF UNDISTURBED EARTH.
2. WHEN CROSSING A WATER MAIN OVER A SEWER, THE WATER MAIN SHALL BE LAID AT LEAST 18 INCHES ABOVE THE SEWER. IF CONDITIONS EXIST
SUCH THAT THIS SEPARATION CANNOT BE ACHIEVED, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH
JOINTS THAT MEET WATER MAIN STANDARDS. THE DUCTILE IRON PIPE SHALL EXTEND 10 FEET ON EACH SIDE OF THE CROSSING WITH A SECTION OF
WATER MAIN PIPE CENTERED ON THE CROSSING.
3. CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND
THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10
FEET ON EACH SIDE OF THE POINT OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
4. WHERE VERTICAL CLEARANCE IS LESS THAN 24" BETWEEN SANITARY SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON PIPE FOR
A MINIMUM OF 10' EITHER SIDE OF CROSSING AND STORM DRAIN SHALL BE RC PIPE.
5. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN WATER MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING AND STORM DRAIN SHALL BE RC PIPE.
6. A MINIMUM VERTICAL DISTANCE OF 12" SHALL BE MAINTAINED BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF OTHER UTILITIES.
MATCHLINE - SHEET C-5 3
co
act-
tvo
\\� a
h 7
i
0 11+00
-3
(1) 8"x8" MJ TEE
(2) 8" MJ GATE VALVE
-km-
SSMH-042
-N
HENNINGS DRIVE
50' PRIVATE RNV /
PROPOSED CULVERT (TYP.) SSMH-030
(SEE GRADING AND
DRAINAGE PLANS)
1
MATCHLINE - SHEET C-5.6
8" C-900 (DR-18
PVC WATER MAIN
PROPOSED SWALE (TYP.)
(SEE GRADING AND
DRAINAGE PLANS)
o
HENNINGS DRIVE PLAN VIEW
STA. 10+00 TO STA. 16+50
HORIZONTAL SCALE: 1 =50
NOTE ALL STORMDRAINAGE PIPING CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
45
40
35
30
25
20
15
10
SSMH-030
MATCHLINE - SHEET C-5.2
��� I _I■,' uulm-
SSMH-031
SSMH-029
(1) 8" X 6" MJ TEE
(1) FIRE HYDRANT
ASSEMBLY
0
co
(1)8"x8"MJTEE c"
(2) 8" MJ GATE VALVE
PROPOSED DRAINAGE
EASEMENT (TYP.)
w
0
w
01
MATCHLINE - SEE RIGHT
(1) 8"x8" MJ TEE
(2) 8" MJ GATE VALVE
LANE 50
ACIVATE R/nN
PR%
MATCHLINE - SEE LEFT
GRAVITY SEWER NOTES;
1. ALL MANHOLES LOCATED WITHIN 50' OF WETLANDS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
1.1. SEAMS SHALL BE EXTERNALLY TAPED / SEALED WITH WATERTIGHT MATERIAL.
1.2. ALL MANHOLE INTERIORS SHALL BE FULLY LINED WITH WATERPROOF COATING.
1.3. MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY NEGATIVE AIR PRESSURE (VACUUM) TEST
PRIOR TO BACKFILL.
2. ALL SEWER PIPE MATERIALS, INSTALLATION, AND TESTING SHALL MEET WATER MAIN STANDARDS WHEN LOCATED WITHIN 50' OF WETLANDS.
WATER MAIN NOTES;
1. ALL WATER MAIN SHALL BE INSTALLED A MINIMUM OF 5' FROM EDGE OF PAVEMENT.
2. NO VALVES, HYDRANTS, OR OTHER WATER MAIN APPURTENANCES SHALL BE INSTALLED IN THE SWALES.
FORCE MAIN NOTES;
1. ALL FORCE MAIN SHALL BE INSTALLED A MINIMUM OF 5' FROM EDGE OF PAVEMENT.
2. NO VALVES OR OTHER FORCE MAIN APPURTENANCES SHALL BE INSTALLED IN THE SWALES.
PAD = 30.50
43 \
\
29
1
..o
ss
1
WINO saiNNIN
1
tic
'Y
9Ooo��O
/ /
/
PAD = 29.85
\ \
Cr
(1) 8" X 6" MJ TEE
(1 FIRE HYDRANT
ASSEMBLY
2:.82
8" C-900 (DR-18)
PVC WATER MAIN
- HENNINGS DRIVE
I 50' PRIVATE R/W
17+00
ss
ss
s
1
■
4" C-900 (DR-18)
PVC FORCE MAIN
(4' MIN. COVER)
1
A ,A L
PAD
Era-vu'
17.:ui>w\u \
1800 \ / .I. i 1 1
. 18 / ►4
Lv.a MIE
\1
SSMH-028
(1) 4" MJ 90° BEND -
29--
J /
/I
PAD =
/
PG 28.00
/
\
N I,/�
4" C-900 (DR- 8) II
PVC FORCE MAIN I,
(4' MIN. COVER) , I
PAD = 29.40
HENNINGS DRIVE PLAN VIEW
STA. 16+50 TO STA. 19+50
HORIZONTAL SCALE: 1 "=50'
FM
F
IGH POINT
STA. =
10+55.43
HIGH POINT
PVI STA.
ELEV.
= 10+75.00
= 32.55
PVI
STA. =
11+50.00
PVI
ELEV.
= 32.79
PVI
ELEV. =
K = 56'
31.59
K=43'
VC
50' VC
-0-
N v
100'
LOW
POINT
STA.
= 15+60.87
HIGH
HIGH
POINT
POINT
STA.
ELEV.
= 16+86
=
29.45
53
m
o
6 rn
co
it II
LOW
POINT
PVI STA.
ELEV.
= 15+60.63
=
28.87
PVI
PVI
STA.
ELEV.
= 17+00.63
=
29.67
LOW
POINT
STA.
=
18+95.16
_+
II II
+ a?
,-
¢ w
PVI
ELEV.
=
28.69
K =
51'
LOW
l'VI
POINT
STA.
ELEV.
= 18+§5.63
= 27.61
VC STA.
VC ELE\
co
U
1- w
K =
71'
ELEV� = 29.32
100'
VC
PV
ELEV.
K
- 48'
= 2
.36
co
100
VC
m
M
a
a
0
r>
00
o
+l0
o
100'VC
I P
+
ELEV. = 29.i
I I I I
t
CO
N
(
II
PVT EL EV1= 21
co
CO
lf)r
PROPOSED
GRAD
E
II
la>
II
II
�_
.
070
°
/° a
EXISTING
GRADE
¢
II
•
-
v
I-
[2]
18"
0
RCP
_
-
----
--
>->
a
d
a
-
>--
----
_
0.71
%
-
-
---------
_ ---------
a__
a_____
0
a
a
0
vrLL�
�a
[2]
18"
0 RCP
-----
--
----
I2
�-
25��0
4' C-900
PVC FORCE
(DR-18)
MAIN
-
�
11111.1111111M
\\
o
11�
[3](4'
24"
RCP
MIN.
COVER)
/
175
LF
OF
8 IN.
C-900
PVC
(DF
��
�
\
`
8"CAT
149 11
I-
i
-
-"--'
LF OF 8 IN. C -900 PVC (DR-18)
°
PVC
WATER
R MAIN)
@ -0.40
/°
�
�
'�i.�////jl
`
�/
154
LF (TOTAL)
OF
8 IN.
�
-
�
SANITARY/WATER
CROSSING. USE 45° VERT.
-�
I
w
6
C-900
PVC
(DR-18)
@
-0.40%
7
,,
140 LF OF
PVC (DR-18)
8
N. C-900
\i
__,„if
1255
LF
TOTAL OF
12"
MIN.
@ -0.40/0
BENDS & DUCTILE IRONli
WATER/STORM CROSSING.
PIPE TO PROVIDE 18" MIN.
x._
i
USE
DUCTILE
45° VERT. BENDS &
IRON PIPE TO
SEPARATION AS REQ'D
PROVIDE
18"MIN.
[TYP.] (SEE NOTE)
- WATER/STORM
CROSSING. USE 45°
[2] 24"
RCP
18' MIN.
SANITARY/WATER J
SEPARATION
AS REQ'D
SANITARY / STORM
CROSSING.
VERT. BENDS &
CROSSING. USE 45° VERT.
I �l [TYP.]
(SEE NOTE)
PROVIDE 20 LF DIP (PRESSURE CL.
(SMHI-048)
DUCTILE IRON PIPE
BENDS & DUCTILE IRON
9 9 9
0 0 0
4
o
350) SANITARY MAIN CENTERED AT
CROSSING AND BRIDGE STORM
M
TO PROVIDE 18" MIN.
M
0
N
0
PIPE TO PROVIDE 18" MIN.
SEPARATION AS REQ'D
_ _ =
2 2 2
i-
2
-
SEWER AS REQ'D[TYP. - 0" TO 12"
SEPARATION AS
=
[TYP.] (SEE NOTE)
<n cn-cn
u) u) u)
o
cn
_
o SEPARATION] (SEE NOTE & DETAIL)
REQ'D [TYP.] (SEE
NOTE)s
cn
0O
�N
CO CO CO IO
....
M CCOO
7
! (�I
M T
= 24.72
UT=24I
C
M (�I
INV IN = 23.32
INV OUT = 23.
STA. = 17+87
RIM = 28.60
N
O-
N N N
M II II II Is
SSMH-04£
-A. = 13
M=30.:
V IN = 2
V OUT
O-•�+Nr...
co
N II
O N
N
II
co
O
in
(�2»»
II zzz0
2
2
II II zz0
2 > »
rII. II ZC•
aiH »cn
_
wcoEzzzz
���zz�
cn�n�z�
Iu)
Mf--
N
MN
CO
N N
MN
M
NN
N
MN
M
I--
M
M.-
M
LC)
O
M
M
rnrn
N O
MO
M
,-M
00
MO
M
CO
O
MO
M
CO CO
O
MO
M
CO Mf--
00
O
MO
N
MN
O
MO
N
CO
O
Mcd
N
CO CflCO
M O
Ncd
N
I--N
O
NO
N
CflM
M O
NO
N
e0LO
M
NO
N
,-M
O O
Ncd
N
CflM
O
N
N
M M
I: N
N
N- 0)
O O
ti N
N
9+50
10+00
11+00
12+00
13+00
14+00
15+00
HENNINGS DRIVE - PROFILE VIEW
STA. 10+00 TO STA. 19+50
HORIZONTAL SCALE 1 "=50'
VERTICAL SCALE: 1 "=5'
16+00
17+00
18+00
19+00
45
40
35
30
WATER/STORM CROSSING.
