SW5210302_Green Hill_Construction Plans_IFP_Rev2_24x36_2021-02-22_sealed_20210316

J�
Z�3
Z w
�3
SITE
z
C)
_C
N
VICINITY MAP
ill = 1000'
THESE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH
THE FOLLOWING DRAWINGS AND WITH THE STANDARD SPECIFICATIONS OF
THE TOWN OF LOUISBURG.
I, CHRISTOPHER A. LEWIS, PE, CERTIFY THAT THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG HAVE BEEN THOROUGHLY
CHECKED AND FOUND TO BE APPLICABLE TO THIS PROJECT. ALL
EXCEPTIONS TO THE APPLICABLE TOWN STANDARDS HAVE BEEN
PREVIOUSLY APPROVED BY THE TOWN OF LOUISBURG AND SAID
EXCEPTIONS ARE SHOWN ON SHEET(S) OF THESE DRAWINGS.
BY: , PE
DATE:
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL TOWN OF
LOUISBURG AND NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL
QUALITY (NCDEQ) STANDARDS AND SPECIFICATIONS.
CALL 48 HOURS BEFORE
YOU DIG
ONE -CALL CENTER
1-800-632-4949
CONSTRUCTION PLANS
FOR
NC HIGHWAY 39
LOUISBURG, NORTH CAROLINA
PIN: 2805-70-1959
DEVELOPER:
GREEN HILL DRIVE, LLC
CONTACT: MATTHEW WINSLOW
PO BOX 610
YOUNGSVILLE, NC 27596
919.556.4700
[e-mail]
ENGINEER OF RECORD:
FLM ENGINEERING, INC
CONTACT: CHRISTOPHER A. LEWIS, PE
PO BOX 91727
RALEIGH, NC 27675
919.802.7146
[e-mail]
SHEET TITLE
C-1
COVER
C-2 - C-4
CALCULATIONS
C-5
EXISTING CONDITIONS
C-6
OPEN SPACE & OVERALL SITE PLAN
C-7
SITE PLAN
C-8
LOT DIMENSION PLAN
C-9
UTILITY PLAN
C-10
GRADING AND DRAINAGE PLAN
C-11
PHASE 1 - EROSION & SEDIMENT CONTROL PLAN
C-12
PHASE 2 - EROSION & SEDIMENT CONTROL PLAN
C-13
EROSION CONTROL BASIN DETAILS
C-14
EROSION CONTROL LOT DETAILS
C-15 - C-16
ROAD 1 PLAN & PROFILE
C-17 - C-18
ROAD 2 PLAN & PROFILE
C-19
ROAD 3 PLAN & PROFILE
C-20
ROAD 4 PLAN & PROFILE
C-21
GRAVITY SEWER OUTFALL A PLAN & PROFILE
C-22
SCM DETAILS
C-23
LANDSCAPING PLAN
C-24
ROAD WIDENING PLAN
C-25
ROAD WIDENING DETAILS
C-26-31
DETAILS
C-32
NCG01 GROUND STABILIZATION & MATERIALS HANDLING
C-33
NCG01 SELF -INSPECTION RECORDKEEPING & REPORTING
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
I DATE: I 05-13-2020 1
I SCALE: I AS SHOWN I
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
COVER
C-i
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 1 OF 33

STORM DRAINAGE CALCULATIONS
STRUCTURE NUMBER
Cc
I
A
A
Tc
Q
Q
STORMWATER
CONTROL
MEASURE
FROM
TO
NUMBER OF
STORM
BOXES
RUNOFF
COEFFICIENT
10-YEAR
INTENSITY
(in/hr)
DRAINAGE
AREA
(sf)
DRAINAGE
AREA
(ac)
TIME OF
CONCENTRATION
(min)
FLOW
(cfs)
TOTAL
FLOW
(cfs)
SLOPE
(ft/ft)
Dtheo
(in)
SIZE
(in)
Vfull
(ft/sec)
PIPE
LENGTH
(ft)*
UPPER
INVERT
(ft)
LOWER
INVERT
(ft)
GRATE
ELEVATION
(ft)**
PIPE
MATERIAL***
CB-1 18
CB-119
SINGLE
0.90
7.25
9531.00
0.22
5.0
1.43
1.43
0.0192
7.5
15
7.9
26.00
231.00
230.50
234.60
CLASS III RCP
CB-119
CB-117
SINGLE
0.90
7.25
1428.00
0.03
5.0
0.21
1.64
0.0134
8.5
15
6.6
56.00
230.50
229.75
234.60
HDPE
CB-116
CB-117
SINGLE
0.90
7.25
7556.00
0.17
5.0
1.13
1.13
0.0192
6.9
15
7.9
26.00
230.50
230.00
232.20
CLASS IV RCP
CB-117
CB-115
SINGLE
0.90
7.25
1367.00
0.03
5.0
0.20
2.98
0.0192
9.9
15
7.9
39.00
229.75
229.00
232.20
HDPE
CB-300
CB-301
SINGLE
0.90
7.25
2714.00
0.06
5.0
0.41
0.41
0.0192
4.7
15
7.9
26.00
230.50
230.00
234.10
CLASS III RCP
CB-301
CB-114
SINGLE
0.90
7.25
2752.00
0.06
5.0
0.41
0.82
0.0122
6.7
15
6.3
41.00
230.00
229.50
234.10
HDPE
CB-114
CB-115
SINGLE
0.60
7.25
5867.00
0.13
5.0
0.59
1.40
0.0192
7.5
15
7.9
26.00
229.50
229.00
233.92
CLASS III RCP
CB-115
CB-302
SINGLE
0.90
7.25
969.00
0.02
5.0
0.15
4.53
0.0244
11.1
15
8.9
41.00
229.00
228.00
233.92
HDPE
CB-302
CB-303
SINGLE
0.90
7.25
1081.00
0.02
5.0
0.16
4.69
0.0192
11.8
15
7.9
26.00
228.00
227.50
232.08
CLASS IV RCP
CB-303
CB-113
SINGLE
0.90
7.25
887.00
0.02
5.0
0.13
4.82
0.0122
12.9
15
6.3
41.00
227.50
227.00
232.08
HDPE
CB-113
CB-112
SINGLE
0.90
7.25
9727.00
0.22
5.0
1.46
6.28
0.0115
14.4
15
6.1
65.00
227.00
226.25
233.33
HDPE
CB-111
CB-112
SINGLE
0.60
7.25
6219.00
0.14
5.0
0.62
0.62
0.0135
5.9
15
6.6
37.00
229.00
228.50
233.04
CLASS IV RCP
CB-112
CB-110
SINGLE
0.90
7.25
1560.00
0.04
5.0
0.23
7.13
0.0167
14.1
15
7.4
75.00
226.25
225.00
232.85
HDPE
CB-109
CB-110
SINGLE
0.60
7.25
14627.00
0.34
5.0
1.46
1.46
0.0172
7.7
15
7.5
29.00
228.00
227.50
232.04
CLASS IV RCP
CB-110
CB-108
SINGLE
0.90
7.25
6898.00
0.16
5.0
1.03
9.63
0.0123
16.7
18
7.1
162.00
225.00
223.00
232.20
HDPE
CB-107
CB-108
SINGLE
0.60
7.25
22867.00
0.52
5.0
2.28
2.28
0.0192
9.0
15
7.9
26.00
224.50
224.00
228.45
CLASS IV RCP
CB-108
CB-106
SINGLE
0.90
7.25
14668.00
0.34
5.0
2.20
14.11
0.0303
16.3
18
11.2
99.00
223.00
220.00
228.45
HDPE
CB-106
CB-105
SINGLE
0.90
7.25
8639.00
0.20
5.0
1.29
15.40
0.0349
16.4
18
12.0
86.00
220.00
217.00
224.73
HDPE
CB-105
CB-104
SINGLE
0.60
7.25
7609.00
0.17
5.0
0.76
16.16
0.0350
16.7
18
12.0
143.00
217.00
212.00
221.46
HDPE
CB-103
CB-104
SINGLE
0.60
7.25
9451.00
0.22
5.0
0.94
0.94
0.0385
5.7
15
11.2
26.00
213.00
212.00
216.57
CLASS IV RCP
CB-104
CB-201
SINGLE
0.60
7.25
14314.00
0.33
5.0
1.43
18.54
0.0625
15.8
18
16.1
40.00
212.00
209.50
216.71
HDPE
CB-100
CB-101
SINGLE
0.90
7.25
11699.00
0.27
5.0
1.75
1.75
0.0096
9.3
15
5.6
26.00
211.00
210.75
214.25
CLASS IV RCP
CB-101
CB-102
SINGLE
0.90
7.25
9615.00
0.22
5.0
1.44
3.19
0.0084
11.9
15
5.2
89.00
210.75
210.00
214.25
HDPE
CB-102
CB-200
SINGLE
0.90
7.25
4771.00
0.11
5.0
0.71
3.91
0.0125
11.9
15
6.4
40.00
210.00
209.50
215.01
HDPE
CB-200
CB-201
SINGLE
0.60
7.25
8068.00
0.19
5.0
0.81
4.71
0.0096
13.4
15
5.6
26.00
209.50
209.25
215.88
CLASS III RCP
CB-201
CB-202
SINGLE
0.60
7.25
9840.00
0.23
5.0
0.98
24.23
0.0056
27.4
30
6.8
222.00
209.25
208.00
215.85
HDPE
CB-202
CB-400
SINGLE
0.60
7.25
7002.00
0.16
5.0
0.70
24.93
0.0061
27.3
30
7.1
41.00
208.00
207.75
216.28
HDPE
CB-400
CB-401
SINGLE
0.60
7.25
24383.00
0.56
5.0
2.43
27.37
0.0268
21.4
30
14.8
28.00
207.75
207.00
215.75
CLASS III RCP
CB-402
CB-403
SINGLE
0.60
7.25
114.00
0.00
5.0
0.01
0.01
0.0192
1.2
15
7.9
26.00
213.00
212.50
217.16
CLASS IV RCP
STORMWATER
YI-LOT 95
CB-403
SINGLE
0.60
7.25
85233.00
1.96
5.0
8.51
8.51
0.0294
13.6
15
9.8
34.00
213.00
212.00
218.00
HDPE
WETLAND
CB-403
CB-401
SINGLE
0.60
7.25
37.00
0.00
5.0
0.00
8.53
0.0536
12.1
18
14.9
56.00
210.00
207.00
217.16
HDPE
CB-401
CB-204
SINGLE
0.60
7.25
3608.00
0.08
5.0
0.36
36.25
0.0056
31.9
36
7.6
45.00
207.00
206.75
215.93
HDPE
CB-203
CB-204
SINGLE
0.60
7.25
11563.00
0.27
5.0
1.15
1.15
0.0172
7.1
15
7.5
29.00
210.00
209.50
214.80
CLASS III RCP
CB-204
CB-206
SINGLE
0.60
7.25
4187.00
0.10
5.0
0.42
37.83
0.0168
26.4
36
13.2
194.00
206.75
203.50
214.31
HDPE
CB-205
CB-206
SINGLE
0.60
7.25
16837.00
0.39
5.0
1.68
1.68
0.0167
8.2
15
7.4
30.00
205.75
205.25
209.75
CLASS IV RCP
YI-LOT 114
CB-206
SINGLE
0.60
7.25
18324.00
0.42
5.0
1.83
1.83
0.0435
7.1
15
11.9
23.00
206.00
205.00
212.00
HDPE
CB-206
CB-208
SINGLE
0.60
7.25
18763.00
0.43
5.0
1.87
43.21
0.0067
33.0
36
8.3
75.00
203.50
203.00
210.08
HDPE
CB-207
CB-208
SINGLE
0.60
7.25
6804.00
0.16
5.0
0.68
0.68
0.0167
5.9
15
7.4
30.00
204.50
204.00
208.25
CLASS IV RCP
CB-208
CB-210
SINGLE
0.60
7.25
3187.00
0.07
5.0
0.32
44.21
0.0062
33.7
36
8.0
81.00
203.00
202.50
208.49
HDPE
CB-209
CB-210
SINGLE
0.60
7.25
16469.00
0.38
5.0
1.64
1.64
0.0192
7.9
15
7.9
26.00
204.00
203.50
207.76
CLASS IV RCP
YI-LOT 111
CB-210
SINGLE
0.60
7.25
8696.00
0.20
5.0
0.87
0.87
0.0345
5.6
15
10.6
29.00
204.00
203.00
210.00
HDPE
CB-210
CB-211
DOUBLE
0.60
7.25
23759.00
0.55
5.0
2.37
49.09
0.0072
34.1
36
8.7
69.00
202.50
202.00
208.00
HDPE
CB-211
CB-213
SINGLE
0.60
7.25
11840.00
0.27
5.0
1.18
50.28
0.0054
36.3
42
8.3
93.00
202.00
201.50
208.23
HDPE
CB-212
CB-213
SINGLE
0.90
7.25
3516.00
0.08
5.0
0.53
0.53
0.0192
5.2
15
7.9
26.00
204.75
204.25
209.76
CLASS III RCP
CB-213
CB-214
SINGLE
0.90
7.25
4567.00
0.10
5.0
0.68
51.49
0.0066
35.3
42
9.2
114.00
201.50
200.75
209.28
HDPE
CB-214
CB-215
SINGLE
0.60
7.25
0.00
0.00
5.0
0.00
51.49
0.0067
35.2
42
9.3
112.00
200.75
200.00
210.14
HDPE
YI-LOT 108
CB-215
SINGLE
0.40
7.25
37381.00
0.86
5.0
2.49
2.49
0.0455
7.9
15
12.1
22.00
201.00
200.00
208.00
HDPE
CB-215
CB-217
SINGLE
0.90
7.25
12275.00
0.28
5.0
1.84
55.81
0.0069
36.1
42
9.4
109.00
200.00
199.25
209.00
HDPE
CB-216
CB-217
SINGLE
0.60
7.25
14147.00
0.32
5.0
1.41
1.41
0.0185
7.6
15
7.7
27.00
202.50
202.00
207.38
CLASS III RCP
CB-217
CB-315
SINGLE
0.90
7.25
5063.00
0.12
5.0
0.76
57.99
0.0057
37.9
42
8.5
44.00
199.25
199.00
207.32
HDPE
CB-315
CB-316
SINGLE
0.60
7.25
2784.00
0.06
5.0
0.28
58.26
0.0096
34.4
42
11.1
26.00
199.00
198.75
207.43
CLASS III RCP
CB-316
YI-LOT 115
SINGLE
0.60
7.25
1126.00
0.03
5.0
0.11
58.38
0.0114
33.4
42
12.1
22.00
198.75
198.50
207.43
HDPE
YI-LOT 115
CB-218
SINGLE
0.40
7.25
356071.00
8.17
5.0
23.71
82.08
0.0089
39.7
42
10.7
28.00
198.50
198.25
205.50
HDPE
CB-218
CB-219
SINGLE
0.60
7.25
5543.00
0.13
5.0
0.55
82.64
0.0087
40.0
42
10.5
115.00
198.25
197.25
206.53
HDPE
CB-222
CB-221
SINGLE
0.60
7.25
14026.00
0.32
5.0
1.40
1.40
0.0192
7.5
15
7.9
26.00
202.00
201.50
206.20
CLASS IV RCP
CB-221
CB-219
SINGLE
0.90
7.25
3387.00
0.08
5.0
0.51
1.91
0.0475
7.1
24
17.0
79.00
201.00
197.25
206.20
HDPE
YI-LOT 133
CB-219
SINGLE
0.40
7.25
1590.00
0.04
5.0
0.11
0.11
0.0089
3.3
18
6.1
28.00
198.50
198.25
207.50
HDPE
CB-219
CB-220
SINGLE
0.90
7.25
7913.00
0.18
5.0
1.19
85.83
0.0173
35.7
42
14.9
26.00
197.25
196.80
205.77
CLASS III RCP
CB-220
JB-LOT 61
DOUBLE
0.60
7.25
26326.00
0.60
5.0
2.63
88.46
0.0145
37.3
42
13.6
159.00
196.80
194.50
205.76
HDPE
JB-LOT 61
FES-001
SINGLE
0.60
7.25
0.00
0.00
5.0
0.00
88.46
0.0156
36.8
42
14.1
32.00
194.50
194.00
202.84
HDPE
ROAD 3 BYPASS
FES-003
FES-004
SINGLE
0.60
7.25
18462.00
0.42
5.0
1.84
1.84
0.0114
9.1
15
6.1
66.00
234.00
233.25
N/A
CLASS III RCP
DRIVEWAY
FES-005
CB-001
SINGLE
0.60
7.25
116256.00
2.67
5.0
11.61
11.61
0.0208
16.3
18
9.3
12.00
214.00
213.75
N/A
CLASS III RCP
ENTRANCE
CB-001
CB-002
SINGLE
0.90
7.25
45.00
0.00
5.0
0.01
11.62
0.0242
15.8
18
10.0
31.00
213.75
213.00
218.50
CLASS III RCP
BYPASS
CB-002
FES-006
SINGLE
0.90
7.25
1624.00
0.04
5.0
0.24
11.86
0.0556
13.6
18
15.2
18.00
213.00
212.00
217.80
CLASS III RCP
*LENGTHS ARE OF THE PIPE ONLY. DOES NOT INCLUDE FLARED END SECTIONS OR OTHER END TREATMENT. LENGTHS ARE CENTER OF STRUCTURE TO CENTER OF STRUCTURE.
**GRATE ELEVATIONS REFLECT ELEVATION AT GRATE. FOR CURB INLETS, ADD 0.5' TO GET THE HOOD ELEVATION.
***HDPE PIPE MATERIAL TO BE DOUBLE WALL (CORRUGATED OUTER & SMOOTH INTERIOR) AND MEET NCDOT SPECIFICATIONS (AASHTO M330).
PERMANENT SWALE DESIGN
10-YEAR
DRAINAGE
DRAINAGE
Q
BOTTOM
LEFT SIDE
RIGHT SIDE
CHANNEL
CHANNEL
NORMAL
SHEAR
SWALE
RUNOFF
RAINFALL
Q
UPPER
LOWER
LENGTH
CHANNEL
FREEBOARD
VELOCITY
MANNING'S
NUMBER
COEFFICIENT
INTENSITY
AREA
AREA
(cfs)
TOTAL
INVERT
INVERT
(ft)
SECTION
WIDTH
SLOPE, Z:1
SLOPE, Z:1
DEPTH
SLOPE
DEPTH
(ft)
STRESS
(fps)
n VALUE
TEMPORARY LINER***
PERMANENT LINER***
(sf)
(acres)
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(Ib/ft2)
(in/hr)
1A
0.65
7.25
26,382
0.61
2.85
2.85
220.00
208.00
580.00
TRAPEZOIDAL
1.00
2.00
2.00
2.00
0.010
0.49
1.51
0.31
2.94
0.022
JUTE NET
CLASS C VEGETATION
1 B*
0.65
7.25
9,810
0.23
1.06
3.92
220.00
208.00
580.00
TRAPEZOIDAL
1.00
2.00
2.00
2.00
0.036
0.55
1.45
1.24
3.39
0.039
NAG SC250
NAG SC250 W/
CLASS C VEGETATION
2
0.40
7.25
18,462
0.42
1.23
1.23
241.00
234.00
205.00
TRAPEZOIDAL
1.00
2.00
2.00
2.00
0.034
0.22
1.78
0.47
3.66
0.022
STRAW WITH NET
CLASS C VEGETATION
3**
0.40
7.25
46,286
1.06
3.08
4.31
233.25
229.50
245.00
TRAPEZOIDAL
1.00
2.00
2.00
2.00
0.015
0.54
1.46
0.51
3.84
0.022
STRAW WITH NET
CLASS C VEGETATION
*SWALE 1 B ACCEPTS FLOW FROM SWALE 1A
**SWALE 3 ACCEPTS FLOW FROM SWALE 2
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
I DATE: I 05-13-2020 1
I SCALE: I AS SHOWN I
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
CALCULATIONS
G2
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 2 OF 33

SPREAD CALCULATIONS
CATCH BASINS
INLET AREA
(sf)
INLET AREA
(ac)
Tc
TIME OF
CONCENTRATION
(min)
2 YR - 5 MIN
INTENSITY
(in/hr)
Cc
RUNOFF
COEFFICIENT
Q
FLOW
(cfs)
Q
BYPASS
FROM
UPSTREAM
(cfs)
Q
TOTAL
(cfs)
Q
BYPASS
(cfs)
S
SLOPE OF
ROAD
M
T
SPREAD FROM
HYDRAFLOW
(ft)
CB #
UPSTREAM CB#
DOWNSTREAM
CB#
CB-118
N/A
CB-116
9531
0.22
5.0
5.66
0.90
1.115
0.000
1.115
0.260
0.70%
5.37
CB-119
N/A
CB-117
1428
0.03
5.0
5.66
0.90
0.167
0.000
0.167
0.000
0.70%
0.93
CB-116
CB-118
CB-114
7556
0.17
5.0
5.66
0.90
0.884
0.260
1.144
0.270
0.70%
5.44
CB-117
CB-119
CB-115
1367
0.03
5.0
5.66
0.90
0.160
0.000
0.160
0.000
0.70%
0.93
CB-300
N/A
CB-111
2714
0.06
5.0
5.66
0.90
0.317
0.000
0.317
0.010
2.42%
0.99
CB-301
N/A
CB-111
2752
0.06
5.0
5.66
0.90
0.322
0.000
0.322
0.010
2.42%
0.99
CB-114
CB-116
CB-113
5867
0.13
5.0
5.66
0.60
0.457
0.270
0.727
0.050
0.70%
4.13
CB-115
CB-117
CB-302
969
0.02
5.0
5.66
0.90
0.113
0.000
0.113
0.000
0.70%
0.28
CB-302
CB-115
FUTURE PHASE
1081
0.02
5.0
5.66
0.90
0.126
0.000
0.126
0.000
4.56%
0.00
CB-303
N/A
FUTURE PHASE
887
0.02
5.0
5.66
0.90
0.104
0.000
0.104
0.000
4.56%
0.00
CB-113
CB-114; CB-301
CB-112
9727
0.22
5.0
5.66
0.90
1.137
0.060
1.197
0.290
0.70%
5.58
CB-111
CB-300
CB-109
6219
0.14
5.0
5.66
0.60
0.485
0.010
0.495
0.060
0.70%
3.16
CB-112
CB-113
CB-110
1560
0.04
5.0
5.66
0.90
0.182
0.290
0.472
0.050
0.70%
3.04
CB-109
CB-111
CB-107
14627
0.34
5.0
5.66
0.60
1.140
0.060
1.200
0.280
1.40%
4.55
CB-110
CB-112
CB-108
6898
0.16
5.0
5.66
0.90
0.807
0.050
0.857
0.010
1.30%
1.47
CB-107
CB-109
CB-103
22867
0.52
5.0
5.66
0.60
1.783
0.280
2.063
0.600
3.30%
4.87
CB-108
CB-110
CB-106
14668
0.34
5.0
5.66
0.90
1.715
0.010
1.725
0.440
3.30%
4.37
CB-106
CB-108
CB-105
8639
0.20
5.0
5.66
0.90
1.010
0.440
1.450
0.310
3.72%
3.75
CB-105
CB-106
CB-104
7609
0.17
5.0
5.66
0.60
0.593
0.310
0.903
0.120
3.72%
2.62
CB-103
CB-107
CB-100
9451
0.22
5.0
5.66
0.60
0.737
0.600
1.337
0.300
2.40%
4.11
CB-104
CB-105
CB-102
14314
0.33
5.0
5.66
0.60
1.116
0.120
1.236
0.260
2.50%
3.85
CB-100
CB-103
N/A
11699
0.27
5.0
5.66
0.90
1.368
0.300
1.668
0.000
SAG
7.05
CB-101
CB-102
N/A
9615
0.22
5.0
5.66
0.90
1.124
0.210
1.334
0.000
SAG
5.92
CB-102
CB-104;
CB-200;CB-201
CB-101
4771
0.11
5.0
5.66
0.90
0.558
0.460
1.018
0.210
1.30%
4.20
CB-200
N/A
CB-102
8068
0.19
5.0
5.66
0.60
0.629
0.000
0.629
0.080
1.43%
2.88
CB-201
N/A
CB-102
9840
0.23
5.0
5.66
0.60
0.767
0.000
0.767
0.120
1.43%
3.35
CB-202
N/A
CB-204
7002
0.16
5.0
5.66
0.60
0.546
0.000
0.546
0.000
1.90%
2.26
CB-400
CB-402
CB-204
24383
0.56
5.0
5.66
0.60
1.901
0.370
2.271
0.440
2.20%
4.77
CB-402
FUTURE PHASE
CB-400
114
0.00
5.0
5.66
0.60
0.009
0.000
0.009
0.000
2.20%
0.00
CB-403
FUTURE PHASE
CB-401
37
0.00
5.0
5.66
0.60
0.003
0.000
0.003
0.000
2.20%
0.00
CB-401
CB-403
CB-204
3608
0.08
5.0
5.66
0.60
0.281
0.140
0.421
0.020
2.20%
1.59
CB-203
N/A
CB-205
11563
0.27
5.0
5.66
0.60
0.901
0.000
0.901
0.150
2.17%
3.24
CB-204
CB-202'
CB-400;CB-401
CB-206
4187
0.10
5.0
5.66
0.60
0.326
0.460
0.786
0.110
2.17%
2.91
CB-205
CB-203
CB-207
16837
0.39
5.0
5.66
0.60
1.313
0.150
1.463
0.360
2.17%
4.50
CB-206
CB-204
CB-208
18763
0.43
5.0
5.66
0.60
1.463
0.110
1.573
0.410
2.17%
4.70
CB-207
CB-205
CB-209
6804
0.16
5.0
5.66
0.60
0.530
0.360
0.890
0.160
1.60%
3.58
CB-208
CB-206
CB-210
3187
0.07
5.0
5.66
0.60
0.248
0.410
0.658
0.080
1.70%
2.79
CB-209
CB-207;CB-212
N/A
16469
0.38
5.0
5.66
0.60
1.284
0.190
1.474
0.000
SAG
7.08
CB-210
CB-208;CB-211
N/A
23759
0.55
5.0
5.66
0.60
1.852
0.260
2.112
0.000
SAG
6.11
CB-211
CB-213
CB-210
11840
0.27
5.0
5.66
0.60
0.923
0.030
0.953
0.180
1.10%
4.17
CB-212
N/A
CB-209
3516
0.08
5.0
5.66
0.90
0.411
0.000
0.411
0.030
1.10%
2.23
CB-213
N/A
CB-211
4567
0.10
5.0
5.66
0.90
0.534
0.000
0.534
0.060
1.10%
2.81
CB-214
N/A
CB-215
0
0.00
5.0
5.66
0.60
0.000
0.000
0.000
0.000
CREST
0.00
CB-215
CB-214
CB-217
12275
0.28
5.0
5.66
0.90
1.435
0.000
1.435
0.360
1.86%
4.67
CB-216
N/A
CB-220
14147
0.32
5.0
5.66
0.60
1.103
0.000
1.103
0.250
1.10%
4.66
CB-217
CB-215
CB-218
5063
0.12
5.0
5.66
0.90
0.592
0.360
0.952
0.190
1.10%
4.25
CB-315
FUTURE PHASE
CB-218
2784
0.06
5.0
5.66
0.60
0.217
0.430
0.647
0.430
2.35%
4.67
CB-316
FUTURE PHASE
CB-218
1126
0.03
5.0
5.66
0.60
0.088
0.130
0.218
0.180
2.35%
3.44
CB-218
CB-217'
CB-315;CB-316
CB-219
5543
0.13
5.0
5.66
0.60
0.432
0.800
1.232
0.300
0.75%
5.67
CB-222
FUTURE PHASE
CB-220
14026
0.32
5.0
5.66
0.60
1.093
0.250
1.343
0.340
1.20%
5.10
CB-221
FUTURE PHASE
CB-219
3387
0.08
5.0
5.66
0.90
0.396
0.250
0.646
0.080
1.20%
3.01
CB-219
CB-218;CB-221
N/A
7913
0.18
5.0
5.66
0.90
0.925
0.380
1.305
0.000
SAG
5.47
CB-220
CB-216;CB-222
N/A
26326
0.60
5.0
5.66
0.60
2.052
0.590
2.642
0.000
SAG
7.42
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
I DATE: I 05-13-2020 1
I SCALE: I AS SHOWN I
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
CALCULATIONS
C-3
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 3 OF 33

GREEN HILL SUBDIVISION - SKIMMER SEDIMENT BASIN DESIGN CALCULATIONS
SKIMMER SEDIMENT BASIN DESIGN
SKIMMER SEDIMENT BASIN EFFICIENCY
SKIMMER***
BASIN
DRAINAGE
DISTURBED
REQUIRED
DEPTH*
WIDTH
LENGTH
VOLUME
WEIGHTED
10-YEAR
FLOW Q
REQUIRED
AREA
SIZE
ORIFICE
ORIFICE
NUMBER
AREA
AREA
VOLUME
(ft)
(ft)
(ft)
PROVIDED
RUNOFF
RAINFALL
(cfs)
SURFACE
PROVIDED
(in)
RADIUS
DIAMETER
(ac)
(ac)
1800 CF/AC
(cf)**
COEFFICIENT
INTENSITY
AREA 325
(sf)
(in)
(in)
(cf)
(in/hr)
SF/CFS
(sf)
1
j 6.54
j 3.37
j 6,066
j 2
j 45
j 165
j 15,128
j 0.5
j 7.25
j 23.71
7,705
8,383
2.0
0.9
1.7
*DEPTH FROM BOTTOM OF SKIMMER BASIN TO SPILLWAY ELEVATION
**DIMENSIONS ARE IRREGULAR AND THUS, NOT LISTED; VOLUME AND SURFACE AREA PER HYDROCAD MODEL
GREEN HILL SUBDIVISION - RISER SEDIMENT BASIN DESIGN CALCULATIONS
SEDIMENT BASIN DESIGN
SEDIMENT BASIN EFFICIENCY
SKIMMER***
REQUIRED
REQUIRED
10-YEAR
BASIN
DRAINAGE
DISTURBED
VOLUME
DEPTH*
WIDTH**
LENGTH**
VOLUME
WEIGHTED
RAINFALL
FLOWQ
,
SURFACE
AREA
SIZE
ORIFICE
ORIFICE
AREA
AREA
PROVIDED**
RUNOFF
AREA 435
PROVIDED**
RADIUS
DIAMETER
NUMBER
(ac)****
(ac)
1800 CF/AC
(ft)
(ft)
(ft)
(cf)
COEFFICIENT
INTENSITY
(cfs)
SF/CFS
(sf)
(in)
(in)
(in)
(cf)
(in/hr)
(sf)
2
12.23
7.70
13860
1
--
--
29818
0.50
7.25
44.33
19285
21180
3.0
1.2
2.4
3
24.60
15.30
27540
5
--
--
214862
0.54
7.25
96.31
41894
42629
4.0
1.7
3.3
*DEPTH FROM BOTTOM TO TOP OF RISER STRUCTURE
**DIMENSIONS ARE IRREGULAR AND THUS, NOT LISTED; VOLUME AND SURFACE AREA PER HYDROCAD MODEL
***SKIMMER SIZED PER SIZING CALCULATOR AT WWW.FAIRCLOTHSKIMMER.COM AT A DRAWDOWN RATE OF 72 HOURS
****BASIN #3 SIZED FOR THE PHASE 2 EROSION CONTROL CONDITION
GREEN HILL SUBDIVISION - SKIMMER BASIN SPILLWAY DESIGN
BOTTOM
LEFT SIDE
RIGHT SIDE
CHANNEL
CHANNEL
NORMAL
SHEAR
BASIN
Q
UPPER
LOWER
LENGTH
CHANNEL
TOP WIDTH
FREEBOARD
VELOCITY
MANNING'S
WIDTH
SLOPE, ZA
SLOPE, ZA
DEPTH
SLOPE
DEPTH
STRESS
LINER
NUMBER
(cfs)
INVERT
INVERT
(ft)
SECTION
(ft)
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(ft)
(Ib/ft2)
(fps)
n VALUE
SK-1
6.54
209.00
208.00
6.00
TRAPEZOIDAL
20.00
24.00
2.00
2.00
1.00
0.167
0.20
0.80
2.08
1.60
0.040
NAG SC250
SB-2
44.33
202.00
200.00
9.00
TRAPEZOIDAL
40.00
44.00
2.00
2.00
1.00
0.222
0.39
0.61
5.41
2.79
0.040
NAG SC250
SB-3
96.31
200.00
198.00
18.00
TRAPEZOIDAL
106.00
114.00
2.00
2.00
1.00
0.111
0.42
0.58
2.91
2.12
0.040
NAG SC250
GREEN HILL SUBDIVISION - TEMPORARY DIVERSION DITCHES
10-YEAR
DRAINAGE
DRAINAGE
Q
BOTTOM
CHANNEL
CHANNEL
NORMAL
SHEAR
SWALE
RUNOFF
RAINFALL
Q
UPPER
LOWER
LENGTH
CHANNEL
LEFT SIDE
RIGHT SIDE
FREEBOARD
VELOCITY
MANNING'S n
AREA
AREA
TOTAL
WIDTH
DEPTH
SLOPE
DEPTH
STRESS
TEMPORARY LINER**
NUMBER
COEFFICIENT
INTENSITY
(cfs)
INVERT
INVERT
(ft)
SECTION
SLOPE, ZA (ft)
SLOPE, ZA (ft)
(ft)
(fps)
VALUE
(sf)
(acres)
(cfs)
(ft)
(ft)
(ft/ft)
(ft)
(Ib/ft2)
(in/hr)*
1A
0.50
7.25
69,775
1.60
5.81
5.81
223.00
211.00
315.00
TRIANGULAR
0.00
2.00
2.00
2.00
0.038
0.66
1.34
1.57
6.67
0.019
NAG C125BN
1 B
0.50
7.25
1,426
0.03
0.12
0.12
211.50
210.00
60.00
TRIANGULAR
0.00
2.00
2.00
2.00
0.025
0.07
1.93
0.11
1.02
0.020
CLASS C VEGETATION
2
0.50
7.25
86,425
1.98
7.19
7.19
211.50
202.00
470.00
TRIANGULAR
0.00
2.00
2.00
2.00
0.020
0.90
1.10
1.14
3.67
0.033
STRAW W/ NET
3
0.50
7.25
15,665
0.36
1.30
1.30
206.00
201.00
120.00
TRIANGULAR
0.00
2.00
2.00
2.00
0.042
0.46
1.54
1.20
3.07
0.033
STRAW W/ NET
4
0.50
7.25
85,223
1.96
7.09
7.09
224.00
218.00
255.00
TRIANGULAR
0.00
2.00
2.00
2.00
0.024
0.95
1.05
1.39
3.93
0.033
STRAW W/ NET
5
0.50
7.25
30,113
0.69
2.51
2.51
215.00
208.00
230.00
TRIANGULAR
0.00
2.00
2.00
2.00
0.030
0.62
1.38
1.18
3.26
0.033
STRAW W/ NET
6
0.50
5.78
826,966
18.98
54.87
54.87
235.00
203.00
1130.00
TRAPEZOIDAL
2.00
2.00
2.00
2.50
0.028
1.55
0.95
2.74
8.75
0.024
NAG SC250
*TIME OF CONCENTRATION FOR TD-6 CALCULATED BY KIRPICH METHOD. L =2,011 FEET; H = 65 FEET
**OR APPROVED EQUAL
BOUYANCY CALCULATIONS
SB-3 / PERMANENT SCM RISER
TOP OF OUTLET STRUCTURE = 199.50
ft
BOTTOM =
193.00
ft
HEIGHT OF
RISER = 6.50
ft
ASSUME 6"
WALL THICKNESS
WEIGHT CALCULATIONS
Vbase =
0' x 0' x 0' =
0.00
cf
Wbase =
0 cf x 150 lb/cf =
0.00
Ibs
Vsump=
4'x4'x3'=
48.00
cf
Wsump =
48 cf x 150 lb/cf =
7200.00
Ibs
Wstruc =
[(5 x 5 x 6.5)-(4 x 4 x 6)] x 150 lb/cf =
9975.00
Ibs
TOTAL WEIGHT =
17175.00
Ibs
BOUYANCY CALCULATIONS
Bbase =
0 cf x 62.4 lb/cf =
0.00
Ibs
Bstruc =
(5 x 5 x 6.5) x 62.4 Ib/cf
10140.00
Ibs
TOTAL BOUYANCY =
10140.00
Ibs
FACTOR OF SAFETY =
1.69
BOUYANCY CALCULATIONS
SB-2 RISER
TOP OF OUTLET STRUCTURE = 200.00
ft
BOTTOM =
196.00
ft
HEIGHT OF
RISER = 4.00
ft
ASSUME 6"
WALL THICKNESS
WEIGHT CALCULATIONS
Vbase =
0' x 0' x 0' =
0.00
cf
Wbase =
0 cf x 150 lb/cf =
0.00
Ibs
Vsump=
4'x4'x2'=
32.00
cf
Wsump =
32 cf x 150 lb/cf =
4800.00
Ibs
Wstruc =
[(5 x 5 x 3.5)-(4 x 4 x 3)] x 150 lb/cf =
6600.00
Ibs
TOTAL WEIGHT =
11400.00
Ibs
BOUYANCY CALCULATIONS
Bbase =
0 cf x 62.4 lb/cf =
0.00
Ibs
Bstruc =
(5 x 5 x 3.5) x 62.4 Ib/cf
6240.00
Ibs
TOTAL BOUYANCY =
6240.00
Ibs
FACTOR OF SAFETY =
1.83
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
I DATE: I 05-13-2020 1
I SCALE: I AS SHOWN I
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
CALCULATIONS
G4
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 4 OF 33