PROVIDE 18" MIN.
SEPARATION AS REQ'D
25 [TYP.] (SEE NOTE)
SANITARY/STORM
20 CROSSING. PROVIDE 20 LF
DIP (PRESSURE CL. 350)
SANITARY MAIN CENTERED
AT CROSSING
15
10
19+50
FORCE MAIN / STORM
CROSSING. PROVIDE 18"
MIN. SEPARATION AS REQ'D
[TYP.] (SEE NOTE)
GRAPHIC SCALE
0 25 50 100
200
SCALE: 1 "=50'
REVISIONS:
NCDEQ PH 2 EC 01/28/22
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
E NIGIN E E R 1 N G. I N C.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE: 1" = 50'
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL \\\\\III H////
\\\\\\. CARGL�/////,
°pFES 9
1 028847
O °° �NGI N -s' .** �
//////Y G. L I\ NS\\\\\
16
3/11/22
C 5•4
PEI JOB#: 20178.PE

(1) 2"X2"
COMPRESSION WYE
REDUCE TO IRRIGATION
SERVICE CLASS 200 CTS
POLYETHYLENE
(1) 1" 45° BEND
LO
U
w
W
'
AG
\
SERVICE NOTE:
1. CONTRACTOR SHALL INSTALL ONE (1) 1-INCH WATER
SERVICE PER LOT AND ONE (1) 4-INCH SEWER
SERVICE PER LOT.
(
13M /
(1) 2" DOMESTIC METER (PER PCU STD. DETAIL)
(1) 2" RPZ BFP & ENCLOSURE (WATTS LF909 OR APPROVED EQUAL)
PROVIDE 6" SEWER SERVICE
FOR AMENITY BUILDING.
PG 2846
21+00
SSMH-027
a (1) 3/4" IRRIGATION METER (PER PCU STD. DETAIL)
(1) 1" RPZ BFP & ENCLOSURE (WATTS LF909 OR APPROVED EQUAL)
45
40
35
30
25
20
15
10
aN
,Ip
2" CLASS 200 CT
.7. ��1 POLYETHYLENE
DOMESTIC
/ SERVICE
N
8" C-900 (DR-18
PVC WATER MAIN
G 28 43
pAD = 28.80
WE
14
w,
UTILITY NOTES: (NCAC 15A.02T.0305 / T15A.18C.0906)
1. WATER MAINS SHALL BE LAID SO AS TO PROVIDE A MINIMUM HORIZONTAL SEPARATION OF 10 FEET FROM SEWERS. IF CONDITIONS EXIST SUCH THAT
THIS SEPARATION CANNOT BE ACHIEVED, THE WATER MAIN CAN BE INSTALLED AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER, EITHER IN A
SEPARATE TRENCH, OR IN THE SAME TRENCH ON A BENCH OF UNDISTURBED EARTH.
2. WHEN CROSSING A WATER MAIN OVER A SEWER, THE WATER MAIN SHALL BE LAID AT LEAST 18 INCHES ABOVE THE SEWER. IF CONDITIONS EXIST
SUCH THAT THIS SEPARATION CANNOT BE ACHIEVED, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH
JOINTS THAT MEET WATER MAIN STANDARDS. THE DUCTILE IRON PIPE SHALL EXTEND 10 FEET ON EACH SIDE OF THE CROSSING WITH A SECTION OF
WATER MAIN PIPE CENTERED ON THE CROSSING.
3. CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND
THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10
FEET ON EACH SIDE OF THE POINT OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
4. WHERE VERTICAL CLEARANCE IS LESS THAN 24" BETWEEN SANITARY SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON PIPE FOR
A MINIMUM OF 10' EITHER SIDE OF CROSSING AND STORM DRAIN SHALL BE RC PIPE.
5. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN WATER MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING AND STORM DRAIN SHALL BE RC PIPE.
6. A MINIMUM VERTICAL DISTANCE OF 12" SHALL BE MAINTAINED BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF OTHER UTILITIES.
PAD=27.45 --
1)8"X6"MJTEE
(1) FIRE HYDRANT
HENNNIGS DRIVE ASSEMBLY
I 1
50' PRIVATE R/W_ _ PG26.4. -
III
FM.- F-F FM
6
_-. f
tadillffidari
26- SSMH-026
MY _,-- .,
__ -
,,, ,...
___--- ,
- - „
__-
4" C-900 (DR-18)
PVC FORCE MAIN
(4' MIN. COVER)
/
S
3M! 3
HENNINGS DRIVE PLAN VIEW
STA. 19+50 TO STA. 25+50
HORIZONTAL SCALE: 1 "=50'
// / / / /
/tir' / / / / S
j ( <7 /
�) 2 �\
IMPACT #2
/ r1I^l/ry
I I I I I I // //.
14 -/--j,`/ //7__-
/ -
/ / i- /� / / / / /
/ //�// V//7,e(/ 46
- ..,./,
/ 7 /ip-/ / %
/ / /
//
/, ,/ //� ,7
- -
1 r ---_. ry/ / #'
PG/EG 28 42
PROPOSED WETLANDS
/, CROSSING CULVERT (TYP.)
,/" �� / (SEE GRADING AND
//// DRAINAGE PLANS)
/ /
c
MATCHLINE - SHEET C-5.7
PROPOSED SWALE (TYP.)
ra (SEE GRADING AND
DRAINAGE PLANS)
c
17 M
o
d
(1)8"x8"MJTEE
(2) 8" MJ GATE VALVE
GRAVITY SEWER NOTES;
1. ALL MANHOLES LOCATED WITHIN 50' OF WETLANDS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
1.1. SEAMS SHALL BE EXTERNALLY TAPED / SEALED WITH WATERTIGHT MATERIAL.
1.2. ALL MANHOLE INTERIORS SHALL BE FULLY LINED WITH WATERPROOF COATING.
1.3. MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY NEGATIVE AIR PRESSURE (VACUUM) TEST
PRIOR TO BACKFILL.
2. ALL SEWER PIPE MATERIALS, INSTALLATION, AND TESTING SHALL MEET WATER MAIN STANDARDS WHEN LOCATED WITHIN 50' OF WETLANDS.
WATER MAIN NOTES;
1. ALL WATER MAIN SHALL BE INSTALLED A MINIMUM OF 5' FROM EDGE OF PAVEMENT.
2. NO VALVES, HYDRANTS, OR OTHER WATER MAIN APPURTENANCES SHALL BE INSTALLED IN THE SWALES.
FORCE MAIN NOTES;
1. ALL FORCE MAIN SHALL BE INSTALLED A MINIMUM OF 5' FROM EDGE OF PAVEMENT.
2. NO VALVES OR OTHER FORCE MAIN APPURTENANCES SHALL BE INSTALLED IN THE SWALES.
LI
8" C-900 (DR-18)
PVC WATER MAIN
5 PRE
SSMH-023
4" C-900 (DR-18)
PVC FORCE MAIN
(4' MIN. COVER)
a.
N
N
CO
\116'
tic
ti
J
28+00
f-ss
MATCHLINE - SHEET C-5.7
i
28-87
ss s
SSMH-024
(1) 4" MJ 90° BEND
W
Lu
0)
EE
tr)
d
0
HENNINGS DRIVE PLAN VIEW
MATCHLINE -SHEET C-5.6
STA. 25+50 TO STA. 28+77
HORIZONTAL SCALE: 1 =50
HIGH POINT STA.
= 27+14.72
HIGH
POINT ELEV. = 32.08
PVI STA. = 26+60.63
PVI
ELEV.
= 32.90
K = 43'
200' VC
HIGH
POINT STA. = 20+90.47
PVI STA.
= 22+10.63o
2
co.
M
HIGH POINT ELEV.
PVI STA. = 20+85.63
= 28.87
PVI ELEV.
=
28.18
I
+�
"'
c0�
`�
PVI ELEV. = 29.06
K = 65'
I
I
K =
69'
LOW
LOW
POINT
POINT
STA.
ELEV.
= 23+85.22
=
25.24
PVC STA =2
N
II
PVC STA.1= 2i+60.63
PVC EILEV. = 28.53
100
VC
co
CO
w
¢
w
-
PVI
STA.
ELEV.
= 24+10.63
=
23.90
100' VC
co
Lri
co
co
LEVI. _
w
O N
STA. = 21+3
ELEV. = 28..
PVT STA.1= 24
co.o
rA.= 25+10I63
->
II
O_
+
H Lu -1w•
co w
w
PVC STA. 23I
N
I I
w
1.07%
00
a
�\\'
PROPOSED
GRADEEt
I
---
I-1---------
--
�
��0.85°%
0��
-A
--;1-.70%
�Mr \
2.14h
6
0
=
EXISTING
GRADE
�'
':
�X1
B" MIN.
C-900
96 LF OF 8 IN.
PVC (DR-18)
`
i�
,r�
@ -0.40%
IN.
C -900
PV
�'
8" C-900 (DR-18)
DR-18)
A -0.40%
8
IN.
C-900
PVC
WATER
MAIN
291
F •F
I
PVC
(DR-18 @ -0.40%
e
--
155
TPVC
L
OF
8
IN.
C-900
(DR-18)
175 LF OF 8
N.
C-900 PVC
(DR-18)°
1 I
\
l
��
@ -0.40%
-
4" C-900 (DR-18)
PVC FORCE MAIN
© -0.40 /°
��
�i�
(4' MIN. COVER)
I
Cri
N
9
N
9
I
N
9
N
O
$ I I
2.20 (SSMH
.22110
25. 2
V IN = 20.94 (SSMH
VOUT=20;84I
(C
[3]
48"
Q
RCP
(SMH
.12-r
NV IN3119.42 (SSMH
INV OUT = 19;32
I
SMH-02
3Mhi-00,
1 �
V
I
-024
Nco
+
coO
+ co
co�
^Oco
-A.=20E M = 28.
V IN = 2
V OUT
INV IN = 2
-INV OUT =
pN
M--
N
SSMH-038
STA. = 27+
RIM = 30.81
INV IN 25.9,
INV IN 25.5E
D-+-
O
N
p
CO
N
N
-A. = 27
M=31.E
V OUT
I
_
=
I1I
H
IIII-
HO
=�
(1)
cn
(/
I
co
(/
co
cO
(nIII
co
co
d) �jM
I� N
N
co0-)coO
�I�
Cd N
N
�M
Cd N
N
00
Cd N
N
��
Cd N
N
�M
00 N
N
coLf)
�N
I,:- N
N
f� inN
��
O r
N
�N
Lfi r
N
0p coLfl
�j00
Lfi Nisi
N
mac-
N
N
CON
OS
Ns: N
N
coCfl
a" �Lf�
Cd N
N
�L(j
CS
COM
O O
DO
CO
L1� O
O�
N COCON
CO CO
M O
O�
00
csj00
M
I�
O
CO
19+50
20+00
21+00
22+00
23+00
24+00
25+00
HENNINGS DRIVE - PROFILE VIEW
STA. 19+50 TO STA. 28+77
HORIZONTAL SCALE 1 "=50'
VERTICAL SCALE: 1 "=5'
26+00
27+00
28+00
45
40
35
30
( ) 8"x8" MJ TEE
(2) 8" MJ GATE VALVE
N
r)
Ii
SSMH-038
PAD = 31.85
NOTE ALL STORMDRAINAGE PIPING
CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS
AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
25
FORCE MAIN / WATER
CROSSING. PROVIDE 18"
MIN. SEPARATION AS REQ'D
[TYP.] (SEE NOTE)
20
15
10
29+00
GRAPHIC SCALE
0 25 50 100
200
SCALE: 1 "=50'
REVISIONS:
NCDEQ PH 2 EC 101/28/22
N
N
W
N
N
0
WETLAND CROSSING REVISION
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
ENGINEERING, I N C.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE: 1" = 50'
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL \\ oliii////
028847
/o 41
`°/VG I NE\� ' ° � /,/ /Y G
C L ', \\\\\
I
3/11/22
5•5
c
PEI JOB#: 20178.PE

SERVICE NOTE:
1. CONTRACTOR SHALL INSTALL ONE (1) 1-INCH WATER
SERVICE PER LOT AND ONE (1) 4-INCH SEWER
SERVICE PER LOT.
MATCHLINE - SHEET C-5.7
P
1
z
SSMH-018
(1) 4" MJ 90° BEND
W
1
j
/mi
MATCHLINE - SHEET C-5.7
45
40
35
30
25
20
WATER/FORCEMAIN
CROSSING. PROVIDE 18"
MIN. SEPARATION AS
REQ'D [TYP.] (SEE NOTE)
15
10
5
0
cv
UTILITY NOTES: (NCAC 15A.02T.0305 / T15A.18C.0906)
1. WATER MAINS SHALL BE LAID SO AS TO PROVIDE A MINIMUM HORIZONTAL SEPARATION OF 10 FEET FROM SEWERS. IF CONDITIONS EXIST SUCH THAT
THIS SEPARATION CANNOT BE ACHIEVED, THE WATER MAIN CAN BE INSTALLED AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER, EITHER IN A
SEPARATE TRENCH, OR IN THE SAME TRENCH ON A BENCH OF UNDISTURBED EARTH.
2. WHEN CROSSING A WATER MAIN OVER A SEWER, THE WATER MAIN SHALL BE LAID AT LEAST 18 INCHES ABOVE THE SEWER. IF CONDITIONS EXIST
SUCH THAT THIS SEPARATION CANNOT BE ACHIEVED, BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED OF DUCTILE IRON PIPE WITH
JOINTS THAT MEET WATER MAIN STANDARDS. THE DUCTILE IRON PIPE SHALL EXTEND 10 FEET ON EACH SIDE OF THE CROSSING WITH A SECTION OF
WATER MAIN PIPE CENTERED ON THE CROSSING.
GRAVITY SEWER NOTES;
1. ALL MANHOLES LOCATED WITHIN 50' OF WETLANDS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
1.1. SEAMS SHALL BE EXTERNALLY TAPED / SEALED WITH WATERTIGHT MATERIAL.
1.2. ALL MANHOLE INTERIORS SHALL BE FULLY LINED WITH WATERPROOF COATING.
1.3. MANHOLES SHALL BE TESTED IN ACCORDANCE WITH ASTM C1244 "STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY NEGATIVE AIR PRESSURE (VACUUM) TEST
PRIOR TO BACKFILL.
2. ALL SEWER PIPE MATERIALS, INSTALLATION, AND TESTING SHALL MEET WATER MAIN STANDARDS WHEN LOCATED WITHIN 50' OF WETLANDS.
WATER MAIN NOTES;
1. ALL WATER MAIN SHALL BE INSTALLED A MINIMUM OF 5' FROM EDGE OF PAVEMENT.
3. CROSSING A WATER MAIN UNDER A SEWER. WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER, BOTH THE WATER MAIN AND 2. NO VALVES, HYDRANTS, OR OTHER WATER MAIN APPURTENANCES SHALL BE INSTALLED IN THE SWALES.
THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10
FEET ON EACH SIDE OF THE POINT OF CROSSING. A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.
4. WHERE VERTICAL CLEARANCE IS LESS THAN 24" BETWEEN SANITARY SEWER AND STORM DRAIN, SANITARY SEWER SHALL BE DUCTILE IRON PIPE FOR
A MINIMUM OF 10' EITHER SIDE OF CROSSING AND STORM DRAIN SHALL BE RC PIPE.
5. WHERE VERTICAL CLEARANCE IS LESS THAN 18" BETWEEN WATER MAIN AND STORM DRAIN, WATER MAIN SHALL BE DUCTILE IRON PIPE FOR A MINIMUM
OF 10' EITHER SIDE OF CROSSING AND STORM DRAIN SHALL BE RC PIPE.
6. A MINIMUM VERTICAL DISTANCE OF 12" SHALL BE MAINTAINED BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF OTHER UTILITIES.
\ \
\ \ \
STORMWATER \ N
POND N N
N
(1) 8"x8" MJ TEE
(2) 8" MJ GATE VALVE
STORMWATER
"�- /- POND
SSMH 017
�2—
13M 1=M 13M 13M Lti I I
gyp, \ \ — — — — — �� — 14,
N\\--:\\
\\\ � (1)8"X6"MJTEE
j is / \ \ \ (1) FIRE HYDRANT
\ ,- _ / i \ ASSEMBLY \
N\ 'I / �_\\\ N\\ \\ \
\ \\
(1) 8" MJ 22.5° BEND _
7%�I� //
/ 8" C-900 (DR-18)
//. PVC WATER MAIN
//
FORCE MAIN NOTES;
1. ALL FORCE MAIN SHALL BE INSTALLED A MINIMUM OF 5' FROM EDGE OF PAVEMENT.
2. NO VALVES OR OTHER FORCE MAIN APPURTENANCES SHALL BE INSTALLED IN THE SWALES.
(1) 8" MJ 11.25° BEND
LANGSTON ROAD
50' PRIVATE R/W
ANT
TAM �..�Vr.��` viN.
\ SSMH-016 '-"Iir��
PROPOSED WETLANDS
CROSSING CULVERT (TYP.)
/ / (SEE GRADING AND \
DRAINAGE PLANS) \ /
I I
III
t
Ik I I l\ \
Iil \ \
PROPOSED SWALE (TYP.)
(SEE GRADING AND
DRAINAGE PLANS)
LANGSTON ROAD PLAN VIEW
STA. 10+00 TO STA. 19+50
HORIZONTAL SCALE: 1 "=50'
SSMH-015
2�^
STORMWATER
POND
4" C-900 (DR-18)
PVC FORCE MAIN
— — (4' MIN. COVER)
MATCHLINE - SHEET C-5.9
NOTE ALL STORMDRAINAGE PIPING CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
PVI
STA.
= 11+25.00
PVI
PVI
STA.
ELEV.
=
15+50.00
=
27.08
o0
Q
PVI
ELEV.
K
= 60'
= 25.98
K =
120
52'
VC
c
-
rn
0
100'
VCLn
o
��
+
xi�
LOW
LOW
POINT
POINT
STA.
=1
ELEV. =
+12.34
21.°-kri
oN
o,�
+
u
K
u
7
co
oN
°
+
.-N
��
PVI STA.
=
13+00.00
a
`�
u
w
ii
Q>
PVI
ELEV}.
K-
= 19.58
38'
it
r
w
u
>
Lil
EXISTING
GRADE
0
>
a
v)w
H
<nw
�w
250
VC
-
u)w
a s
p
d
a
>>
�
a
PROPOSED GRADE -\E
o
nr
----
fog%_____
,`
N
ii
0.70%
_
Qw
-
--
_
5 c.�
Lt U
>
fn w
1— H
>
—
--
_
��__--__
z-
-
---
_'�
>
a a
>-�
a a
A.
-----___
-
0
I
I\4.
\
3 pp°lo
18" MIN.
\
\
—■■■
/
/
-
4" C-900
(DR-18)
PVC FORCE MAIN
mmn...�—
�,'
o
co
in
(4' MIN.
COVER)
,
,
\
ifs.:?"--
[2]
48"
0 RCP
-0•001....—
co�.�
II
,/
8"
C-900
(DR-18)
/
—I
PVC
WATER ATER
MAIN
\!_
I
�
\
,�
w
2C6
LF
OF
8 IN.
C-900
PVC
v
62
(DR-18)
@ -0
40%
i
/
209
LF
(TOTAL) OF 8 IN.
'
C-900
PVC (DR-18) @ -0.40%
243
LF C5F 8 IN. C-900
PVC
(DR-18) @ -0.40%
1i
1
WATER/STORM CROSSING. PROVIDE
340 LF
OF 8 IN. C-900
I
PVC
o
_-
`�
NECESSARY BENDS FOR FULL PIPE AT 18"
(DR
i8) @ 4 0.0%
SEPARATION CENTERED AT CROSSING.
PROVIDE 20 LF DIP (40 LF
TOTAL) (PRESSURE CL. 350)
FORCEMAIN/STORM CROSSING.
SANITARY MAIN CENTERED
36" 0 RCP
PROVIDE NECESSARY BENDS FOR
AT
EACH
CROSSING
18" MIN SEPARATION.
0
0
a
0
2
(ssr
(SS
.54
14.2
IN IN=13.501
NV OUT=13.
.431
12.21
00
O
N.
O
(0±o14)
OWN_
O.