SOIL TYPES
LEGEND
N/F
FRANKLIN VANCE WARREN HOUSING
OF FRANKLIN COUNTY, INC
M. B. 2006, PAGE 23
PIN# 2805-61-4299
EX. WETLAND W3
TS
ITY'APARNK N GOUNV
COMNIUo OFF PAGE 13
N/F CORPORA p 6 1000' PAO 2030
EDNA M. JOYNER , 6. 2 5.61'
PIN# 2805-60-0975 PINS 2g0
v,
EX. 72" CMP CULVERT
(TO REMAIN)
N E)C SANITARY SEWERhA
MANHOLE (TYP.)
(TO REMAIN)
EX. OVERHEAD POWER
AND ASSOCIATED POLES
TO BE RELOCATED
(BY OTHERS)
u,
EX STREAM C u v-
v
EX. POND 1
WeC
IEX. 18" CULVERT
(TO BE REMOVED)
N/F
EMILY WARD HEIRS
D. B. 128, PAGE 220
M.B. 1998, PAGE 446
PIN# 2805-60-2513 -r . ......
N/F
EMILY WARD HEIRS
D.B. 128, PAGE 220
M.B. 1998, PAGE 446
PIN# 2805-60-2484 ---_
N/F
EMILY WARD HEIRS
D. B. 128, PAGE 220
PIN# 2805-60-3331
EX. 24" CULVERT
(TO REMAIN)
11
EX. STREAM B
EX. STRUCTURE
(TO BE REMOVED)
EX. CART PATH (TO
BE REMOVED)
- EX. ACCESS DRIVE
(TO BE REMOVED)
EX. OVERHEAD POWER
AND ASSOCIATED POLES
TO BE RELOCATED
(BY OTHERS)
HeB
EX. 30" CULVERT
\` (TO REMAIN)
r ' ;.220
N/F
CURTIS MICHAEL PINEAU
& KIMBERLYANN PINEAU��
D. B. 2154, PAGE 274
PIN# 2805-60-6343
N/F
MOON MEADOWS, LLC
D.B. 2140, PAGE 353
PIN# 2804-89-5769
—23 p
210
EX. CONSERVATION
EASEMENT
PLAT BOOK 2002
PAGE 278
225
N/F
JMD HOUSING, LLC
D.B. 2067, PAGE 540
PIN# 2805-72-1354
l
EX. 18" CART PATH
(TO BE REMOVED)
235
WeB
ChA - CHEWACLA AND WEHADKEE SOILS, 0 TO 2 PERCENT SLOPES, FREQUENTLY FLOODED
HeB - HELENA SANDY LOAM, 2 TO 6 PERCENT SLOPES
RmA - RIVERVIEW AND BUNCOMBE SOILS, 0 TO 3 PERCENT SLOPES, FREQUENTLY FLOODED
WbD - WAKE-WATEREE-WEDOWEE COMPLEX, 8 TO 15 PERCENT SLOPES, ROCKY
WeB - WEDOWEE SANDY LOAM, 2 TO 6 PERCENT SLOPES
WeC - WEDOWEE SANDY LOAM, 6 TO 10 PERCENT SLOPES
EX. WETLAND W3
EX. STRUCTURE
(TO BE REMOVED)
225
EX. 18" CART PATH
(TO REMAIN)
-230\-\y-, I
235
EX. ACCESS DRIVE
(TO BE REMOVED UP
240 . TO EXISTING 18"
CULVERT BELOW)
EX. 18" CULVERT
(TO REMAIN)
2�0
N/F
CECELIA B. DICKENS,
AMY B. BOONE,
& PATRICIA B. DICKENS,
JOHNNIE MARK CHASTAIN
D.B. 1883, PAGE 392
PIN# 2805-81-3953
EX. MANHOLE
RIM: 194.3'
INV. IN: 185.3'
INV. OUT.- 185.2'
EX. WET WELL
RIM: 196.3'
INV. IN. 185. V
BOTTOM INV.: 179.8'
v,
w
EX. WETLAND W2
EX. POND 2
EX. 18" CART PATH
(TO REMAIN)
WeB
79,
E
OUTDOOR
RECREATION
'-,COURT
EX. PARKING
LOT
�s
s
N
w
0
N/F
MOON MEADOWS, LLC
D.B. 2140, PAGE 353
PIN# 2804-89-5769
EX. WETLAND W1
o
N
O N
N
0
N
EX. PROPERTY LINE
EX. ADJACENT OWNERS
430 EX. MAJOR LIDAR CONTOUR (10')
EX. MINOR LIDAR CONTOUR (2)
— — EX. STREAM ENGINEERING
EX. STREAM BUFFER
EX. FEMA FLOODPLAIN BOUNDARY
EX. SOIL LINE POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
EX. TREE LINE PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
EX. WETLAND
NOTES
1. SURVEY DATA PROVIDED BY CAWTHORNE, MOSS & PANCIERA, PC ON ��A C
MARCH 3, 2020,,0i�
2. WETLANDS AND STREAMS SHOWN DELINEATED BY ENVIRONMENTAL ..
� x n
CONSULTING & TECHNOLOGIES, INC. AND LOCATED BY CAWTHORNE,
MOSS & PANCIERA, PC. 04121
`0)
3. 3. FEMA DESIGNATED 500 AND 100-YEAR FLOOD HAZARD AREAS PER FEMA ", " 4"o 91 �
FIRM PANEL NO. 3720280500K, EFFECTIVE APRIL 16, 2013. Op -1 ER N ,
'prd l4l
4. TREE LINES SHOWN PER AERIAL PHOTOGRAPHY.
5. THE UTILITIES SHOWN ARE NOT GUARANTEED TO BE A REPRESENTATION
OF ALL UTILITIES WITHIN THE PROJECT EXTENT.
REVISION HISTORY
6. THE CONTRACTOR SHALL CALL THE NORTH CAROLINA ONE -CALL -CENTER REV
AT LEAST 48 HOURS PRIOR TO BEGINNING WORK. # DESCRIPTION DATE BY
7. THE CONTRACTOR SHALL VERIFY DEPTHS AND LOCATIONS OF ALL 1 ADDRESS NCDOT 11/30/2020 FLM
UTILITIES PRIOR TO BEGINNING WORK AND SHALL USE CARE WHEN COMMENTS
OPERATING AROUND EXISTING UTILITIES. 1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
8. THE CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR THE
REPAIR OF ANY EXISTING UTILITIES DAMAGED DURING CONSTRUCTION.
EX. FEMA FL0ODWAY
(TYP.)
EX. STREAM E
EX. 100-YEAR FEMA
FLOODPLAIN (TYP.)
lKN EX. 500-YEAR FEMA
FLOODPLAIN (TYP.)
N/F ORIGINAL PLAN SIZE: 24" X 36"
CECELIA B. DICKENS,
AMY B. BOONE,
& PATRICIA B. DICKENS,
JOHNNIE MARK CHASTAIN
D. B. 1883, PAGE 392
PIN# 2805-81-3953
ISSUED FOR
PERMITTING
EX. SWIMMING POOL
(TO REMAIN)
EX. CLUBHOUSE" ,
(TO REMAIN)
EX. 15" CULVERT
(TO REMAIN)
EX. STREAM E
O N y EX. STREAM D
N (n
n
N N
cry
" WbD
ChA
RmA
EX. STREAM A
(TAR RIVER)
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
DO NOT USE FOR CONSTRUCTION
100 50 0 100
SCALE: 1 INCH = 100 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
EXISTING CONDITIONS
C�5
SHEET 5 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

LEGEND NOTES
EX. PROPERTY LINE 1. OPEN SPACE & RECREATION AREAS BELOW REFER TO FULL BUILD OUT OF ENTIRE
64.6436 ACRES:
EX. ADJACENT OWNERS
EX. STREAM 1.1. REQUIRED OPEN SPACE: 12.929 AC (20%)
EX. STREAM BUFFER 1.2. PROPOSED OPEN SPACE: 19.377 AC (29.98%)
EX. FEMA FLOODPLAIN BOUNDARY
1.3. REQUIRED RECREATION AREA SPACE: 3.23 AC (25.0% OF REQUIRED OPEN SPACE) N/F
EX. TREE LINE JMD HOUSING, LLC '
1.4. PROPOSED RECREATION AREA: 3.26 AC (25.21 % OF REQUIRED OPEN SPACE) D.B. 2067, PAGE 540
EX. WETLAND PIN# 2805-72-1354
PROP. RIGHT-OF-WAY
PROP. LOT LINES �..,,,,- , /
— — — — — — — — — — — PROP. SETBACK LINE �✓ �v. �-
— — — — — — — — — — — PROP. EASEMENT
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PHASE 1 BOUNDARY � w/ � �' » »` »-
»,�"�' » EX. 50'
TAR-PAMLICO
/ PROP. OPEN SPACE �'
/ s BUFFER (TYP.)
PROP. PRIVATE
w
OPEN SPACE
PROP. RECREATION AREA
a,,..
EX. WETLAND W3
/V I
ell
N/F 8/
COMMUNITY APARTMENTS N/F \ \ J I _ / /
FRANKLIN VANCE WARREN %v y 6,8 \� —_ _ — J / / 63
CORPORATION OF HOUSING O
FRANKLIN COUNTY
D.B. 1198, PAGE 13
OF FRANKLIN COUNTY, INC EX. STREAM 8 A ✓ i l / / 62 /
M. B. 2006, PAGE 23
AA 2000 PAGE 140
PIN# 2805-61-2031 PIN# 2805-61-4299 �, v/ j » \ \ \ ✓ //
EX. CONSERVATION
EASEMENT
PLAT BOOK 2002 <\v' \ \ / p0' // / \ O I ✓ �/ 106 \ /
PAGE 278 // \ \v. 7\ \ // OP // \ I I/ ✓ / ✓ Sn6o
/ 109 \��_ ✓ ice✓ /�� / //`°r \\ \\
N/F / // \\ \ \ \ / / j / \ \ /� ✓ ✓ / / \ \ fit°' ,/' 59 /
/ u \ \ // X \ \ / /✓ / \ O/
EDNA M. JOYNER O \ �. / •, \
PIN#2805-60-0975 / \ \�\/\\ \ 110 \\\✓//
73
PROP. ROAD WIDENING TO BE �! "� /»\\/ \ \✓// /
CONSTRUCTED PRIOR TO
PHASE 2.
O
PROP. PRIVATE 113
OPEN SPACE
\-' EX. STREAM ///75
94 / I I ry
0) EX. POND 1
o
I I
w
C
(7D7
I
_ L I FUTURE PHASES
ROAD 4
y N/F
O EMILY WARD HEIRS
-n D.B. 128, PAGE 220 \� /
79
M.B. 1998, PAGE 446
PIN# 2805-60-2513/ \
O
N/F \ ��\/ / 80 / �
EMILY WARD HEIRS / / / co
D.B. 128, PAGE 220
M.B. 1998, PAGE 446 \\�/ / 81 // / �,
PIN# 2805-60-2484 6//
I I I I I I PHASE 1
\ / 83 I I 84 I I 85 I I 1- BOUNDARY
N/F
EMILY WARD HEIRS
D.B. 128, PAGE 220
PIN# 2805-60-3331 — —
ROAD 1
N/F
CURTIS MICHAEL PINEAU
& KIMBERLYANN PINEAU
D.B. 2154, PAGE 274 147
PIN# 2805-60-6343 I IOI IO
__II I II OIIO 1
N/F
MOON MEADOWS, LLC
D.B. 2140, PAGE 353
PIN# 2804-89-5769
ICY=='I==4=-1111 1111 U��
PROP. 20'-WIDE TEMPORARY GRAVEL
ROAD FOR ACCESS TO CLUBHOUSE
N/F
CECELIA B. DICKENS,
AMY B. BOONE,
& PATRICIA B. DICKENS,
JOHNNIE MARK CHASTAIN
D. B. 1883, PAGE 392
PIN# 2805-81-3953
EX. STREAM X
EX. SANITARY SEWER
EX. SANITARY SEWER LIFT STATION
EX. WETLAND W2
N/F
MOON MEADOWS, LLC
D.B. 2140, PAGE 353
PIN# 2804-89-5769
EX. WETLAND W1
EX STREAM E
EX. 100-YEAR FEMA
FLOODPLAIN (TYP.)
EX. 500-YEAR FEMA
FLOODPLAIN (TYP.)
EX. FEMA FLOODWAY
(TYP.)
N/F
CECELIA B. DICKENS,
AMY B. BOONE,
& PATRICIA B. DICKENS,
JOHNNIE MARK CHASTAIN
D. B. 1883, PAGE 392
PIN# 2805-81-3953
PROP. PRIVATE
OPEN SPACE
EX. STREAM A
(TAR RIVER)
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
,`,a�ra�oAtq�r�airi
041
21
'°. c •" c')
O / ER
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
100 50 0 100
SCALE: 1 INCH = 100 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
OPEN SPACE & OVERALL SITE
PLAN
C�6
SHEET 6 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

LOT SUMMARY
LOT NO.
AREA (SQ. FT)
1
8002
2
7827
3
7817
4
7807
5
7661
6
7647
7
7771
8
7762
59
10527
60
10435
61
12117
62
13711
63
10463
64
9807
65
12513
66
13627
67
17132
68
16632
69
13380
70
13547
71
13673
72
13455
73
13163
74
14654
75
10304
76
8114
77
8993
78
9591
79
10061
80
10265
81
10823
82
11161
83
10483
84
10013
85
10013
86
10685
93
10685
94
10035
106
10038
107
10168
108
10080
109
10020
110
10000
111
10000
112
10000
113
10062
123
10279
147
9562
SUMMARY INFORMATION
DEVELOPMENT NAME: GREEN HILL SUBDIVISION
SITE ADDRESS: NC HWY 39, LOUISBURG, NC
PIN NUMBER(S): 2805-70-1959
TOTAL ACREAGE: 64.6436 AC
OPEN SPACE/BUFFERS (FULL BUILD OUT): 19.377 AC
RECREATION AREA (FULL BUILD OUT): 3.26 AC
ROAD RM ACREAGE (FULL BUILD OUT): 9.545 AC
NET LOT ACREAGE: 35.7216 AC
EXISTING USE: VACANT
PROPOSED USE: SINGLE-FAMILY RESIDENTIAL
SUBDIVISION
JURISDICTION: TOWN OF LOUISBURG
CURRENT ZONING DISTRICT: R-1
PROPOSED LOTS (PHASE 1): 48 LOTS
PROPOSED MIN. LOT AREA: 7,647 SQ FT
PROPOSED AVG. LOT AREA: 10,676 SQ FT
SETBACKS:
FRONT: 20'
SIDE: 8'
REAR: 25'
PROPOSED LINEAR FOOTAGE OF ROADS: 8,129 LF
DEVELOPER:
GREEN HILL DRIVE, LLC
PO BOX 610
YOUNGSVILLE, NC 27596
919.556.4700
ENGINEER:
FLM ENGINEERING, INC.
PO BOX 91727
RALEIGH, NC 27675
919.802.7146
EX. CONSERVATION
EASEMENT
PLAT BOOK 2002
PAGE 278
ZV
<
A,
F PROP. PRIVATE
OPEN SPACE
A/
:i�
EX. STREAM C '
'3/
V
` v i
f PROP.20'-WIDE
PUBLIC DRAINAGE
EASEMENT
R230'
R230'
PROP. ROAD WIDENING TO BE
CONSTRUCTED PRIOR TO
PHASE 2.
EX. POND 1
EX. 50' TAR-PAMLICO
RIPARIAN BUFFER
EX. STREAM B \
'A' )/69
EX. WETLAND W3
74
R500'
75
- 50' R/W (TYP.)
27' B-B (TYP.)
77
78
R25'
R28.5' (TYP.) -
R600'
71
j/ 72
PROP. 30" STANDARD
CURB & GUTTER
w
67
R230'
110
PROP. 20'-WIDE
PUBLIC DRAINAGE
EASEMENT
cil
PROP. 20'-WIDE
PUBLIC DRAINAGE
EASEMENT
112
/ PROP. 10' x 70' SIGHT
TRIANGLE (TYP.)
94
R25'
R28.5' (TYP.)
i
R25'
R28.5' (TYP.)
PROP. PRIVATE
OPEN SPACE
PROP. 20'-WIDE
PRIVATE DRAINAGE
EASEMENT
PROP. LOT LINES (TYP.)
- PROP. LOT SETBACKS (TYP.)
1.5' ROW TO
79 BACK OF
PROP. 8' STREET TREE EASEMENT (TYP.) SIDEWALK (TYP.)
R25 S (SEE LANSCAPING PLAN) 84
R28.5' (TYP.) 81 83
82
F BACK OF CURB
PROP. 5'-WIDE TO FRONT OF
\ SIDEWALK (TYP.) SIDEWALK (TYP.)
I L
R500'
R25' -
R28.5' (TYP.)
SR250'
ROAD 5
PHASE 1
BOUNDARY
86
85
R28.5' (TYP.)
R25'
1
ROAD 1 R25'
R28.5' (TYP.)
O
O
O
O
O
PROP. 20'-WIDE
PRIVATE DRAINAGE
EASEMENT
S
R400'
PROP. 30' SANITARY
SEWER EASEMENT
R25'
R28.5' (TYP.)
Eo
PROP. VARIABLE WIDTH
PRIVATE SCM
MAINTENANCE
EASEMENT. SCM TO BE
MAINTAINED BY H.O.A.
PROP. STORMWATER
WETLAND
(SEE SHEET C-22)
Eo
EX. POND 2
PROP.
PRIVATE
OPEN
SPACE
ENGINEERING
EX. WETLAND W2J �./,,
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
i
PROP. 20'-WIDE EX. STREAM
PUBLIC DRAINAGE
EASEMENT
PROP. 20'-WIDE TEMPORARY GRAVEL
ROAD FOR ACCESS TO CLUBHOUSE
(SEE SHEET C-6)
PROP. TEMPORARY MAIL KIOSK
LOCATION. PERMANENT MAIL KIOSK
TO BE LOCATED AT CLUBHOUSE
UPON COMPLETION OF PHASES.
PROP. TEMPORARY VARIABLE WIDTH
PUBLIC MAIL KIOSK EASEMENT
-'--% 1 i`;
PROP. CURB AND GUTTER TO END -
PRIOR TO TEMPORARY MAIL KIOSK
123
R28.5' (TYP.)
R25'
PROP. TEMPORARY MAIL KIOSK
R25' r PARKING TO BE PAVED.
- R28.5' (TYP.)
O
O
O
PROP. VARIABLE
WIDTH PUBLIC
DRAINAGE
EASEMENTS
PROP. 20'-WIDE
PRIVATE DRAINAGE
EASEMENT
LEGEND
- -
EX. RIGHT-OF-WAY
-
- EX. ADJACENT OWNERS
EX. FEMA FLOODPLAIN BOUNDARY
-
- EX. STREAM
EX. STREAM BUFFER
X
EX. FENCE
-
- EX. OVERHEAD ELECTRIC LINE
EX. WETLANDS
PROP. PARCEL BOUNDARY
- -
PROP. RIGHT-OF-WAY
PROP. LOT LINES
-
PROP. ROAD CENTERLINE
- - - - - - - - - -
- PROP. SETBACK LINE
- - - - - - - - - -
- PROP. EASEMENT
PHASE 1 BOUNDARY
PROP. 5'-WIDE SIDEWALK
PROP. OPEN SPACE
NOTES
1. BOUNDARY SURVEY PROVIDED BY CAWTHORNE, MOSS & PANCIERA,
PC ON MARCH, 3, 2020.
2. WETLANDS AND STREAMS SHOWN DELINEATED DELINEATED BY
SOIL & ENVIRONMENTAL CONSULTANTS, PA.
3. WETLAND, STREAM AND BUFFER IMPACTS TO BE PERMITTED PRIOR
TO FINAL PLAT RECORDATION.
4. A PORTION OF THIS PROPERTY LIES WITHIN A FEMA DESIGNATED
500 AND 100-YEAR FLOOD HAZARD AREAS PER FEMA FIRM PANEL
NO. 3720280500K, EFFECTIVE APRIL 16, 2013.
5. SUBDIVISION DESIGNED PER THE TOWN OF LOUISBURG
SUBDIVISION ORDINANCE.
6. ALL ROADS SHALL BE BUILT TO NCDOT SPECIFICATIONS,
DESIGNATED AS PUBLIC, AND OWNED BY THE TOWN OF LOUISBURG.
4. ALL ROADS SHALL BE RESIDENTIAL LOCAL (50' R/W WITH 27' B-B
PAVEMENT SECTION). ALL ROADWAY DIMENSIONS TO BACK OF
CURB UNLESS OTHERWISE NOTED.
5. ALL CURB AND GUTTER TO BE 30" STANDARD CURB AND GUTTER.
6. MINIMUM ROAD CENTERLINE RADIUS: 230'.
7. 10' X 70' SIGHT TRIANGLES TO BE IN THE STOP CONDITION OF ALL
INTERSECTIONS.
8. ALL ROADS, INCLUDING CUL-DE-SACS, TO HAVE 5' SIDEWALK ON
BOTH SIDES.
9. ALL LOTS SHALL HAVE PUBLIC WATER AND SEWER.
10. THIS SUBDIVISION WILL COMPLY WITH NCDEQ EROSION AND
SEDIMENT CONTROL REGULATIONS.
11. MAIL KIOSK AND ASSOCIATED PARKING SHALL NOT BE ALLOWED
WITHIN TOWN OF LOUISBURG RIGHT-OF-WAY.
12. CURB RAMPS AND PEDESTRIAN CROSSWALKS TO BE INSTALLED AT
EVERY INTERSECTION.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ON
041 21
'. elf; - s • c') :
REVISION HISTORY
REV DESCRIPTION DATE BY
ADDRESS NCDOT 1 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG COMMENTS 2/22/2021 FLM
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
60 30 0 60
SCALE: 1 INCH = 60 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
SITE PLAN
C�7
SHEET 7 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

LOT SUMMARY
LOT NO.
AREA (SQ. FT)
1
8002
2
7827
3
7817
4
7807
5
7661
6
7647
7
7771
8
7762
59
10527
60
10435
61
12117
62
13711
63
10463
64
9807
65
12513
66
13627
67
17132
68
16632
69
13380
70
13547
71
13673
72
13455
73
13163
74
14654
75
10304
76
8114
77
8993
78
9591
79
10061
80
10265
81
10823
82
11161
83
10483
84
10013
85
10013
86
10685
93
10685
94
10035
106
10038
107
10168
108
10080
109
10020
110
10000
111
10000
112
10000
113
10062
123
10279
147
9562
/ ' i
PROPPRIVATE/
.
/ s / — / 15.730' OPEN SPACE 8 697,
68.716'
� 25 82.209 88.973'
4'
io �72 o0 A�7:n 65 64 m
rn
EX. 50' TAR-PAMLICO /v I / ,> 66
RIPARIAN BUFFER �c0 / / / ss 6.675' L=23.648
/ 6 251 51
67
�s
96,
•O
oN
62 �
76.433'
61
L=75.098 I M • 00
-L "98 ^ 60
� t,4215
\32, 88g,
/ V / �s 329' 14.708' —
V / `P�' �0, L=81.516 �5000
L=42.854
L=65.494
Lo
/ O
M
63 rn
�I
N
�
L=44.268 L=108.367 00 107
EX. STREAM B
�p�/
>>j
2j61
�/ w 119' 11
34.278"
'
/
'o. 100.339,
EX WETLAND W3
V
9.516'
0
�Cb /
/ OQ /Ov
�� 337 'IV00.
/ �8775 0 h Q /
�N / /p / 1�Q110
/ 71 o
o
0
OOP
o � �• 3y,
oo
0 o /
/ /
�72
ROAD 5
000 /
/ 24 25' / / 73 p
o
129 4.148'
EX. CONSERVATION / V.Ir
EASEMENT �/ / I �3S �``� Q
PLAT BPAGE 208� /
AV
o
74 ("a
— h
o� 86SS9 M
/ O
A,*
0)
h0 �
N
V
116.401,Lo
L=45.750 'T
47,850,
cy
co
co
11.241'
102.199, / 56,03RO pp 4
� PROP. PRIVATE �h 76 � L=39.270
/ OPEN SPACE o
o I
A' EX. POND 1co
O / y 114.170, co M
EX. STREAM C
PHASE 1
A/ / 0 BOUNDARY
D
/V CD
16.548' 81.03g, p3g
�V
\ / 81.
i
c'')
Q
O
ir
� V
\ PROP.
EX. POND 2 PRIVATE
OPEN
SPACE
�oo-
/ 123.896' 75,000, 75,p0o 33 5pp'
/ - 25.978' 1
L I N 68 567, 14.763' 75.0p0 0
3' o o 0
co78 rr / rn 29 753, 71.52 0 L 0 1 S
Go
86
-37.787 d- 79 K o
\ — _ co
co
51.518' N 85 L-39.270
L=51. —� / L=36.902 80 o� 84 1p8 500
\ \ L-40.97 d
81 N 83 M
rn
o —_ —__ ��
1)999=44.823
�r c 56 039 o
-0 p00
Z \ \ �` \ L-52.297 75.000 31 5g o00
L-84.30 L772 p09,
\ =96650 .33. �
p A � �=39.270
— — — -- go P` _ 1.00u
3
56 \
O \ 00 L=39.270 8
Z = �\ 00, GoO w
cfl co
Go
Lo
-C� _ — -co
L=57,p00 L=16.369 o O -co
Lo
co
\o \ 3 0
co 0 0
/ \ 2 rn O 56 00
\ \ o N O co 56 009
— co 147 56.po0'
56 p00,
1 77 214'
I
EX. WETLAND W2j ENGINEERING
�6 PROP. STORMWATER POST OFFICE BOX 91727
WETLAND / RALEIGH, NORTH CAROLINA 27675
(SEE SHEET C-22) / PHONE: [phone]
\ �\ FIRM NC LICENSE NUMBER C-4222
59 \
0volft&111BIIIlI
A` 'K-
� 041 21
elf; • � .
// r114 Mi
EX. STREAM
�j
REVISION HISTORY
REV
# DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
LEGEND ADDRESS LOUISBURG
1 COMMENTS 2/22/2021 FLM
EX. RIGHT-OF-WAY
EX. ADJACENT OWNERS
EX. FEMA FLOODPLAIN BOUNDARY
EX. STREAM
EX. STREAM BUFFER
X EX. FENCE
- - EX. OVERHEAD ELECTRIC LINE
EX. WETLANDS
PROP. PARCEL BOUNDARY
PROP. RIGHT-OF-WAY
PROP. LOT LINES
PROP. ROAD CENTERLINE
— — — — — — — — — — — PROP. SETBACK LINE
— — — — — — — — — — — PROP. EASEMENT ORIGINAL PLAN SIZE: 24" X 36"
PHASE 1 BOUNDARY
PROP. 5'-WIDE SIDEWALK
PROP. OPEN SPACE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
60 30 0 60
SCALE: 1 INCH = 60 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE: 05-13-2020
SCALE: AS SHOWN
DESIGNED BY: FLM
APPROVED BY: FLM
PROJECT NO.: 20020
LOT DIMENSION PLAN
C�8
SHEET 8 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

UTILITY NOTES
1.
WATER AND SANITARY SEWER SERVICES TO BE COORDINATED WITH 7.
THE CONTRACTOR SHALL VERIFY DEPTHS AND LOCATIONS OF ALL
HOUSE PLUMBING PLANS.
UTILITIES PRIOR TO BEGINNING WORK AND SHALL USE CARE WHEN
OPERATING AROUND EXISTING UTILITIES.
2.
THERE SHALL BE NO INTERCONNECTION BETWEEN PUBLICLY SUPPLIED
WATER AND WATER FROM OTHER SOURCES INCLUDING WELLS. 8
THE CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR THE
REPAIR OF ANY EXISTING UTILITIES DAMAGED DURING CONSTRUCTION.
5.
THE UTILITIES SHOWN ARE NOT GUARANTEED TO BE A
REPRESENTATION OF ALL UTILITIES WITHIN THE PROJECT EXTENT. g
WATER AND SEWER SERVICES SHALL BE CONTAINED WITHIN THE
PORTION OF THE PARCEL UNDER TOWN OF LOUISBURG JURISDICTION.
6.
THE CONTRACTOR SHALL CALL THE NORTH CAROLINA
THERE SHALL BE NO INTERCONNECTION WITH EXISTING OFF -SITE
ONE -CALL -CENTER AT LEAST 48 HOURS PRIOR TO BEGINNING WORK.
WELLS.
LEGEND
- -
EX. RIGHT-OF-WAY
-
- EX. ADJACENT OWNERS
EX. FEMA FLOODPLAIN BOUNDARY
-
- EX. STREAM
EX. STREAM BUFFER
x
EX. FENCE
- -
- EX. OVERHEAD ELECTRIC LINE
EX. WETLANDS
PROP. PARCEL BOUNDARY
- -
PROP. RIGHT-OF-WAY
PROP. LOT LINES
-
PROP. ROAD CENTERLINE
-
- PROP. SETBACK LINE
- - - - - - - - - -
- PROP. EASEMENT
PHASE 1 BOUNDARY
W W
PROP. WATER LINE
SS SS
PROP. SANITARY SEWER
PROP. STORM SEWER
Q
PROP. WATER METER
•
PROP. BLOW OFF ASSEMBLY
m
PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
i
WITH GATE VALVE AND TEE
❑
PROP. SEWER CLEANOUT
0
HYDRANT, METER AND CLEAN -OUT NOTES
ALL HYDRANTS, METERS AND CLEAN -OUTS ARE SHOWN AS
APPROXIMATE LOCATIONS. HYDRANTS, METERS AND CLEAN -OUTS
ARE TO BE PLACED WITHIN THE RIGHT-OF-WAY.
EX. STREAM B
EX. WETLAND W3
i 7 69 I
PROP. HYDRANT
ASS'Y
71
PROP. GRAVITY SEWER
(SEE SHEETS C-15 - C-21 FOR PLAN AND PROFILES TYP.)
V
�72
w
PROP. 30" STANDARD
CURB & GUTTER
74
PROP.HYDRANT
ASS'Y
�' 75
PROP. 8" x 8" MJ TEE MH-201/400
(2) PROP. 8" MJ GATE VALVES & BOXES
� � f
� 76
EX. POND 1
EX. STREAM C '
PROP. 8" x 8" MJ TAPPING SLEEVE
PROP. 8" MJ TAPPING GATE VALVE & BOX
PROP. 8" MJ 22.5' BEND
v
PROP. 20'-WIDE
PUBLIC DRAINAGE PROP. 8" C900 DR18 PVC
EASEMENT WATER LINE
,.
- 50' R/W (TYP.)
27' B-B (TYP.)
77
M H-100/200
EX. CULVERT TO
REMAIN
PROP.HYDRANT
PROP. ROAD WIDENING TO BE ASS'Y
CONSTRUCTED PRIOR TO
PHASE 2, PROP. 8" x 8" MJ TEE
(2) PROP. 8" MJ GATE VALVES & BOXES
PROP. 30' SANITARY
SEWER EASEMENT
PROP. SEWER OUTFALL "A". SEE
SHEET C-21 FOR PLAN & PROFILE.
65 64 63 62 Q
O66 61
PROP. 8" C900 DR18 PVC PROP.HYDRANT
WATER LINE ASS'Y
67 M H-207 60
M H-206
M H-208/307
'59
M H-205
i;.
PROP. 8" x 8" MJ TEE
MH-2o4 (2) PROP. 8" MJ GATE VALVES & BOXES ;;, MH-209/A0
106 �
107 O
M H-210
M H-203 108
PROP. CLEANOUT FOR
4" SEWER SERVICE MH-306 PROP. 8" C900 DR18 PVC
(TYP.)
WATER LINE PROP. 20'-WIDE
\ / PROP. 8" TEMPORARY PUBLIC DRAINAGE
109 v BLOW -OFF ASS'Y (TYP.) EASEMENT
PROP. WATER
SERVICE METER (TYP.)
Ov /' V
Q
PROP.20'-WIDE
PUBLIC DRAINAGE
EASEMENT
111
PROP. 20'-WIDE
PUBLIC DRAINAGE
EASEMENT
112
PROP. 8" C900 DR18 PVC
WATER LINE
113
94
S I I
PROP. 8" C900 DR18 PVC
F I
WATER LINE
PROP. 8" TEMPORARY
BLOW -OFF ASS'Y (TYP.)
: M H-401
- PROP. 8" C900 DR18 PVC
WATER LINE
79
S
PROP. 5'-WIDE I
SIDEWALK (TYP.)
PROP. 20'-WIDE
PRIVATE DRAINAGE
EASEMENT
PROP. LOT LINES (TYP.)
- PROP. LOT SETBACKS (TYP.)
1.5' ROW TO
BACK OF
SIDEWALK (TYP.)
84
S
83
82
5' BACK OF CURB
PROP. 8" C900 DR18 PVC TO FRONT OF
WATER LINE SIDEWALK (TYP.)
AIL
PROP.HYDRANT
ASS'Y
MH-103
ROAD 5
PROP. 8" TEMPORARY
BLOW -OFF ASS'Y (TYP.)
1
PROP. 8" C900 DR18 PVC
VTER LINE
L_J
PIC 1
M H-104/301
PROP. HYDRANT
ASS'Y
O
O
O
O
O
PROP. 20'-WIDE
PRIVATE DRAINAGE
EASEMENT
PROP. TEMPORARY
VARIABLE WIDTH PUBLIC
MAIL KIOSK EASEMENT
PROP. 8" TEMPORARY
BLOW -OFF ASS'Y (TYP.)
1
PROP. 8" C900 DR18 PVC
WATER LINE
1 123 1
- PROP. 8" x 8" MJ CROSS
_,(3) PROP. 8" MJ GATE VALVES & BOXES
PROP. 8" C900 DR18 PVC
WATER LINE O
O
O
i I i
PROP. VARIABLE WIDTH
PRIVATE SCM
MAINTENANCE
EASEMENT. BMP TO BE EX. POND 2
MAINTAINED BY H.O.A.
PROP. STORMWATER
WETLAND
(SEE SHEET C-22)
PROP. 8" TEMPORARY
BLOW -OFF ASS'Y (TYP.)
EX. WETLAND W2
i
EX. STREAM
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
WATER MAIN CONSTRUCTION NOTES
REV
DESCRIPTION
DATE
BY
1
ADDRESS NCDOT
COMMENTS
11/30/2020
FLM
1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN ACCORDANCE
WITH THE TOWN OF LOUISBURG STANDARDS AND SPECIFICATIONS
2.
FOR WATER AND SEWER.
CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN OF
1
ADDRESS LOUISBURG
COMMENTS
2/22/2021
FLM
LOUISBURG.
3.
EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN". IT
IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
4.
THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE LOCATION
OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE EXTENT
POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND DISCUSSED
WITH THE ENGINEER PRIOR TO CONSTRUCTION.
5. THE CONTRACTOR SHALL NOTIFY THE TOWN OF LOUISBURG PRIOR TO
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR BEGINNING
CONSTRUCTION ON ANY SEGMENT OF THE PROJECT. A CURRENT
COPY OF THE APPROVED DESIGN PLANS, ENCROACHMENT
AGREEMENTS, AND SPECIFICATIONS OF THE UTILITY SHALL BE
MAINTAINED ON SITE AT ALL TIMES.
6.
MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
ORIGINAL PLAN SIZE: 24" X 36"
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN THE PUBLIC RIGHT OF
WAY OR UTILITY EASEMENT AND SHALL BE INSTALLED IN
ACCORDANCE WITH TOWN OF LOUISBURG STANDARDS. VALVE
MARKERS AND VENTS SHOULD BE INSTALLED AT THE RIGHT OF WAY
LINE. VALVES SHALL BE LOCATED WITHIN PAVEMENT TO THE EXTENT
PRACTICAL.
7.
MINIMUM DEPTH OF BURY FOR WATER MAINS SHALL BE 4'.
8.
WATER SERVICE STUB -OUTS SHALL BE MADE PRIOR TO PLACEMENT
ISSUED FOR
OF ROADWAY STONE.
9.
TRACER WIRE SHALL BE INSTALLED PER TOWN OF LOUISBURG
PERMITTING
STANDARDS.
DO NOT USE FOR CONSTRUCTION
10.
SEE THE TOWN OF LOUISBURG SPECIFICATIONS FOR FURTHER
INFORMATION.
60 30 0 60
SANITARY SEWER CONSTRUCTION NOTES
SCALE 1 INCH = 60 FEET
1.
ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE WITH
THE TOWN OF LOUISBURG STANDARDS AND SPECIFICATIONS FOR
WATER AND SEWER.
2.
CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN OF
LOUISBURG.
3.
MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS IN NON -TRAFFIC
AREAS SHALL BE 3 MEASURED FROM FINISH GRADE TO TOP OF PIPE'.
IN TRAFFIC AREAS, THE MINIMUM DEPTH OF COVER SHALL BE 4'
MEASURED FROM THE FINISH SUBGRADE TO TOP OF PIPE.
4.
GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
5.
MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND SANITARY
MH-105
SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL, THE TOP OF
SANITARY PIPING SHALL BEAT LEAST 18 INCHES BELOW THE BOTTOM
C
OF THE WATER MAIN. WHEN CROSSING, THE TOP OF SANITARY PIPING
SHALL BE AT LEAST 18 INCHES BELOW THE BOTTOM OF THE WATER
MAIN.
6.
MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES. SANITARY SEWER SHALL HAVE A TOP OF PIPE
AT LEAST 18 INCHES BELOW THE BOTTOM OF STORM SEWER PIPE.
7.
MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS 18
INCHES.
8.
ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER & SEWER
FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
9.
MAXIMUM MANHOLE SPACING SHALL BE 400'. MANHOLES SHALL BE
INSTALLED AT EACH DEFLECTION OF LINE AND/OR GRADE WITH A
MINIMUM DROP OF 0.2 FEET. DROP MANHOLES SHALL BE REQUIRED
WHERE THE DIFFERENCE IN PIPE INVERTS EXCEED 2.5 FEET IN
ELEVATION.
10.
SEE THE TOWN OF LOUISBURG STANDARD SPECIFICATIONS FOR
PROP. 20'-WIDE FURTHER INFORMATION.
9H-300 PRIVATE DRAINAGE
EASEMENT
PROP. VARIABLE
WIDTH PUBLIC
DRAINAGE
EASEMENTS
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1i'
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
UTILITY PLAN
C�9
SHEET 9 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

------- — — -------
EX. RIGHT-OF-WAY
-- --- --- --- --- --
EX. ADJACENT OWNERS
---- —326— ----
EX. MAJOR CONTOUR (1O')
------ -----------
-- EX. MINOR CONTOUR C2)
--- ----- ---
EX. FEMAFLOOOPLA|NBOUNDARY
--- ---- ---- ---
EX.8TREAK8
---- ------ ------ ----
EX. STREAM BUFFER
EX. FENCE
----- OHVV------- OHVV-----
EX. OVERHEAD ELECTRIC LINE
EX. WETLANDS
PROP. PARCEL BOUNDARY
------- -- -- -------
PROP. RIGHT-OF-WAY
PROP. LOT LINES
--- --- --- --- --- ---
PROP. SETBACK LINE
-------- --- --------
PROP. ROAD CENTERLINE
-----LD ------LD -----
PROP. LIMIT OFDISTURBANCE
— — — — — — — — — —
— PROP. EASEMENT
---- VV ----- VV ----
PROP. WATER LINE
---�� -----�� ---
PROP. SANITARY SEWER
PROP. STORM SEWER
325
PROP. MAJOR CONTOUR (5)
324
PROP. MINOR CONTOUR (1)
PHASE 1BOUNDARY
������U��� ���� ����U����� ������
��"�"�^��""��� ��"��� ��"�"�^""�����~� NOTES
~���
1TOPOGRAPHIC DATA PROVIDED BYCAVVTHORNE.MOSS &
PANC|ERA.P.C.
2. SEE SHEET C-2&C-3FOR 8TORK8VVATERDRAINAGE AND 8VVALE
CALCULATIONS.
3. PROPOSED CONTOURS SHOWN REPRESENT FINISH GRADES.
4. CUT AND FILL SLOPES SHALL BEAT2HAVUNLESS OTHERWISE
NOTED.
5. 8CK8TOBEPRIVATE AND MAINTAINED BYTHE HOME OWNERS
ASSOCIATION. PUBLIC EASEMENTS TOSTOP ATTHE END OF
PIPES.
EX. POND I
EXCULVERT TO
REMAIN
PROP. ROAD WIDENING TOBE
CONSTRUCTED PRIOR TO
PHASE 2.
I/Ff'oo-14,0000
220
PROP.5�VVOE
8|OEVVALK(TYP.)
a0
�
Y1
V
PROP. 20'-WIDE
B-20 PUBLIC DRAINAGE
CB-210 EASEMENT
8
PROP. 20�VVOE
PUBLIC DRAINAGE
EASEMENT
`
�u+
`~-- �
PROP. LOT LINES (TYP.)
/ /--PROP. LOT SETBACKS (TYP.)
205
BEGIN PROP.
PERMANENT 8VVALE1B
225
�
m
8
CO 6
co
N
`- �
PROP. 378AN|TARY
SEWER EASEMENT
_
6 D1
EX. POND 2
PROP. VARIABLE WIDTH\ -
PRIVATE SCM
MAINTENANCE
EASEMENT. BMP TO BE
MAINTAINED BY H.O.A.
PROP. STORMWATER
WETLAND
(SEE SHEET C-22)
co 0
509
CB- 22
PROP. 20'-WIDE EX STREAM
PUBLIC DRAINAGE
EASEMENT
�
�
.p
\ Is,
PROP. TEMPORARY
VARIABLE WIDTH PUBLIC
MAIL KIOSK EASEMENT
1
S 7 . . ..
802
A234.10-
(D
X23200 """ G) <�,
(D
�01 6%
FES&O M H 0
(1 D47 PROP. 20'-WIDE
PRIVATE DRAINAGE
EASEMENT
PROP. PERMANENT
PROP. PERMANENT SWALE 2
SWALE 3 PROP. VARIABLE
PROP. 20'-WIDE WIDTH PUBLIC
DRAINAGE
PRIVATE DRAINAGE EASEMENTS
EASEMENT
LOT GRADING NOTES (LOTS 1'8 & 148 ONLY)
1LOT SPOT ELEVATION REFLECTS ELEVATION FOR BUILDING PAD
(NOT FFB.WHICH SHOULD GENERALLY FOLLOW THE BUILDING
SETBACKS.
2. PADS SHOULD GENERALLY BE1'H|GHERTHAN THE HIGHEST
FRONT LOT ELEVATION.
3. CONSTRUCT DRAINAGE 8VVALE8ONLOTS A8SHOWN BYTHE
GRADES, SPOT ELEVATIONS, AND TYPICAL DRAINAGE 8VVALE
CROSS-SECTION. 8VVALE8SHALL DAYLIGHT ATSIDEWALK AND
SHALL NOT POND WATER BEHIND SIDEWALK.
4. PADS SHOULD BEBUILT UPTODIRECT WATER TO8VVALE8FROM
ALL SIDES.
8VVALETOBEVEGETATED WITH
GRASS AND TEMPORARILY LINED
WITH JUTE NET ORNAG C125BN
����U���U LOT ����U������ �����U �
TYPICAL . .~=��~. ~.��. �~.~,_,..=��~�~~ *�����~.~~
NOT TOSCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ENGINEERING
POST OFFICE BOX 01727
RALE|GH.NORTH CAROL|NA27675
PHONE:Q1&61O1U51
FIRM NCLICENSE NUMBER C4222
ORIGINAL PLAN SIZE: 24^X 36'
����hJ�T��U�TU���J PLANS
����'��� CONSTRUCTION ~~��� ' "��'�
<������J HILL �U�F�U\�U�|(��J
GREEN . ""^�^� SUBDIVISION
"��.��.�
hJ�� A��' ��
'~�� ' ' ." ' ~^`^
��Uy�' ����c��yl-1���
PIN: =' "-^^"~^ ' ° ' �~^�
| OUUSBURG NC
@ 2nznTHIS DRAWING SHALL NOT sE REPRODUCED |wWHOLE OR IN

LEGEND
OHW
W
SS
SD
EX.
PROPERTY LINE
- - EX.
RIGHT-OF-WAY
- - EX.
ADJACENT OWNERS
- - - - - - - EX.
EASEMENT
EX.
ROAD CENTERLINE
- EX.
CHANNEL/STREAM
- EX.
CHANNEL/STREAM BUFFER
- - EX.
CHAIN LINK FENCE
OHW EX.
OVERHEAD ELECTRIC LINE
W EX.
WATER LINE
LD LD
>> TD >>
SF SF
-X-X-X-X-X-X-X-X-
\\\\ \\
•
PROP. LIMIT OF DISTURBANCE
PROP. TEMPORARY DIVERSION DITCH
PROP. SILT FENCE
PROP. BAFFLE
PROP. FAIRCLOTH SKIMMER
PROP. SLOPE PROTECTION
PROP. CONSTRUCTION ENTRANCE
PROP. HORSESHOE INLET PROTECTION
PROP. SILT FENCE OUTLET
PROP. LOCATION OF SILT BAG
SS EX. SANITARY SEWER
SD EX. STORM SEWER e PROP. TEMPORARY CHECK DAM `►/" J
N/F
- EX. TREE LINE JMD HOUSING, LLC
D.B. 2067, PAGE 540/�- -/
THIS PLAN SET COVERS CONSTRUCTION LIMITED TO THE
STREETS AND UTILITIES WITHIN THE PERMITTED LIMITS OF
DISTURBANCE, AS SHOWN ON THIS SHEET. ONLY LOTS 1
THROUGH 8 AND 148 SHALL HAVE LOT GRADING. AREAS
OUTSIDE OF THE LIMITS OF DISTURBANCE SHALL BE
PERMITTED VIA SEPARATE SUBMITTAL.
0)
C)
C
it
I
PIN# 2805-72-1354 -v; V EX. WETLAND W3
N/F
v` CECELIA B. DICKENS,
AMY B. BOONE,
��.
�V & PATRICIA B. DICKENS,
JOHNNIE MARK CHASTAIN
D. B. 1883, PAGE 392
7 w ' PIN# 2805-81-3953
w
EX STREAM
-V SF C A� /
N/F
FRANOF RANKLIN COUNTY, INC
M.B. 2006 PAGE 23 v/ r" / %
PIN# 2805-61-4299
/ ? PROP. RISER SEDIMENT BASIN 2 SB-2 (`,� �EX. WETLAND W2
(SEE SHEET C-13 FOR DETAILS)
/,,• - �"�'� EX. POND 2
EX. STREAM 8
EX. WETLAND W3
PROP. TEMPORARY k
/ -7 DIVERSION 2 �
/ PROP. TEMPORARY
J w i u
\ ,
NIF TEE UNT / DIVERSION 3
N Y PAR G� / �•"'^
UNIT A RANKLI 3
G .TION -,, PA eAO
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7tlays
None
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
NOTIFICATION OF COMBINED SELF -MONITORING AND SELF -INSPECTION FORM
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR
LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED
EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE
INSPECTIONS TOOK EFFECT OCTOBER 1, 2010.
TO SIMPLIFY DOCUMENTATION OF SELF -INSPECTION REPORTS AND NPDES SELF -MONITORING REPORTS, DWR AND DEMLR
DEVELOPED A COMBINED FORM. THE SELF -INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF -MONITORING
PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION
REPORT IS THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO
THE APPROVED PLAN. THE INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED
UNTIL PERMANENT GROUND COVER IS ESTABLISHED. THE FORM CAN BE ACCESSED AT:
HTTP://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS).
IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE RALEIGH REGIONAL OFFICE AT [phone]
N/F
MOON MEADOWS, LLC
D.B. 2140, PAGE 353
PIN# 2804-89-5769
w ry
CONSTRUCTION SEQUENCE
PHASE ONE
1. OBTAIN NCDEQ LAND DISTURBANCE PERMIT AND NCG01 CERTIFICATE OF COVERAGE (COC)
AND SCHEDULE A PRE -CONSTRUCTION MEETING WITH A RALEIGH REGIONAL OFFICE LAND
QUALITY INSPECTOR A MINIMUM OF 72 HOURS PRIOR TO CONSTRUCTION BEGINNING.
ADDITIONALLY, THE RALEIGH REGIONAL OFFICE MUST BE NOTIFIED AT LEAST 48 HOURS
PRIOR TO COMMENCING LAND DISTURBANCE. CONTACT THE RALEIGH REGIONAL OFFICE AT
919-791-4200.
2. PER NPDES REQUIREMENTS, A RAIN GAUGE, SELF INSPECTIONS RECORDS, PERMITS AND
EROSION & SEDIMENTATION CONTROL PLAN ARE REQUIRED TO BE MAINTAINED ON SITE AND
ACCESSIBLE DURING INSPECTIONS. IT IS RECOMMENDED THAT THESE ITEMS BE PLACED IN A
BOX AT THE BEGINNING OR ENTRANCE OF PROJECT. SELF INSPECTIONS FOR EROSION AND
SEDIMENT CONTROL MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN
CALENDAR DAYS AND WITHIN 24 HOURS OF EVERY RAINFALL EVENT GREATER THAN 1 INCH.
ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED.
ALL ESC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON
THIS PLAN.
3. INSTALL CONSTRUCTION ENTRANCES, AND WHEN COMPLETE, INSTALL THE PERIMETER
MEASURES INCLUDING SILT FENCE, DIVERSION DITCHES, CHECK DAMS, SKIMMER BASINS
AND SEDIMENT BASINS. UPON COMPLETION OF INSTALLATION, IMMEDIATELY SEED, MULCH,
AND ANCHOR EROSION AND SEDIMENTATION CONTROL MEASURES. CLEAR ONLY AS
NECESSARY TO INSTALL EROSION AND SEDIMENT CONTROL MEASURES.
4. BEGIN INSTALLATION OF THE TEMPORARY DIVERSION DITCHES AND LINERS TO DIRECT
RUNOFF TO THE SKIMMER BASINS. TEMPORARY DIVERSION DITCHES SHALL BE LINED WITH
TEMPORARY LININGS AS SHOWN IN THE TABLES ON SHEET C-4 AND STABILIZED WITHIN 7
DAYS. STOCKPILE/STAGING AREAS AND CONCRETE WASHOUTS TO BE WITHIN LIMITS OF
DISTURBANCE AND SHOULD BE LOCATED AT LEAST 50 FEET AWAY FROM STORM DRAIN
INLETS, TEMPORARY DIVERSIONS, CHANNELS AND SURFACE WATER BODIES.
5. BEGIN CLEARING/DEMOLITION AND ROUGH GRADING OF SITE. ALL EXCAVATIONS
PERFORMED SHALL BE BACKFILLED WITHIN THE SAME DAY, WITH SPOIL PLACEMENT ON
UPSLOPE SIDE.
1. INSTALL INDIVIDUAL LOT EROSION CONTROL MEASURES FOR LOTS 148 AND 1-8. INSTALL,
PROPOSED STORM DRAINAGE NETWORK AND INLET PROTECTION AS SHOWN ON THE PLANS.
ALL EXCAVATIONS PERFORMED SHALL BE BACKFILLED WITHIN THE SAME DAY, WITH SPOIL
PLACEMENT ON THE UPSIDE SLOPE.
2. INSTALL WATER AND SEWER. ALL EXCAVATIONS PERFORMED SHALL BE BACKFILLED WITHIN
THE SAME DAY, WITH SPOIL PLACEMENT ON THE UPSIDE SLOPE. IF REQUIRED, DE -WATER
ANY UTILITY TRENCHES WITH A SILT BAG.
3. BEGIN FINISHED GRADING, FILLING, AND COMPACTION OF SITE.
4. PERMANENTLY STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISHED GRADE WITH
PAVEMENT AND VEGETATION. SEE SHEET C-27 FOR SEEDING SCHEDULE.
5. UPON COMPLETION AND APPROVAL BY NCDEQ, AND THE SITE IS PERMANENTLY STABILIZED,
REMOVE ANY REMAINING EROSION CONTROL MEASURES. DO NOT REMOVE OR CONVERT
ANY BASINS UNTIL THE AREA OF UPLAND FLOW IS PERMANENTLY STABILIZED. LOTS WHERE
BASINS ARE INSTALLED ARE TO BE DEVELOPED LAST.
6. INLET PROTECTION SHALL REMAIN UNTIL THE SITE IS FULLY STABILIZED.
7. PER THE NPDES PERMIT GROUND STABILIZATION WILL BE APPLIED WITHIN 14 CALENDAR
DAYS FROM LAST LAND DISTURBING ACTIVITY. FOR STEEP SLOPES, THAT AREA MUST BE
STABILIZED WITHIN 7 CALENDAR DAYS. FOR CRITICAL AREAS, STABILIZATION MUST BE
ESTABLISHED IN A SINGLE DAY.
8. PERMANENT GROUNDCOVER SHALL BE ESTABLISHED IN 15 WORKING DAYS OR 90 CALENDAR
DAYS, WHICHEVER IS SHORTER. HOWEVER, NPDES GROUNDCOVER REQUIREMENTS TAKE
PRECEDENCE.
9. EROSION AND SEDIMENT CONTROL (E&SC) PERMIT AND CERTIFICATE OF COVERAGE (COC)
MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. A COPY OF THE
E&SC PERMIT, THE COC, AND A HARD COPY OF THE PLAN MUST BE KEPT ON SITE,
PREFERABLY IN A PERMITS BOX, AND ACCESSIBLE DURING INSPECTION.
10. WHEN THE PROJECT IS COMPLETE, THE PERMITTEES SHALL CONTACT NCDEQ TO CLOSE
OUT THE E&SC PLAN.
EROSION CONTROL NOTES
1. ALL LAND DISTURBING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH NCDEQ
STANDARDS.
2. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE MAINTAINED IN PROPER WORKING
CONDITION DURING THE PERIOD OF CONSTRUCTION.
3. ADDITIONAL EROSION CONTROL MEASURES AND/OR MODIFICATIONS TO PROPOSED
MEASURES MAY BE NECESSARY DEPENDING ON ACTUAL SITE CONDITIONS.
4. THE TOTAL DISTURBED AREA IS 20.06 ACRES.
5. SILT FENCE OUTLETS TO BE PLACED AS SHOWN AND AT LOW POINTS ALONG SILT FENCE AS
NECESSARY.
6. PERMANENT SWALES TO BE UTILIZED AS DIVERSION DITCHES DURING CONSTRUCTION PER
CALCULATIONS ON SHEET C-4.
7. SEE EROSION CONTROL CALCULATIONS AND SIZING INFORMATION ON SHEET C-4.
8. SEDIMENT BASIN INTERIOR SLOPE AND CUT SLOPE GRADES AT 3:1. SEDIMENT BASIN BASIN
BERM BACKSLOPE GRADED AT 2:1.
9. CONTRACTOR SHALL ESTABLISH GROUND COVER IMMEDIATELY AFTER DISTURBANCE
DURING CONSTRUCTION OF PERMANENT SWALES AND OTHER IMPROVEMENTS ON THE LOW
SIDES OF THE SITE.
10.PROVIDE STABLE TRANSITION AT THE ENTRANCE OF TEMPORARY DIVERSIONS 1A, 1B, 2 AND 3
TO SKIMMER AND RISER BASINS - LINE THE SLOPE AT ENTRANCE WITH NAG S75 OR
APPROVED EQUAL.
11.SEE DETAIL SHEET C-26 FOR RIP RAP ENERGY DISSIPATOR SIZING.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
�ett(tF1rf[Ili!®
' A 0�
091
0 1elf2191.
�r114 Mi
REVISION HISTORY
REV DESCRIPTION DATE BY
ADDRESS NCDOT
1 COMMENTS 11/30/2020 FLM
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
100 50 0 100
SCALE: 1 INCH = 100 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
PHASE 1 -EROSION &SEDIMENT
CONTROL PLAN
C�i 1
SHEET 11 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

LEGEND
EX. PROPERTY LINE
—
—
EX. RIGHT-OF-WAY
—
EX. ADJACENT OWNERS
----------
EX. EASEMENT
EX. ROAD CENTERLINE
—
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
-
-
- EX. CHAIN LINK FENCE
OHW
OHW
EX. OVERHEAD ELECTRIC LINE
— W
W
EX. WATER LINE
- SS
SS
EX. SANITARY SEWER
- SD
SD
EX. STORM SEWER
- EX. TREE LINE
THIS PLAN SET COVERS CONSTRUCTION LIMITED TO THE
STREETS AND UTILITIES WITHIN THE PERMITTED LIMITS OF
DISTURBANCE, AS SHOWN ON THIS SHEET. ONLY LOTS 1
THROUGH 8 AND 148 SHALL HAVE LOT GRADING. AREAS
OUTSIDE OF THE LIMITS OF DISTURBANCE SHALL BE
PERMITTED VIA SEPARATE SUBMITTAL.
10,
LD LD
PROP.
LIMIT OF DISTURBANCE
>> TD >>
PROP.
TEMPORARY DIVERSION DITCH
SF SF
PROP.
SILT FENCE
—X—X—X—X—X—X—X—X-
PROP.
BAFFLE
PROP.
FAIRCLOTH SKIMMER
15�99/y,\,>PROP.
SLOPE PROTECTION
PROP.
CONSTRUCTION ENTRANCE
PROP.
HORSESHOE INLET PROTECTION
®
PROP.
SILT FENCE OUTLET
•
PROP.
LOCATION OF SILT BAG
PROP. TEMPORARY CHECK DAM `►/" ___ J
N/F
JMD HOUSING, LLC
D.B. 2067, PAGE 540 —/
PIN# 2805-72-1354 w; w� \ EX. WETLAND W3
,>
w _ w
N/F 7
FRANKLIN VANCE WARREN HOUSING
OF RANKLI N COUNTY, INC ;�
PAGE 23 v// \V
PIN# 2805-61-4299 / //, -� 5� 11 65 /
Q)4
I
"
—J 1= / / �t
' EX. STREAM 8 62
B 2 2
/ / \ 9 \\ 5 '/ ,,, If, / \
N/F
CECELIA B. DICKENS,
AMY B. BOONE,
& PATRICIA B. DICKENS,
JOHNNIE MARK CHASTAIN
D. B. 1883, PAGE 392
PIN# 2805-81-3953
EX. STREAM
EX. WETLAND W2
EX. POND 2
/ EX. WETLAND W3 _C 2 "'��` C,- 16 \ / 61 '�
— / / /
�, � �l'I-L108�
/
` / PROP. RISER
0 07 \ ;.
� � �� \.�„� � %` „ ,, SEDIMENT
F ENTS TY / < w ) V /���� / BASIN 3 (SB-3)
)AR GO / / r � I � � '',�B 3 r ;,,, � 18 � r .0 / (SEE SHEET
A UN . / .. �• 71 7 / \ i 0 / ITY NK \ / 9. I f ,`" / C-13 FOR
tJN RA 3 �\ (109, 1, , , \
\ J /
O M OFF GE 1 '� �' i ' /\' \ — \ /. �; 1 %i' l) DETAILS
(IO jigs, P Ge 140 �. Y/ fir.
/ S59
O D 0, 03 / \ \- wi I _
G NIFR 00 .2 c%� / EX. WETLAND W1
EDNA M. JOYNER \ 2 ,61 / �- /
8 05 X / / 41_ L_OT_111
# \
PIN# 2805 60 0975 .• � � O
� ,/
PROP. ROAD WIDENING TO BE � � �, v, / S
(00
%73
,,,,,\/ ii
CONSTRUCTED PRIOR TO � �; %�� _ \'-
i PROP. PERMANENT '0% CB 1 /
PHASE 2.
- �\ N
LOt fi14
SWALE 1 B AS
TEMPORARY
PROP. 25 X 100 r / ,
r r
DIVERSION.
TEMPORARY
i
113
i
PROP. TEMPORARY „CONSTRUCTION ENTRANCE \ \ � \ ,,� � �
,/� I
DIVERSION 5 �
/
, � 2 3/ , \ „
EX STREAM C , ,,
7 /
,. ,,, � PROP. PERMANENT SWALE 1A Q
f
4 "
s / 94
PROP
AS TEMPORARY DIVERSION
. SILT FENCE
1 - E)C POND 1 \ \
F 006 ✓� \ B-401 (TYP.) \/
PROP. SILT FENCE 7 / EX. 500-YEAR FEMA
- — �. / ( B 403 OUTLET (TYP.) FLOODPLAIN (TYP.)
76
`,. /
r400111,�
,^ 7
- W
Y1 L T 95'
7
\
EX. 100 YEAR FEMA
,r
B- 0\ / C/
- " FLOODPLAIN TYP.
y �k
al
O "
/
i
Q�,_ AREA TO BE UTILIZED AS
,
MATERIAL SPOIL/STORAGE
1
\ "� F; // � AND LAYDOWN -
78
z / , ° PROP. TEMPORARY
B- 1 / , V \\ o
NIF/ \ DIVERSION 4 A
2b0�;,, PROP. TEMPORARY ,
EMILY WARD HEIRS B00 � ,,,.;,, . ,� ,,,. ....
79 / \ PROP. BLOCK AND GRAVEL INLET DIVERSION 6 AS CLEAN
D.B. 128, PAGE 220 I�, \
°` � �� \ .." `` °,•�-- 4
PROTECTION AROUND EACH CURB I .� � ��.-�- \ \
M.B. 1998 PAGE 446 / / \ ' WATER DIVERSION
\ � \ ,, ,, AND YARD INLET TYP. ,'�\ \ `•....
/ \
- / _
PIN# 2805 60 2513 \ I ,
..... \ PROP. CONCRETE '" ►-- �„
0 / _
N/F / \ WASHOUT AREA
EMILY WARD HEIRS \ 801 / \ \ „
1 —_
D.B. 128 PAGE 220
M.B. 1998, PAGE 446 82 / _
05 ,
PIN# 2805-60-2484 , / l.. I , 0�3
if If 84
`/ — \
N/F I I 86 .. I I I _
V EMILY WARD HEIRS � _ J
D.B. 128, PAGE 220
_ CDPIN# 2805-60-3331 II . (I 1 1I
3-112
�
i
N/F 117 F /
CURTIS MICHAEL PINEAU
CALL 48 HOURS BEFORE & KIMBERLY ANN PINEAU I
D. `� I .-B-3
YOU DIG .B. 2154, PAGE 274 \C -301
��.
,, 147 I
/ PIN# 2805-60-6343
—L 3 I '1
L I04// l l / +
I 11
NPDES Stormwater Discharge Permit for Constructon Activities (NCG01) NCDENR/Division of Energy, Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug. 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7tlays
None
High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HQW Zones.
NOTIFICATION OF COMBINED SELF -MONITORING AND SELF -INSPECTION FORM
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR
LAND -DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED
EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE
INSPECTIONS TOOK EFFECT OCTOBER 1, 2010.
TO SIMPLIFY DOCUMENTATION OF SELF -INSPECTION REPORTS AND NPDES SELF -MONITORING REPORTS, DWR AND DEMLR
DEVELOPED A COMBINED FORM. THE SELF -INSPECTION PROGRAM IS SEPARATE FROM THE WEEKLY SELF -MONITORING
PROGRAM OF THE NPDES STORMWATER PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION
REPORT IS THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENTATION CONTROL MEASURES ACCORDING TO
THE APPROVED PLAN. THE INSPECTIONS SHOULD BE CONDUCTED AFTER EACH PHASE OF THE PROJECT, AND CONTINUED
UNTIL PERMANENT GROUND COVER IS ESTABLISHED. THE FORM CAN BE ACCESSED AT:
HTTP://DEQ.NC.GOV/ABOUT/DIVISIONS/ENERGY-MINERAL-LAND-RESOURCES/EROSION-SEDIMENT-CONTROL/FORMS).
IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE RALEIGH REGIONAL OFFICE AT [phone]
PROP. PERMANENT
SWALE 2 AS
TEMPORARY
DIVERSION
N/F
MOON MEADOWS, LLC
D.B. 2140, PAGE 353
PIN# 2804-89-5769
w ry
CONSTRUCTION SEQUENCE
PHASE ONE
1. OBTAIN NCDEQ LAND DISTURBANCE PERMIT AND NCG01 CERTIFICATE OF COVERAGE (COC)
AND SCHEDULE A PRE -CONSTRUCTION MEETING WITH A RALEIGH REGIONAL OFFICE LAND
QUALITY INSPECTOR A MINIMUM OF 72 HOURS PRIOR TO CONSTRUCTION BEGINNING.
ADDITIONALLY, THE RALEIGH REGIONAL OFFICE MUST BE NOTIFIED AT LEAST 48 HOURS
PRIOR TO COMMENCING LAND DISTURBANCE. CONTACT THE RALEIGH REGIONAL OFFICE AT
919-791-4200.
2. PER NPDES REQUIREMENTS, A RAIN GAUGE, SELF INSPECTIONS RECORDS, PERMITS AND
EROSION & SEDIMENTATION CONTROL PLAN ARE REQUIRED TO BE MAINTAINED ON SITE AND
ACCESSIBLE DURING INSPECTIONS. IT IS RECOMMENDED THAT THESE ITEMS BE PLACED IN A
BOX AT THE BEGINNING OR ENTRANCE OF PROJECT. SELF INSPECTIONS FOR EROSION AND
SEDIMENT CONTROL MEASURES ARE TO BE PERFORMED AT LEAST ONCE EVERY SEVEN
CALENDAR DAYS AND WITHIN 24 HOURS OF EVERY RAINFALL EVENT GREATER THAN 1 INCH.
ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY TO MAINTAIN MEASURES AS DESIGNED.
ALL ESC MEASURES SHALL BE MAINTAINED AS SPECIFIED IN THE CONSTRUCTION DETAILS ON
THIS PLAN.
3. INSTALL CONSTRUCTION ENTRANCES, AND WHEN COMPLETE, INSTALL THE PERIMETER
MEASURES INCLUDING SILT FENCE, DIVERSION DITCHES, CHECK DAMS, SKIMMER BASINS
AND SEDIMENT BASINS. UPON COMPLETION OF INSTALLATION, IMMEDIATELY SEED, MULCH,
AND ANCHOR EROSION AND SEDIMENTATION CONTROL MEASURES. CLEAR ONLY AS
NECESSARY TO INSTALL EROSION AND SEDIMENT CONTROL MEASURES.
4. BEGIN INSTALLATION OF THE TEMPORARY DIVERSION DITCHES AND LINERS TO DIRECT
RUNOFF TO THE SKIMMER BASINS. TEMPORARY DIVERSION DITCHES SHALL BE LINED WITH
TEMPORARY LININGS AS SHOWN IN THE TABLES ON SHEET C-4 AND STABILIZED WITHIN 7
DAYS. STOCKPILE/STAGING AREAS AND CONCRETE WASHOUTS TO BE WITHIN LIMITS OF
DISTURBANCE AND SHOULD BE LOCATED AT LEAST 50 FEET AWAY FROM STORM DRAIN
INLETS, TEMPORARY DIVERSIONS, CHANNELS AND SURFACE WATER BODIES.
5. BEGIN CLEARING/DEMOLITION AND ROUGH GRADING OF SITE. ALL EXCAVATIONS
PERFORMED SHALL BE BACKFILLED WITHIN THE SAME DAY, WITH SPOIL PLACEMENT ON
UPSLOPE SIDE.
PHASE TWO
1. INSTALL INDIVIDUAL LOT EROSION CONTROL MEASURES FOR LOTS 148 AND 1-8. INSTALL,
PROPOSED STORM DRAINAGE NETWORK AND INLET PROTECTION AS SHOWN ON THE PLANS.
ALL EXCAVATIONS PERFORMED SHALL BE BACKFILLED WITHIN THE SAME DAY, WITH SPOIL
PLACEMENT ON THE UPSIDE SLOPE.
2. INSTALL WATER AND SEWER. ALL EXCAVATIONS PERFORMED SHALL BE BACKFILLED WITHIN
THE SAME DAY, WITH SPOIL PLACEMENT ON THE UPSIDE SLOPE. IF REQUIRED, DE -WATER
ANY UTILITY TRENCHES WITH A SILT BAG.
3. BEGIN FINISHED GRADING, FILLING, AND COMPACTION OF SITE.
4. PERMANENTLY STABILIZE SITE AS AREAS ARE BROUGHT UP TO FINISHED GRADE WITH
PAVEMENT AND VEGETATION. SEE SHEET C-27 FOR SEEDING SCHEDULE.
5. UPON COMPLETION AND APPROVAL BY NCDEQ, AND THE SITE IS PERMANENTLY STABILIZED,
REMOVE ANY REMAINING EROSION CONTROL MEASURES. DO NOT REMOVE OR CONVERT
ANY BASINS UNTIL THE AREA OF UPLAND FLOW IS PERMANENTLY STABILIZED. LOTS WHERE
BASINS ARE INSTALLED ARE TO BE DEVELOPED LAST.
6. INLET PROTECTION SHALL REMAIN UNTIL THE SITE IS FULLY STABILIZED.
7. PER THE NPDES PERMIT GROUND STABILIZATION WILL BE APPLIED WITHIN 14 CALENDAR
DAYS FROM LAST LAND DISTURBING ACTIVITY. FOR STEEP SLOPES, THAT AREA MUST BE
STABILIZED WITHIN 7 CALENDAR DAYS. FOR CRITICAL AREAS, STABILIZATION MUST BE
ESTABLISHED IN A SINGLE DAY.
8. PERMANENT GROUNDCOVER SHALL BE ESTABLISHED IN 15 WORKING DAYS OR 90 CALENDAR
DAYS, WHICHEVER IS SHORTER. HOWEVER, NPDES GROUNDCOVER REQUIREMENTS TAKE
PRECEDENCE.
9. EROSION AND SEDIMENT CONTROL E&SC PERMIT AND CERTIFICATE OF COVERAGE COC
MUST BE OBTAINED BEFORE ANY LAND DISTURBING ACTIVITIES OCCUR. A COPY OF THE
E&SC PERMIT THE COC AND A HARD COPY OF THE PLAN MUST BE KEPT ON SITE
PREFERABLY IN A PERMITS BOX, AND ACCESSIBLE DURING INSPECTION.
10. WHEN THE PROJECT IS COMPLETE, THE PERMITTEES SHALL CONTACT NCDEQ TO CLOSE
OUT THE E&SC PLAN.
EROSION CONTROL NOTES
1. ALL LAND DISTURBING ACTIVITIES SHALL BE CONDUCTED IN ACCORDANCE WITH NCDEQ
STANDARDS.
2. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE MAINTAINED IN PROPER WORKING
CONDITION DURING THE PERIOD OF CONSTRUCTION.
3. ADDITIONAL EROSION CONTROL MEASURES AND/OR MODIFICATIONS TO PROPOSED
MEASURES MAY BE NECESSARY DEPENDING ON ACTUAL SITE CONDITIONS.
4, THE TOTAL DISTURBED AREA IS 20.06 ACRES.
5. SILT FENCE OUTLETS TO BE PLACED AS SHOWN AND AT LOW POINTS ALONG SILT FENCE AS
NECESSARY.
6. PERMANENT SWALES TO BE UTILIZED AS DIVERSION DITCHES DURING CONSTRUCTION PER
CALCULATIONS ON SHEET C-4.
7. SEE EROSION CONTROL CALCULATIONS AND SIZING INFORMATION ON SHEET C-4.
8. SEDIMENT BASIN INTERIOR SLOPE AND CUT SLOPE GRADES AT 3:1. SEDIMENT BASIN BASIN
BERM BACKSLOPE GRADED AT 2:1.
9. CONTRACTOR SHALL ESTABLISH GROUND COVER IMMEDIATELY AFTER DISTURBANCE
DURING CONSTRUCTION OF PERMANENT SWALES AND OTHER IMPROVEMENTS ON THE LOW
SIDES OF THE SITE.
10.PROVIDE STABLE TRANSITION AT THE ENTRANCE OF TEMPORARY DIVERSIONS 1A, 1B, 2 AND 3
TO SKIMMER AND RISER BASINS - LINE THE SLOPE AT ENTRANCE WITH NAG S75 OR
APPROVED EQUAL.
11.SEE DETAIL SHEET C-26 FOR RIP RAP ENERGY DISSIPATOR SIZING.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
�ett(tF1rf[Ili!®
091
0 1 21
91.
,.
q0
11 "114 Mi
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
100 50 0 100
SCALE: 1 INCH = 100 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1i„
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
PHASE 2 -EROSION &SEDIMENT
CONTROL PLAN
C�l 2
SHEET 12 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