2
2
2
2
II
r± — > > >
u)
u)
u)
u)u)aZZZ
cn
co�E
H _
u)
O)
N
rn co
00
00 N
N
00 co
I`
I- N
N
co N
Ln
6 N
N
N I,-
O Oi
Lf) .-
N
N CO
M Ln
M .-
N
O O
I:
N
N
O O
O O
(...71N
CO
a0 N
N
N
(.fl 4
N N
N
CO O
© (D
4 N
N
I� CO
Lf) (D
6 N
N
I` I`
CO N
N
N Cfl
O
I` N
N
CO CO
~ Lf)
N
N
Cr) O
`- Cp
00 N
N
CO N
00
00 N
N
Cr) Cfl
co 00
00 N
N
CO O
- 00
O N
N
Cr) CO
Ln O
O N
N
9+50
10+00
11+00
12+00
13+00
14+00
15+00
LANGSTON ROAD - PROFILE VIEW
STA. 10+00 TO STA. 19+50
HORIZONTAL SCALE: 1 "=50'
VERTICAL SCALE: 1 "=5'
16+00
17+00
18+00
19+00
45
40
35
30
25
20
15
10
5
0
19+50
GRAPHIC SCALE
0 25 50 100
200
SCALE: 1 "=50'
REVISIONS:
NCDEQ PH 2 EC 01/28/22
N
N
W
N
N
0
WETLAND CROSSING REVISION
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
ENGINEERING, I N C.
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE: 1" = 50'
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL oolHH/ it
°° �S° / ', pF ° ;
028847
o°° �/]/GIN'�'.��
/,/ //Y G.C L INS111\0\\\\\\
I
3/11/22
C 5•8
PEI JOB#: 20178.PE

Appendix C.
Retaining Wall Information

SHEET 1 OF 8
REV.
CERTIFICATE rC-2446
T(704) 483-5225
Fax: [phone]
4090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©belIsou th.net
................... ''•.
:
SEAL
19258
or
~IIKL_J P
pIpI�
INDEX OF DRAWINGS:
Sheet 1 of 8:
Sheet 2 of 8:
Sheet 3 of 8:
Sheet 4 of 8:
Sheet 5 of 8:
Sheet 6 of 8:
Sheet 7 of 8:
Sheet 8 of 8:
Cover Sheet
Plan View
Plan View
Plan View
Elevation Views (Wall 1, 2, 3, 4)
Elevation Views (Wall 5, 6, 7, 8)
Details
Notes
COVER
DESIGNER: MICHAEL KISER PE
Bridgewater Landing
RETAINING WALLS
Pender County, NC
DESIGNER
DRAWN
MLK
SCB
DATE 3/29/22 imp.
DATE 3/29/22 imp.
DATE
DATE
CONSULTING ENGINEERS & PLANNERS N
NO.
REVISIONS
DRN
DATE
CHK
DATE
SCALE
SEGMENTAL RETAINING WALL
REV.

SHEET 2 OF 8
R EV.
EDENS LANE
SHT. C-4.1
SHT. C-4.2
SHT. C-4.3
SHT. C-4.4
KEY MAP
NOT TO SCALE
1
1
SEE SHEET C-4.0 FOR SWALE SCHEDULE
LEGEND:
16- - -- EXISTING CONTOUR
16 PROPOSED CONTOUR
PROPOSED SWALE
PROPOSED RETAINING WALL (BY OTHERS)
NOTATION:
DI = DROP INLET
PG = PROPOSED GRADE
EX = EXISTING GRADE
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
SW = SIDEWALK ELEVATION
TW = TOP OF WALL ELEVATION
BW = BOTTOM OF WALL ELEVATION
CULVERT #2 [54 LF]
[2] 18" RCP CL IV
PIPE INV.UP=26.20
PIPE INV.DWN=26.00
a
JAMES R HALL II
PIN: 4214-06-6482-0000
DB 634, PG 92
PB 21, PG 36
POND 1 INLET
UJ RIP -RAP APRON
LL1 ,
DRAINAGE EASEMENT
(TYP.)
1
I 78
1
1
1
1
1
DI-2.1
L
DRIVEWAY CULVERT #2 [60 LF]
24" RCP CL III (WI FES)
[4.8" FILL AT BOTTOM]
PIPE INV.UP(NW)=26.10
PIPE INV.DWN(SE)=25.85
CULVERT #5 [52 LF]
[3] 24" RCP CL IV
PIPE INV.UP=25.60
PIPE INV.DWN=25.40
STORM SCHEDULE:
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-15-0 9 74 - 0000
DB 4725, PG 1766
RIP RAP APRON - -
(TYP. - SEE DETAIL)
r
PROPOSED SWALE
(TYP.-SEE DETAIL)
POND 1 EME▪ RGENCY
SPILLWAY
[SEE DETAIL]
MANUFi\CTURER
TW 24.0'
BW 24.00
► 24. ►
POND 1 OUTLET
STRUCTURE
[SEE DETAIL]
BRYAN TRAVIS HALL
PIN: 4214-15-3 74 9- 0000
DB 1858, PG 210
ERICA LEWIS
PIN:4214-15-4757-0000
{ - D8 4167, PG 220
ID
LOD
` LOD LOD
LOD
LUU
-
-� -
r
�
N.
\
,
' :�
+
'
PAD 27.00
�`
PAD 25.50 -
�
�� '
1 +
�'
`
_ _
PAD 26.00
-
.gyp
/f
ss-
I f
L
`-
\
`
(
-
'IS
25.0
41
'
40 i
\_� /�
39
\
\ 0
\ \
\
...If, %Fr '
,'
Tw s o
"' r
BW 25.00
WETLAND CROSSING #2 [50 LF]
��
��
;� �
BW .. I
TW 25`50
.
[2] 24" RCP CL III (OR HDPE)
` `
` _
1
BW 24.00
[5' FILL AT BOTTOM]
/
`
.2
BW 18
PIPE INV.UP=20.50 �ae
\
�..
PIPE INV.DWN=20.30
V
l_
•�
WAL 18
`
�''
`
5W1
20 :
POND 1 RIP -RAP
APRON
[SEE DETAIL]
" , T _ _1 \\
___„,_ ,
POND1 } �
SKIMMER ��4SSS1
[SEE DETAIL] 2`
\
•//_ I _ - ,
- f
S ,
III
/,) )
i ,telirr
ry p
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-15-7760-0000
DB 4725, PG 1766
.LJiQi \E ■
• 1
PRIVATE DRIVEWAY CULVERT
CROSSING [31 LF]
12" RCP CL. III
PIPE INV.UP=23.00
PIPE INV.DWN=22.00
PRIVATE DRIVEWAY CULVERT
CROSSING [44 LF]
'12"RCP CL. III
/ PIPE INV.UP=21.00
PIPE INV.DWN=20.00
.00
.50
q FM7.00 War
n�
.00
22.0►
14• �5t
BW19.00,
BTWW 19.
� 19.00
SILT FENCE
(TYP.-SEE DETAIL)
TE ALL STORMDRAINAGE PIPING CAN B
rr'HER IDPE OR RCP, IF MEETS AND CON
SPECIFICATIONS ( (4.
� \I\�/
Upstream
Node
Downstream
Node
Diameter
(In)
Upstream
Invert
Downstream
Invert
Pipe Length
(ft)
slope %j
Upstream
Rim Elev
Downstream
Rim Elev
MH-4.1
FES-3.1
36
20.13
17.00
37
8.51
31.03
20.00
01-2.1
MH-4.1
36
20.36
20.13
80
0.30
26.00
31.03
1 7 \ 1
J L MORRIS ENTERPRISES
P1N:4204-95-5947-000L
DB 1089, PG 274
PB 22, PG 39
\ 1
SEE SHEET C-4.5
FOR AMENITY
GRADING PLAN
\
kSTRUCTED WITH
QED PER
22❑�
BW 20.00
RETAINING WALL
(BY OTHERS), TYP.
•
7/
2
BEGINS
7,
7-
0
TW 22.
BW 14.2t
WETLANDS
\ ------- .--;----...„--- ;;::1,--,--, --7----
J /
WETLAND CROSSING #3 [52 LF]
48" RCP CL II
[10" FILL AT
PIPE INV.UP
PIPE INV.DW
ill // 1
WETLAND CROSSING #3 [52 LF]
• [2] 48" RCP CL III [SECONDARY]
PIPE INV.UP=15.20
PIPE INV.DWN=13.80
4
BEGINS
1
GRAPHIC SCALE
0 25 50 100
200
SCALE: 1 "=50'
Fj
1
�I
1
1
1
1
1
1
1
1
1
1
1
0
1
1
1
1
1
1
1
1
Know what's below.
Call before you dig.
7
z
REVISIONS:
NCDEQ PH 2 EC 01/28/22
N
eg
N
o
WETLAND CROSSING REVISION
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
GRADING & DRAINAG Nt PLAN
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIMINARY LAYOUT:
FINAL DESIGN:
RELEASED FOR CONST:
DRAWING INFORMATION
DATE: 09.08.21
SCALE:
DESIGNED: ASR
DRAWN: ASR
CHECKED: TGC
SEAL ow IC1ARD4./f .",
.
028847
r>Th,••.. 5G''
3/77/22
C-4.
2
PEI JOB#: 20178.PE
CERTIFICATE rC-2446
[phone]
Fax: [phone]
4090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©bellsou th.net
��''••••C A• R ••••.
SEAL
19258
.
c.,-/� NGINE�•\,--•:
NOT TO SCALE
NOTES:
• THIS SHEET IS NOT A CERTIFIED DOCUMENT OF WORLDWIDE ENGINEERING GEO. DIV. INC.. GRADING PLAN IS THE PROPERTY OF THE CIVIL
ENGINEER OF RECORD AND IS SHOWN FOR REFERENCE TO VIEW WALLS. LOCATE WALLS USING CIVIL ENGINEER'S DOCUMENTS ONLY.
• 2018 IBC CODE REQUIRES SEGMENTAL RETAINING WALLS TO BE CERTIFIED AT THE END OF CONSTRUCTION. THE CERTIFYING FIRM SHALL BE
UNDER CONTRACT AND ONSITE AT THE BEGINNING OF CONSTRUCTION.
PLAN VIEW
DESIGNER: MICHAEL KISER PE
Bridgewater Landing
RETAINING WALLS
Pender County, NC
DESIGNER
DRAWN
MLK DATE 3/29/22 Imo.
S C B NE 3/29/22 INSP.
DATE
DATE
CONSULTING ENGINEERS & PLANNERS
NO.
REVISIONS
DRN
DATE
CHK
DATE
SCALE
SEGMENTAL RETAINING WALL
REV.

SHEET 3 OF 8
REV.
e
N
N
EDENSLANE
CV
�
o
mry
N
ry
c
11111111111 I I I lfl:i,.l.-.- _ :•:; < =::=::::::::•:::::::;
SHT. C-4.1 SHT. C-4.2 SHT. C-4.3 SHT. C-4.4�.