LEGEND
EX. PROPERTY LINE
EX. RIGHT-OF-WAY
EX ADJACENT OWNERS
PROVIDE STABLE CONVEYANCE
FROM SWALE INTO RISER BASIN. SEE
"EROSION CONTROL NOTES" #10.
— — — — — — — — — — — EX. EASEMENT LL/
PROP. RIPRAP ENERGY
CENTERLINEEX. ROAD DISSIPATER
325 EX. MAJOR CONTOUR 5
L /
EX. MINOR CONTOUR (1) PROP. SKIMMER SEDIMENT
BASIN 1 (SK-1)
EX. CHANNEL/STREAM BOTTOM ELEV: 207.00", /
EX. STREAM BUFFER SPILLWAY ELEV: 209.00' f /
X EX. BARBED FENCE EMBANKMENT ELEV: 210.00'
Ali / /
OHW OHW EX. OVERHEAD ELECTRIC LINE PROP. 20' SPILLWAY
o /
SD SD EX. STORM SEWER (LINED WITH NAG SC250) �
EX. UNSUITABLE SOILS
EX. SHALLOW SUITABLE SOILS / p9
EX. WETLAND
- - PROP. RIGHT-OF-WAY
PROP. LOT LINES
PROP. SETBACK LINE
X—X—X / ,
— — — — — — — — — — — PROP. EASEMENT PROP. BAFFLE
-
PROP. LOCATION OF SILT BAG TYP.ti ( )
- — • — — PROP. STORM DITCH FOR DEWATERING
300 PROP. MAJOR CONTOUR (5)
PROP. ROCK ( ) TYP.
PROP. MINOR CONTOUR 1 CK CHECK DAM
NICK PROP. STORM SEWER ( )^� PROP. FAIRCLOTH // I
PROP. FLARED END SECTION j SKIMMER
I � T
LD
LD
PROP.
LIMIT OF DISTURBANCE
» TD
>>
PROP.
TEMPORARY DIVERSION DITCH
SF
PROP.
SILT FENCE
SF
-X—X—X—X—X—X—X—X-
PROP.
BAFFLE
PROP.
FAIRCLOTH SKIMMER
PROP.
STABLE CONVEYANCE MATTING (SC250) FOR TEMP. DIVERSION
PROP.
CONSTRUCTION ENTRANCE
PROP.
HORSESHOE INLET PROTECTION
®
PROP.
SILT FENCE OUTLET
•
PROP.
LOCATION OF SILT BAG
PROP.
TEMPORARY ROCK CHECK DAM
THIS PLAN SET COVERS CONSTRUCTION LIMITED TO THE
STREETS AND UTILITIES WITHIN THE PERMITTED LIMITS OF
DISTURBANCE, AS SHOWN ON THIS SHEET. ONLY LOTS 1
THROUGH 8 AND 148 SHALL HAVE LOT GRADING. AREAS
OUTSIDE OF THE LIMITS OF DISTURBANCE SHALL BE
PERMITTED VIA SEPARATE SUBMITTAL.
CALL 48 HOURS BEFORE
YOU DIG
^� / /
4)
SKIMMER BASIN 1 DETAIL
SCALE: 1 " = 30'
i
PROP. RISER SEDIMENT /
i
BASIN 2 (S B-2)
BOTTOM ELEV: 200.00' i
SPILLWAY ELEV: 202.00'
- EMBANKMENT ELEV: 203.00,
" •.,, PROP. 40' SPILLWAY
(LINED WITH NAG SC250) p
PROP. SB-2 INV. OUT = 199'
PROP. RIPRAP ENERGY DISSIPATER
PROP. LOCATION OF SILT BAG 9
200 ----- 2p 1----- 202 2 3 %AI
/ CD
(D
FOR DEWATERING 3 '� � �x N ^",
L^vL`i 1 LQ
I L Nr
o c�
203 = 202 Z:�-, \ /04I I
II co
o
200 201=202=203 �—` /.(./ N N N
\ A-
� f f
\"\+ \+1
200 \
—202
\_203
PROVIDE STABLE CONVEYANCE
FROM SWALE INTO RISER BASIN. SEE
"EROSION CONTROL NOTES" #10.
PROP. FAIRCLOTH
SKIMMER
RISER SEDIMENT BASIN 2 DETAIL
SCALE: 1 " = 30'
PROP. BAFFLE
(TYP.) SF�
PROP. 4' X 4' PRECAST CONCRETE
RISER STRUCTURE
4' X 4' GRATE ELEV: 201.50'
1 - SKIMMER ORIFICE ELEV: 200.00'
RISER SEDIMENT BASIN 2 DETAIL 12" RCP INV OUT: 200.00'
SCALE: 1 " = 30'
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
30 15 0 30
SCALE: 1 INCH = 30 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
EROSION CONTROL BASIN
DETAILS
C�l 3
SHEET 13 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

SWALE TO BE VEGETATED
WITH GRASS
4/y.��
m,
0.75'
TYPICAL LOT DRAINAGE SWALE
CROSS-SECTION
NOT TO SCALE
PROP. SILT FENCE
(TYP.)
AS AS AS AS AS AS
(N
n
u-
N
(N
-1
I
(N
n
(N
n
APPROX.
LOCATION OF
PROP.
STRUCTURE
N
N
N
PROP. CONSTRUCTION ENTRANCE
(LOCATED ON THE HIGH SIDE OF THE LOT)
u-
U)
PROP. ROADWAY CURB
& GUTTER (TYP.)
SF SF i
ROADWAY
FLOW TO FRONT LOT
LOT HIGH SIDE LEFT
(E&S IDENTIFIER - LEFT)
SF
u-
N
u-
N
APPROX.
LOCATION OF
PROP.
STRUCTURE
PROP. CONSTRUCTION ENTRANCE
(LOCATED ON THE HIGH SIDE OF THE LOT)
I PROP. ROADWAY CURB
& GUTTER (TYP.)
v -AS -AS -
ROADWAY
FLOW TO FRONT LOT
LOT HIGH SIDE RIGHT
(E&S IDENTIFIER - RIGHT)
(A
n
(A
n
TYPICAL INDIVIDUAL LOT SWALE CALCULATIONS
2-YEAR
DRAINAGE
BOTTOM
LEFT SIDE
RIGHT SIDE
CHANNEL
CHANNEL
NORMAL
SHEAR
DITCH
RUNOFF
RAINFALL
AREA
Q
LENGTH
CHANNEL
WIDTH
SLOPE, Z:1
SLOPE, Z:1
DEPTH
SLOPE
DEPTH
FREEBOARD
STRESS
VELOCITY
MANNING'S
TEMPORARY /
NUMBER
COEFFICIENT
INTENSITY
(acres)
(cfs)
(ft)
SECTION
(ft)
(ft)
(ft)
(ft)
(ft/ft)
(ft)
(ft)
(Ib/ft2)
(fps)
n VALUE
PERMANENT LINER
(in/hr)
TYP. LOT
CLASS C
0.50
5.66
0.10
0.28
150.00
TRIANGULAR
0.00
4.00
4.00
0.75
0.007
0.30
0.45
0.12
1.56
0.020
SWALE
VEGETATION
NOTE: THE TYPICAL SWALE CALCULATION ABOVE UTILIZES THE LARGEST DRAINAGE AREA OF ANY LOT SWALES WITHIN THIS SUBDIVISION. AS SUCH, ALL OTHER LOTS SHALL ENCOUNTER LOWER FLOWS, AND THEREFORE ARE ADEQUATELY
DESIGNED.THIS PARTICULAR DRAINAGE AREA REPRESENTS THE LOT SWALE BETWEEN LOTS 4 & 5.
CALL 48 HOURS BEFORE
YOU DIG
LEGEND
EX. PROPERTY LINE
EX. RIGHT-OF-WAY
EX. ADJACENT OWNERS
EX. EASEMENT
EX. ROAD CENTERLINE
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
EX. CHAIN LINK FENCE
EX. OVERHEAD ELECTRIC LINE
EX. WATER LINE
EX. SANITARY SEWER
EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
PROP. EASEMENT
PROP. LIMIT OF DISTURBANCE
PROP. SILT FENCE
PROP. CONSTRUCTION ENTRANCE
PROP. SILT FENCE OUTLET
PROP. FLOW DIRECTION
LOT EROSION CONTROL NOTES
1. SILT FENCE OUTLETS ARE TO BE FIELD LOCATED IN LOW
POINTS ALONG PROPOSED SILT FENCE.
2. THESE DETAILS IDENTIFY PERIMETER EROSION CONTROL
MEASURES BASED ON TYPICAL LOT DRAINAGE PATTERNS.
THE PERIMETER EROSION CONTROL SHOULD BE ADJUSTED
AS NEEDED BASED ON THE ACTUAL DRAINAGE PATTERN AND
TOPOGRAPHY.
3. FINAL STRUCTURE SIZE AND LOCATION TO BE DETERMINED
BY BUILDER.
LOT NUMBER
E&S IDENTIFIER
1
LEFT
2
LEFT
3
LEFT
4
LEFT
5
LEFT
6
LEFT
7
LEFT
8
LEFT
148
LEFT
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
100 50 0 100
SCALE: 1 INCH = 100 FEET
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
EROSION CONTROL LOT
DETAILS
C�l 4
SHEET 14 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

m
r
m
D
O
Z
MATCHLINE SEE SHEET C-17
LEGEND
w ` ��•�
EX. PROPERTY LINE
I " - -
— —
EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
86
EX. MINOR CONTOUR (1)
EX. ADJACENT OWNERS
D55
V
— — — — —
—
— — — — —
EX. EASEMENT
r
W
EX. ROAD CENTERLINE
84 W
i2
—
—
EX. CHANNEL/STREAM
C79)
50' R/W (TYP.) o -113
EX. CHANNEL/STREAM BUFFER
_
Lu
W
EX. CHAIN LINK FENCE
�1 81
82�
27' B-B (TYP.) „ �'
�„
�
OHW
OHW
EX. OVERHEAD ELECTRIC LINE
Lu
Lo
W
W
EX. WATER LINE
J
SS
SS
EX. SANITARY SEWER
SD
SD
EX. STORM SEWER
EX. TREE LINE
,,�
CB-105 22 5
230= ,, ,,
CB-10
_ / , _
�
PROP. LOT LINES
-----------
PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
107
4
PROP. MINOR CONTOUR (1)
ooi
PROP. MH 101
W
PROP. WATER LINE
W
MH 102 PROP. MH 103
>>
SS
>>
PROP. SANITARY SEWER
oePROP. I �,�" nit_�
,,,,,,,,,
,,,,,,,,,
,,,,,,,,,,,,,,
PROP. STORM SEWER
wv
D4
PROP. GATE VALVE
ROAD 1 PLAN VIEW
PROP. FIRE HYDRANT ASSEMBLY
WITH GATE VALVE AND TEE
STA 100+00 - 111 +00
O
PROP. SEWER MANHOLE
99+50 100+00 101+00 102+00 103+00 104+00 105+00 106+00 107+00 108+00 109+00 110+00 111+00
50 25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
STATION
ROAD 1 PROFILE VIEW
STA 100+00 - 111 +00
5 2.5 0 5
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
WATER MAIN CONSTRUCTION NOTES
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
��Af t411111�I�
ON
mow:
041
21
".c
S p INEe
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
1.
ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
2.
CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3.
EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT.
ORIGINAL PLAN SIZE: 24" X 36"
A CURRENT COPY OF THE APPROVED DESIGN PLANS,
ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
6.
MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE
ISSUED FOR
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE
LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
PERMITTING
WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE
DITCH.
DO NOT USE FOR CONSTRUCTION
7.
MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
SHALL BE 4'.
50 25 0 50
8.
TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE
BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE
SCALE: 1 INCH = 50 FEET
CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
N
SCALE ADJUSTMENT
DONUT.
9.
WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO
THIS BAR IS 1 INCH IN LENGTH
PLACEMENT OF THE CABC STONE.
ON ORIGINAL DRAWING
0 1"
SANITARY SEWER CONSTRUCTION NOTES
IF IT IS NOT 1 INCH ON THIS
1.
ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
WITH THE TOWN OF LOUISBURG AND NCDEQ STANDARDS AND
SPECIFICATIONS FOR WATER AND SEWER.
2.
CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
CONSTRUCTION PLANS
OF LOUISBURG.
3.
MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4'.
GREEN HILL SUBDIVISION
4.
GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
NC HWY 39
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
PIN: 2805-70-1959
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
LOUISBURG, NC
5.
MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6.
MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7.
MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
DATE:
05-13-2020
18 INCHES.
8.
ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER &
SCALE:
AS SHOWN
SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
DESIGNED BY:
FLM
9.
MAXIMUM MANHOLE SPACING SHALL BE 400'.
APPROVED BY:
FLM
10.
GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE
PROJECT NO.:
20020
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ROAD 1 PLAN & PROFILE
Gl 5
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 15 OF 33

. .... .. .. ........
� I
c 7 SS << <ISS <
W � CB-111 ��� �
Z
UPROP. MH 104/301 B-3 C-30 /
0
27' B-B (TYP.)
u�
A,50' R/W (TYP.)
n
16 B-118
ram- ----
PROP. MH/105 ------'
f f�l f
ROAD 1 PLAN VIEW
STA 111 +00 - 115+00
NOTES
LEGEND
EX. PROPERTY LINE
- -
EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1)
- -
EX. ADJACENT OWNERS
- - - - - - - - - - -
EX. EASEMENT
EX. ROAD CENTERLINE
- -
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
-
- EX. CHAIN LINK FENCE
OHW- OHW-
EX. OVERHEAD ELECTRIC LINE
W W
EX. WATER LINE
SS SS
EX. SANITARY SEWER
SD SD
EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
- - - - - - - - - - -
PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
PROP. MINOR CONTOUR (1)
W W
PROP. WATER LINE
>> SS >>
PROP. SANITARY SEWER
.......... ..............
PROP. STORM SEWER
wv
D4
PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
i
WITH GATE VALVE AND TEE
0
PROP. SEWER MANHOLE
WATER MAIN CONSTRUCTION NOTES
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
woe6tF���ille!®
�
091
C��
"
041
zz
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
1. THE UTILITIES SHOWN ARE NOT GUARANTEED TO BE A REPRESENTATION 1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
OF ALL UTILITIES WITHIN THE PROJECT AREA. ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
26 260 STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
PVI STA: 1 3+96.85 2. THE CONTRACTOR SHALL CALL THE NORTH CAROLINA ONE -CALL -CENTER 2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
PVI ELEV 235.46 AT LEAST 48 HOURS PRIOR TO BEGINNING WORK. OF LOUISBURG.
K: 69.97
LVC: 1 50.00 3. THE CONTRACTOR SHALL VERIFY DEPTHS AND LOCATIONS OF ALL 3. EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
UTILITIES PRIOR TO BEGINNING WORK AND SHALL USE CARE WHEN GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
00 HIGH PT. STA: 113+72.09 � M OPERATING AROUND EXISTING UTILITIES. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
HIGH PT EL V: 235.10 LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
c i w w 4. THE CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR THE REPAIR EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
U U OF ANY EXISTING UTILITIES DAMAGED DURING CONSTRUCTION.
> > 4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
CB-115 U m U w UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
STA:112+18.22 > >
......................................... LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
25 RIM:233.92 PROP. m w 250
INV IN:229.00 CENTERLINE EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
INV IN:229.00 GRADE DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
INV OUT:229.00 CB-117 5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
CB-119 TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
CB-114 STA:112+57.23 STA: 113+13.23
STA:112+18.22 RIM:234.20 RIM:234.60 BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT. ORIGINAL PLAN SIZE: 24" X 36"
RIM:233.92 INV IN:229.75 INV IN:230.50 A CURRENT COPY OF THE APPROVED DESIGN PLANS,
INV IN:229.50 INV IN:230.00 INV OUT:230.50 ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
INV OUT:229.50 INV OUT:229.75 UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
CB-116 a CB-1 18 6. MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
CB-113 STA:112+57.23 STA: 113+13.23 EX SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
RIM:234.60
24 R M 233 324 22 °°°° °°°°°°°°°°°°°°°°°° °°°° '"-RIM:234.20 CENTERLINE 240 REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
INV OUT:230.50 INV OUT:231.00 GRADE ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
INV IN:227.00 EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
INV OUT:227.00 OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
- - - - - OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE ISSUED FOR
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE PERMITTING
0 72% LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
- - 56LF 01 15 WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE DO NOT USE FOR CONSTRUCTION
m HOPE
DITCH.
m 7. MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
m SHALL BE 4'.
50 25 50
> 23 230 8. TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE 0
O BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE SCALE: 1 INCH = 50 FEET
z CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
DONUT. N SCALE ADJUSTMENT
MH-105 9. WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO THIS BAR IS 1 INCH IN LENGTH
4' DIA.
71,�4
104/301 STA:114+34.83 PLACEMENT OF THE CABC STONE. ON ORIGINAL DRAWING
111+IA
70.22 INV OUT:227.43 8" SDR35 PVC SANITARY SEWER CONSTRUCTION NOTES 1�
IF IT IS NOT 1 INCH ON THIS
:233.72 265LF of 8" SDR35 PVC @ 0.54% SHEET, ADJUST YOUR SCALE
0 8" SDR35 PVC 1. ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE ACCORDINGLY
0 8" SDR35 PVC.......................................................................................................................... WITH THE TOWN OF LOUISBURG AND NCDE STANDARDS AND
22 80 8" SDR35 PVC PROP. 8 C900 DR18 220 QPVC WATERLINE SPECIFICATIONS FOR WATER AND SEWER.
(MIN. 4'OF COVER TYP.) 2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN CONSTRUCTION PLANS
OF LOUISBURG.
HDPE @ 1.16% 39LF of 15" HDPE @ 1.92%
3. MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4. GREEN HILL SUBDIVISION
4. GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS NC HWY 39
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING PIN: 2805-70-1959
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN LOUISBURG, NC
STANDARDS (15A NCAC 18C).
5. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
21................................................................................................................................................................................................................................................................................................................................................................. 210
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6. MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7. MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
18 INCHES. DATE: 05-13-2020
8. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER & SCALE: AS SHOWN
20 200 SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION. DESIGNED BY: FLM
0 0 °' °' N N co c rn 9. MAXIMUM MANHOLE SPACING SHALL BE 400'. APPROVED BY: FLM
M M M M M M M M co co 10. GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE PROJECT NO.: 20020
N N N N N N N N N N
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
111 +00 112+00 113+00 114+00 115+00 ROAD 1 PLAN & PROFILE
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
50 25 0 50 STATION 5 2.5 0 5 THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
SCALE: 1 INCH = 50 FEET EUIREMENTS ESTABLISHROAD 1 PROFILE VIEW SCALE: 1 INCH = 5 FEET SPECIOF CATIONS OFCONFRMS TO THErHE TOWN OF LOUISBURG. ED IN THE STANDARD C-1 6
HORIZONTAL SCALE STA 111 +00 - 115+00 VERTICAL SCALE
BY: DATE:
SHEET 16 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

CB-1
50'RAN (TYP.)
27' B-B (TYP.)
�c
PROP. MH 100/200
Cl
MATCHLINE SEE SHEET C-15
ROAD 2 PLAN VIEW
STA 200+00 - 211 +35
MATCHLINE SEE SHEET C-18
199+50 200+00 201+00 202+00 203+00 204+00 205+00 206+00 207+00 208+00 209+00 210+00 211+00 211+35
50 25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
STATION
ROAD 2 PROFILE VIEW
STA 200+00 - 211 +35
5 2.5 0 5
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
LEGEND
OH W
OH W
W
W
SS
SS
SD
SD
W W
>>SS>>
EX. PROPERTY LINE
EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1)
EX. ADJACENT OWNERS
EX. EASEMENT
EX. ROAD CENTERLINE
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
EX. CHAIN LINK FENCE
EX. OVERHEAD ELECTRIC LINE
EX. WATER LINE
EX. SANITARY SEWER
EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
PROP. MINOR CONTOUR (1)
PROP. WATER LINE
PROP. SANITARY SEWER
PROP. STORM SEWER
PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
WITH GATE VALVE AND TEE
PROP. SEWER MANHOLE
WATER MAIN CONSTRUCTION NOTES
1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT.
A CURRENT COPY OF THE APPROVED DESIGN PLANS,
ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
6. MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE
LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE
DITCH.
7. MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
SHALL BE 4'.
8. TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE
BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE
CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
DONUT.
9. WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO
PLACEMENT OF THE CABC STONE.
SANITARY SEWER CONSTRUCTION NOTES
1. ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE
WITH THE TOWN OF LOUISBURG AND NCDEQ STANDARDS AND
SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4'.
4. GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
5. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6. MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7. MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
18 INCHES.
8. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER &
SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
9. MAXIMUM MANHOLE SPACING SHALL BE 400'.
10. GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
50 25 0 50
SCALE: 1 INCH = 50 FEET
�y
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
ROAD 2 PLAN & PROFILE
C�l 7
SHEET 17 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

I
M I 61 1001 100
i
\ \
PROP. MH 208/307 +
--- � -
PROP. MH 207 -
n i' CB-216 SB-2 81-�
w w w
Wlollmax i� w �,
Lju"oo,` \
V)w B-2 x %'YI-LOT 115
Lu
Lu
Z ►��; ice
2 , iYI-LOT 108Mac
<2 r Vffivk
\ o
\ \ \
ROAD 2 PLAN VIEW
STA 211 +35 - 216+00
24
PVI
TA:212+15.72
PVI
ELEV: 207.71
K: 135.61
C: 150.00
N
LO
N
N 00
o Oi
0
o
0')
CD-
0) co
CD+
N
+
N
+ N
W
N
W
W
N U
N
U
N U
U m
U
W
U m
m
W
m
230--L...............................................................................................................................................................................................................................................................
.............................................................................................................................................................
................
CB-217
22
�����������������������������������������������,
STA:212+44.41
RIM:207.32
INV IN:199.25
INV IN:202.00
INV UT:199.25
CB-216
STA:212+40.09
m
RIM:207.38
r
-1.86% INV OUT:202.50
m
21
.,,0000000000000000000000000000000000000000000
O
Z
108LF of 42" HDPE @ 0.69%
»'0
PVI ST : 215+07.32
PVI E 1 205.52
K 57.05
LV : 175.00
LOW PT. STA: 214+62.64
LOW PT LEV: 206.02
N LO
Oo un
rn o
+ N
LO LO bi
N U
ij >
U w
w
CENTERLINE
CB-219
GRADE
STA:214+54.36
RIM:205.77
PROP.
INV IN:197.25
CB-222
CENTERLINE
INV IN:197.25
STA:215+33.33
GRADE
INV IN:197.25
RIM:206.20
INV OUT: 197.25
CB-218
INV OUT:202.00
STA:213+39.36
RIM:206.53
CB-220
CB-221
INV IN:198.25
STA:214+58.33 _
-STA:215+33.33
INV OUT:198.25_
RIM:205.76
RIM:206.20
INV IN: 196.80
'
INV OUT:196.80
INV IN:201.50
i'
INV OUT:201.00
I I &2�,
lO
115LF of 42" HDPE a �9
@ o.87ia @
102LF of 8""�0.53%
MH-207 SDR35 PVC @ 0.54% 161LF of 8" SDR35 PVC @
4' DIA.
STA:211 +88.22
RIM:208.19 MH-210
INV IN:197.40 8" SDR35 PVC MH-209 / MH-AO 4' DIA.
INV OUT:197.20 8" SDR35 PVC 5' DIA. STA:215+44.68
MH-208/307 STA:213+83.33 RI M:206.49
NN
19 95LF of 8 5 DIA. RIM:206.33 INV OUT.194.75 8 SDR35 PVC 190
SDR35 PVC @ 2.69% STA:212+81.79 INV IN:193.90 8" SDR35 PVC
RIM:207.10 INV IN:193.90 8" SDR35 PVC
INV IN:194.65 8" SDR35 PVC INV OUT:193.70 8" SDR35 PVC
INV IN:194.65 8" SDR35 PVC PROP. 8" C900 DR18
INV OUT:194.45 8" SDR35 PVC PVC WATERLINE
(MIN. 4' OF COVER TYP.)
18 180
LO LO 0) 0') co co r- r- co co
N N Lq Lq M M lq: l 0) 0)
0 0 0 0
N N N N N N N N N N N N
211+35 212+00
50 25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
213+00 214+00 215+00
STATION
ROAD 2 PROFILE VIEW
STA 211 +35 - 216+00
216+00
5 2.5 0
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
5
NOTES
1. THE UTILITIES SHOWN ARE NOT GUARANTEED TO BE A REPRESENTATION
OF ALL UTILITIES WITHIN THE PROJECT AREA.
2. THE CONTRACTOR SHALL CALL THE NORTH CAROLINA ONE -CALL -CENTER
AT LEAST 48 HOURS PRIOR TO BEGINNING WORK.
3. THE CONTRACTOR SHALL VERIFY DEPTHS AND LOCATIONS OF ALL
UTILITIES PRIOR TO BEGINNING WORK AND SHALL USE CARE WHEN
OPERATING AROUND EXISTING UTILITIES.
4. THE CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR THE REPAIR
OF ANY EXISTING UTILITIES DAMAGED DURING CONSTRUCTION.
LEGEND
EX. PROPERTY LINE
- -
EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1)
- -
EX. ADJACENT OWNERS
- - - - - - - - - - -
EX. EASEMENT
EX. ROAD CENTERLINE
- -
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
-
- EX. CHAIN LINK FENCE
OHW- OHW-
EX. OVERHEAD ELECTRIC LINE
W W
EX. WATER LINE
SS SS
EX. SANITARY SEWER
SD SD
EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
- - - - - - - - - - -
PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
PROP. MINOR CONTOUR (1)
W W
PROP. WATER LINE
>> SS >>
PROP. SANITARY SEWER
.......... ..............
PROP. STORM SEWER
wv
m
PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
i
WITH GATE VALVE AND TEE
0
PROP. SEWER MANHOLE
WATER MAIN CONSTRUCTION NOTES
1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT.
A CURRENT COPY OF THE APPROVED DESIGN PLANS,
ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
6. MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE
LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE
DITCH.
7. MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
SHALL BE 4'.
8. TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE
BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE
CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
DONUT.
9. WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO
PLACEMENT OF THE CABC STONE.
SANITARY SEWER CONSTRUCTION NOTES
1. ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE
WITH THE TOWN OF LOUISBURG AND NCDEQ STANDARDS AND
SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4'.
4. GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
5. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6. MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7. MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
18 INCHES.
8. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER &
SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
9. MAXIMUM MANHOLE SPACING SHALL BE 400'.
10. GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
50 25 0 50
SCALE: 1 INCH = 50 FEET
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
ROAD 2 PLAN & PROFILE
C�l 8
SHEET 18 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