+i
KEY MAP ,
I
I
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST I
PIN:4214-25-3147-0000
I
NOT TO SCALE +j�
DB 4725, PG 1766
_�
• ��
7EC::,
TYP. \� �a� �� Z./
ix
z
`
LOD Lap LOD W W T r CT'-'\ \ 'r
SEE SHEET C d.0 FOR SWALE SCHEDULE
rslo _] OD —tom d—
LOD LOD LOD
r� \� �. -
2I
W
o
[//il
/
\-_,\��`�LEGEND:
3EVISIOi
CDEQ PH 2
WETLAND CR,
7�
��
' ��
--
y�3
NNE, LLC
1RY ROAD, SUITE 1
NC 28451
,
i5
EXISTING CONTOUR I N
I 1 I " L
�� � ' \
6 PROPOSED CONTOUR
PROPOSED SWALE I � ' � _- �' I �
I
�
�
I
11
�� � 7/� �
'/ '
PROPOSED RETAINING WALL (BY OTHERS}
/_IIV')IY
���
i �1�+i
j —� POND 3 EMERGENCY
SPILLWAY �sy
/
_^�� x
192 ` +, [SEE DETA€L]av �!
/ @,)
POND 3 INLET
`
\
`
RIP -RAP APRON
DI =DROP INLET yy
, yl
::tS:�. te���
� I
PG = PROPOSED GRADE �
� 11 �St:�a \ � �
Ex = EXISTING GRADE I
—
` r{ 1 t';
` l
, t
",
HP = HIGH POINT ELEVATION CD, —
[n J
, N
[ ]
LP = LOW POINT ELEVATION
SW = SIDEWALK ELEVATION ' + � .r'� e
23 .ss -0: +•
,
, ae , 1' \
0 `�' 11-1
r F�
a
TW = TOP OF WALL ELEVATION 2e y� �
SS S
' a ,
•I '
Q V
BW = BOTTOM OF WALL ELEVATION
r iry�
POND 3 OUTLET
, \ STRUCTURE ~
ix z j
❑ [� 1�1
3
[SEE DETAIL]
^
' �►
.��r
CULVERT #7 [50 LF]
[2]
IN RCP CL I0
PIPE iNv.uP=z5.2
ALE 31
I�ryry
N
ry
N
i�
ry 'Fr
i { N ` Jy w t
l WET POND 3 i l `E
1 r
l--1
i-
z
W WPQ
J
❑
-= �� -- PIPE INVAWN=25.DD
-
i- -
ORAMOUNTE
N G 1 N E E R 1 N G, 1 N C,
122 Cinema Drive
Wilmington, North Carolina 28403
'10) 791-6707 (0) [phone] (F)
NC License #: C-2846
r ♦
'
U
Ili I
w
'
�[•J
r.
-
� {
i
it
I
l
r17
:;-
SKIMMER
[SEE DETAIL]
i�
�
� =��
CI���
1-
APRON WETLANDS
' = POND 3 RIP -RAP [„]
[SEE DETAIL) I
/ WETLAND CROSSING #4 [5D LF] LL.]
F. FILL AT BOTTOM]
/ 1 1 \ 36" RCP CL III [PRIMARY]
} PIPE INV.DWN=185 %.\u
J
�f
r�
J ' I SEE DETAIL)
.�� (TYP. - CO
j
'
�
18.00 f; , \ POND 4 RIP-RAP
-�� 1 RETAINING WALL APRON •+
w
Z
' `
��
/ w
a BW 18.00 ,;j (BY OTHERS). �� , C [SEE DETAIL]
-• _ TYP.` \ u - r Z
J �_
i' ��
TW 19.Qi
��
%WETLAND IMPACT FOR ` �%' � _1
_
U I�
QI f
rym�
O\ BW 11,71.
Q
,� .•
,
BEGINS
i ROAD AND CULVERT ` F POND 4 OUTLET =
INSTALLATION. TYP. _�� rs� STRUCTURE 4.,U
r� �� [SEE DETAIL]
1 WETLAND CROSSING #4 [50 LF] �sa����
I
W
Plml
1 1 _::,.�ON4�SKMMR�PIPE
26
27
INV.UP=24.75
PIPE INV.DWN=24.25
#86LF] 5
i e
a�®►_,�.
INV.DWN=15.35 �� ��A ��. .;•tip 4•; ' •• . ofCULVERT
�.�'�`�"°�+/rh '‚4.;
,PIPE
5} BW 16.Q(1 / ,
a. i � ry I 1 1
I j�. r,'N..1 1 '
GE PLAN
1G
: CAROLINA
2J�
PROPOSED SWALE���.
{TYP. SEE DETAIL]
5y '� "9 `ti .
''��
-��q� -J �''
I. TW .00 19.0� �� , �' ,
141046.
' .P~
If
5WA 5
y
'�:
POND 2 RIP -RAP ' TW � \
j
�I
ss
APRON
�1 Ti
:.•
DETAIL] `
f
FM ■ , FM — -
[SEE •
L J! / f � � '� \
��
.
In-•
n 7o w •/a! SS —�
=
��
POND 2 OUTLETr ` 1 } }
'
'� �►
��
f
H F^i
SS S .1:,' SS
,
50'RIW (PRIVATE) �� ._ —�
,•
'
STRUCTURE y
SEE DETAIL] ,, `, I
�I n
Yi
POND 2 INLET WET POND 2
H-1
RIP -RAP APRON
_
g 1
�j
J /
'e 1
r
,,,,............- Li.
g
/
,
/
:r
'-'"--. \
_,t
4, z
0
0
$
\
POND 2 EMERGENCY f , , 1 ' 2s -� �
,
�,..... , -{
SPILLWAY t -� FM
rah
[SEE DETAIL]
`J
Cf:FiF
\ ,,,- --------T
` wETLANOs \, \ I
/e-2
Q
`.J = H
rN
n�u�i v�i V
�
e9a
_ _ _ _ aea Doi ` ool ` ❑r),
n
o
o, ao, ❑m o, e9� e� _ = aea = - .- = =
e9�
-
J L MORRIS ENTERPRISES I c_--I
PIN: 42D4 95 5947 OflOL
Q
�
n1i
u-CO —U zLu
�a <D- ❑
aOwono
NOTE
EITHER
MANUFACTURER
ALL
HDPE
STORMDRAINAGE
OR
RCP,
SPECIFICATIONS
IF
MEETS
PIPING
AND
CAN
CONSTRUCTED
BE
CONSTRUCTED
PER
WITH
Z
C
VD
W
0.4101
SEAL illi� e,/
_,.\Z-H ..s """�� ,,,%
: °�a$
�,
".N•*R-
',:I-
3/11/22
I—
GRAPHIC SCALE Know what's MOW. rJ
0 25 50 100 200 CaII before you dIq ---++
, 4.3
i �1
1
:P
1"=50'
PEI ]OB#: 20178.PE
r�[r = 4
/3401
CERTIFICATE —2446
04. \-\secARo f..,,
NOT TO SCALE
P
LAN
VIEW
WORLDW
IDE
(�
04) 483-5225
.
NOTES:
•.•�o.�oFEss•1oti....,
2
Bridgewater Landing
,� Fax:
"V
[phone]
; Q <..
2
'14... tf v
SEAL =
3IZJ1 • THIS SHEET IS NOT A CERTIFIED DOCUMENT OF WORLDWIDE ENGINEERING GEO. DIV. INC.. GRADING PLAN IS THE PROPERTY OF THE CIVIL
RETAINING WALLS
4090 N. NC HWY 16'
: 19258
ENGINEER OF RECORD AND IS SHOWN FOR REFERENCE TO VIEW WALLS. LOCATE WALLS USING CIVIL ENGINEER'S DOCUMENTS ONLY.�''�-
4k A i A
P.O. Box 2189
DENIER, NC 2803�
? �..
• 2018 IBC CODE REQUIRES SEGMENTAL RETAINING WALLS TO BE CERTIFIED AT THE END OF CONSTRUCTION. THE CERTIFYING FIRM SHALL BE
Pender County, NC
ENGINEERING
_
• ::' �'
.'•`�' �`•
UNDER CONTRACT AND ONSITE AT THE BEGINNING OF CONSTRUCTION.
o��� MLK cot 3/29/22 , DATE
www.WWEgeo.com
,,,,••yA
DESIGNER: MICHAEL KISER PE
.
DRAWN SCB NE 3/29/22 DATE
CONSULTING ENGINEERS & PLANNERS N
LK iser© elEl
EILN ;.',,,
•••••••••••..
NO.
REVISIONS
DRN
DATE
CHK
DATE
SEGMENTAL RETAINING WALL

SHEET 4 OF 8
REV.
EDENS LANE
KEY MAP
NOT TO SCALE
w
w
w
•
w
Z
U
F-
1
1
1
1
WETLANDS
' WET POND 4
' [SEE DETAILS]
1
1
1
1
1
1
POND 4 EMERGENCY
SPILLWAY
[SEE DETAIL]
DRAINAGE EASEMENT
[TYP. )
POND 4 INLET
R P-RAP APRON
[10'x20'1
J L MORRIS ENTERPRISES
P1N:4204-95-5947-000L
DE 1089, PG 274
PB 22, PG 39
SEE SHEET C-4.0 FOR SWALE SCHEDULE
• PAD = 28.90
LEGEND:
---16---
16
1
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED SWALE
PROPOSED RETAINING WALL (BY OTHERS)
NOTATION:
HILDA EDENS, TRUSTEE OF THE EDENS LIVING TRUST
PIN: 4214-25-3147-0000
DB 4725, PG 1766
POND 5 INLET
RIP -RAP APRON
[10'X20']
PAD = 26.60
DI = DROP INLET
PG = PROPOSED GRADE
EX = EXISTING GRADE
HP = HIGH POINT ELEVATION
LP = LOW POINT ELEVATION
SW = SIDEWALK ELEVATION
TW = TOP OF WALL ELEVATION
BW = BOTTOM OF WALL ELEVATION
PAD = 25.25
PROPOSED SWALE
(TYP.-SEE DETAIL)
STORM SCHEDULE:
Upstream
Node
Downstream
Node
Diameter
(In)
Upstream
Invert
Downstream
Invert
Pipe Length
(ft)
Slope (%)
Upstream
Rim Elev
Downstream
Rim Elev
MH-8.4
FES-8.1
18
20.43
19.50
220
0.42
26.27
19.50
DI-8.2
MH-8.4
18
20.50
20.43
25
0,30
24.75
26.27
DI-8.3
DI-8.2
18
21.50
20.50
54
1.85
24.75
24.75
CULVERT #9 [54 LF]
i \ [2] 12" RCP CL IV
PIPE INV.UP=20.50
PIPE INV.DWN=20.30
19
PAD = 25.65 /
•
` \N
/7/
" 1
/ / 1
J L MORRIS ENTERPRISES
PIN: 4214-23-2291-0000
DB 3362, PG 68
NOTE ALL STORMDRAINAGE PIPING CAN BE CONSTRUCTED WITH
EITHER HDPE OR RCP, IF MEETS AND CONSTRUCTED PER
MANUFACTURER SPECIFICATIONS
1 ' 1
sfl ,
PG :,21
P 18.3
SS
POND 5 INLET
RIP -RAP APRON
[10'X20']
8
BEGINS
7
BEGINS
POND 5
SKIMMER
[SEE DETAIL]
BW14.00,
\/ TW 12.00 • 1
,,tt��� BW 12.00 •
TW 'I;.00
BW 14.00 --�
TW 1 •.00
BW 16.00
POND 5 EMERGENCY .