MATCHLINE SEE SHEET C-15
O ,o I I� 85
I
_
X2
B-112 r
C4)
CB-111
L _ _ _ _ I _ 1 0 �50' RAN (TYP.) 86,
X235 0
1 I r A� CB-113 -
50 R/W (TYP.) R. ��230
gIII a IF 0 I
27B-B (TYP.
B-303 I
(TYP.) .,
FES-004
c -300 ROAD
M
B-302 �
E
PROP. MH 300
PROP." MH 104/301 - 5
CB- 1 u �
0
FES-003 co�u X 235.01'
CV i", CB-1 17 ,„ 123
MATCHLINE SEE SHEET C-16
ROAD 3 PLAN VIEW
STA 300+00 - 303+00
26
25
24
m
r
m
D 23
O
Z
22
21
20
CB-301
STA:301 +22.09
CB-303
RIM:234.10
STA:302+06.09
INV IN:230.00
RIM:232.08
INV OUT:230.00
INV IN:227.50
I
INV OUT:227.50
CB-300
CB-302
....................................................................
STA:301+24.100
STA:302+06.09-
INV OUT:230.50
RIM.232.08
- - - -
INV IN:228.00
INV OUT:228.00
-2.42% \
PROP. 15" RCP
\ \
.02.00 °
STA. 300+10.33
\
CL INV. 233.63'
15
%"Zt
�\
.................. ......
DR 35
MH-300
PVC
4'
DIA.
@ 3.24°
STA:300+02.85
RIM:237.15
INV OUT:231.03
8" SDR35 PVC
299+50
PR1
RC
27' B-B
50'RAN
24
23
MATCHLINE SEE SHEET C-17
107 I PROP, MH 206
Itr2111 _,01
B-215 I
8 N i
I 21s1+,
r-------fir "
�� IO I
106 C
PROP. MH 207
Z_t�2 0
- .01 B-216
41
YI-LOT 11571,
-
/PROP. MH 208/307
CB 218
MATCHLINE SEE SHEET C-18
ROAD 3 PLAN VIEW
STA 309+00 - 311 +00
,000000000000000, ,��o .���000000000
PROP.
240 22
...............................................................................................................
CENTERLINE
GRADE
EX
CENTERLINE
GRADE CB-316
CENTERLINE
CB-315 STA:310+19.80
GRADE
STA:310+19.67 RIM:207.43
RIM:207.43 INV IN:198.75
INV IN:199.00 INV OUT:198.75
m
\ INV OUT:199.00
r
PROP.
m
� CENTERLINE
230 21
�
� � GRADE
_ �,.�.�........... �...................................�.„�.....�3�
\
�olll00000,......�.....�........0000000,....00000000000.
2.
Z
1 �-
MH-104/301 qwzmiiiiil
4'CIA
STA:1 11+70.22
RIM:233.72
INV IN:226.00 8" SDR35 PVC
INV IN:226.00 8" SDR35 PVC
INV OUT:225.80 8" SDR35 PVC
I
PROP. 8" C900 DR18
PVC WATERLINE
(MIN. 4' OF COVER TYP.)
co I co rn m co co
O O (O (O
co co Lo Lo O O
m m co co co co
N N N N N N
300+00
50 25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
301+00 302+00
STATION 5
G
ROAD 3 PROFILE VIEW
STA 300+00 - 303+00
10
N N
303+00
2.5 0 5
iia
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
50 25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
20
128LF of m
8 SDR35 PVC @ 2.1g%
MH-306 °
4' DIA.
STA:309+42.84
RIM:209.31
INV OUT:197.46 8" SDR35 PVC
19 PROP. 8" C900 DR18
PVC WATERLINE
(MIN. 4' OF COVER TYP.)
18
co
co
N
N
M
M
u�
u�
co
co
0')
0')
O
O
N
N
N
N
10
MH-208/307
5' DIA.
STA:212+81.79
RIM:207.10
-INV IN:194.65 8" SDR35 PVC
INV IN:194.65 8" SDR35 PVC
INV OUT:194.45 8" SDR35 PVC
:E
309+00 310+00 311+00
STATION 5
G
ROAD 3 PROFILE VIEW
STA 309+00 - 311 +00
2.5 0 5
iia
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
LEGEND
EX. PROPERTY LINE
- - EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1)
- - EX. ADJACENT OWNERS
- - - - - - - - - - - EX. EASEMENT
EX. ROAD CENTERLINE
- - EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
- - EX. CHAIN LINK FENCE
OHW- OHW- EX. OVERHEAD ELECTRIC LINE
W W EX. WATER LINE
SS SS EX. SANITARY SEWER
SD SD EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
- - - -
- - - - - - - PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
PROP. MINOR CONTOUR (1)
W W PROP. WATER LINE
>> SS > PROP. SANITARY SEWER
.......... .............. PROP. STORM SEWER
w
D4 PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
i WITH GATE VALVE AND TEE
0 PROP. SEWER MANHOLE
NOTES
WATER MAIN CONSTRUCTION NOTES
1. THE UTILITIES SHOWN ARE NOT
1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
GUARANTEED TO BE A REPRESENTATION
ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
OF ALL UTILITIES WITHIN THE PROJECT
STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
AREA.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
2. THE CONTRACTOR SHALL CALL THE NORTH
CAROLINA ONE -CALL -CENTER AT LEAST 48
3. EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
HOURS PRIOR TO BEGINNING WORK.
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
3. THE CONTRACTOR SHALL VERIFY DEPTHS
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
AND LOCATIONS OF ALL UTILITIES PRIOR
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
TO BEGINNING WORK AND SHALL USE CARE
WHEN OPERATING AROUND EXISTING
4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UTILITIES.
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
4. THE CONTRACTOR SHALL BE FINANCIALLY
EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
RESPONSIBLE FOR THE REPAIR OF ANY
DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
EXISTING UTILITIES DAMAGED DURING
5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
CONSTRUCTION.
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT.
A CURRENT COPY OF THE APPROVED DESIGN PLANS,
ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
6. MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE
LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE
DITCH.
7. MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
SHALL BE 4'.
8. TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE
BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE
CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
DONUT.
9. WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO
PLACEMENT OF THE CABC STONE.
SANITARY SEWER CONSTRUCTION NOTES
1. ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE
WITH THE TOWN OF LOUISBURG AND NCDEQ STANDARDS AND
SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4'.
4. GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
5. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6. MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7. MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
18 INCHES.
8. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER &
SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
9. MAXIMUM MANHOLE SPACING SHALL BE 400'.
10. GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
��aft►�otrlle�
0141
21
I rll o N`.
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
50 25 0 50
SCALE: 1 INCH = 50 FEET
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
z
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
ROAD 3 PLAN & PROFILE
C�i 9
SHEET 19 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

50
MATCHLINE SEE SHEET C-17
/T-
PROP.
� � 74 �
- 7�7
I 1
PROP. MH 201/400
02+
84
50' R/W (TYP.)
27' B-B TYP.) .
�J
C'
MATCHLINE SEE SHEET C-17
m
r
m
D
O
Z
25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
21
1
399+50
ROAD 4 PLAN VIEW
STA 400+00 - 401 +50
EX. CENTERLINE
GRADE
I
PROP. CENTERLINE -
000........................................................�. GRADE .0
I
CB-403
CB-401 STA:401+29.08
STA:400+73.44 RIM:217.13-
RIM:215.90 INV IN:212.50
INV IN:207.00 INV IN:212.00
INV IN:207.00 INV OUT:210.00
INV OUT:207.00 I
CB-400 CB-402
STA:400+65.04 STA:401+29.08_
RIM:215.72 RIM:217.13
INV IN:207.75 ' INV OUT:213.00--
INV OUT:207.75
126%
117N�"'- SDR35 PUC @
MH-201 /400
4' DIA.
STA:203+22.97
RIM:215.69 0000000000000000000000000,
INV IN:205.00 8" SDR35 PVC
INV IN:204.00 8" SDR35 PVC
INV OUT:203.80 8" SDR35 PVC
PROP. 8" C900 DR18 -
PVC WATERLINE
(MIN. 4' OF COVER TYP.)
N N
N N
400+00
STATION
�RogD
., 4
:e7
:e7
7 MH-401
4' DIA.
STA:401 +35.23
RIM:217.41
INV OUT:205.47 8" SDR35 PVC
00000000000000014".......................................................... k200
we,
� �
co co 0') 0')
N N N N
401+00 401+50
ROAD 4 PROFILE VIEW
STA 400+00 - 401 +50
k,
50' RAN (TYP.)
27' B-B (TYP.)
2.5 0
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
5
LEGEND
EX. PROPERTY LINE
- -
EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1)
- -
EX. ADJACENT OWNERS
- - - - - - - - - - -
EX. EASEMENT
EX. ROAD CENTERLINE
- -
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
-
- EX. CHAIN LINK FENCE
OHW- OHW-
EX. OVERHEAD ELECTRIC LINE
W W
EX. WATER LINE
SS SS
EX. SANITARY SEWER
SD SD
EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
- - - - - - - - - - -
PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
PROP. MINOR CONTOUR (1)
W W
PROP. WATER LINE
>> SS >>
PROP. SANITARY SEWER
,,,,,,,,; ,,,,,,,,,,,,,,
PROP. STORM SEWER
w
D4
PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
i
WITH GATE VALVE AND TEE
0
PROP. SEWER MANHOLE
NOTES
WATER MAIN CONSTRUCTION NOTES
1. THE UTILITIES SHOWN ARE NOT
1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
GUARANTEED TO BE A REPRESENTATION
ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
OF ALL UTILITIES WITHIN THE PROJECT
STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
AREA.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
2. THE CONTRACTOR SHALL CALL THE NORTH
CAROLINA ONE -CALL -CENTER AT LEAST 48
3. EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
HOURS PRIOR TO BEGINNING WORK.
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
3. THE CONTRACTOR SHALL VERIFY DEPTHS
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
AND LOCATIONS OF ALL UTILITIES PRIOR
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
TO BEGINNING WORK AND SHALL USE CARE
WHEN OPERATING AROUND EXISTING
4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UTILITIES.
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
4. THE CONTRACTOR SHALL BE FINANCIALLY
EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
RESPONSIBLE FOR THE REPAIR OF ANY
DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
EXISTING UTILITIES DAMAGED DURING
5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
CONSTRUCTION.
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT.
A CURRENT COPY OF THE APPROVED DESIGN PLANS,
ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
6. MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE
LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE
DITCH.
7. MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
SHALL BE 4'.
8. TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE
BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE
CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
DONUT.
9. WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO
PLACEMENT OF THE CABC STONE.
SANITARY SEWER CONSTRUCTION NOTES
1. ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE
WITH THE TOWN OF LOUISBURG AND NCDEQ STANDARDS AND
SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4'.
4. GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
5. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6. MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7. MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
18 INCHES.
8. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER &
SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
9. MAXIMUM MANHOLE SPACING SHALL BE 400'.
10. GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
50 25 0 50
SCALE: 1 INCH = 50 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
ROAD 4 PLAN & PROFILE
C�20
SHEET 20 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

-2 6;
PROP. MH 208/307 - -
3 .
m -
�Q P �C -316-r - -
f /
�I-LOT 115. y��
' l/ �� Q61 �PROP. MH Al
CV I I30 SEWER
� 13+ 0.44 0 ,
MENT (TYP.) o 0
EASE +
ch
/ N -
I CD CD
> i» tss v
-
14 I I 1 l SEWER OUTFALL A
PROP. MH 209/AO O
(6 DO
B-219
/YI- OT 1 I- I ------- -
50' R/W (TYP.) - - - - - �- 11 27'B-B (TYP.) C59)
00,
I i
SEWER OUTFALL A PLAN VIEW
STA 1000+00 - END
23(
22(
21(
m
r
m
D 20(
O
Z
19(
18(
17(
EX. STREAM
EX. MANHOLE
\RIM:194.3'
INV. IN. 185.3'
INV. OUT.- 185.2'
EX. WET WELL
RIM: 196.3'
INV. IN: 185.1'
BOTTOM INV.: 179.8'
EX. SANITARY SEWER
PUMP STATION
EX. WETLAND W2
.���000000000000000000000000000000000000000000000000000000.......................................................................................................................
-.. -................................................................
........................................................................................................................ ........................................................................................................................
............................................................................................................................................................................................................................
........................................................................................................................
...............................................................................................................
........................................................................................................................
...............................................................................................................
�\
\
N,
EX.
CENTERLINE
GRADE
\
`
27LF of 8"
SDR35 PVC
@0.50%
\
MH-209 / MH-AO
84LF Of „
8 SDR35
5' DIA.
PVC
STA.213 83.33
@ 2 1 0
RIM:206.33
INV IN:193.90 8" SDR35 PVC
INV IN:193.90 8" SDR35 PVC
INV OUT:193.70 8" SDR35 PVC
EX. INTERCEPTOR MH
MH-Al
4' DIA.
4' DIA.
STA:1004+10.97
............................................................................................................................................................................................................................................................................................................................................................................................
14
STA:10035'0
RIM:194.30
NV INA85.31 8" SDR35 PVC
RIM 195.00
INV IN:185.64 8" SDR35 PVC
INV OUT:185.44 8" SDR35 PVC
0
17
o rn
17 17
rn
17 rn
o
rn o
0 0
o un
0
un
0
0 o
o CD
0
CD
0 00
00
�
N
N N
N N
N
999+50 1000+00
50 25 0 50
SCALE: 1 INCH = 50 FEET
HORIZONTAL SCALE
1001+00 1002+00 1003+00
STATION
SEWER OUTFALL A PROFILE VIEW
STA 1000+00 - END
NOTES
1.
THE UTILITIES SHOWN ARE NOT GUARANTEED TO BE A
?30
REPRESENTATION OF ALL UTILITIES WITHIN THE PROJECT AREA.
2.
THE CONTRACTOR SHALL CALL THE NORTH CAROLINA
ONE -CALL -CENTER AT LEAST 48 HOURS PRIOR TO BEGINNING WORK.
3.
THE CONTRACTOR SHALL VERIFY DEPTHS AND LOCATIONS OF ALL
UTILITIES PRIOR TO BEGINNING WORK AND SHALL USE CARE WHEN
OPERATING AROUND EXISTING UTILITIES.
4.
THE CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR THE
REPAIR OF ANY EXISTING UTILITIES DAMAGED DURING
CONSTRUCTION.
_20
_10
all
70
1004+00 1005+00
5 2.5 0 5
SCALE: 1 INCH = 5 FEET
VERTICAL SCALE
LEGEND
EX. PROPERTY LINE
- -
EX. RIGHT-OF-WAY
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1)
- -
EX. ADJACENT OWNERS
- - - - - - - - - - -
EX. EASEMENT
EX. ROAD CENTERLINE
- -
EX. CHANNEL/STREAM
EX. CHANNEL/STREAM BUFFER
-
- EX. CHAIN LINK FENCE
OHW- OHW-
EX. OVERHEAD ELECTRIC LINE
W W
EX. WATER LINE
SS SS
EX. SANITARY SEWER
SD SD
EX. STORM SEWER
EX. TREE LINE
PROP. LOT LINES
- - - - - - - - - - -
PROP. EASEMENT
PROP. MAJOR CONTOUR (5)
PROP. MINOR CONTOUR (1)
W W
PROP. WATER LINE
>> SS >>
PROP. SANITARY SEWER
`.
PROP. STORM SEWER
D4
PROP. GATE VALVE
PROP. FIRE HYDRANT ASSEMBLY
i
WITH GATE VALVE AND TEE
(D
PROP. SEWER MANHOLE
WATER MAIN CONSTRUCTION NOTES
1. ALL WATER DISTRIBUTION CONSTRUCTION TO BE IN
ACCORDANCE WITH THE TOWN OF LOUISBURG AND NCDEQ
STANDARDS AND SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. EXISTING MAINS ARE SHOWN TO THE EXTENT POSSIBLE AND ARE
GENERALLY NOTED "APPROXIMATE LOCATION, DEPTH UNKNOWN".
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ACCURATELY
LOCATE EXISTING FACILITIES BY DIGGING A TEST PIT TO VERIFY
EXISTING MAIN LOCATION, SIZE, DEPTH, AND MATERIAL.
4. THE CONTRACTOR SHALL OBTAIN A UTILITY LOCATION FOR ALL
UNDERGROUND UTILITIES PRIOR TO CONSTRUCTION. THE
LOCATION OF KNOWN UTILITIES IS SHOWN ON THE PLAN TO THE
EXTENT POSSIBLE. ALL DISCREPANCIES SHALL BE NOTED AND
DISCUSSED WITH THE ENGINEER PRIOR TO CONSTRUCTION.
5. THE CONTRACTOR SHALL NOTIFY THE CITY OF OXFORD PRIOR TO
TAPPING ANY MAIN, TURNING ANY EXISTING VALVES, OR
BEGINNING CONSTRUCTION ON ANY SEGMENT OF THE PROJECT.
A CURRENT COPY OF THE APPROVED DESIGN PLANS,
ENCROACHMENT AGREEMENTS, AND SPECIFICATIONS OF THE
UTILITY SHALL BE MAINTAINED ON SITE AT ALL TIMES.
6. MAIN LOCATIONS, VALVE LOCATIONS, HYDRANT LOCATIONS, AND
SERVICE LOCATIONS ARE SHOWN FOR ILLUSTRATIVE PURPOSES.
REFER TO STANDARD DETAILS FOR PRECISE LOCATION OF THESE
ITEMS. HYDRANTS SHALL BE LOCATED WITHIN 10' UTILITY
EASEMENT. VALVES LOCATED WITHIN THE CITY OF OXFORD RIGHT
OF WAY SHALL BE INSTALLED IN ACCORDANCE WITH THE CITY OF
OXFORD STANDARDS. VALVE MARKERS AND VENTS SHOULD BE
INSTALLED AT THE RIGHT OF WAY LINE. VALVES SHALL NOT BE
LOCATED WITHIN PAVEMENT TO THE EXTENT PRACTICAL OR
WITHIN THE LIMITS OF THE FRONT SLOPE OR BOTTOM OF THE
DITCH.
7. MINIMUM DEPTH OF BURY FOR WATER MAINS UNDER PAVEMENT
SHALL BE 4'.
8. TRACER WIRE SHALL NOT BE INSTALLED INSIDE GATE VALVE
BOXES. CONTRACTOR SHALL INSTALL WIRES IN A 4" PVC PIPE
CLEANOUT AT MAIN VALVES WITH A BRASS CAP AND CONCRETE
DONUT.
9. WATER SERVICE LATERALS SHALL BE INSTALLED PRIOR TO
PLACEMENT OF THE CABC STONE.
SANITARY SEWER CONSTRUCTION NOTES
1. ALL SANITARY SEWER CONSTRUCTION TO BE IN ACCORDANCE
WITH THE TOWN OF LOUISBURG AND NCDEQ STANDARDS AND
SPECIFICATIONS FOR WATER AND SEWER.
2. CONSTRUCTION MATERIALS SHALL BE AS SPECIFIED BY THE TOWN
OF LOUISBURG.
3. MINIMUM DEPTH OF COVER FOR GRAVITY SEWERS SHALL BE 4'.
4. GRAVITY SEWER WITHIN 50' OF SURFACE WATERS OR WETLANDS
SHALL BE DUCTILE IRON PIPE AND HAVE MATERIALS, TESTING
METHODS AND ACCEPTABILITY STANDARDS MEETING WATER MAIN
STANDARDS (15A NCAC 18C).
5. MINIMUM HORIZONTAL SEPARATION BETWEEN WATER AND
SANITARY SEWER SHALL BE 10 FEET. WHEN RUNNING PARALLEL,
THE TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES
BELOW THE BOTTOM OF THE WATER MAIN. WHEN CROSSING, THE
TOP OF SANITARY PIPING SHALL BE AT LEAST 18 INCHES BELOW
THE BOTTOM OF THE WATER MAIN.
6. MINIMUM SEPARATION BETWEEN SANITARY SEWER AND STORM
DRAINAGE IS 18 INCHES.
7. MINIMUM SEPARATION BETWEEN WATER AND STORM DRAINAGE IS
18 INCHES.
8. ALL OTHER UNDERGROUND UTILITIES SHALL CROSS WATER &
SEWER FACILITIES WITH 18" MINIMUM VERTICAL SEPARATION.
9. MAXIMUM MANHOLE SPACING SHALL BE 400'.
10. GRAVITY SEWER MANHOLES TO HAVE WATERTIGHT MANHOLE
RING AND COVERS.
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
50 25 0 50
SCALE: 1 INCH = 50 FEET
SCALE ADJUSTMENT
2 THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
GRAVITY SEWER OUTFALL A
PLAN & PROFILE
C�21
SHEET 21 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

NOTES
1. THE WETLAND MUST BE STABILIZED WITHIN 14 DAYS OF CONSTRUCTION.
CONSTRUCTION SHALL BE SEQUENCED SO THAT VEGETATION CAN BE PLANTED
AND THE WETLAND BROUGHT ONLINE WITHIN 14 DAYS. PLANTS MAY NEED TO BE
WATERED DURING THIS TIME IF THE DEVICE IS NOT BROUGHT ONLINE THE SAME
DAY. STABILIZATION MAY BE IN THE FORM OF FINAL VEGETATION PLANTINGS OR
A TEMPORARY MEANS UNTIL THE VEGETATION BECOMES ESTABLISHED. IF
USING A TEMPORARY MEANS, CONTRACTOR SHALL PROVIDE A WET
HYDROSEED MIX. CONTRACTOR SHALL SCARIFY THE SOIL TO A HALF -INCH
PRIOR TO HYDROSEEDING.
2. INLET AND OUTLET CHANNELS SHALL BE PROTECTED FROM SCOUR THAT MAY
OCCUR DURING PERIODS OF HIGH FLOW. STANDARD EROSION CONTROL
MEASURES SHOULD BE USED.
3. THE STORMWATER WETLAND SHOULD BE STAKED AT THE ONSET OF THE
PLANTING SEASON. WATER DEPTHS IN THE WETLAND SHOULD BE MEASURED
TO CONFIRM THE ORIGINAL PLANTING ZONES. AT THIS TIME, IT MAY BE
NECESSARY TO MODIFY THE PLANTING PLAN TO REFLECT ALTERED DEPTHS OR
THE AVAILABILITY OF WETLAND PLANT STOCK. CONTRACTOR SHALL
COORDINATE PLANTINGS, PLANTING ZONES AND WATER DEPTHS WITH THE
ENGINEER. SURVEYED PLANTING ZONES SHOULD BE MARKED ON AN "AS -BUILT"
OR RECORD DESIGN PLAN AND LOCATED IN THE FIELD USING STAKES OR
FLAGS.
4. THE WETLAND DRAIN SHOULD BE FULLY OPENED FOR NO MORE THAN 3 DAYS
PRIOR TO THE PLANTING DATE (WHICH SHOULD COINCIDE WITH THE DELIVERY
DATE FOR THE WETLAND PLANT STOCK) TO PRESERVE SOIL MOISTURE AND
WORKABILITY.
5. NURSERY STOCK SHALL BE TRANSPLANTED FROM LOCAL AQUATIC PLANT
NURSERIES. THE OPTIMAL PERIOD FOR TRANSPLANTING EXTENDS FROM EARLY
APRIL TO MID-JUNE SO THAT THE WETLAND PLANTS WILL HAVE A FULL
GROWING SEASON TO BUILD THE ROOT RESERVES NEEDED TO SURVIVE THE
WINTER. HOWEVER, SOME SPECIES MAY BE PLANTED SUCCESSFULLY IN EARLY
FALL. CONTRACTOR SHALL CONTACT NURSERY WELL IN ADVANCE OF
CONSTRUCTION TO ENSURE THAT THEY WILL HAVE THE DESIRED SPECIES
AVAILABLE.
6. POST -NURSERY CARE OF WETLAND PLANTS IS VERY IMPORTANT IN THE
INTERVAL BETWEEN DELIVERY OF THE PLANTS AND THEIR SUBSEQUENT
INSTALLATION BECAUSE THEY ARE PRONE TO DESICCATION. STOCK SHOULD BE
FREQUENTLY WATERED AND SHADED.
7. SHWT TO BE EVALUATED PRIOR TO CONSTRUCTION. IF SHWT IS WITHIN 6" OF
PPE ELEVATION, A CLAY LINER WILL NOT BE REQUIRED. OTHERWISE,
INSTALLATION OF A 6" CLAY LINER WILL BE REQUIRED. CLAY LINER SHALL HAVE
A MINIMUM 15% PASSING THE #200 SIEVE AND A MAX PERMEABILITY OF 1 X 10-5
CM/SEC. ACCEPTABLE ALTERNATIVES INCLUDE A 30 MIL POLY -LINER OR A
BENTONITE LINER.
8. GRADES SHOWN REPRESENT FINISH GRADE ELEVATIONS. TO ACHIEVE FINISH
GRADE ELEVATIONS, INSTALL 4" OF TOPSOIL. SOIL pH, COMPACTION AND OTHER
ATTRIBUTES OF THE FIRST 12-INCH DEPTH OF THE SOIL SHALL BE ANALYZED BY
A SOIL SCIENTIST AND/OR LANDSCAPE ARCHITECT DURING CONSTRUCTION.
AMENDMENTS SHALL BE MADE AS NECESSARY.
9. PROVIDE PLANTS PER TABLE ON THIS SHEET. DAM STRUCTURE AND
PERIMETER FILL SLOPES SHALL BE PLANTED WITH NON -CLUMPING TURN
GRASS. TREES AND WOODY SHRUBS NOT ALLOWED.
10. CATTAILS SHALL NOT BE PLANTED IN WETLAND.
OUTLET STRUCTURE NOTES & SPECIFICATIONS
1. 18" RCP OUTLET SHALL BE CLASS III RCP MEETING REQUIREMENTS OF ASTM
C76. THE PIPE JOINTS SHALL BE MORTAR OR FLEXIBLE PLASTIC TYPE JOINT.
2. THE MANHOLE OUTLET RISER SHALL BE 4'X4' I.D. MEETING ASTM C-913. THE
MANHOLE JOINTS SHALL BE ASTM C-443 RUBBER GASKET JOINTS. MANHOLE
JOINTS SHALL BE SECURELY ANCHORED TO PREVENT SEPARATION.
CONTRACTOR IS RESPONSIBLE FOR DESIGN OF THE MANHOLE SECTION
ANCHORING SYSTEM.
3. WATERTIGHT SEAL SHALL BE PROVIDED AT RISER/BARREL INTERFACE.
PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE SHALL NOT
BE USED AS BACKFILL AROUND THE PIPE OR ANTI -SEEP COLLAR. FILL MATERIAL
AROUND THE RISER/BARREL STRUCTURE SHALL BE PLACED IN 4" LAYERS AND
COMPACTED TO THE SAME DENSITY AS THE ADJACENT EMBANKMENT.
4. OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS V-2" ON CENTER. STEPS
SHALL BE IN ACCORDANCE WITH NCDOT STD. 840.66.
5. CONCRETE ANTI -FLOATATION BLOCK SHALL BE PRECAST DURING FABRICATION.
IF THE CONCRETE ANTI -FLOATATION BLOCK IS CAST SEPARATE FROM THE
MANHOLE ASSEMBLY THE CONTRACTOR SHALL BE RESPONSIBLE FOR
ANCHORING THE ANTI -FLOATATION BLOCK TO THE MANHOLE RISER ASSEMBLY.
6. ALL POURED CONCRETE SHALL BE A MINIMUM 3,000 PSI (28 DAY) UNLESS
OTHERWISE NOTED.
7. NON -WOVEN GEOTEXTILE FABRIC SHALL BE PLACED AROUND EACH JOINT OF
THE 18" RCP BARREL IN 2' WIDE STRIPS CENTERED ON JOINT. FABRIC SHALL BE
AMOCO STYLE 4553 POLYPROPYLENE NON -WOVEN NEEDLE PUNCHED OR
APPROVED EQUAL (NON -WOVEN FABRIC).
BERM SPECIFICATIONS
1. ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL
AND COMPACTED TO AT LEAST 98% STANDARD PROCTOR MAXIMUM DRY
DENSITY, AT OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL BE
USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT
SIGNIFICANT SHRINK/SWELL OR DISPERSIVE CHARACTERISTICS. THE ON -SITE
GEOTECHNICAL ENGINEER SHALL APPROVE THE SOILS FOR PLACEMENT WITHIN
THE BERM SECTION. THE GEOTECHNICAL ENGINEER SHALL ALSO SPECIFY THE
METHODS TO BE USED FOR PLACEMENT OF FILL.
2. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHALL BE
CONDUCTED EACH 2,500 SQUARE FEET PER VERTICAL CUT OF FILL.
3. A KEY TRENCH IS TO BE PROVIDED IN ALL FILL AREAS. TRENCH TO EXTEND A
MINIMUM OF FIVE FEET BELOW EXISTING GRADE. SOILS AND COMPACTION FOR
KEY TRENCH SHALL MEET ALL REQUIREMENTS OF #1 ABOVE.
4. FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM OF 8" LIFTS. 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.
5. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION.
6. SIDE SLOPES SHALL BE LINED WITH NAG S75, OR APPROVED EQUAL.
7. INSTALL ANTI -SEEP COLLAR AT MIDPOINT OF OUTLET PIPE. CONCRETE SHALL
BE 3,000 PSI (28 DAYS) AND REINFORCED WITH #4 REBAR 12" O.C. EACH WAY.
MINIMUM BEARING CAPACITY BENEATH COLLAR SHALL BE 2,000 PSF.
STORMWATER WETLAND MAINTENANCE NOTES
1. THE LANDSCAPE PROFESSIONAL MANAGING THE WETLAND MUST
UNDERSTAND THE BIOLOGICAL REQUIREMENTS OF THE PLANTS AND
MANAGE WATER LEVELS APPROPRIATELY TO PROVIDE FOR THEIR
NEEDS.
2. ALTHOUGH WETLAND PLANTS REQUIRE WATER FOR GROWTH AND
REPRODUCTION, THEY CAN BE KILLED BY DROWNING IN
EXCESSIVELY DEEP WATER. USUALLY, INITIAL GROWTH IS BEST
WITH TRANSPLANTED PLANTS IN WET, WELL -AERATED SOIL.
OCCASIONAL INUNDATION FOLLOWED BY EXPOSURE TO AIR OF THE
MAJORITY OF THE VEGETATION ENABLES THE PLANTS TO OBTAIN
OXYGEN AND GROW OPTIMALLY. CONVERSELY, FREQUENT SOIL
SATURATION IS IMPORTANT FOR WETLAND PLANT SURVIVAL.
3. DRAMATIC SHIFTS CAN OCCUR AS PLANT SUCCESSION PROCEEDS.
THE PLANT COMMUNITY REFLECTS MANAGEMENT AND CAN
INDICATE PROBLEMS OR THE RESULTS OF IMPROVEMENTS. FOR
EXAMPLE, A REQUIREMENT OF SUBMERGED AQUATIC PLANTS, SUCH
AS PONDWEED (POTAMOGETON SPP.), IS LIGHT PENETRATION INTO
THE WATER COLUMN. THE DISAPPEARANCE OF THESE PLANTS MAY
INDICATE INADEQUATE WATER CLARITY. THE APPEARANCE OF
INVASIVE SPECIES OR DEVELOPMENT OF A MONOCULTURE IS ALSO
A SIGN OF A PROBLEM WITH THE AQUATIC/SOIL/VEGETATIVE
REQUIREMENTS. FOR INSTANCE, MANY INVASIVE SPECIES CAN
QUICKLY SPREAD AND TAKE OVER A WETLAND. IF CATTAILS BECOME
INVASIVE, THEY CAN BE REMOVED BY A LICENSED AQUATIC
PESTICIDE APPLICATOR BY WIPING AQUATIC GLYPHOSATE, A
SYSTEMIC HERBICIDE, ON THE CATTAILS.
4. UNLIKE MAINTENANCE REQUIREMENTS FOR WET OR DRY
STORMWATER PONDS, SEDIMENT SHOULD ONLY BE SELECTIVELY
REMOVED FROM STORMWATER WETLANDS, PRIMARILY FROM THE
FOREBAY.SEDIMENT REMOVAL DISTURBS STABLE VEGETATION
COVER AND DISRUPTS FLOWPATHS THROUGH THE WETLAND. THE
TOP FEW INCHES OF SEDIMENT SHOULD BE STOCKPILED SO THAT IT
CAN BE REPLACED OVER THE SURFACE OF THE WETLAND AFTER
THE COMPLETION OF SEDIMENT REMOVAL TO RE-ESTABLISH THE
VEGETATIVE COVER USING ITS OWN SEED BANK. ACCUMULATED
SEDIMENT SHOULD BE REMOVED FROM AROUND INLET AND OUTLET
STRUCTURES.
LEGEND
300........
300
EX. MAJOR CONTOUR (5)
EX. MINOR CONTOUR (1')
PROP.
SETBACK LINE
PROP.
EASEMENT/BUFFER
PROP.
CHAINLINK FENCE
PROP.
SANITARY SEWER
PROP.
STORM SEWER
PROP.
MAJOR CONTOUR (5)
PROP.
MINOR CONTOUR (1')
SHALLOW LAND AREA
SHALLOW WATER AREA
DEEP POOL AREA
3•�
STORMWATER WETLAND PLANTING TABLE
QUANTITY
BOTANICAL NAME
COMMON NAME
SIZE
SPACING
SHALLOW WATER PLANTINGS (AREA = 6,131 SQ. FT.; 50 HERBACEOUS PLANTS PER 200 SQ. FT.; 1,533 TOTAL PLANTS REQ.)
307
ACORUS SUBCORDATUM
SWEETFLAG
4 CU. IN.
2' O.C.
307
HYDROLEA QUADRIVALVIS
WATERPOD
4 CU. IN.
2' O.C.
307
IRIS VIRGINICA
BLUE FLAG IRIS
4 CU. IN.
2' O.C.
307
SAGITTARIA LATIFOLIA
DUCK POTATO
4 CU. IN.
2' O.C.
307
SAURURUS CERNUUS
LIZARD'S TAIL
4 CU. IN.
2' O.C.
SHALLOW LAND PLANTINGS (AREA = 6,131 SQ. FT.; 50 HERBACEOUS PLANTS PER 200 SQ. FT.; 1,533 TOTAL PLANTS REQ.)
511
CAREX TENERA
QUILL SEDGE
4 CU. IN.
2' O.C.
511
HIBISCUS COCCINEUS
SCARLET ROSE MALLOW
4 CU. IN.
2' O.C.
511
LOBELIA ELONGATA
LONGLEAF LOBELIA
4 CU. IN.
2' O.C.
DEEP POOL
80
ELEOCHARIS ACICULARIS
NEEDLE SPIKERUSH
BARE ROOT
N/A
80
NUPHAR LUTEA SSP. ADVENA
YELLOW POND -LILY
BARE ROOT
N/A
STORMWATER WETLAND PLAN VIEW
SCALE: 1 " = 30'
PROP. 5' X 5PRECAST CONCRETE
RISER STRUCTURE
4' X 4' GRATE ELEV:
199.50'
4 - V X 4' ORIFICES ELEV:
197.50'
2 - 0.5' X T ORIFICES ELEV:
194.25'
1 - 2" 0 ORIFICE ELEV:
193.00'
30" RCP INV OUT:
193.00'
100-YR WSEL ELEV: 200.58'
PROP. 2" SCHED 40 PVC W/
90° TURNDOWN
INV 193.00'
PPE ELEV: 193.00'
I
6" TO 9" SHALLOW
TOP OF BANK
ELEV: 202.00'
8' PROP. EMERGENCY SPILLWAY
ELEV: 200.50'
LINED WITH NAG SC250
- - - - (OR APPROVED EQUAL)
3�
4, ANTI -SEEP COLLAR
(INTERIOR)
v? j
6" #57 STONE BEDDING -
STORMWATER WETLAND CROSS-SECTION
NOT TO SCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FILM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
30 15 0 30
SCALE: 1 INCH = 30 FEET
\A SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FILM
APPROVED BY:
FILM
PROJECT NO.:
20020
SCM DETAILS
C�22
SHEET 22 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

NOTES
1. ALL DISTURBED AREAS NOT OCCUPIED BY STRUCTURES,
PAVING OR PLANTINGS SHALL BE GRADED AND SEEDED AS
INDICATED IN SPECIFICATIONS.
2. ALL TREE PLANTINGS SHALL BE MULCHED WITH 3" OF
SHREDDED HARDWOOD MULCH IN A 3 FOOT RADIUS AROUND
THE TREE, OR TO THE DRIP LINE, WHICHEVER IS GREATER. THE
MULCH SHALL BE FREE OF TRASH AND MAINTAINED WEED FREE
THEREAFTER. DO NOT PLACE MULCH WITHIN 3" OF TRUNK OF
STEMS. MULCH SHALL NOT COVER THE ROOT COLLAR.
3. ALL PLANT BEDS TO BE EDGED WITH TYPICAL "V-CHANNEL"
EDGE.
4. A MINIMUM OF FOUR INDIVIDUAL SOIL SAMPLES SHALL BE
TAKEN THROUGHOUT THE SITE FOR OVERALL SOIL ANALYSIS.
5. CONTRACTOR TO UTILIZE ALL ONSITE TOPSOIL. CONTRACTOR
SHALL SUPPLY ADDITIONAL TOPSOIL AT NO ADDITIONAL COST
TO OWNER IF EXISTING TOPSOIL IS NOT SUFFICIENT TO MEET
THE NEEDS OF THIS PROJECT.
6. ALL PLANTING AREAS TO RECEIVE 1 CY OF SOIL CONDITIONER
FOR EACH 75 SF OF PLANT BED AREA. ACCEPTABLE SOIL
CONDITIONERS SHALL BE PULVERIZED PINE BARK, PEAT MOSS
OR SHREDDED/COMPOSTED LEAVES.
7. CONTRACTOR TO FIELD VERIFY LOCATION OF EXISTING
UTILITIES BEFORE BEGINNING OF GRADING AND LANDSCAPE
INSTALLATION.
8. CONTRACTOR TO VERIFY QUANTITIES OF PLANTINGS AS
SHOWN. PLANTINGS INDICATED ON PLANS SHALL PREVAIL
OVER QUANTITIES INDICATED IN PLANT LIST IF DISCREPANCIES
ARISE.
9. ALL PLANTS ARE TO BE THOROUGHLY "WATERED IN" THE SAME
DAY AS PLANTED.
10. THE PLANT HOLE WIDTH SHALL BE A MINIMUM THREE TIMES
THE DIAMETER OF THE ROOT BALL.
11. REMOVE ALL TREATED OR PLASTIC -COATED BURLAP,
STRAPPING WIRE OR NYLON TWINE FROM ROOT BALL. AFTER
SETTING IN HOLE, CUT AWAY AND REMOVE TOP AND SIDES OF
WIRE BASKET AND BURLAP BEFORE BACKFILLING IS COMPLETE.
12. ALL TREES, WHEN PLANTED, SHALL HAVE THE SAME
RELATIONSHIP TO FINISHED GRADE AS TO THE GRADING PLAN.
13. LANDSCAPING SHOWN MEETS REQUIREMENTS.
14. ALL ADDITIONAL LANDSCAPING SHALL BE PER OWNER.
15. STREET LIGHTS SHALL BE PLACED A MINIMUM OF 25' FROM
CANOPY TREES. LIGHTING DESIGN SHALL BE BY OTHERS.
<
PROP. PRIVATE
OPEN SPACE
EX. STREAM C '
V
,v y
!
PROPOSED CANOPY TREE PLANTING LIST
KEY
SCIENTIFIC NAME**
COMMON NAME**
QUAN.
CAL.
HT.
CANOPY TREES
HT
HALESIA TETRAPTERA
CAROLINA
SILVERBELL
48
1.5"
8'
CS
CARPINUS SPP.
HORNBEAM
40
1.5"
8'
G*
GINKO BILOBA*
GINKO*
50
1.5"
8'
TOTAL:
1 138
*MUST BE MALE/FRUITLESS/THORN LESS ONLY
**OR APPROVED EQUAL
EX. STREAM B \
EX. WETLAND W3 �
! /X I I 74
EX. POND 1
PROP. STREET TREES TO BE
CENTERED BETWEEN
SIDEWALK AND BACK OF
CURB ALONG ENTRANCE
RIGHT OF WAY
w
71
�72
PROP. 30" STANDARD
CURB & GUTTER
.•
67
PROP. PRIVATE
OPEN SPACE
a
PROP. LOT LINES (TYP.)
- PROP. LOT SETBACKS (TYP.)
ROAD 5
PHASE 1
BOUNDARY
PROP. STREET TREES TO BE
CENTERED WITHIN PROP. 8'
STREET TREE EASEMENT
0111
101
Eo
PROP. VARIABLE WIDTH
PRIVATE SCM
MAINTENANCE
EASEMENT. BMP TO BE
MAINTAINED BY H.O.A.
PROP. STORMWATER
WETLAND
(SEE SHEET C-22)
LEGEND
EX. POND 2
PROP.
PRIVATE
OPEN
SPACE
J ENGINEERING
EX. WETLAND W2
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
i
EX. STREAM
- -
EX. RIGHT-OF-WAY
-
- EX. ADJACENT OWNERS
EX. FEMA FLOODPLAIN BOUNDARY
-
- EX. STREAM
EX. STREAM BUFFER
X
EX. FENCE
-
- EX. OVERHEAD ELECTRIC LINE
EX. WETLANDS
PROP. PARCEL BOUNDARY
- -
PROP. RIGHT-OF-WAY
PROP. LOT LINES
-
PROP. ROAD CENTERLINE
-
- PROP. SETBACK LINE
- - - - - - - - - -
- PROP. EASEMENT
PHASE 3 & 4 BOUNDARIES
PROP. 5'-WIDE SIDEWALK
PROP. OPEN SPACE
PROP. CAROLINA SILVERBELL (HT)
(OR APPROVED EQUAL)
PROP. HORNBEAM (CS)
(OR APPROVED EQUAL)
PROP. GINKO (G)
(OR APPROVED EQUAL)
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
ADDRESS LOUISBURG 1 COMMENTS 2/22/2021 FLM
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
60 30 0 60
SCALE: 1 INCH = 60 FEET
N SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
LANDSCAPING PLAN
C�23
SHEET 23 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

EX. EDGE OF
PAVEMENT (TYP.)
SEE NOTE 6
LEGEND
37.5'
SOLID WHITE
EDGE LINE
DOUBLE YELLOW
CENTER LINE
YELLOW DIAGONALS
SPACED 45' APART
EX. STORM CULVERT (TYP.)
NOTES
275' _
DEPARTURE TAPER (A)
— EX. UTILITY PEDESTAL
30" CURB &
GUTTER
ALONG TAPER
WHITE MINI SKIPS
DOUBLE YELLOW
CENTER LINE
YELLOW DIAGONALS
SPACED 45' APART
VPAVED
I SHOULDER
30'
FULL WIDTH
80'
TAPER LENGTH (T)
EX. PROPERTY LINE
1.
ALL ROADWAYS TO BE CONSTRUCTED IN ACCORDANCE WITH NCDOT
STANDARDS AND SPECIFICATIONS.
— —
EX. RIGHT-OF-WAY
—
—
EX. ADJACENT OWNERS
2.
ROAD WIDENING AND DIMENSIONS BASED ON NCDOT "POLICY ON STREET AND
DRIVEWAY ACCESS", DATED JULY, 2003, RECOMMENDED TREATMENT FOR
— — — —
— — —
— — — —
EX. EASEMENT
TURN LANES FOR SYMMETRICAL WIDENING.
EX. ROAD CENTERLINE
—
—
EX. CHANNEL/STREAM
3.
ROAD WIDENING & TAPER CALCULATIONS BASED ON W=5.5' SYMMETRICAL
WIDENING, 45 MPH POSTED SPEED.
EX. CHANNEL/STREAM BUFFER
-
-
EX. CHAIN LINK FENCE
4.
ROAD WIDENING SHALL INCLUDE 1.5" FULL WIDTH OVERLAY.
OHW
OHW
EX. OVERHEAD ELECTRIC LINE
5.
FOR PAVEMENT DETAILS, SEE ROAD WIDENING PAVEMENT SECTION, SHEET
W
W
EX. WATER LINE
C-25.
SS
SS
EX. SANITARY SEWER
6.
MILL OUT ON EACH END OF THE WIDENING ACROSS THE ENTIRE WIDTH OF
SD
SD
EX. STORM SEWER
THE EXISTING ROADWAY A TAPERED BUTT JOINT OVER 37.5' LONGITUDINALLY,
0" TO 1.5" IN DEPTH.
PROP. LOT LINES
— — — —
— — —
— — — —
PROP. EASEMENT
7.
PAPER JOINTS SHALL BE IN PLACE DURING MILL ACROSS THE WIDTH OF THE
ROADWAY.
325
PROP. MAJOR CONTOUR (5)
324
PROP. MINOR CONTOUR (1)
a ..............................
a...........................
PROP. WATER LINE
PROP. SANITARY SEWER
SD
SD
PROP. STORM SEWER
PROP. FLARED END SECTION
LD
LD
PROP. LIMIT OF DISTURBANCE
NC HWY 39
60' PUBLI C RIGHT -OF -WA Y
50'
STORAGE
PROP.
CENTERLINE
FOR HWY 39
EX.
CENTERLINE
FOR HWY 39
�d
SOLID WHITE
DOUBLE
SOLID
F I
YELLOW
11'
11'
11'
WHITE MINI SKIPS
1, PAVED
SHOULDER
TURN LANE STRIPING PLAN
TURN LANE GRADING PLAN
8. INSTALL "BUMP" SIGN WHEN BUTT JOINTS ARE MILLED UNTIL THE FINAL LAYER
OF ASPHALT IS PLACED.
9. SHOULDER SHALL BE 6'-WIDE (1' PAVED, 5' GRASSED) FOLLOWED BY 3H:1V
SIDE SLOPES INTO ROADSIDE DITCH UNLESS OTHERWISE NOTED.
10. PAVEMENT MARKINGS SHALL BE THERMOPLASTIC. RAISED PAVEMENT
MARKERS SHALL BE INSTALLED. ALL PAVEMENT MARKERS SHALL BE SNOW
PLOWABLE.
11. THE UTILITIES SHOWN ARE NOT GUARANTEED TO BE A REPRESENTATION OF
ALL UTILITIES WITHIN THE PROJECT EXTENT.
12. THE CONTRACTOR SHALL CALL THE NORTH CAROLINA ONE -CALL -CENTER AT
LEAST 48 HOURS PRIOR TO BEGINNING WORK.
13. THE CONTRACTOR SHALL VERIFY DEPTHS AND LOCATIONS OF ALL UTILITIES
PRIOR TO BEGINNING WORK AND SHALL USE CARE WHEN OPERATING
AROUND EXISTING UTILITIES.
14. THE CONTRACTOR SHALL BE FINANCIALLY RESPONSIBLE FOR THE REPAIR OF
ANY EXISTING UTILITIES DAMAGED DURING CONSTRUCTION.
257'
CENTER TURN LANE
PROP. 30'-WIDE STORM
DRAINAGE EASEMENT
4 FT-72" CMP CULVERT
EXTENSION WITH HEADWALL
V PAVED
SHOULDER
WHITE MINI SKIPS
WHITE MINI SKIPS
EX, 72" CMP STORM
ICULVERT
Y I
EX. STREAM
WHITE MINI SKIPS
SOLID WHITE
EDGE LINE
_ 100, _
STORAGE TO REMAIN
DOUBLE SOLID (�
YELLOW
I
1 V CENTER TURN LANE WITH
YELLOW SOLID OUTER STRIPE AND
YELLOW MINI SKIP INSIDE STRIPE
V PAVED
SHOULDER
WHITE MINI SKIPS
EX. STORM CULVERT (TYP.)
37.5'
SEE NOTE 6
PROP. STRIPING TO TIE IN
AND MATCH EXISTING (TYP.)
SOLID WHITE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
%00ttlot[lop"-
'� ®,
C�
041
eif21
91
11
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
30 15 0 30
SCALE: 1 INCH = 30 FEET
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
Z I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
ROAD WIDENING PLAN
C�24
SHEET 24 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

CONTINUOUS LINES
10'-30'/SP SKIP LINE
2'-6'/SP MINI -SKIP LINE 1
oz
v7
UNLESS OTHERWISED SHOWN, USE 10'-30'/SP SKIPS FOR
UNLESS OTHERWISED SHOWN, USE 2'-6'/SP MINI -SKIPS FOR
LANE LINE EXTENSION$ THROUGH INTERSECTIONS, EDGE LINE
r
Q
SKIP LANE LINES AND SKIP CENTER LINES.
EXTENSIONS THROUGH INTERSECTIONS AND MINI -SKIPS
Q Q
EDGE LINE
10' 30'
USED FOR BICYCLE LANE LINES.
Z1 Lx U
YELLOW OR WHITE
4„/6„
�"
LL J d H Z
O OOC U) x
2' 6'
^
LijQ
0 4"/6"
YELLOW OR WHITE
U� 0 H
LANE LINE
0 0�4"/6"
��~ow
WO
- 4' /6"
YELLOW OR WHITE
CC 1--i Q
WHITE
t
Z ,
ao
3'-3'/SP MINI -SKIP LINE
3'-9'/SP MINI -SKIP LINE
w
CENTER LINE
UNLESS OTHERWISED SHOWN, USE 3'-3'/SP MINI -SKIPS FOR
UNLESS OTHERWISED SHOWN, USE 3'-9'/SP MINI SKIPS FOR
r p
4"/6"
THE WHITE EDGE LINE ENTENSIONS AT ROUNDABOUTS.
MINI -SKIP LANE LINES AND LINE EXTENSIONS THROUGH TAPERS.
YELLOW
GORE LINE
s
HITE
WHITE
WHITE
cc
DIAGONAL LINE
ow
12" 45 MPH OR HIGHER
(n U]
8" LESS THAN 45 MPH
Z W
YELLOW OR WHITE
,y Z U)
Fi u_
q he
Q � O
CROSSWALK LINE
Q p
8" TRANSVERSE
Q
24" LONGITUDINAL
Qp
WHITE
U)
z Z W
W d
RxR LINE
Q > z
Q
16"
H-1
CL
WHITE
p J
O
x
STOP OR TRANSVERSE BARI
GENERAL NOTES:
1- USE 6" LANE, EDGE, AND CENTER LINES ON ALL FULL CONTROL OF ACCESS FACILITIES AND OTHER ROUTES
24"
AS DIRECTED BY THE ENGINEER.
WHITE
2- LANE LINES INDICATED AS "WIDE" ON THE ROADWAY STANDARD DRAWINGS SHALL BE AT LEAST TWICE THE WIDTH
OF THE NORMAL LINE.
3- GORE LINES SHALL BE TWICE THE WIDTH OF THE NORMAL
LINE.
SHEET 1 OF 2
1205.01
TWO-LANE, TWO-WAY ROADWAY
TWO-LANE, TWO-WAY ROADWAY WITH TWO-WAY LEFT TURN LANE
z
O C/)
* STOP BAR, SEE NOTE 1
O _
s *WHITE 2'-6'/SP MINI -SKIP
LINE, SEE NOTE 3
O *STOP BAR, SEE NOTE 1
..
*WHITE 2'-6'/SP MINI -SKIP
LINE, SEE NOTE 3
�- Q
a
z F- x („)
W J O CL H'
00U)
«
Lu LL
♦
r - - r y
Ucr0 CD
Q
F-=F-
10' TYP.
U) F- LL O J
10' TYP. 160'
0 �
0 CC
z"
F_ >
UNDIVIDED MULTI -LANE ROADWAY
DIVIDED MULTI -LANE ROADWAY WITH TURN BAY
*
op
STOP BAR, SEE NOTE 1
r W p
*STOP BAR,
SEE NOTE , *WHITE 2'-6'/SP MINI SKIP
O *WHITE 2'-6'/SP MINI -SKIP
LINE, SEE NOTE 3
r p
LINE, SEE NOTE 3
MONOLITHIC ISLANDS MAY BE YELLOW 2' 6'/SP MINI -SKIP
-
O
OUTLINED OUTLINED WITH EDGE LINES LINE
4
4-
- - - -t-
-
.!. J MEDIAN
...
- - - -. - - - -
-..
-I- CONTINUE EDGE LINE
LL
N
*WHITE
150' 60, AROUND MEDIAN
Z 0
150' 60' 10' TYP. 2'-6'/SP MINI -SKIP
o f
H Z
LINES, SEE NOTE 2
REFER TO STD. 1205.05 WHITE 2'-6'/SP MINI -SKIP
1-I
FOR TURN LANE MARKING GUIDANCE LINE
< Y Z
p �
DIVIDED MULTI -LANE ROADWAY WITH WIDE MEDIAN CROSSOVER
GENERAL NOTES:
a
p rg V
*STOP BAR,
SEE NOTE 1
1- PLACEMENT OF STOP BARS AT NON -SIGNALIZED INTERSECTIONS IS OPTIONAL AND USED WHERE IT
cc W
O WHITE 2'-6'/SP MINI -SKIP
LINE, SEE NOTE 3
IS IMPORTANT TO INDICATE THE POINT WHICH VEHICLES ARE REQUIRED TO STOP. PLACE
STOP BARS NO LESS THAN 4 FEET AND NO MORE THAN 30 FEET FROM THE NEAREST EDGE OF THE
Q z
CC
Z
INTERSECTING ROADWAY. USE 10 FEET AS THE TYPICAL SETBACK DISTANCE OR AS DIRECTED BY
Lu
W (-
s f
CONTINUE EDGE LINE
THE ENGINEER.
FE z
YELLOW 2'-6'/SP MINI -SKIP AROUND MEDIAN
U)
UJ
LINES
2- MINI -SKIP LANE LINE EXTENSIONS SHOULD BE USED AT INTERSECTIONS THAT HAVE REDUCED
J-
...
VISIBILITY CONDITIONS SUCH AS OFFSET, SKEWED, OR CURVED ROADWAYS.
Q
3- MINI -SKIP EDGE LINE EXTENSIONS MAY BE PLACED THROUGH INTERSECTIONS AND MAJOR DRIVEWAYS.
p a
O
MEDIAN >30' REF.
4- REFER TO ROADWAY STANDARD DRAWINGS 1205.01, 1205.02, 1205.05, 1205.08 AND 1205.09 FOR
Cc
ADDITIONAL PAVEMENT MARKING GUIDANCE.
LEGEND
150, 60'
O STOP SIGN STATIONARY SIGN
M DIRECTION OF (1 PAVEMENT MARKING SYMBOLS
USE DOUBLE YELLOW CENTER LINE AND ARROW SYMBOLS
♦ TRAFFIC FLOW
SHEET 2 OF 2
MEDIAN CROSSOVER WHENWIDTH F MEDIAN EXCEEDS 30 FT,
* OPTIONAL
1205.04
OIN
THERWISE THEY EN
EXISTING 60' RIGHT-OF-WAY
PAVEMENT WIDTH VARIES;
6' SEE NOTES 1 & 2 BELOW 6' VARIES
0.08 I 0.08
3y't,
3N �J
1.5" OVERLAY TO
MATCH EXISTING
CROSS SLOPE
COMPACTED
SUBGRADE
4" 119.00 INTERMEDIATE
COURSE
10" NCDOT TYPE CABC,
AGGREGATE BASE COURSE.
IF LESS THAN & IN WIDTH
USE 5" B25.00
NOTES
1. EXISTING PAVEMENT WIDTH = VARIES; APPROXIMATELY 24'.
2. PROPOSED PAVEMENT WIDTH = 34'; 5.5' SYMMETRICAL
WIDENING PLUS V PAVED SHOULDER.
3. SHOULDER SHALL BE 6'-WIDE (1' PAVED, 5' GRASSED),
UNLESS OTHERWISE NOTED.
NC HWY 39
WIDENING CROSS-SECTION
NO SCALE
rt'
EDGE LINE OFFSET DETAIL
o......o.e�ao .4�....o..y;....... e......u....o.yo.,.u..,.,.....,.e..yy.�.0 2„ MAX., REFER ALSO TO TABLE 1
•; SHOULDER
o .. .. E.O.T.
WHITE OR YELLOW EDGE LINE
CENTER LINE OFFSET DETAIL
LANE LINE OFFSET DETAIL
TABLE 1
EDGE LINE OFFSETS FOR 2-LANE, 2-WAY ROADWAYS
WITH UN -PAVED SHOULDERS
WIDTH (W) OF
TRAVEL PAVEMENT
MAX. EDGE LINE OFFSET
FROM E.O.T.
MINIMUM LANE
WIDTH W
16' - 18'
2"
8' - 9'
19,
4"
9'
20'
6"
9.5,
21'
8"
10'
22'
toll
10'
23'
loll
10.5'
24'
1'
11'
26' 1
2'
11,
28'
2'
12'
30'
13'
12'
32'
4'
12'
LEGEND
W - WIDTH OF TRAVEL LANE
E.O.T.= EDGE OF TRAVEL
« DIRECTION OF
M TRAFFIC FLOW
2" TOWARDS LEFT SIDE
OF TRAVELWAY
SEE EDGE LINE OFFSET DETAIL TWO-WAY UNDIVIDED ROADWAY
W M
SEE EDGE LINE SEE CENTER LINE
OFFSET DETAIL
OFFSET DETAIL
SEE EDGE LINE TWO-WAY UNDIVIDED ROADWAY
OFFSET DETAIL WITH TWO-WAY LEFT TURN LANE
SEE EDGE LINE OFFSET DETAIL Vc
OFFSET DETAIL
SEE EDGE LINE MULTI -LANE ROADWAY
OFFSET DETAIL
W »
IN
SEE EDGE LINE SEE LANE LINE
OFFSET DETAIL OFFSET DETAIL
z
o�
i- <
Hac(x3c�
LL J 01
O O x z
W QQLLx
F-0 ,OH
CCO"CC
Q
z Fi
JI d H
uj in
p
cc
O
LL U)
N
H Z U)
Q~ LLLL
Q Q O
ME z
cc Q
z Z W
� Lu
UJ i
i > W
Q
z
Q 0. J
O
x
1205.01
DIRECT TAPER TURN LANE I
TURN LANE BAYS < 125 FT.
z
�
WHITE 3'-9'/SP MINI -SKIP LINE
WHITE 3'-9'/SP MINI -SKIP LINE
WHITE LANE
00
�. Q
,(/
END OF TAPER _ _ - J- _
-
LINE - - - -
i-
TAPER
TAPER
H U
0
LL J 1--z
2-,:
L
TURN LANE ARROW CENTERED IN
O O x
BAY TURN LANE BAY
W Q Z LL ^
0 " Q
TURN LANE BAYS 125 - 250 FT,
WHITE LANE LINE f/� WHITE 3'-9'/SP MINI -SKIP LINE
Q H
ui
V) F- W O J
CC
r
0 U)<
cc
TAPER
>
60'
r p
TURN LANE BAY
W
p
TURN LANE BAYS 250 FT. OR GREATER CENTER BETWEEN FIRST AND LAST ARROWS
�
WHITE LANE LINE
250' WHITE 3'-9'/SP MINI -SKIP LINE
- - - - - - -
f4
TAPER
60'
L
EC
TURN LANE BAY
O
LL
C7
LEFT TURN LANE DEVELOPED FROM TWO-WAY
TURN LANE
(g
H -Z
WHITE LANE LINE,
%2 LENGTH OF BAY
CENTER BETWEEN FIRST WHITE 3'-9'/SP MINI -SKIP LINE
AND LAST ARROWS
�-
1-1
�
\1�Y' TWO-WAY LEFT TURN LANE
p � W
- -
r r
- - - -p
Q
60'
Cc J
TURN LANE BAY 160'
p 11­_ z
z Z Cc
W 0
~
SAME PAVEMENT MARKING LINES, NUMBER OF ARROWS,
AND ARROW SPACING APPLY AS FOR THE VARIOUS
()
W
DOUBLE TURN LANES
TURN LANE BAY LENGTHS SHOWN ABOVE
�-
1
WHITE LANE LINE, /2 LENGHT OF BAY
UP TO 125' MAX.
WHITE LANE LINE, LENGHT OF BAY WHITE SKIP LANE LINE WHITE 3'-9'/SP MINI -SKIP LINE
UP TO 250' MAX.
§ Q
p a
Q
0
WHITE 2'-6'/SP MINI -SKIP
LINE �•
f4 r
TAPER
60' CENTER BETWEEN FIRST
TURN LANE BAY AND LAST ARROWS
GENERAL NOTES:
LEGEND
1- USE THE GUIDANCE SHOWN ABOVE IN CONJUNCTION
WITH THE INTERSECTION GUIDANCE SHOWN ON ROADWAY STANDARD DRAWING 1205.04.
PAVEMENT MARKING
SHEET 1 OF 1
SYMBOL
1205.051
2- THE NUMBER OF ARROWS SHOWN IS THE MINIMUM REQUIRED. USE ADDITIONAL ARROWS AS DIRECTED BY THE ENGINEER.
EXISTING SLOPE VARIES;
PROPOSED DITCH SLOPE = 2H:1V
3" ((2) 1.5" LIFTS) S9.5C SURFACE COURSE:
a. MILL OUT 1.5" 1.5' INTO THE ADJACENT
PAVEMENT TO PLACE A 1.5" LAYER OF S9.5C MIX
FROM THE MILLED OUT EDGE TO THE NEW EDGE
OF PAVEMENT.
b. FINAL LAYER SHALL BE 1.5" OF S9.5C TO
OVERLAY THE ENTIRE PROJECT
SIGNALIZED MULTI -LANE ROADWAY WITH TURN BAYS
z
OU)
r
SEE NOTE 1 60' 750' THRU LANE
H cc CDU
ARROW SPACING
LL J d H Z
STD.
STOP BAR
1205.05
O C O
LANE
MARKINGS GUIDANCE
W Q Q LL =
s f
¢U�OH
LFGR�T�UR�N
SEE NOTE 1
� x ~ Z W
CAf-O LLJ
CC
L C
«
z O W x
_�
QL p
r r4
, Lu
REFER TO STD. 1205.09 '
FOR PAINTED ISLAND GUIDANCE WHITE 2'-6'/SP MINI -SKIP LINES,
SEE NOTE 3
*WHITE 2'-6'/SP MINI -SKIP LINES,
CC
SEE NOTE 2
O
H Z
N U)
Ir o O
ccH
v
c
W
U)
Q z cc
Lu LL]
F
z
GENERAL NOTES:
U)
UJ
1- REFER TO THE PAVEMENT MARKING PLAN FOR STOP BAR LOCATIONS FOR SIGNALIZED INTERSECTIONS.
r >
Q
IF A PAVEMENT MARKING PLAN IS NOT PROVIDED, CONTACT THE SIGNAL DESIGN SECTION FOR THE
STOP BAR LOCATIONS OR AS DIRECTED BY THE ENGINEER.
LEGEND
p ♦'�.
2- MINI -SKIP LANE LINE EXTENSIONS SHOULD BE USED AT INTERSECTIONS THAT HAVE REDUCED
M DIRECTION OF
O
VISIBILITY CONDITIONS SUCH AS OFFSET, SKEWED, OR CURVED ROADWAYS.
M TRAFFIC FLOW
Ir
3- MINI -SKIP LANE LINE EXTENSIONS SHALL BE USED WHERE MULTIPLE TURN LANES ARE USED.
+1 PAVEMENT MARKING SYMBOLS
* OPTIONAL
4- REFER TO ROADWAY STANDARD DRAWINGS 1205.01, 1205.02, 1205.05, 1205.08 AND 1205.09 FOR ADDITIONAL
PAVEMENT MARKING GUIDANCE.
SHEET 1 OF 2
1205.04
STRAIGHT ARROW
RIGHT OR LEFT
COMBINATION STRAIGHT AND
COMBINATION LEFT AND
z
TURN ARROW
LEFT OR RIGHT TURN ARROW
RIGHT TURN ARROW_
O U)
20
H i
P0"
6'-4"
SAME DIMENSIONS APPLY AS FOR
THE LEFT/RIGHT TURN ARROW
Q Q
Q F-
36"z!m
36"
W J p H V
s"
a
00U)
u> N B
Lu Q Z <LL ^
Z
COMBINATION LEFT AND STRAIGHT
N
i- IL O
N p
H
N N
14"
AND RIGHT TURN ARROW
p O
CC
14"
a
r
N
4"
R=40' v
ro a
SAME DIMENSIONS APPLY AS
z -
00 >
r W p
r cl
a
32„
N
v
N _ - _4„
- FOR THE COMBINATION STRAIGHT
AND LEFT/RIGHT TURN ARROW
-rf-i.- 12"
32"
R-4011 -►I--i.-12"
12"
R-28"
6'-4"
MERGE ARROW
ELONGATED STRAIGHT ARROW
WRONG -WAY RAMP ARROW
12-3
20"
10'_ 0,.
CRYSTAL/RED
AVEMENT ENT MMARKER 8„ TyP'
-7
Cr
O U)
LL LLJ
Z
4
IQ
0.,
2-I074 .,
N
Co 2' -6" ED - - -�. -
_-__- _� _ -_�
- "�
FBI W
cr Y
p Q
on co 2'_6" CA ED _ �. - OF RAMPcr
p
Ci
^� O
pcc
Q �S
5' 0"
TYP. 2 -6
Z z
4'-43/B
'-
Q UJ z
<
1W-8" 7'-1"
F-
14 � 101/4 _-------
W U)
12"
100 1 RAMP ARROW
s AT EXIT RAMP
«
Q Q m
0 fL
O V)
cc
GENERAL NOTES:
1- USE THE COLOR WHITE FOR ALL PAVEMENT MARKING SYMBOLS.
----------------------------------------w ---- -----------------------------------------------
2- DO NOT LOCATE PAVEMENT MARKING SYMBOLS AS TO ENCROACH INTO INTERSECTION AREAS.
3- DO NOT PLACE SYMBOLS ACROSS TRANSVERSE EXPANSION JOINTS ON PORTLAND CEMENT
CONCRETE PAVEMENTS, UNLESS APPROVED BY THE ENGINEER.
RAMP ARROW
4- CONFORM ALL SYMBOLS TO THE FHWA "STANDARD HIGHWAY SIGNS" MANUAL WHICH INCLUDES
AT EXIT RAMP
PAVEMENT MARKINGS AND STANDARD ALPHABETS (REFER TO SHEETS 6 THRU 9). DIMENSIONS
tOp%
NOTE:
CAN VARY AMONG MANUFACTURERS, THEREFORE SLIGHT VARIANCES ARE ACCEPTABLE.
HOWEVER, ALL SYMBOLS ARE REQUIRED TO BE APPROVED BY THE DEPARTMENT.
1- WHEN INSTALLING COLD APPLIED PLASTIC ON CONCRETE, IT IS RECOMMENDED
SHEET 1 OF 9
112 05 . 0 $
TO USE COLD APPLIED PLASTIC WITH A BLACK CONTRASTING BOLDER.
CHANNELIZING ISLAND SEPARATING TRAFFIC IN SAME DIRECTION
z
O U)
I~- Q
WHITE GORE LINES
I I
iZi 0 0 V
CL
LL J i--i
OOU)xz
1
LuQ LL x
2
U
QOCD
uj
U)
WOJ
p O U Q
WHITE
DIAGONAL LINES
z 1--1
(CHEVRON)
F >
d H
r O
w
r p
MEDIAN ISLAND SEPARATING TRAFFIC IN OPPOSING DIRECTIONS
DOUBLE YELLOW
CENTER LINES
2
1
0
O
p
YELLOW
DIAGONAL LINES
0
(2:1 SLOPE)
H Z u)
EDGE OF PAVEMENT OR SHOULDER ISLAND
~ p
cr�Cz
p CC Q
MEDIAN SIDE E.O.T. YELLOW
OR SHOULDER EDGE LINE
YELLOW
DIAGONAL LINES
Q (j
p N
(2:1 SLOPE)
cr
2
<p
1
Q z LL]
<Wz
C/) WH
Q
r>a
2
`� Q
o a
Q
OUTSIDE E.O.T. WHITE
DIAGONAL LINE
WHITE
O
ccOR
SHOULDER
(2:1 SLOPE)
EDGE LINE
GENERAL NOTES:
LEGEND
i- "D" = SPACING OF DIAGONAL LINES (TYPICALLY EQUAL IN FEET TO THE POSTED SPEED LIMIT).
E.O.T.= EDGE OF TRAVEL
2- INCREASE SPACING OF DIAGONALS TO 200' OR MORE ON INTERSTATE ROADWAYS.
» DIRECTION OF
SHEET 1 OF 1
3- ADJUST SPACING OF DIAGONALS DEPENDING ON THE LENGTH OF THE ISLAND. SPACING M TRAFFIC FLOW
MAY BE ADJUSTED AS DETERMINED BY THE ENGINEER.
12 05 . 09
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FILM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FILM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE: 05-13-2020
SCALE: AS SHOWN
DESIGNED BY:
FILM
APPROVED BY:
FILM
PROJECT NO.:
20020
ROAD WIDENING DETAILS
C-25
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 25 OF 33