SPILLWAY
[SEE DETAIL]
I POND 5 RIP -RAP
APRON
L` [SEE DETAIL]
I - f ,.�,
SILT FENCE, TYP.
[SEE DETAIL]
GRAPHIC SCALE
0 25 50 100
WETLANDS
200
SCALE: 1 "=50'
Know what's below
Call before you dig.
N
6
u]
z
INCDE4 PH 2 EC
0
rn
>z
CLIENT INFORMATION:
EDENS LANE, LLC
60 GREGORY ROAD, SUITE 1
BELVILLE, NC 28451
E N C3 N E E fz N C3 1 N 1,
122 Cinema Drive
Wilmington, North Carolina 28403
[phone] (0) [phone] (F)
NC License #: C-2846
GRADING & DRAINAGE PLAN
BRIDGEWATER LANDING
TOPSAIL TOWNSHIP
PENDER COUNTY, NORTH CAROLINA
PROJECT STATUS
CONCEPTUAL LAYOUT:
PRELIFA1NARY LAYOUT_
FINAL DESIGN:
RELEASED FOR CONST:
•
DRAWING INFORMATION
DATE 09,08.21
SCJ; F: 7" '
DESIGNED ASR
DRAWN: ASR
CHECKED TGC
SEAL 0 141ililli/�
028847
�'Ci'' : 'GIHEQ .�� =
3/11/22
C-4.4
PEI JOB#: 20178.PE
o
F
CONSULTING ENGINEERS & PLANNERS
CERTIFICATE rC-2446
04) 483-5225
x: [phone]
090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©bellsouth.net
.•••••• C A R ' •••.
�••FoESSL
•
OioN••y•'
SEAL
19258
•
NOT TO SCALE
NOTES:
• THIS SHEET IS NOT A CERTIFIED DOCUMENT OF WORLDWIDE ENGINEERING GEO. DIV. INC.. GRADING PLAN IS THE PROPERTY OF THE CIVIL
ENGINEER OF RECORD AND IS SHOWN FOR REFERENCE TO VIEW WALLS. LOCATE WALLS USING CIVIL ENGINEER'S DOCUMENTS ONLY.
• 2018 IBC CODE REQUIRES SEGMENTAL RETAINING WALLS TO BE CERTIFIED AT THE END OF CONSTRUCTION. THE CERTIFYING FIRM SHALL BE
UNDER CONTRACT AND ONSITE AT THE BEGINNING OF CONSTRUCTION.
DESIGNER: MICHAEL KISER PE
REVISIONS
DATE CHK DATE
PLAN VIEW
Bridgewater Landing
RETAINING WALLS
Pender County, NC
MLK DATE 3/29/22 iNsp.
SCB Dmme 3/29/22 ilrsr.
SEGMENTAL RETAINING WALL

WALL DROP
LE #1
WALL P
OF
LE #2
SHEET 5 OF 8
R EV.
28.0
26.0
24.0
22.0
20.0
18.0
16.0
BEND (STA 0+05)
CAPS
(SEE DETAILS)
PIPE PEN
INVERT ELEV. 20.5'
PIPE PEN PIPE 24" DIA.
INVERT ELEV. 20.5' (STA 0+21)
PIPE 24" DIA.
(STA 0+18.50)
BEND (STA 0+43)
I
I 1
Z
0
O
O
+
O
6.5'
Ji
1
1IIIIIII 1
I I I
FOOTING
(SEE DETAILS)
0
O
N
+
0
6.5' 6.5'
s
0
O
O
+
O
6.5' 6.5'
MINIMUM ELEVATION
FOR TOE OF WALL
1 1- 1 1' I
1_f
1n
N
+
O
6.5' 5.5'
Q
cn
26.0 -
24.0 -
22.0 -
20.0 -
18.0
16.0
14.0
12.0
10.0
CERTIFICATE Ise -2446
04) 483-5225
x: [phone]
4090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©bellsouth.net
,,,,,.$01111.0100.CA I'••I
• SEAL
r. • 19258•
.
\ ->.�NG I1,1E5':c<"-,-
y
Q
cn
GEOGRID EMBEDMENT LENGTH
24.0 -
22.0 -
20.0 -
18.0 -
16.0 -
14.0 -
12.0 -
O
O
+
O
6.5'
Q
cn
BEND (STA 0+12)
- 28.0
- 26.0
24.0
22.0
- 20.0
- 18.0
- 16.0
WALL
D
OFIL
PIPE PEN
INVERT ELEV. 15.2'
PIPE 48" DIA.
(STA 0+45)
PIPE PEN PIPE PEN
INVERT ELEV. 15.2' INVERT ELEV. 15.2'
PIPE 48" DIA. PIPE 48" DIA.
(STA 0+54) (STA 0+63)
I I I I I
Ty1 y
1
1 1
1 1 1
111111111
I I I I I
II
II
1 1 1 1 1 1 I LI
11
11
y
III
I I I I I I I I I I I I
I11111111111111 I I I I I I
I I I I I I I 1
+
6.5' 0
6.5'
O
+
6.5' 0
9.0'
1
O
O
ro
+
9.0'
41•19•-MIF
NEM
MPMM
II II IIIIIII III
1 y 1 1 1
17
I \`
NEM 1 I Vvvat�
1
28.0
26.0
24.0
22.0
20.0
18.0 -
16.0 -
PIPE PEN
INVERT ELEV. 20.3
PIPE 24" DIA.
(STA 0+14)
PIPE PEN
INVERT ELEV. 20.3'
PIPE 24" DIA.
(STA 0+16.5)
I
I I 1 I 1
I I
l y 1
yl
1
1
1
I� 1
1
1
I
li I
I
1 1
-I
1
�I
1
1
�I
I I
11�
1
y
1
I
I� 11
I
I
I
�1 ,�
i•/
I
*I
1
�-
I 1
I
1
1
�ii�ii
;
I
I� L1
I
I
I_r
,.I
1
1
I
I
I
I
I L I
1
1 1
1 1
O
O
O
+
O
6.5'
0
O
6
O
+
O
6.5'
6.5'
0
Ln
10
N
+
0
6.5'
6.5'
cn
GEOGRID EMBEDMENT LENGTH
I II I IJIIIIIIIIIIILI I
I I I I I I I I I I I I I I
11 Is 1 1 I i I l l y l 1 yl 1 � 1 1 1 1 I I ▪ I I l
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i
9.0'
9.0'
O
N
+
9.0'
9.0'
1 1 1 1 1 1 1 1 1 1 1
Ln
h
10
N
+
of 6.5'
GEOGRID EMBEDMENT LENGTH
WALL PROFILE #
PIPE PEN
INVERT ELEV. 13.8'
PIPE 48" DIA.
(STA 0+55)
BEND (STA 0+14)
PIPE PEN
INVERT ELEV. 13.8'
PIPE 48" DIA.
(STA 0+64)
PIPE PEN
INVERT ELEV. 13.8'
PIPE 48" DIA.
(STA 0+73)
1 1 1 1 1
1
1
1 1 1 1 1 1 1 1
1
1
1 1 1 1 1
1
1
1- 1
1
1
d
BEND (STA 1+02)
I I +.•+
+4+-6*
- 24.0
- 22.0
- 20.0
18.0
- 16.0
- 14.0
- 12.0
cn
I I I I
cn
- 28.0
- 26.0
24.0
22.0
- 20.0
- 18.0
- 16.0
6.0'
0
O
O
O
i l l y 1 I y1 I I I I I I I I I I I y 1 I y 1 I I, I I ; \; 1��
I l l l l l l -I I I 1-1 I I I- I I I I I I I I I I I 1\ !�-
Z I I 1 1 1 1 1 1 1 1 1 1 ,I I 4- I I I� 1 �� /rGi�\�_�
GEOGRID EMBEDMENT LENGTH
�\1MO°--Wr�-�N
\, y I ; \, I I l y 1 1 y l 1, 1 I I I I IJr
I 11 1 1\ ,�1 11 I I 1 I1 1 I I I I1 I 1 1 1 1 1�1 1 1� I
--
0
O
+
8.5' O 10.0'
10.0'
Z
I I I
r
---
+
10.0'
U)
8.0'
LEGE\ 3
STA. 1 +01.00'
Mirafi 3XT
0
10
O
+
7.0'
6.5'
0 3'
6' 12'
O
+
6.5'
- 26.0
- 24.0
- 22.0
- 20.0
18.0
- 16.0
- 14.0
- 12.0
- 10.0
NOTES:
1. THE REINFORCED BACKFILL SHALL BE A CLEAN SAND AND IS RESTRICTED TO HAVING A
MAXIMUM FINE CONTENT OF 20% PASSING THE #200 SIEVE, A MAXIMUM LIQUID LIMIT OF
30 AND A MAXIMUM PI OF 10.
ELEVATION VIEW
DESIGNER: MICHAEL KISER PE
Bridgewater Landing
RETAINING WALLS
Pender County, NC
DESIGNER
DRAWN
MLK
SCB
DATE 3/29/22 itisp.
DATE 3/29/22 INSR.
DATE
DATE
CONSULTING ENGINEERS & PLANNERS
HORIZONTAL SCALE 1" = 6'
NO.
REVISIONS
DRN
DATE
CHK
DATE
SCALE
SEGMENTAL RETAINING WALL
REV.

WALL
DROR L
SHEET 6 OF 8
R EV.
20.0 -
18.0 -
16.0 -
14.0 -
12.0 -
10.0 -
08.0 -
22.0 -
20.0 -
18.0 -
16.0 -
14.0 -
12.0 -
10.0 -
08.0 -
06.0 -
22.0
20.0
18.0
16.0
14.0
12.0
10.0
08.0
BEND (STA 0+08)
1
1 1
I
IJ-
1
CAPS
(SEE DETAILS)
I I I I I I I 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
I I
I- I I- 1 I -1 I
I I I I "I I
I I "I I
I I" I I" I
PIPE PEN
INVERT ELEV. 10.85'
PIPE 36" DIA.
(STA 0+48)
I I I I I I I I
I L I I
I I -I I
I I" I I "I I
I I "I I
1 l 1
PIPE PEN
INVERT ELEV. 15.6'
PIPE 48" DIA.
(STA 0+67)
PIPE PEN
INVERT ELEV. 15.6'
PIPE 48" DIA.
(STA 0+74)
JIIIIIIIII IIII1 1
� I
I I" I I
1 1 1 I M I I 7I I
1
I I" I I" I I- I I
I I" I I I I
I I 1 I //
ZIP
1 r 1
I "1 I
I I 1 \
I I
1 1 1
\1111111///
1
/ - \
111111111111111E
1
1
1
1
1
1
1
1 I r I r I 1- I 1- I I" 1 I -1 I I
I I" I I I I" I I
I I
FOOTING -IL -I
(SEE DETAILS)
GEOGRID EMBEDMENT LENGTH
1 I" I I
+
8.0'
10.5'
BEND (STA 0+25)
1" 1
I I 1
err
-I !I T I I
Z I I I I I I I I I I I I
-
/y
N
06
I )
+
10.5'
10.5'
PIPE PEN
INVERT ELEV. 15.
PIPE 48" DIA.
(STA 0+68)
MINIMUM ELEVATION
FOR TOE OF WALL
10.5'
PIPE PEN
6'INVERT ELEV. 15.6'
PIPE 48" DIA.
(STA 0+76)
N
10
+
10.5'
10.5'
STA. _0+67.00'
I 1
10.5'
WALL PROFILE #6
I I I I I I I I I
/
1 1 1
1 1 1
1 1
1
I I I I I I I I
I I I I I I I I
PIPE PEN
INVERT ELEV. 10.6'
PIPE 36" DIA.
(STA 0+68)
1 1
I I I I+ I ' 1
0
O
+
0 9.0'
in
N
co
+
9.0'
0
Ln
cO
co
7.0'
ir
0
10
O
+
0 6.5'
in
N
O
+
6.5'
6.0'
- 22.0
- 20.0
- 18.0
16.0
- 14.0
- 12.0
- 10.0
- 08.0
BEND (STA 1+21)
1 1
I I I
1
1 F 1 1 1 1 1 1 1 I
I� I I I I L I I I I I I I I I I I I I I I I
I ' I '_I ' 1 ' �' 1 �' 1 ' 1 1l 1 1 1 1 y1 1 1 ,/�\\,\ �, ,1 ' 1 '� ' 1 ' �' 1 ' 1/' 11111111 I� ' ' ' 'I ' '_I ' ' �' ' �' ' I I� I I y1 I I, I I I I I I �1 1 I 1� 1 + 1 I 1
��.�_�.�iiiiiiiiiiiiir■�iliiiiiiGiiiiiiiiiiiiliiiiiiii'�iiiiiiiiiliili�■
\
O
O
O
+
O 5.5'
Q
WALL DROF
BEND (STA 0+11) BEND (STA 0+18)
I 1 I I 1
1 I* I 11 I" L I L/
1 L 1
1
1 L 1
1
l 1 l �I it II
I I " I I
I I " I I
L
Z
O
O
O
O
+
5.5' 0 6.5'
Q
GEOGRID EMBEDMENT LENGTH
I� I II I �I I I I I I I I I � I
I I �� 1 1 �l 1 1 �I. I I I L I 11 I I I 1 I J -f
I�
Jr.
i� �.� ■ 1- T I I I 1I I I I1 -+- I ' I 1 1 1r
O
O
10
N
+
6.5' 0 8.5'
O
O
O
+
O
6.0'
1L
8.0'
in
O
+
0
8.0' 8.0'
Q
GEOGRID EMBEDMENT LENGTH
CERTIFICATE Ise -2446
04) 483-5225
x: [phone]
4090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©bellsouth.net
in
N
M
+
O
8.0' 1 6.5'
,,,,,.$.111111.0100.CA I'•�I
• SEAL
• 19258
•
In
+
O
6.5'
Q
- 20.0
- 18.0
16.0
14.0
- 12.0
10.0
- 08.0
O
O
N
+
8.5'
Q
20.0 -
18.0
16.0
8.5'
14.0 T I
12.0 -
10.0 -
O
O
+
O
6.0'
STA. J0+49.00'
9.5'
I I L1 I
10
10
+
O
�I I I 1 I
I \\
12.0'
1 1 1
/ M1 I
1 l 1
I I
I L� fi
I I"I
I T 1
12.0'
12.0'
I I I I I I I I I I
I I" L-.L
ir
+
12.0'
1 1 1
1 1 "I-
1
I" I I - I I
I "1 I
10.0'
1_
O
O
r7
co
+
10.0' 0 8.0'
Q
8.0'
WALL PROFILE #8
I I I I I I I I
- -1
I I I I I
-- --Ir 1 1
BEND (STA 0+57)
I 1 1
1 1 1
1
i
I -1-- 1
O
O
4
O
+
8.0' 6.5'
Q
BEND (STA 0+65)
1 1 1
1 1 J--1
I I
I "1 I
6.5' 5.5'
Q
s-
Q
- 22.0
- 20.0
18.0
16.0
- 14.0
- 12.0
- 10.0
- 08.0
- 06.0
1 I 1 I 1 1 1 1 1 1 1 1 1 1 T-I
▪ I -I- ▪ - - - I- I J 1 l 1
I I" I I
6.0'
h
O
I )
+
O
6.0' 1 6.5'
N
+
O
6.5' 1 6.5'
I
6.5'
1
1
h
06
N
+
O
6.5' 1 6.0'
I. I
6.0'
in
06
O
+
O
cn
GEOGRID EMBEDMENT LENGTH
U)
10
LEGE\ 3
Mirafi 3XT
0 3' 6'
12'
10
- 20.0
- 18.0
- 16.0
14.0
- 12.0
- 10.0
NOTES:
1. THE REINFORCED BACKFILL SHALL BE A CLEAN SAND AND IS RESTRICTED TO HAVING A
MAXIMUM FINE CONTENT OF 20% PASSING THE #200 SIEVE, A MAXIMUM LIQUID LIMIT OF
30 AND A MAXIMUM PI OF 10.
ELEVATION VIEW
DESIGNER: MICHAEL KISER PE
Bridgewater Landing
RETAINING WALLS
Pender County, NC
DESIGNER
DRAWN
MLK DATE 3/29/22 INSR.
SCB wTE 3/29/22 ,NSR.
DATE
DATE
CONSULTING ENGINEERS & PLANNERS
HORIZONTAL SCALE 1" = 6'
NO.
REVISIONS
DRN
DATE
CHK
DATE
SCALE
SEGMENTAL RETAINING WALL
REV.

SHEET 7 OF 8
REV.
DESIGN HEIGHT
SLOPE VARIES
CAP UNIT
(ATTACH WITH
CONSTRUCTION ADHESIVE)
DIAMOND PRO 12"
SEGMENTAL UNITS
FINISH
GRADE
LEVELING PAD
2'-0"
8" MIN. LOW PERMEABLE
SOIL DRAINAGE SWALE TO
DIVERT SURFACE WATER
GRID LENGTH (SEE ELEVATION VIEW)
REINFORCED BACKFILL
UNIT CORE FILL
4"0 PERF. PIPE 2% GRADE
APPROX. EXCAVATION LINE
TYPICAL CROSS-SECTION: SEGMENTAL RETAINING WALL
12" DIAMOND PRO UNITS
(SCALE: NTS)
STRUCTURAL GEOGRIDS (TYP.)
(SEE ELEVATION VIEW FOR ACTUAL
PLACEMENT LOCATIONS)
ATTACH GEOGRID OVER PINS AND
PULL TIGHT BEFORE PLACING
BACKFILL
BACKFILL & COMPACT IN FRONT
OF WALL BEFORE BUILDING WALL
BEYOND 5' HEIGHT
GEOGRID ATTACHMENT DETAIL
(SCALE: NTS)
CERTIFICATE Ise —2446
04) 483-5225
x: [phone]
4090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©bellsouth.net
oo-...0 A R O,'',.
`� C)••EESS•/0•'•� ••.
• 9 •
•
• rQ
SEAL
•
•
ft
19258
s"jei
i
J
I
NOTES:
• INSTALL GEOGRID IN TENSION
• COMPACT SOILS TO 95% STANDARD PROCTOR
• COMPACT SOILS IN FRONT OF WALL
• UNIT CORE FILL INSTALLED TO 12" BEHIND UNIT
SHALL BE 3/4" MINUS STONE.
• OUTLET DRAIN LINES THROUGH WALL AT 100' 0.C.
WITH SCHEDULE 40 PVC 4" DIA. PIPE.
• STABLE FOUNDATION SHALL BE APPROVED BY A
GEOTECHNICAL ENGINEER.
RETAINED BACKFILL
=1
PLACE GEOGRID IN NEXT 8" LAYER OF
BLOCK IN A MANNER TO REINFORCE GAPS
LEFT BY PREVIOUS LAYER OF GEOGRID.
WASHED STONE BACKFILL
DRAINAGE STRUCTURE
.11
■11
■11
■11
■11
111
I� 1I1IIIII =IIIII
DRAINAGE STRUCTURE DETAIL
(SCALE: NTS)
I
I
I
I
I 1.
J 2.
3.
CONNECT GEOGRID TO
DRAINAGE STRUCTURE
w/ANCHOR BOLTS
INSTALL WASHED STONE
BACKFILL BETWEEN WALL FACE
AND DRAINAGE STRUCTURE
CONTINUE GEOGRID AT BACK
OF DRAINAGE STRUCTURE
PLACE GEOGRID IN NEXT LAYER OF BLOCK
WITH THE MAIN REINFORCEMENT RUNNING
90' TO THE PREVIOUS DIRECTION BELOW.
PLACE WITHIN CURVE ONLY.
MIN. 3" OF SOIL BETWEEN
OVERLAPPED GEOGRID (TYP.)
CONCAVE CURVE
GEOGRID LOCATION DETAIL
(SCALE: NTS)
SEGMENTAL UNIT (TYP.)
CONNECTING PINS (TYP.)
MD AXIS OF STRUCTURAL GEOGRID APERTURE
(PERPENDICULAR TO WALL FACE)
GEOGRID ORIENTATION
(SCALE: NTS)
2'-0"
SEGMENTAL UNIT
LEVELING PAD DETAIL
(SCALE: NTS)
CONVEX CURVE
6" UNREINFORCED
CONCRETE LEVELING PAD
OR 8" WASHED STONE
CAP UNIT-
12" BLOCK UNIT
RAILING
(BY OTHERS)
3'-0"
24"
TYPICAL ROADWAY GUARD RAIL DETAIL
N.T.S.