100' MIN.
BUT SUFFICIENT TO KEEP
SEDIMENT ON SITE
EXISTING 2"-3"STONE TO BE USED
ROADWAY STONE OR RAILR(SURGE
OAD BALLAST) 'e !'2',;•:
24' OR WIDTH OF
PROPOSED STREET,
WHICHEVER IS
GREATER.
PROVIDE STABI
TEMPORARY OR P
LINING SLC
75' MIN. 25' MIN. NEW CONSTRUCTION
EXISTING ROADWAY
.. .: 12 MIN.
6"MIN. .. " .'...:. :. ... \ \/\'
\\ \\ SKI[
FABRIC UNDER STONE
CROSS SECTION
NOTES:
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE CONSTRUCTION ENTRANCE IS USED.
2. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE
CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 2-INCH STONE. IMMEDIATELY
REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
GRAVEL CONSTRUCTION ENTRANCE
I�
*IF THE TEMPORARY SEDIMENT
BASIN WILL BE CONVERTED TO A
PERMANENT STORMWATER BASIN
OF GREATER DEPTH, THE BAFFLE
HEIGHT SHOULD BE BASED ON THE
POOL DEPTH DURING USE AS A
TEMPORARY SEDIMENT BASIN.
NO SCALE
4'X4'XVMIN.
SKIMMER SEDIMENT BASIN
@FT tiigX
AQS SF�
S M7�0
O
a�N/Nc -
ti T
"HOG WIRE" ATTACHED 1 /
TO POSTS WITH 1
LENGTHS OF WIRE HORIZONTAL METAL POST WIRED
SECURELY TO VERTICAL POSTS
MAINTENANCE: BAFFLE INSTALLATION - STEP 1
INSPECT BAFFLES AT LEAST ONCE A
WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRE REPAIRS
IMMEDIATELY.
bE SURE TO MAINTAIN ACCESS TO
THE BAFFLES. SHOULD THE FABRIC
OF A BAFFLE COLLAPSE, TEAR,
DECOMPOSE, OR BECOME
INEFFECTIVE, REPLACE IT
PROMPTLY.
REMOVE SEDIMENT DEPOSITS WHEN
IT REACHES HALF FULL, TO PROVIDE
ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE BAFFLES. TAKE
CARE TO AVOID DAMAGING THE
BOTTOM OF BAFFLE IN
BAFFLES DURING CLEANOUT, AND
TRENCH AND TRENCH FILLED
REPLACE IF DAMAGED DURING
WITH SOIL AND COMPACTED
CLEANOUT OPERATIONS. SEDIMENT
DEPTH SHOULD NEVER EXCEED
HALF THE DESIGNED STORAGE
DEPTH.
PERSPECTIVE VIEW
TOP OF BAFFLE SHOULD BE 6"
- HIGHER THAN THE BOTTOM
OF THE SPILLWAY
AFTER DRAINAGEBUTING BAFFLE INSTALLATION - STEP 2
DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED, REMOVE ALL
BAFFLE MATERIALS AND UNSTABLE
SEDIMENT DEPOSITS, BRING THE
AREA TO GRADE, AND STABILIZE IT. NOTES:
1. DRIVE STEEL FENCE POST AT LEAST 18" INTO SOLID GROUND.
2. WOOD POSTS ARE NOT ACCEPTABLE.
3. USE STAPLES V APART TO ATTACH FABRIC TO "HOG WIRE."
4. BAFFLE SPACED AS PER APPROVED PLAN.
BAFFLE INSTALLATION
NO SCALE
2' MIN.
COMPACTED SOIL
MAI
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111IIII11II 111IIII11III
U TYPICAL
NO SCALE
PROVIDE STABLE TRANSITION FROM
TEMPORARY OR PERMANENT DITCH BY LINING
SLOPE WITH 12" RIP RAP
COIR FIBER BAFFLES (TYP.)
STEEL POSTS (QUANTITY VAR.) ,
RISER
STRUCTURE
SKIMMER
�M�RGENG� (SIZE VAR.)
ROPE
STONE ENERGY
D STAKE
DISSIPATOR OR MOEOTAL POST Fiy�B
�MFNT�
PERSPECTIVE VIEW
CONSTRUCTION:
PVC END CAP
MAINTENANCE:
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL
SURFACE SOIL CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL
1.
INSPECT SKIMMER/RISER SEDIMENT BASINS AT LEAST
ALL OBJECTIONABLE MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL
WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR
MEASURES BELOW BASIN AS NEEDED.
GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND
REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS
OTHER OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER
ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES
FILL THE EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
TO ONE-HALF HEIGHT OF THE FIRST BAFFLE. PULL THE
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY
SKIMMER TO ONE SIDE SO THAT SEDIMENT
EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE
= _
STONE ENERGY
TIMBER.
SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND
PVC TEE
DISSIPATER
THE SKIMMER OR THE FIRST CELL. MAKE SURE
IF RISER BASIN:
VEGETATION GROWING IN THE BOTTOM OF THE BASIN
DOES NOT HOLD DOWN THE SKIMMER.
3.1. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
2.
REPAIR THE BAFFLES IF THEY ARE DAMAGED.
3.2. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE RISER
RE -ANCHOR THE BAFFLES IF WATER IS FLOWING
STRUCTURE. ATTACH THE FLEXIBLE JOINT TO THE RISER STRUCTURE AND POSITION THE SKIMMER OVER THE
UNDERNEATH OR AROUND THEM.
EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE
701
BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
3.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE
IS WATER IN THE BASIN, USUALLY JERKING ON THE
NCY SPILLWAY
IF SKIMMER BASIN:
ROPE WILL WAKE THE SKIMMER BOB UP AND DOWN
AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF
END VIEW
3.3. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS
THIS DOES NOT WORK, PULL THE SKIMMER OVER TO
SOIL. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL, OR CRUSHED STONE AS BACKFILL AROUND THE
THE SIDE OF THE BASIN AND REMOVE THE CLOGGED
PIPE. PLACE THE FILL MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND
DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE
MAINTENANCE:DEBRIS.
AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT. CARE MUST BETAKEN NOT TO
SKIMMER TO SEE IF IT IS CLOGGED, IF SO REMOVE THE
RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES.
INSPECT SKIMMERS AT LEAST WEEKLY
T.
3.4. PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH
q
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED,
AND AFTER EACH SIGNIFICANT (1/2 INCH
CONSTRUCTION EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH
THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION
OR GREATER) RAINFALL EVENT AND
THE DAM AFTER THE EMBANKMENT IS COMPLETE.
CLEARED WITH A PLUMBERS SNAKE OR BY FLUSHING
REPAIR IMMEDIATELY.
3.5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
WITH WATER. BE SURE AND REPLACE THE ORIFICE
3.6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE
BEFORE REPOSITIONING THE SKIMMER.
IF THE SKIMMER IS CLOGGED WITH
BARREL PIPE. ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED
TRASH AND THERE IS WATER IN THE
PIT OR SUPPORT. BE SURE TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS
5.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND
BASIN, USUALLY JERKING ON THE ROPE
BARREL PIPE
WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR MAINTENANCE.
MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT
WILL WAKE THE SKIMMER BOB UP AND
SPANS THE FULL WIDTH OF THE SPILLWAY. CHECKTHE
DOWN AND DISLODGE THE DEBRIS AND
4. EARTHEN SPILLWAYS --INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE
EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION
RESTORE FLOW. IF THIS DOES NOT
ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE
DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING
WORK, PULL THE SKIMMER OVER TO THE
CRITICAL TO THE SUCCESSFUL OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC
AND SETTLEMENT. MAKE ALL NECESSARY REPAIRS
SIDE OF THE BASIN AND REMOVE THE
OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND
IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
CLOGGED DEBRIS. ALSO CHECK THE
SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH
FROM THE SKIMMER AND POOL AREAS.
ORIFICE INSIDE THE SKIMMER TO SEE IF
IT IS CLOGGED; IF SO REMOVE THE
STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND.
DEBRIS.
THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER THE
6.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN
FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS,
THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE
IF THE SKIMMER ARM OR BARREL PIPE IS
SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO
TAKEN IN THE WINTER TO PREVENT THE SKIMMER
CLOGGED, THE ORIFICE CAN BE
THAT WATER CANNOT FLOW UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH
FROM PLUGGING WITH ICE.
REMOVED AND THE OBSTRUCTION
STAPLES OR PINS.
CLEARED WITH A PLUMBERS SNAKE OR
5. INLETS --DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR
BY FLUSHING WITH WATER. BE SURE
DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE UPPER END OF THE POOL AREA TO
AND REPLACE THE ORIFICE BEFORE
IMPROVE BASIN TRAP EFFICIENCY.
REPOSITIONING THE SKIMMER.
6. EROSION CONTROL --CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER
AWAY FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY
SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY
IMMEDIATELY AFTER CONSTRUCTION.
7. INSTALL POROUS BAFFLES.
INLETZONE
25 % OF SURFACE AREA
7SURFACE
HAMBER
SURFACE AREA
r25%/.
REA
OUTLET ZONE
25% OF SURFACE AREA
¢z
z m�
� w - TRASH RACK
TOP OF EMBANKMENT LL RISER STRUCTURE
SKIMMER
EMERGENCY SPILLWAY - - -
BARREL PIPE
ti
4 I
i
��IIII F
I
ANIT-SEEP70
Tin _
STABILIZED ANTIFLOTATION CLASS B STONE PAD
OUTLET COLLAR BLOCK BELOWSKIMMER
CUT-OFF SECTIONAL VIEW (4 x 4 x 1 MIN.'
TRENCH 2' DEEP
NOTES:
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65.
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT 1 FT. FROM BOTTOM OF BASIN.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
RISER SEDIMENT BASIN
SEE CALCULATION TABLE
FOR DEPTH, SIDE -SLOPES, FLOA
LINERS, ETC
NOTES:
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH, STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY POINT THAN THE DESIGN ELEVATION PLUS THE SPECIFIED SETTLEMENT
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND CLEANOUT.
.ur_�1►��a►r_�►��_
INSPECT TEMPORARY DIVERSIONS AT LEAST WEEKLY AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW
AREA AND REPAIR THE DIVERSION DITCH. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND CHENNEL TO BLEND WITH THE NATURAL GROUND LEVEL AND APPROPRIATELY
STABILIZE IT.
TEMPORARY DIVERSION DITCH
NO SCALE
NO SCALE
MAINTENANCE
INSPECT CHECK DAMS AND CHANNELS AT w
LEAST WEEKLY AND AFTER EACH �
SIGNIFICANT RAINFALL EVENT AND
REPAIR IMMEDIATELY. CLEAN OUT
SEDIMENT, STRAW, LIMBS, OR OTHER
DEBRIS THAT COULD CLOG THE CHANNEL
WHEN NEEDED. ANTICIPATE
SUBMERGENCE AND DEPOSITION ABOVE
THE CHECK DAM AND EROSION FROM
HIGH FLOWS AROUND THE EDGES OF THE
DAM. CORRECT ALL DAMAGE
IMMEDIATELY. IF SIGNIFICANT EROSION
OCCURS BETWEEN DAMS, ADDITIONAL
MEASURES CAN BE TAKEN SUCH AS,
INSTALLING A PROTECTIVE RIPRAP LINER
IN THAT PORTION OF THE CHANNEL.
REMOVE SEDIMENT ACCUMULATED
BEHIND THE DAMS AS NEEDED TO
PREVENT DAMAGE TO CHANNEL
VEGETATION, ALLOW THE CHANNEL TO
DRAIN THROUGH THE STONE CHECK DAM,
AND PREVENT LARGE FLOWS FROM
CARRYING SEDIMENT OVER THE DAM. ADD
STONES TO DAMS AS NEEDED TO
MAINTAIN DESIGN HEIGHT AND CROSS
SECTION.
TOP ELEVATION OF STORMWATER
�#5ASHED STONE
EXISTING SLOPE
EXISTING SLOPES
►[�lh
8. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL FILTER OF 1 INCH DIAMETER
THE UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY. #57 WASHED STONE
SEDIMENT BASIN CONSTRUCTION & MAINTENANCE NOTES HSILT FENCE FBRIC TO OVERLAP
ARDWARE CLOT BY 12 INCHES
#1 RIP RAP
VARIES
REMOVE SEDIMENT ACCUMULATION FROM BEHIND CHECK
DAMS TO PREVENT DAMAGE TO CHANNEL VEGETATION.
FLOW SHOULD BE MAINTAINED THROUGH THE DAM.
EXISTING
GROUND
STEP SEQUENCE
0.5'-1'
SAX. <y
1 A
m
CD
NOTES
1. HEIGHT & WIDTH DETERMINED BY EXISTING TOPOGRAPHY AND SEDIMENT STORAGE REQUIRED.
2. KEY RIP RAP INTO THE DAM FOR STABILIZATION.
ROCK CHECK DAM
NO SCALE
NO SCALE
8' MAX. STANDARD STRENGTH FABRIC WITH WIRE FENCE*
U MAX. EXTRA STRENGTH FABRIC WITHOUT WIRE FENCE
MIN. 10 GA.
LINE WIRES
FRONT VIEW
MAINTENANCE
INSPECT SEDIMENT FENCES AT LEAST
ONCE A WEEK AND AFTER EACH
RAINFALL EVENT, MAKE ANY REQUIRED
REPAIRS IMMEDIATELY. SHOULD THE
FRONT VIEW
NOTE:
SKIMMER TO BE TETHERED
SKIMMER
ON WIRE FENCE ON WIRE FENCE
PLAN VIEW
STEEL POST
NO SCALE
/ T �
STEEL FENCE POST
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
'C"ENCLOSURE �OtOaf t&IIIB'1/`®®,
i
0
ENTRY UNIT
041
2Op
e.
E R N„
MAINTENANCE
WOVEN WIRE FABRIC
SILT FENCE
1. INSPECT SILT FENCES OUTLETS AT LEAST
GEOTEXTILE FABRIC
ONCE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS
12-1/2 GA.
FILTER OF 1 INCH DIAMTER
IMMEDIATELY.
:RMEDIATE
#57 WASHED STONE
ES
2. REMOVE SEDIMENT DEPOSITS AS
FLOW DIRECTION
00
NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN
AND TO REDUCE PRESSURE ON THE
GRADE
FENCE. TAKE CARE TO AVOID
=II-_-_ �Illlllli��l�llll,li"
Illilll
UNDERMINING THE FENCE DURING
GRADE
----
_ =
CLEANOUT.
IJ
'i
SKIRT TRENCH (BACKFILL
SIDE VIEW
TRENCH AND COMPACT
3. REMOVE ALL SILT FENCE OUTLET
THOROUGHLY)
MATERIALS AND UNSTABLE SEDIMENT
PLACE 12" OF THE FABRIC ALONG
DEPOSITS AND BRING THE AREA TO GRADE
THE BOTTOM AND SIDE OF THE
AND STABILIZE IT AFTER THE
TRENCH; EXTEND WIRE 6" MIN. INTO
CONTRIBUTING DRAINAGE AREA HAS BEEN
TRENCH**
PROPERLY STABILIZED.
STEEL FENCE POST SET
HARDWARE CLOTH
MAXIMUM 2 FEET APART
WIRE FENCE
FABRIC OF A SEDIMENT FENCE o
F FILL SLOPE
COLLAPSE, TEAR, DECOMPOSE, OR c,
o WIRE FENCE OPTIONAL IF 6'
BECOME INEFFECTIVE, REPLACE IT
N
z STEEL POST SPACING IS USED.
PROMPTLY. REMOVE THE SEDIMENT
DEPOSITS AS NECESSARY TO PROVIDE
** FOR REPAIR OF SILT FENCE
ADEQUATE STORAGE VOLUME FOR THE
m ''^1+ GRADE USE No. 57 WASHED
FAILURESSTONE.
NEXT RAIN AND TO REDUCE PRESSURE
4
ON THE FENCE. TAKE CARE TO AVOID
FOR ANCHOR WHEN
UNDERMINING THE FENCE DURING
SILT FENCE IS PROTECTING
CLEANOUT. REMOVE ALL FENCING _
SKIRT TRENCH (BACKFILL CATCH BASIN.
MATERIALS AND UNSTABLE SEDIMENT o
TRENCH AND COMPACT
DEPOSITS AND BRING THE AREA TO
THOROUGHLY)
GRADE AND STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS
PLACE 12" OF THE FABRIC ALONG
BEEN PROPERLY STABILIZED.
THE BOTTOM AND SIDE OF THE
TRENCH; EXTEND WIRE 6" MIN. INTO
TRENCH -
NOTES:
1. USE SILT FENCE ONLY WHEN DRAINAGE AREA DOES NOT EXCEED 1/4 ACRE AND NEVER IN AREAS OF CONCENTRATED FLOW.
2. END OF SILT FENCE NEEDS TO BE TURNED UPHILL.
3. INSPECT SILT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
4. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE
ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
5. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT FENCE
NO SCALE
LENGTH (La)
Jtu 1 IVIN
MAINTENANCE
INSPECT PIPE INLET PROTECTION AT
LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (1/2 INCH OR GREATER)
RAINFALL EVENT TO SEE IF ANY
EROSION AROUND OR BELOW THE
RIPRAP HAS TAKEN PLACE, OR IF THE
STONES HAVE BEEN DISLODGED.
IMMEDIATELY MAKE ALL NEEDED
REPAIRS TO PREVENT FURTHER
DAMAGE.
ILTER BLANKET
OUTLET
Do
3Do
La
W
RIP RAP
d
FES-001
48"
12'
32'
12'
CLASS I RIPRAP
22"
FES-SCM 1
30"
7.5'
20'
7.5'
CLASS I RIPRAP
22"
RIP RAP ENERGY DISSIPATOR
12
1
==1il�"F-ITI-ITI-ITI-ITI-1 l-11-1 l' Id T =1id �_ =1 i=lill-� klil=lTl=i
IIIIIII"Fllllllllllllll li l,IIII, I�I�IIIIIII i,lll,,,lll,�illli�i. I I URY WIRE FENCE, '=I Fl _IIIIIIIIIII� klllllllllll
HARDWARE CLOTH, AND - -
iFIiIIIIi=1 = LJ LI iiiiIIIiII
SILT FENCE FABRIC 6
IN
INTO THE TRENCH _ �Illlii=iiilll�
FRONT VIEW
NOTES:
1. INSPECT SILT FENCES OUTLETS AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE
PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
3. REMOVE ALL SILT FENCE OUTLET MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE
IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT FENCE OUTLET
NO SCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
REVISION HISTORY
REV DESCRIPTION DATE BY
#
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
DETAILS
C�26
SHEET 26 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
NO SCALE

FOR DISTURBED AREAS, DITCHES,
SHOULDERS, SLOPES (MAX 3:1):
DATE
TYPE
PLANTING RATE
AUG 15-NOV 1
TALL FESCUE
300 LBS/ACRE
NOV 1-MAR 1
TALL FESCUE & ABRUZZI RYE
300 LBS/ACRE
MAR 1-APR 15
TALL FESCUE
300 LBS/ACRE
APR 15-JUN 30
HULLED COMMON BERMUDAGRASS
25 LBS/ACRE
125 LBS/ACRE (TALL FESCUE); 35
JUL 1-AUG 15
TALL FESCUE AND BROWNTOP MILLET
LBS/ACRE (BROWNTOP MILLET); 30
OR SORGHUM-SUDAN HYBRIDS ***
LBS/ACRE (SORGHUM-SUDAN HYBRIDS)
*** TEMPORARY: RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT
VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW MORE THAN 12, IN HEIGHT BEFORE
MOWING, OTHERWISE, FESCUE MAY BE SHADED OUT.
FOR DISTURBED AREAS, DITCHES,
SHOULDERS, SLOPES (3:1 TO 2:1):
DATE
TYPE
PLANTING RATE
SERICEA LESPEDEZA (SCARIFIED) AND
MAR 1 - JUN 1
USE THE FOLLOWING COMBINATIONS:
50 LBS/ACRE
MAR 1 - APR 15
ADD TALL FESCUE
120 LBS/ACRE
MAR 1 - JUN 30
OR ADD WEEPING LOVE GRASS
10 LBS/ACRE
OR ADD HULLED COMMON
MAR 1 - JUN 30
25 LBS/ACRE
BERMUDAGRASS
120 LBS/ACRE (TALL FESCUE); 35
JUN 1 - SEPT 1
TALL FESCUE AND BROWNTOP MILLET
LBS/ACRE (BROWNTOP MILLET); 30
OR SORGHUM-SUDAN HYBRIDS ***
LBS/ACRE (SORGHUM-SUDAN HYBRIDS)
SERICEA LESPEDEZA UNHULLED -
(
70 LBS/ACRE SERICEA LESPEDEZA
( )'
SEPT 1 - MAR 1
UNSCARIFIED) AND TALL FESCUE
120 LBS/ACRE TALL FESCUE
NOV 1 - MAR 1
AND ABRUZZI RYE
25 LBS/ACRE
*** TEMPORARY: RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT
VEGETATION. DO NOT ALLOW TEMPORARY COVER TO GROW MORE THAN 12, IN HEIGHT BEFORE
MOWING; OTHERWISE, FESCUE MAY BE SHADED OUT.
MIXTURE
AGRICULTURAL
2 TONS/ACRE (3 TONS/ACRE
LIMESTONE
IN CLAY SOILS)
FERTILIZER
1,000 LBS/ACRE - 10-10-10
500 LBS/ACRE - 20%
SUPERPHOSPHATE
ANALYSIS
2 TONS/ACRE - SMALL GRAIN
MULCH
STRAW
ASPHALT EMULSION AT 300
ANCHOR
GALS/ACRE
901C»_r12 1111l101121C7_101� •
EARLY SPRING:
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
3 TON/ACRE (6,000 LB/ACRE) GROUND AGRICULTURAL
SEEDING MIXTURE:
LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER
RYE (GRAIN) - 120 LB/ACRE
ANNUAL LESPEDEZA* (KOBE IN PIEDMONT AND
MULCH:
COASTAL PLAIN, KOREAN IN MOUNTAINS) - 50
LB/ACRE
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY
TACKING WITH 400 GALLONS/ACRE OF ASPHALT
*OMIT ANNUAL LESPEDEZA WHEN DURATION OF
EMULSION, NETTING, OR A MULCH ANCHORING TOOL.
TEMPORARY COVER IS NOT TO EXTEND BEYOND
JUNE
MAINTENANCE:
SEEDING DATES.
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
MOUNTAINS: ABOVE 2500 FEET: FEB. 15 - MAY 15
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
BELOW 2500 FEET: FEB. 1 -MAY 1
FOLLOWING EROSION OR OTHER DAMAGE
PIEDMONT: JAN. 1 - MAY 1
COASTAL PLAIN: DEC. 1 -APR. 15
FOR SUMMER:
SEEDING MIXTURE.
GERMAN MILLET* -40 LB/ACRE
*IN THE PIEDMONT AND MOUNTAINS, A
SMALL -STEMMED SUDANGRASS MAY BE
SUBSTITUTED AT A RATE OF 50 LB/ACRE
SEEDING DATES.
MOUNTAINS: MAY 15-AUG. 15
PIEDMONT: MAY 1 -AUG. 15
COASTAL PLAIN: APR. 15 -AUG. 15
SOIL AMENDMENTS.
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
3 TON/ACRE (6,000 LB/ACRE) GROUND AGRICULTURAL
LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER
MULCH:
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY
TACKING WITH 400 GALLONS/ACRE OF ASPHALT
EMULSION, NETTING, OR A MULCH ANCHORING TOOL.
MAINTENANCE:
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED REFERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE
FOR FALL:
SOIL AMENDMENTS.
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY
SEEDING MIXTURE.
3 TONS/ACRE (6,000 LB/ACRE) GROUND AGRICULTURAL
RYE (GRAIN) - 120 LB/ACRE
LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER
SEEDING DATES:
MULCH:
MOUNTAINS: AUG. 15 -DEC. 15
COASTAL PLAIN AND PIEDMONT: AUG. 15 -
DEC. 30 APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY
TACKING WITH 400 GALLONS/ACRE OF ASPHALT
EMULSION, NETTING, OR A MULCH ANCHORING TOOL.
MAINTENANCE:
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOPDRESS WITH 50 LB/ACRE OF NITROGEN IN MARCH. IF
IT IS NECESSARY TO EXTEND TEMPORARY COVER
BEYOND JUNE 15, OVERSEED WITH 50 LB/ACRE KOBE
(PIEDMONT AND COASTAL PLAIN) OR KOREAN
(MOUNTAINS) LESPEDEZA IN LATE FEBRUARY OR EARLY
MARCH.
SEEDBED PREPARATION:
1.
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL THREE INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
SEEDBED PREPARATION:
AVAILABLE.
LIMING - APPLY LIME ACCORDING TO SOIL TEST RECOMMENDATIONS. IF THE PH (ACIDITY) OF THE SOIL IS
2.
RIP THE ENTIRE AREA TO SIX INCHES DEEP.
NOT KNOWN, AN APPLICATION OF GROUND AGRICULTURAL LIMESTONE AT THE 6.106 RATE OF 1 TO 1 1/2
TONS/ACRE ON COARSE -TEXTURED SOILS AND 2-3 TONS/ACRE ON FINETEXTURED SOILS IS USUALLY
3.
REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND
SUFFICIENT. APPLY LIMESTONE UNIFORMLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL. SOILS
UNIFORM.
WITH A PH OF 6 OR HIGHER NEED NOT BE
LIMED.
4.
APPLY AGRICULTURAL LIME, FERTILIZER AN SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (*SEE BELOW).
FERTILIZER - BASE APPLICATION RATES ON SOIL TESTS. WHEN THESE ARE NOT POSSIBLE, APPLY A 10-10-10
5.
CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED FOUR TO SIX
GRADE FERTILIZER AT 700-1,000 LB/ACRE. BOTH FERTILIZER AND LIME SHOULD BE INCORPORATED INTO THE
INCHES DEEP.
TOP 4-6 INCHES OF SOIL. IF A HYDRAULIC SEEDER IS USED, DO NOT MIX SEED AND FERTILIZER MORE THAN
30 MINUTES BEFORE APPLICATION.
6.
SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER
SEEDING.
SURFACE ROUGHENING - IF RECENT TILLAGE OPERATIONS HAVE RESULTED IN A LOOSE SURFACE,
ADDITIONAL ROUGHENING MAY NOT BE REQUIRED, EXCEPT TO BREAK UP LARGE CLODS. IF RAINFALL
7.
MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
CAUSES THE SURFACE TO BECOME SEALED OR CRUSTED, LOOSEN IT JUST PRIOR TO SEEDING BY DISKING,
RAKING, HARROWING, OR OTHER SUITABLE METHODS. GROOVE OR FURROW SLOPES STEEPER THAN 31 ON
THE CONTOUR BEFORE SEEDING (PRACTICE 6.03, SURFACE ROUGHENING).
8.
INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF
POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, RE-ESTABLISH FOLLOWING THE ORIGINAL LIME, FERTILIZER AND
SEEDING RATES.
*APPLY: AGRICULTURAL LIMESTONE- 2 TONS/ACRE MINIMUM OR PER SOIL TEST
TEMPORARY SEEDING SCHEDULE_
FERTILIZER - 10-10-10 ANALYSIS @ 1,000 LBS/ACRE
NO SCALE
SUPERPHOSPHATE - 500 LBS/ACRE OF 20% ANALYSIS
MULCH - 2 TONS (+/- 80 BALES) STRAW/ACRE
ANCHOR - USE LIQUID ASPHALT @ 400 GALS/ACRE
OR EMULSIFIED ASPHALT @ 300 GALS/ACRE
PERMANENT SEEDING SCHEDULE
NO SCALE
- 2"-5"
(5 Cl CM)
.................................. ...... ..............
...............................
MATTING TO BE INSTALLED PER PLAN
-12" 1
(30 CM) 6"
(15 CM)
(15 CM)
r3"
(7.5 CM)
O
NOTES:
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: WHEN USING
CELL-O-SEED DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH WITH APPROXIMATELY 12" (30cl OF
BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"
(30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD
REMAINING 12" (30 CM) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL
SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN
THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM , STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS
CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING ON BLANKET TYPE.
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5 CM) OVERLAP.
STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE BLANKET WIDTH. NOTE: *IN LOOSE SOIL CONDITIONS, THE
USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS.
DETAIL AND LANGUAGE PROVIDED BY NORTH AMERICAN GREEN REV. 1/2004
1. INSPECT SLOPE MATTING AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (Z INCH OR GREATER) RAINFALL EVENT. REPAIR IMMEDIATELY
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE SLOPE MATTING.
3. ANY AREAS OF THE SLOPE MATTING THAT ARE DAMAGED OR NOT INCLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE SLOPE MATTING AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
SLOPE INSTALLATION
NO SCALE
DEWATERING
CONCRETE BLOCK
(@;die •..: .: � O•
�f O { I`I F^� • � •±i
.jmmml�Y�T,� • •
t. ��tQ�1•c•�....(tw...��i��•:.,••+•,.f�o1•t•�;,••ef>.at•c�i�. �
O
NOTES:
1. PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED. NOTE: WHEN USING
CELL-O-SEED DO NOT SEED PREPARED AREA. CELL-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE BLANKET IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH WITH APPROXIMATELY 12" (30cl OF
BLANKET EXTENDED BEYOND THE UP -SLOPE PORTION OF THE TRENCH. ANCHOR THE BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12"
(30 CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD
REMAINING 12" (30 CM) PORTION OF BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE BLANKET.
3. ROLL THE BLANKETS (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE. BLANKETS WILL UNROLL WITH APPROPRIATE SIDE AGAINST THE SOIL
SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN
THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM , STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS
CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN.
4. THE EDGES OF PARALLEL BLANKETS MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING ON BLANKET TYPE.
5. CONSECUTIVE BLANKETS SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE 3" (7.5 CM) OVERLAP.
STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE BLANKET WIDTH. NOTE: *IN LOOSE SOIL CONDITIONS, THE
USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO PROPERLY SECURE THE BLANKETS.
DETAIL AND LANGUAGE PROVIDED BY NORTH AMERICAN GREEN REV. 1/2004
1. INSPECT SLOPE MATTING AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (Z INCH OR GREATER) RAINFALL EVENT. REPAIR IMMEDIATELY
2. GOOD CONTACT WITH THE GROUND MUST BE MAINTAINED, AND EROSION MUST NOT OCCUR BENEATH THE SLOPE MATTING.
3. ANY AREAS OF THE SLOPE MATTING THAT ARE DAMAGED OR NOT INCLOSE CONTACT WITH THE GROUND SHALL BE REPAIRED AND STAPLED.
4. IF EROSION OCCURS DUE TO POORLY CONTROLLED DRAINAGE, THE PROBLEM SHALL BE FIXED AND THE ERODED AREA PROTECTED.
5. MONITOR AND REPAIR THE SLOPE MATTING AS NECESSARY UNTIL GROUND COVER IS ESTABLISHED.
SLOPE INSTALLATION
NO SCALE
DEWATERING
CONCRETE BLOCK
(@;die •..: .: � O•
�f O { I`I F^� • � •±i
.jmmml�Y�T,� • •
t. ��tQ�1•c•�....(tw...��i��•:.,••+•,.f�o1•t•�;,••ef>.at•c�i�. �
TEMPORARY
SEDIMENT POOL
- L -
- - - - - - - -
g
GRAVEL FILTER
N
SEDIMENT oo,
WIRE SCREEN
DEWATERING
I
NOTES:
1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO
ALLOW POOL DRAINAGE. THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES
BELOW THE CREST OF THE STORM DRAIN. PLACE THE BOTTOM ROW OF BLOCKS AGAINST
THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID WASHOUTS WHEN
OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY
PLACING 2x4 WOOD STUDS THROUGH BLOCK OPENINGS.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2 INCH OPENINGS
OVER ALL BLOCK OPENINGS TO HOLD GRAVEL IN PLACE.
3. USE CLEAN GRAVEL, 3/4 TO 1/2 INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE
BLOCK ON A 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT #57 WASHED
STONE IS RECOMMENDED.
4. IF ONLY STONE AND GRAVEL ARE USED, KEEP THE SLOPE TOWARD THE INLET NO STEEPER
THAN 3:1. LEAVE A MINIMUM 1-FOOT WIDE LEVEL STONE AREA BETWEEN THE STRUCTURE AND
AROUND THE INLET TO PREVENT GRAVEL FROM ENTERING INLET. ON THE SLOPE TOWARD
THE INLET, USE STONE 3 INCHES IN DIAMETER OR LARGER. ON THE SLOPE AWAY FROM THE
INLET USE Y2 - 3/4-INCH GRAVEL (NCDOT #57 WASHED STONE) AT A MINIMUM THICKNESS OF 1
FOOT.
MAINTENANCE:
INSPECT THE BARRIER AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (Y2 INCH OR GREATER)
RAINFALL AND MAKE REPAIRS AS NEEDED.
REMOVE SEDIMENT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
SUBSEQUENT RAINS.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN ADEQUATELY STABILIZED, REMOVE ALL
MATERIALS AND ANY UNSTABLE SOIL, AND EITHER SALVAGE OR DISPOSE OF IT PROPERLY. BRING
THE DISTURBED AREA TO PROPER GRADE, THEN SMOOTH AND COMPACT IT. APPROPRIATELY
STABILIZE ALL BARE AREAS AROUND THE INLET.
BLOCK AND GRAVEL INLET PROTECTION
O
J
LL
CLASS 1 RIP -RAP
(SEE SECTION THRU BASIN BELOW)
FLOW
........SEDIMENT STORAGE AREA -�
Cl
4v
NO SCALE
MAINTENANCE
ENGINEERING
510I, I „ MAX"'
11 III,��� I�� MAX'"'
^"wROLLED EROSION CONTROL
'..
�' ROLLED EROSION CONTROL
POST OFFICE BOX 91727
pnba.ofi:::atI°ion Sheet 1::uwoNet"`'37"b" Fro s'00:i
1--onll:nWld 1311a nll<::.I
RALEIGH, NORTH CAROLINA 27675
IpeciflIC3tuornSingrreL Vl\A X`°' "O IL'°'°
_
u.ulrfl Lo-:nuln :)u°nElr
an 8
PHONE:[phone]
oDleatilort-t
�lll�uull�u�ul lql 11Ip�1
ul
�I I �N ICI 141 I I" I I I
FIRM NC LICENSE NUMBER C-4222
rm g
The Sl10 rt-term Sin P net erosion COn1:r0 da rl <et shah be d mac'line-
produced mat of100%aqucu It Ural straw with a functional Iongevlty
050i�'llll'llll
n
Thickness ASTM D6525 (12.7ni
of up to 12 months. (NOTE. functional longevity may vary depending,
Resiliency ECTC Guidelines 78.8%
upon climatic conditions, soil, geographical location, and elevation).
Water Absorbency ASTM 01117 301%
aw n
IDEobmDfnlf�'TIOCVIYP
uuMuVli�luiiiunnl II Ili �IiI�I
II IIIIIIIII I I�IIIIIIIIIIII�II II 101
III I IVII
The blanket shall be of consistent thickness with the straw evenly
Mass/Unit Area ASTM 06475 9.76 oz/sy
The composite turf reinforcement mat (C-TRM) shall be a ma -
distributed over the entire area of the mat. The blanket shall be
(332 g/sm)
chine -produced mat of 700/o straw and 30% coconut fiber matrix
Thickness
ASTM D6525
0,62 in
(15.75 him)
covered on the top side with a lightweight photodegradable
Swell ECTC Guidelines 15%
incorporated into permanent three-dimensional turf reinforce -
polypropylene netting having an approximate 0,50 x 0.50 in. (1.27 x
Smolder Resistance ECTC Guidelines Yes
ment matting. The matrix shall be evenly distributed across the
Resiliency
ASTM 6524
95.2%
1.27 crn) mesh. The blanket shall be sewn together on 1.50 inch (3.81
Stiffness ASTM D1388 G31 oz-in
entire width of the matting and stitch bonded between a heavy
Density
ASTM 0792
0.891 g/cm'
1rt & B t. ( 1
a 1
cm)centers with degradable thread. The blanket shall he manuF3r
g
to red With a colored thread stitched along both outer edges (ap
Light Penetration ASTM D6567 6.0
g
duty UV stabilized nettin s with 0.50 x O.SO inch 1.Z7 x 1.27 cm
V ( )
g
openings, an ultra heavy UV stabilized. dramatically corrugated
V V g
Mass/Unit Area
ASTM 6566
1 E.13 oz s Y
1 e
rti 1 0 e /
C. ,,�
pYOXI-
122.41bs/ft
�y5 ✓a,
"' "' "+, �
Leisurely Z S Inches S "12.5 [ m from the edge as an overlap guide for
I"K
Tensile Strength - MD ASTM D6818
(crimped) intermediate netting with 0.5 x 0S inch (1.27 x 1.27 cm
openings, ) and covered b an heavy duty UV stabilized rectifies )
V Y VU
ASTM 04355/
r . •" r r
adjacent mats,
Elongation - MD ASTM D6818 31681%N/m)
g
V Ili
Stability
1 0%
C
79.2 Ibs/ft
with 0.SO x 0.50 inch (1.27 x 1.27 cm) openings. The middle
1000 HR
The 575 shall meet Type 2.0 specification requirements TS established b
VP P Q Y
Tensile Strength TO ASTM D681S
� (1.17 kN/m)
corruvated netting shall form rominent close) spaced ridges
� � P 4 P �
Porosity
ECTC Guidelines
99%
"w�° �°::,°
C+
the Froslon Control TechnologyCouncil (FIT[) and Federal Highway
( ) Y
Elongation
across the entire width of the mat. The three nettin s shall be
UV
J
Administration's FHWA FP OE Section 713.17
( )
stitched together on 1.SO inch 3.81cm centers withstabilized
Stiffness
ASTM 01388
2.2.65 oz In.
,dw�tt, ',Jpf
4 °1
n �. y
. � .. uu �„
MMERMISMIIIIII
Biomass Improvement ASTM D7322 301%°
P
polypropylene
thread to form permanent three-dimensional turf1ENIERI
, • ,�
t^.
d ""•+
0.5Ibs s d
/ q4
°1WI °III °
111 lllllll illlimifllillllllill I IVII II unu)u II IVII IVII u�uuu�uWiV Ilnll lull IIIIIIa IIII uuuuul oil
reinforcement matting, All mats shall he manufactured with
a colored thread stitched alon both outer ed es as an overly
g g P
Light Penetration
ASTM 06567
4.1%
•"� �'
"" *''r�'"�
Matrix 100%Straw Fiber
709 lbs/ft
r .;V+�... r^ S.C;" �
�� * � F", *
(0.27 kg/sm)
Unvegetated Shear Stress 1,SS psf (74 Pa)
Guide for adjacent mats.
Tensile Strength - MD
ASTM 06818
(10.51 kN/m)
. „ NN
+a... (y
Top side only, lightweight 1.5 Ib/1000 sq ft
Netting
Unvegetated Velocity 5.00 fps (1.52 m/s)
The SC250 shall meet Type SA, SB, and SC specification requhe-
Elongation - MD
g
ASTM D6818
23.9%
sw.
r,
nxz ,
photodegradable (0.73 kg/,00 sin)
b the &o<lun Control Technology Council
INrv5N
Thread Degradable
„„ w u ,, m W (IVII
on
(ECTC) and Federal Hi hWd Ad
ig y . mirn5tration'S (FFIWA) FP-03
Tensile Strength -TD
ASTM 06818
712lbs/ft
Sectmenion 713b8shod
(10.561<N/m)
IIm��o) III UUII
(IIII IIIIIIIII lit
Slope Gradients (S)II
(
Elongation - TD
ASTM 06818
36.9
IIIIOImuuIuVl li�l uIIVu uu I u uinntlllflllm i
Width 6.67 ft (2.03 m) 8,D ft (2.4 m) 16 ft (4.87 m)
Slope Length (L) <_ 3:1 3:1 - 2.1 >_ 2:1
I ,. � I
0.35 lb/sq yd
Biomass Improvement
ASTM 07322
'..:.
441 %
<_ 20 ft (6 m) OA29 N/A N/A
70%Straw Fiber
(0.19 kg/sin)
:.
Length 108 ft (32.92 m) 112 ft (34.14 m) 108 to (32.92 m)
20-50 ft 0.11 N/A N/A
Matrix
D.,51bs/sq yd
REVISION HISTORY
Weight ±10 % 40 lbs (18.14 kg) 50 Ids (22.68 kg) 961bs (43.54 kg)
z 50 ft (15.2 m) 0.19 N/A N/A
30%Coconut Fiber
(0.08 kg/sm)
IIIIII
REV
100 sq yd 1sq yd NTPEP Large -Scale Slope Testing
92 sit
Top and Bottom, UV -Stabilized 5 111 set ft VV5VV5VV5VV5VV5VV5VV5VV5VV� IV "" I I IV f IV "I IkV V �V BV IV
Area 80 sq yd (66.9 sm)
(83.61 sin) (192
sin)
ASTM D6459 - C-factor = 0.012
Polypropylene (2.44 kg/100 sin)
Short Duration
Long Duration
DESCRIPTION
DATE
BY
Middle, Corrugated UV -Stabilized 24 lb/1000 sf
WWNetting
(IIIIII
Polypropylene (11.7 kg/100 sm)
Phase 1: Unvegetated
3.0 psf (144 Pa)
2.5 psf (120 Pa)
lllhlllllBill IIS� IIIIII hilllllllllil Illllllllill lilll (IIIIIIIII liilllMll�llilllill IIII II IiiV�ii
ADDRESS NCDOT
Flow Depth Manning's n
Thread Polypropylene, UV Stable
Phase 2: Partially Veg.
8.0 psf (383 Pa)
8.0 psf (383 Pa)
1
11 /30/2020
FLM
COMMENTS
< 0.50 ft (0.15 m) 0.055
Phase 3: Fully Veg.
10.0 psf (480 Pa)
8.0 psf (383 Pa)
ADDRESS LOUISBURG
0.50-2.0.6 0.00.021 21
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII �p Unvegetated Velocity 9.5 fps(2.9 nri
OIVVI MI uiuIVI �VVVV�
1
2/22/2021
FLM
_> 2.0 ft (0.60 m) 0.021
VVI DI IVIVI IVI IVI II IVI VI IVI IV IVI
000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000000 00000 0000
VVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVVIV
Vegetated Velocity
15 fps
(4.6 n s)
COMMENTS
.... .... .._. .... .._. ....
.... .._. .... .._. .._
Width 6.5 ft (2.0 m)
+� r I' I I fd
Tensar International corporation d r r... s''Nd
Length 55.5 ft (16.9 m)
�/ 2500 Northwinds Parkway
d s r r l r Ir r r r -Intl
"r rr,hI ,n Ifirnrn:, 1hrohynxer difnhap,a°Ict
',.
Tj�
l�„„!: L)) tar
nip
[°�-:t° n
Weight 34lbs15.42k
g (15.42g)
Su ILL,
�....... Alpharetta, GA 30009
IVY:nr°,n
ie. t p d t t, t tr... cow, Ths productsp fi t Persedes
Area 40 sq (33.4 s m)
I
F 00-TE N SA R-1
I .:�.:14 �,.' Aug II ':: "I
ail pr or spe ficatrons for the product descr bed above and s not app. cable to any
p do ct,,hpp dp t I....ry1 2012
yd
tensarCO rp.COrR
Ten rror n,.al Crr oration EC RMX MPOs Es75 6,13
INSPECT ROCK DOUGHNUT INLET
PROTECTION AT LEAST WEEKLY AND
AFTER EACH SIGNIFICANT (% INCH OR
GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY.
CLASS 1 RIP -RAP HEADWALL TO PROVIDE SATISFACTORY INLET
�E PROTECTION EFFICIENCY, REMOVE
SEDIMENT FROM THE SEDIMENT POOL
AREA WHEN THE VOLUME IS DECREASED
BY HALF. THIS WILL HELP PROVIDE
ADEQUATE STORAGE VOLUME FOR THE
NEXT RAIN. STABILIZE EXCAVATED
MATERIAL APPROPRIATELY.
#5 WASHED STONE. 1' THICKx 3' HIGH MIN. TAKE CARE NOT TO DAMAGE OR
UNDERCUT THE STRUCTURE DURING
SEDIMENT REMOVAL. REMOVE DEBRIS
FROM THE INLET AND REPLACE STONE AS
NEEDED. IF THE INLET WAS COVERED
WITH WIRE MESH THE MESH SHOULD BE
CLEANED OF DEBRIS.
WHEN THE CONTRIBUTING DRAINAGE
AREA HAS BEEN ADEQUATELY STABILIZED,
REMOVE ALL MATERIALS AND DISPOSE OF
SEDIMENT PROPERLY. BRING THE
DISTURBED AREA TO THE GRADE OF THE
PERSPECTIVE VIEW DROP INLET SMOOTH AND COMPACT IT
AS NEEDED.
APPROPRIATELY STABILIZE ALL BARE
AREAS AROUND THE INLET WITH GROUND
COVER.
SEDIMENT STORAGE
PIPIE INVERT, MAX DIA. PIPE IS 36"
FLOOD STORAGE ZONE
AREAS TO BE DISTURBED RIP -RAP HEADWALL
CUT FILL ETC.
IIII
IIII
1' NATURAL GROUND
III
MINIMUM 1.5' 3' r
IIII F<p FLOW on
I\ I 1.5' 11 W �, �aNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNNN.
hh _ ICI IIIII
FILTER FABRIC
llll.l
CLASS 1 RIP -RAP ...
DIMENSIONS ARE , #57 WASHED STONE MAX. SEDIMENT DEPTH (CLEAN OUT POINT)
MINIMUM ACCEPTABLE
UNLESS OTHERWISE
NOTED.
SECTION THRU BASIN, FILTER, AND CULVERT PIPE
NOTES:
1. CLEAR THE AREA OF ALL DEBRIS THAT MIGHT HINDER EXCAVATION AND DISPOSAL OF SPOIL.
2. INSTALL THE CLASS B OR CLASS I RIPRAP IN A SEMI -CIRCLE AROUND THE PIPE INLET. THE STONE SHOULD BE BUILT UP
HIGHER ON EACH END WHERE IT TIES INTO THE EMBANKMENT. THE MINIMUM CREST WIDTH OF THE RIPRAP SHOULD BE
3 FEET, WITH A MINIMUM BOTTOM WIDTH OF 11 FEET. THE MINIMUM HEIGHT SHOULD BE 2 FEET, BUT ALSO 1 FOOT
LOWER THAN THE SHOULDER OF THE EMBANKMENT OR DIVERSIONS.
3. A 1 FOOT THICK LAYER OF NC DOT #5 OR #57 STONE SHOULD BE PLACED ON THE OUTSIDE SLOPE OF THE RIPRAP.
4. THE SEDIMENT STORAGE AREA SHOULD BE EXCAVATED AROUND THE OUTSIDE OF THE STONE HORSESHOE 18 INCHES
BELOW NATURAL GRADE.
5. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, FILL DEPRESSION AND ESTABLISH FINAL GRADING
ELEVATIONS, COMPACT AREA PROPERLY, AND STABILIZE WITH GROUND COVER.
HORSESHOE ROCK PIPE INLET PROTECTION
NO SCALE
NORTH AMERICAN GREEN S75
EROSION CONTROL BLANKET
NO SCALE
NORTH AMERICAN GREEN SC250
EROSION CONTROL BLANKET
NO SCALE
NPDES Stormwater Discharge Permit for Construction Act'Mties (NCG01) NCDENR/Division of Energy., Mineral and Land Resources
STABILIZATION TIMEFRAMES
(Effective Aug 3, 2011)
SITE AREA DESCRIPTION
STABILIZATION
TIMEFRAME EXCEPTIONS
Perimeter dikes, swales, ditches, slopes
7 days
None
.., .. High Quality Water (HQW) Zones
7 days
None
Slopes steeper than 3:1
7 days
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter
14 days
7 days for slopes greater than 50' in length.
All other areas with slopes flatter than 4:1
14 days
None, except for perimeters and HOW Zones.
L- J
10' x 10' SQUARE WASHOUT PIT
/
24" MIN. /
- - - - - - - - -
MAINTENANCE/INSTALLATION NOTES:
1. INSTALL CONCRETE WASHOUT PIT AT LOCATION(S) SHOWN ON PLANS.
2. LINE PIT WITH IMPERVIOUS FABRIC OR POLYETHYLENE SHEET. ANCHOR FABRIC INTO GROUND
OUTSIDE PIT AS SHOWN.
3. ALLOW WATER TO EVAPORATE COMPLETELY PRIOR TO EXCAVATING PIT.
4. WASHOUT PIT MAY BE LOCATED NO CLOSER THAN 50' TO DRAINS, INLETS, OR SURFACE WATERS.
5. MAXIMUM WATER AND SEDIMENT DEPTH IS 12". PIT MUST BE EXCAVATED AND RE -LINED WHEN
DEPTH OF SEDIMENT REACHES 12" OR COMBINED WATER/SEDIMENT DEPTH EXCEEDS 121,
FOLLOWING WASHOUT OF CONCRETE TRUCK.
6. REMOVE AND DISPOSE OF HARDENED CONCRETE AND RETURN THE STRUCTURE TO A
FUNCTIONAL CONDITION AFTER REACHING 75% CAPACITY.
7. INSPECT CONCRETE WASHOUT STRUCTURES FOR DAMAGE AND MAINTAIN FOR EFFECTIVENESS.
8. REMOVE THE CONCRETE WASHOUT STRUCTURES AND SIGN UPON PROJECT COMPLETION. GRADE
THE EARTH MATERIAL TO MATCH THE EXISTING CONTOURS AND PERMANENTLY SEED AND MULCH
AREA.
CONCRETE WASHOUT PIT
NO SCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
DETAILS
C�27
SHEET 27 OF 33
@ 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