CAP UNIT-
12" BLOCK UNIT
TO FIT AROUND PIPE
FIELD CUT BLOCKS
3'-0"
24
RAILING
-� (BY OTHERS)
CONCRETE FILLED
POST HOLES
NOTE: AUGER THROUGH TOP GEOGRID LAYER
WHEN INSTALLING POSTS.
TYPICAL HANDRAIL DETAIL
N.T.S.
WITH 3" MIN. GROUT. FILL VOIDS BETWEEN
BLOCKS AND PIPE
RIP —RAP TOE OF
WALL BELOW PIPE
GEOGRID TERMINATES WITHIN 6" OF
PIPE (TYP.)
GEOGRID (TYP.) REFER TO ELEVATION
VIEW FOR LENGTH, TYPE AND ELEVATION
NOTE: PROVIDE 3' OF #57 STONE FOR ENVELOPE
AROUND PIPE. SEPARATE WASHED STONE BACKFILL FROM
SOIL BACKFILL WITH A 6 OZ. GEOTEXTILE FABRIC
48' OR SMALLER PIPE
PENETRATION DETAIL
(SCALE: NTS)
DETAILS
DESIGNER: MICHAEL KISER PE
Bridgewater Landing
RETAINING WALLS
Pender County, NC
DESIGNER
DRAWN
MLK DATE 3/29/22 ,NsR.
SCB DATE 3/29/22 INSR.
DATE
DATE
CONSULTING ENGINEERS & PLANNERS M
NO.
REVISIONS
DRN
DATE
CHK
DATE
SCALE
SEGMENTAL RETAINING WALL
REV.

SHEET 8 OF 8
REV.
CERTIFICATE rC-2446
T(704) 483-5225
Fax: [phone]
4090 N. NC HWY 16
P.O. Box 2189
DENVER, NC 28037
www.WWEgeo.com
LKiser©bellsou th.net
`4s••C •• • A teR ••.
�O�•�FESS%0;4%.. •SQL y<.•
.
• SEAL
•
•
19258
.
Diamond Pro detaining Walls
1.1 General
Segmental Retaining Wall Systems are designed as a gravity retaining wall utilizing a high tenacity
polyester geogrid to reinforce the soil zone behind the wall. The geogrid is positively connected to the
modular concrete block creating a reinforced soil mass capable of resisting lateral earth pressures and
surcharged loads. All references to the Engineer refer to Worldwide Engineering.
1.2 Backfill Materials
The soil material associated with the retaining wall in the reinforced zone, the retained zone, or the
foundation bedding shall have the following properties:
A) Foundation Soils: 0=30', cohesion=0 psf, unit weight=120 lbs./cu.ft (moist weight)
B) Retained Soils: 0=30% cohesion=0 psf, unit weight=120 lbs./cu.ft (moist weight)
C) Reinforced Soils: 0=30', cohesion=0 psf, unit weight=120 lbs./cu.ft (moist weight)
The soil characteristics above were assumed based on information supplied to the Engineer. If this
information does not represent the actual soil to be used, the Engineer shall be notified immediately,
the new soil parameters shall be submitted to the Engineer, and the wall will be required to be
redesigned. Payment for all designs is the responsibility of the Owner and/or General Contractor.
1.3 Foundation Loads
The maximum applied foundation load for this wall is 2.5 KIPS/sq.ft.
1.4 Concrete Masonry Wall Units
Concrete Wall Units shall be segmental units manufactured in accordance with ASTM—C90 and ASTM
C140 and shall have a minimum 28 day compressive strength of 3000 psi.
1.5 Geogrid Reinforcement
The geogrid reinforcing material shall be a polyethylene or polyester meeting a minimum Long —Term
Design Strength (LTDS) published by the manufacturer of:
MIRAFI 3XT
1.6 Wall Batter
Batter for the entire wall shall be maintained at 8 degrees (1" setback per course).
2.0 Foundation Requirements
The foundation bearing capacity that was assumed for design shall be verified in the the field, and
copies of the test data filed with the Engineer. The footing shall be cleared of loose soil. A minimum of
12" of washed stone shall be placed at the back of each block as indicated on the details.
2.1 Leveling Pad
Material shall consist of compacted sand, gravel, crushed rock, or unreinforced concrete. The pad shall
be 6" thick when pad is concrete and 8" thick otherwise. Sand or gravel material shall be compacted to
95% Standard Proctor. Aggregate material shall receive a minimum of one pass of the compaction
equipment. The top of the leveling pad shall be maintained at a depth of 1.5 feet when the exposed
height of the wall exceeds 7 feet.
2.2 Unit Fill
The void within each unit shall be filled with a washed stone having 100% of the aggregate passing the
1.5" sieve. A minimum of 3/8" washed stone size is required (no more than 5% passing the #200
sieve). Place this material behind the block as well. All excess material shall be swept clean from the
top of the block prior to installing the next course. Each course of block shall be completely filled
before proceeding to the next course.
2.3 First Block Course
The first course of block shall be placed on top of and in full contact with the leveling pad. The units
shall maintain a distance of a minimum 6" from the front and back of the leveling pad. Proper
alignment may be achieved with the aid of a string line. Place stone below the first block and the
leveling pad and level the block in both directions. After placing stone in each of the appropriate holes
proceed to the next course of block. Each unit shall contact the units on both sides as well as above
and below. Some adjustments may be required for walls with curves and a batter.
2.4 Caps
Apply a construction adhesive to the cap units to prevent their removal.
3.0 Geogrid Installation
The geogrid reinforcement shall be laid horizontally on compacted backfill and installed to the face of the block. Geogrid
shall be pulled taut removing all slack from the material and anchored before adding fill. Geogrid shall be installed at the
elevations and lengths required as shown on the plans (refer to details for the appropriate orientation). Soil surface shall
be smooth and level and have been compacted to 95% Standard Proctor before installing the grid.
3.1 Fill Placement
Backfill material shall be placed on a maximum 8" compacted to 95% Standard Proctor. Only hand operated equipment
shall be allowed within 3 feet of the Segmental Block units. Backfill shall be placed from the wall rearward to insure
tautness of the geogrid. Construction equipment shall not be operated directly on the geogrid.
3.2 Unsuitable Materials
Soils containing roots, brush, sod or other organic material shall not be allowed. Frozen soils, snow, ice, heavy clays, or wet
soils shall not be allowed. Material passing the #40 sieve shall not have a liquid limit of greater than 30 and a plastic limit
of greater than 15, unless written consent is obtained from the Engineer prior to placement.
3.3 Soil Properties
Minimum internal angle of friction shall equal or be greater than 30° with 0 psf cohesion. Verification shall be filed with the Engineer that the
soil will meet this criteria. If soils are greater than 35% fines, then the top two (2) geogrid layers shall be increased by 25% for the entire
length of the wall.
4.0 Soil Testing
Compaction testing shall be performed for every lift elevation requiring geogrid or every 3rd lift as a minimum Tests shall be
performed for every 100 linear feet of wall face. Compaction tests as well as a verified friction angle shall be filed with the
Engineer's office.
5.0 Hydrostatic Pressure Potential
The Engineer shall be notified if any of the following should become evident:
— water or wetness from or in a cut bank
— local springs, local storm drains, sewers, water lines under or behind the wall
6.0 Acceptable Block
Segmental Block units shall be used and kept free of defects that would interfere with the placing or positioning of the unit
or impair its strength. Minor cracks incidental to the usual method of manufacturing or minor chipping resulting from
shipment and delivery are not grounds for rejection.
7.0 Acceptable Geogrid
Geogrid shall be rejected if 20% or more of a structural rib has been cut or ripped. The Contractor shall inspect all geogrid
delivered to the site and reject materials that meets this criteria. If the geogrid is damaged on the construction site, it shall
be replaced at the Contractors expense.
8.0 Drainage Composite- (Applies to cut wall applications only)
Drainage Composite shall be installed to cover 30% of the cut behind the geogrid layers. It (6 ft. wide sections) provides
30% coverage when installed on 15 ft. centers and 2/3 the wall height.
9.0 Special Provisions
A) General contractor shall coordinate upper geogrid layers installation with paving installation.
B) No splices shall be made within 6 feet of each other or the modular unit.
C) Maintain the direction of drainage away from the wall face at all times during construction of the wall and finish
grading as shown on plans.
D) Placement of geogrid shall be as per plans reference to length and elevations.
E) The Engineer shall be notified by the installing contractor should the embedment depth of the block be less than 6"
for walls less than 7', and less than 9" for walls greater than 7' in height.
F) The reinforced soil is assumed to be a sandy type material (pure silts and clay are not acceptable).
10.0 Qualification of Design
A. Stability of any temporary slopes required by the installation of segmental retaining wall shall be addressed by a qualified
Georechnical Engineer. Responsibility of these temporary slopes rests with the Owner and/or Architect of this project and the
slopes shall meet all OSHA standards of maximum slope steepness = 1.5H:1V.
B. Handrail/guardrail requirements shall be determined by the Architect or General Contractor.
C. The top of wall elevation for this design has been established by the retaining wall engineer at his discretion. The
flexibility of this design allows for the top of wall to be adjusted higher of lower by 12 vertical inches and still
meet acceptable factors of safety. Any adjustments to the wall height must include maintaining a maximum geogrid
spacing of 24 inches and must be supplied to the retaining wall engineer in writing.
D. The general contractor is responsible for integrating the retaining wall installation into the project. The general contractor is
responsible for verifying that the wall configuration illustrated on these plans can be installed according to the site
information provided on the civil engineer's grading plan without conflicts associated with curb and gutter, pavement sections,
building foundations, utilities, or any other component to be installed in close proximity to this retaining wall system.
E. All conflicts or discrepancies must be presented to the retaining wall engineer at a project meeting on site before construction
begins on the retaining wall. An allowable time for revision to be made and provided by the retaining wall engineer shall be
established at the same meeting before construction begins.
NOTES
Bridgewater Landing
RETAINING WALLS
Pender County, NC
CONSULTING ENGINEERS & PLANNERS N
DESIGNER: MICHAEL KISER PE
NO.
REVISIONS
DRN
DATE
CHK
DATE
DESIGNER
DRAWN
MLK 3/29/22 !pap
SCB DA,E 3/29/22 �.
DATE
DATE
SCALE
SEGMENTAL RETAINING WALL
REV.