GRAVEL P.
WELL VEGETATED OR
OTHERWISE STABILIZED
AREA
CLAMPS
FILTER BAG ll� FLOATING
/-�'% WL \ INTAKE
GRAVEL PAD J PUMP
9INN A:7:1_ LTAi/_\'IABill tell 9INIII :aVO%TIIA:11l1tLTiI,AH9:Z0]tLTi110: YTINIII[el04RE 11111Itells] 6Yya_1-le]10410
FILTER BAGS SHALL BE MADE FROM NON -WOVEN GEOTEXTILE MATERIAL SEWN WITH HIGH STRENGTH, DOUBLE
STITCHED "J" TYPE SEAMS. THEY SHALL BE CAPABLE OF TRAPPING PARTICLES LARGER THAN 150 MICRONS.
THE PUMPING RATE SHALL BE NO GREATER THAN 750 GPM OR %2 THE MAXIMUM SPECIFIED BY THE MANUFACTURER,
WHICHEVER IS LESS. PUMP INTAKES SHOULD BE FLOATING AND SCREENED.
FILTER BAGS SHALL BE LOCATED IN WELL -VEGETATED (GRASSY) AREAS AND DISCHARGED ONTO STABLE, EROSION
RESISTANT AREAS. WHERE THIS IS NOT POSSIBLE, A GEOTEXTILE FLOW PATH SHALL BE PROVIDED. BAGS SHALL NOT
BE PLACED ON SLOPES GREATER THAN 5%.
THE PUMP DISCHARGE HOSE SHALL BE INSERTED INTO THE FILTER BAG IN THE MANNER SPECIFIED BY THE
MANUFACTURER AND SECURELY CLAMPED.
A SUITABLE MEANS OF ACCESSING THE BAG WITH MACHINERY REQUIRED FOR DISPOSAL PURPOSES MUST BE
PROVIDED. FILTER BAGS SHALL BE REPLACED WHEN THEY BECOME % FULL. SPARE REPLACEMENT BAGS SHALL BE
KEPT AVAILABLE FOR REPLACEMENT OF THOSE THAT HAVE FAILED OR ARE % FULL.
FILTER BAGS SHALL BE INSPECTED DAILY. IF ANY PROBLEM IS DETECTED, PUMPING SHALL CEASE IMMEDIATELY AND
NOT RESUME UNTIL THE PROBLEM IS CORRECTED.
SILT BAG & PUMP
NO SCALE
I °t I I Y I nl,Jo9JT 1 1 !!
L �
! 1 ul r rrrinUh ,,,, Yi ryfnoJJr, ar;
t NNE
Lx*n%%®oar tiifYYili�� mnsa i iilitiYii �
It all starts with the legendary f Fonda four-stroke engine
because, let's facie it, that's the heart of any pump.11i
engines have long been rec ogrrized as the industry leader
it) providing reliable, quiet and fitel-efficient power.
Why are the en&es on Honda pumps better?
Reliability. Out- four-stroke technology hnolog absolutely
sets the standard lor reliability. 1 hats precisely ly why
rental shops and working professionals greatly prefer
Flonda equipment. There's virtually no downtime and
they last longer than you can even imagine.
Fuel Efficient and Quiet. The fact that our
f6ur-stnakes are exceptionally fuel efGeie;.nt turd quiet are
two more attributes. On the job site, this courts far a lot.
Easy to Start. Ilonda is also easy to stars and easy
to aye. All of our pumps and engines are perfectly
matched ant] Ih;rncla-engirreerwxf firr quality and prc�rcision.
With a. I hmda engine. pinvichg the power, we've put
together ar line of 16 different portable pumps to Cover
almost any usage, ge, from de watering to multi -purpose,
u5 f e, from de -watering tar multi-pm7xr� e,
even submersible.
Check out the following ]rages to learn morea rrrut
f londa Primps;. 'You'll quickly see whey f°lora,]a is the smart
choice firr you,
Floating Suction Strainers
Megator Dolphin Floating Suction Strainers draw from
just below the surface, avoiding sand, mud and floating
matter.They do not get buried when grounded in shallow
water. Made entirely of tough, corrosion resistant plastics
and stainless steel.
• Reduce wear of pumps
> Prevent pump damage
> Prevent stoppages
> Lessen cavitation risk
> Save their cost many times over
> Always float upright
> Will not lose buoyancy
> Tough, shock -proof
• Corrosion proof
Used for dewatering mines, quarries, excavations
and sumps. For water supplies from rivers, lakes,
ponds and fire appliances. They are also used for
oil storage and other installations required to draw
from near the surface.
HONDA PORTABLE PUMP WT40XK3
NO SCALE
Float chamber contains moulding
of polyurethane foam, providing
mil lions of se pirate air c ells. No loss
Of buoyancy If accidentally pierced.
I lose secured by Iwo slainless steel
Clips supplied with strainer.
patented construction with
freely turning luht eliminates
twisu rq effect of hose and
enotfes (orre( t attilude of
strainer at all times.
^ yss .dn4�
i,
v rr
r
cr
xr '
� w
Detachable strainer plates In
Sides onlydrongly ribbed botior'n
without holes Ifirevems any tendency
for str,unertoheswIll down into
mud if stranded in shallow water.
The strainer holes are 3/16" diameter, the total area of the holes being between
3 and 4 times the cross- sectional area of the hose. The 6" size has a perforated
body which along with the tube is constructed entirely of 18/8 stainless steel.
Other sizes have replaceable strainer screens made from Darvic black P.V.C.
Standard strainers are suitable for operating temperatures up to 194oF (90oC),
but for temperatures above 150oF (65oC) stainless steel strainer plates are
available as an optional extra.
.«-m
Rounded shape gives
maximum strength and
resistance to rough handling.
MEGATOR DOLPHIN STRAINER
FLOATING INTAKE
NO SCALE
MEGAT R
Gdabal Lear3er in Pumps arorl PONutiarr Confrol Soln[ions
Fee provided for mooring, or
for attaching exr ra weight, for
choppy orfast flowmq water.
Detachable tube for
a<c r ss to interior without
disconnecting hose.
B �
C
9001 2008)
CERTIFIED pM5
[i 11 11,131114
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
wtvttttrtrtliri
ALLOW THIN LAYER OF
SOIL TO COVER BALL
. " x
ROOT BALL TO BE 1/3 - 1/2
TWICE RADIUS OF BALL Ell ABOVE EXISTING GRADE 04
3
BASED ON SOIL DRAINAGE - 21
p
2" MINIMUM MOPIORTED TOP01+.
l ss.
PINE STRAW l'N E R '„,.l`
OR BARK
MULC
t--� —
PEEL BACK BURLAP
//�//\���' ✓ / y, � REVISION HISTORY
Il; i' /%%//%% 'III ON B&B SHRUBS
III \ \ \ \ \ \ \ \ III REV
BACKFILL 1 PART DESCRIPTION DATE BY
\ #
COMPOSTED BARK WITH 5
\\\\\\\ \\\\\ \ 7, �_ \\\\\\\\ \\\ L L PARTS EXISTING SOIL 1 ADDRESS NCDOT 11/30/2020 FLM
III
COMMENTS
COMPACT BACKFILL
NOTE: I� � III I I I I I I� 11 III ADDRESS LOUISBURG
IN BOTTOM OF HOLE 1 COMMENTS 2/22/2021 FLM
1. ALL SHRUB/EVERGREEN BEDS SHALL BE RAISED 6" - 8" ABOVE ADJACENT GRADE,
AND TILLED WITH SOIL CONDITIONER.
2. ALL SHRUB/EVERGREEN BEDS IN PARKING ISLANDS ONLY SHALL BE RAISED 12"
ABOVE ADJACENT GRADE AND TILLED WITH SOIL CONDITIONER.
TYP. SHRUB/EVERGREEN PLANTING DETAIL
NO SCALE
Do not purchase or install trees with two
leaders. Do not structural prune at planting.
Only prune tree at planting for specific
corrections, including broken and dead
branches.
Do not wrap trunk; Mark the north side of
the tree in the nursery and locate to the
north in field.
Trunk flare and top of root ball should be at
grade in well drained soil, up to 4 inches (10
cm) above grade in poorly drained soils. —
Before planting, add 34" (7-10 cm) of
well -composted leaves, recycled yard waste
or other compost and till into top 6" (15 cm)
of prepared soil. Add compost at 20-35%
by volume to backfill,
y Do not stake trees except where specified
by
� by landscape architect.
' 3" (8 cm) bark mulch; do not place mulch in
contact with tree trunk. Keep mulch 2" from
/ i) tree trunk.
l� I� 4" (10 cm) raised ring of soil to direct water
Note: Width of planting hole is minimum 3 times I I (�I I I into root ball - especially important if top of
root ball diameter in highly compacted or clay I I I I root ball is raised above grade.
soil; 2 times the root ball diameter I I I I
minimum in all others. I I \ I I Extend stakes into undisturbed soil.
ll II
I
Dig wide planting Rough up the sides oot he planting holele with tapered es.
with a shovel or hand tool. // \ /\ //\\ \/ j \/ \ \ Perimeter trench to be 4-6" (10-15 cm) deeper
/ Cut burlap, rope and wire basket away \\\/�\\ \ \\ than root ball pad for poor draining soils.
/
from top and sides of root ball. Uncover at /
least 2/3 of football. Tree Planting Detail (B&B Dlantsl
Pack backfill soil around base of root ball to
stabilize; allow rest of backfill to settle
naturally or tamp lightly.
Set Ball on undisturbed soil to prevent
settling.
NOTES
1. Where several trees will be planted close
together such that they will likely share
root space, till in soil amendments to a
depth of 4-6" (10-15cm) over the entire
area.
2. For container grown trees, use fingers or
small hand tools to pull the roots out of the
outer layer of potting soil; then cut or pull
apart any roots circling the perimeter of the
container.
3. During the design phase, confirm that
water drains out of the soil; use lowered
planting hole depth and design alternative
drainage system as required.
4. Thoroughly soak the tree root ball and
adjacent prepared soil several times during
the first month after planting and regularly
throughout the following two summers.
5. The planting process is similar for
deciduous and evergreen trees.
TREE PLANTING DETAIL
NO SCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
DETAILS
C�28
SHEET 28 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

z
PAVEMENT 0 DO
6" 2'-0" �8" BAD. 9 S 33/ " RAD. 2" BAD. PAVEMENT i!8" BAD. SURFACE Q ¢
y 1/4" RAD. SURFACE x
e> - /8" BAD. es
LL J
0
3" HAD. � 1/8" BAD. � � 4� � ooNxz
O O O_ ° O WQdLL.S
UED
O
c ,
0 - fL
1" 2"
r
° --1� _ d
N N W
3 '
4
LL
2,_6" " GO
1� RAD. i,-6' ). oo<
z
s"
8" m
"
2'-6" CURB AND GUTTER 1'-8CURB AND GUTTER E-
I I �--I
I�-�I a o
8" X 12" OR 18" 9" X 12" OR 18" o
4' 0"
PROPOSED CONCRETE CURB CONCRETE CURB
2' p^ 2'_0" EDGE OF
PAVEMENT 2" RAD, 2 0"
8" 4" MIN. �' - 1'- V-
.p 4 1 2 1!" RADIUS �, 1/" In 0' 0'
2"
p VD D
44°
06 7"
0
P LY
6 MIN'. 7" O
W
EXPRESSWAY GUTTER SHOULDER BERM GUTTER g" X 6" MEDIAN CURB VALLEY GUTTER
¢ C=7 F
SECTION VIEW OF CURBS OR CURBS AND GUTTERS m cs
CD o:
FILL 3'g" x 1" DEEP
Q
GENERAL NOTES: z V m
-PLACE CONTRACTION JOINTS AT To' INTERVALS, EXCEPT THAT GROOVED OR SAWN z
JOINT WITH JOINT a W 0
A 15 SPACING MAY BE USED WHEN A MACHINE IS USED OR WHEN
F Ci
SATISFACTORY SUPPORT FOR THE FACE FORM CAN BE OBTAINED SEALER 1i" RAD. JOINT SEALER rn W
8 > WITHOUT THE USE OF TEMPLATES AT 10 INTERVALS. GUTTER 0= G
i '
d
/ D.
-JOINT SPACING MAY BE ALTERED IF REQUIRED BY THE ENGINEER. g PAVEMENT SURFACE V Z
-CONTRACTION JOINTS MAY BE INSTALLED WITH THE USE OF SURFACE pd C d
TEMPLATES OR FORMED BY OTHER APPROVED METHODS. = p V
CONSTRUCT NON -TEMPLATE FORMED JOINTS A MIN. OF 11/ ° DEEP. o
2
�D O
-FILL ALL CONSTRUCTION JOINTS EXCEPT IN 8"x6" MEDIAN CURB
WITH JOINT FILLER AND SEALER 'PROPOSED "'� "
-SPACE EXPANSION JOINTS AT 90' INTERVALS AND ADJACENT TO CURB &GUTTER v PROP. %2' TNT FILLER
ALL RIGID OBJECTS. JOINT PAVEMENT F�-
LONGITUDINAL JOINT TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
SECTION VIEW OF JOINTS SHEET 1 of G
846.01
50' RIGHT-OF-WAY
5' 27' BACK-TO-BACK 5'
5' SIDEWALK 5' SIDEWALK
0.02 0.02 0.02 0.02
2:1 SLOPE
30" STANDARD 12"
CURB & GUTTER 2.5" SF 9.513 1HAV
SURFACE 8" ABC' `
COURSE
NCDOT LOCAL RESIDENTIAL ROAD CURB
& GUTTER CROSS -SECTION -
12"
NOT TO SCALE
VAN -ACCESSIBLE
SIGN AT VAN
SPACE ONLY
R7-8 or R7-8a
GREEN
BLUE
WHITE SYMBOL
LAVA :IIIa 1-012te1:16111►I
R7-8D
* INCREASE TO
84" WHEN
PEDESTRIAN
PATH FROM
CAR TO WALK
PASSES BY OR
UNDER SIGN.
ADA SIGN AND POST
NO SCALE
NOTES:
CONSTRUCT STANDARD SIDEWALK 5' WIDE AND
4" THICK UNLESS OTHERWISE DENOTED ON PLANS.
PLACE A GROOVE JOINT 1° DEEP WITH /8 RADII
IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ONE Y2" EXPANSION JOINT WILL BE REQUIRED AT 50'
INTERVALS. A /2 EXPANSION JOINT WILL BE REQUIRED
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
SEE STD. DWG. 848.05 FOR CURB RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES.
z
o�
-4
Q
¢=U
ooNx
W Q Z GO
Ye° BAD SURFACE OF
gU�OH
SIDEWALK
zo
JOINT SEALER
o O a
¢
z
H
. o aL_ o � o.o
m
ao
w
1/2' JOINT JOINT FILLER
O
T = SIDEWALK THICKNESS
TRANSVERSE EXPANSION JOINT
IN SIDEWALK
1
Oz,
!2„EXPANSION JOINT FILL 3/g" WIDE x 1" DEEP GROOVED ORJOINT
SAWN WITH JOINT
SEALING COMPOUND
BUILDING
WALL, ETC. /8" BAD
PROPOSEDo
CONCRETE PROP. C&G
SIDEWALK CONC. PAVEMENT
DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK
4-11
42" �ti'G I ,
OR
rsT. �y y,
I tl ally K: y�,I�Bir
uPAIA"R�
MFW
A. CURB & GUITTE : SI CTI I
DRIVEWAY TURNOUT GRADES
CURB & GUTTER SECTION
NOT TO SCALE
m
0
LL
-J
� J
z Q
a 3
W
o O
M
p y
m
O Fz
F W
OC
SO
V
Z
SC
O
0 6�
HEFT 1 of 1
848.01
Z
POP OF FxLL 'OP OR
...
. L. POP UE FE..L O N
H Q _ F
W¢z LLz
_-_-._-_-_.-_-_ - - F U O.O-,
_ GOMPAGT F 2 ~ Z
I IS F,I TO (nl-LLOJ
I s��sro � ���
Z
O V
Hy
'j'
�
"�
_
FIBER
__ _.
Q
I
DRaI
G(
L
° - M.
ooPiNO.M�
`�
eC ma sH
_ owNi
_..
. a `NoaM.i
CD
WJo
ooN=z
%
WQQLI.I
11, 1 MAX, RAMP
E-S~ZW
MID
n LL O J
...:BILL.. .. .F„_
I O IN MIN
Ewr 61
/6 MIN,
,_ „ , , - m
EME
a� E E NI OF
Ll
A _ _ „ ,u - CARTEL
"--' -��
�ONQ
za�m
W p
s\
s
✓ S
-
°sRE Bcuue �CrrutiP`
DOV,Q
m
W ED
NOT LESS TRAN 6' D.R . e
NOT Less THAN e
_ - -
o D s
'
_ _ -'
NOT L N
o
.... RAN ITI R'-lh';
v 1 T ON DP
ED
GG
NORMAL EARTH FOUNDATION
RaGR
..
ROCK FOUNDATION
o.) . s
s DIRECTEDBUT
eY NCR
UNSUITABLE MATERIAL. FOUNDATION
-
PIPE IN TRENCH
REmLLD
SECTION A -A
Ill of FILL 111 or FILL 111 Gr FILI. Z
O ISOMETRIC VIEW
R O H IIIIIIIIIIIIIIIIIIIIII SAY LIMIT- PCB CURB RAMP Ex
_ LL s€@
o D O6- L , o.D o.D z Q a LIN- AND FULL wI.TB of THE
3
GRUDND LINE M[ry O.D MIN INE MSN MSN MIN 0 R.
6sourvD LINE "'"0�1 �-- _ ... F An oxw(m sunEACE xER xc6r ON PARK,
RK GN sFaueNGE c NG IHe ENI MP.
I„
p a
�ED� � � �. , R= AREA Is vA
-�2 D HO MSN AMP W RxA6LE__
NOI .Ess THAN a F:m m
' d o
��� 6 AS ENGINEER z o o o "
D °=0- '--X--- No'r Less ''ItAN s- o.D.« r MIN. o.o. MIN. u.D d CL H = o s
P A EMfNi' OE U 0 SSR TLIA I2E H ~ m
FIL NORMAL EARTH FOUNDATION ROCK FOUNDATION oR Moue THAN z4 p LL
PIPE ABOVE GROUND UNSUITABLE MATERIAL FOUNDATION Q O S 6
lk
RA
0 o ti OO 0 0 OO O inmeE( BAG r
S.... H6R GNTA. 111A D NYTt EAST FEE. 11 L ... A.. o =
OO OO O OO o0 6'
0­ THE MAXIMUM - . - SPILINGLINE OF RISEAll IIIIT Ui
E TO THE TO ®eLLow seRi c%i = lATIIIAL 6 xx, DR cLA s I2.
OF THE EMBANKMENT AT THAT POINT. A MATERIAL n7�i5
IITPPROVED SUITA E LOGAL MA ABOVE SPRINGLINE. " cnwE ra EULLv comPAcr EAUN 'DNe ow PIPE BACKEIu' u"DxsiusesD EARm MAreRIAL RE vIREo ERR ALL
-ERmREO EUR
L009ELY PLACED SELECT MATERIAL C SBIrG­ 0 C ASS ZI TYPE yEteOiMATERI [NO FNOAPSULAie
- s FEW° sKO:o P R
INCOMEAOT°o0AS"RIPE s 41 cTA°o 6AGKF,L(. wrL� T, PSPE wIII TYPE P G.. TLE. As S R c ED R THE ".IN..
sneer z of s DETECTABLE WARNING DOMES
AGCOMPLIXB Go-IIDN. 300.01
GENERAL NOTES z
KFA - O
BACK OF CURB
SEE STD NO 840 0 ASS THROUGHOUT. N
X F>
Q
Q
d �Y
H
DPTIONALDO RGONSTRUGTUSE iONIPS WHMONOLLECH OI�NIG POUR PLY WITH SP 2 KCVW VG OROpa BAR DOWELS AT
Z S
U
ti O
U'
LL J
Y Y a - 00 =
o �
m
-- AS
EI 0 DED 1, 11, TE PIPE IS SLT IN DOTTOM SLAP
OF
SEX,
ADD TO GLAB W -
s SD D s D. DO Ba0 Do F-CQJ�O�
a
m B 6' i USE TYPE E AND G GRATES UNLESS OTHERWISE INDICATED. F = F- Z W
----
FU U SS PS 5 U e0TI0M SLAB OVER LL p J
F-
T ° B. o c s n eoTTGM SLAB. ADdusr o a
a UU 9 CCU f z N [t\
CO MATCHING. h �
PLAN s.X T C„ SEE NOTE CH ALL EPOS D CORNERS I NOLION
O
SECTION X-X DRAWING NOT TO SCALE, p IIII III
TOP ELEVAT[oN - _ SIDEWALK
- m IIII IIII ---
TOP ELF.vITi]UN \ --SEE NOTE. 4 SEE NOTE 10 ----
6 _ _ _ FRAMEA
E GRATE - - -
SEE ETD NO 6NDOHOOD STEPS - STD NO SEE- STEPS - STD. N0. 840.66 9q0
STOP LINE
o � TGP EL. AITGN SIDEWALK S
SEE _ x SIDEWALK
A GG
z 12I-I--
�' SEE .�.y _ 1 -4 0 (TYP)
6 N
SEE NOTE 10
SECTION Y-Y
s
G
s^
°
RISER IT,
E,H
vARIEs
6
1 ,
T SECTION J J
�'� ` ^
m Q
p O p
h F F
DETAIL SHDWING TYPICALT 0 fl R P
PEDESTRIAN CROSSWALKS AND STOP LINES FOR TEE INTERSECTIONS
HERE sb TO as PIPE IS USED SECTION M-M
m W -
WHERE SO" TO 36" PIPE IS USED
SEE G F
WHERE 1 ' FIRE IS USED
cc f
nisER HT.
3 Z
VARIES
p o
ED
M
__
M
m
�J
MAY EXTEND D FTGISE THE RETURN.
p
z
r
I-
H
-_
isEE"ITS" aaB"o((
4 G�
Rw
s
a
O
p
7
a
Q Q
a�
(SEE HIT. B s".nTl"
/
m
a
p
m
m
m
-N
-__
z
H
ee U
=
L
N
O
V w
`D
�
o
m
a
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
PLAN VIEW
(A HIS. FLOOR WI III SHEET 1 OF 3
848.05
o0aftaeeelle! r
O k
S �A
O .pine
Q G NA4 xr�ay " e � a.
4 V
SUB
d r'
H
z z �^W.
LL J O U U �rvd�+MyM ro
tiz a
o z o 0
� x n
U m O USUL
II 11 1 �z(-z '
II III NGO
mo a
cl
ED
91.
SIDEWALK -------
SEE
NOTE_ 12
IJ � 4 0 ITYPJ AOP
A 7
\ , �\
DETAIL SHOWING TYPICAL LOCATION OF CURB
RAMPS. PEDESTRIAN CROSSWALKS AND STOP LINES
o ". r m - AN svMRaL
owHERE a2" ro Ba" PIPE IS USED y _ _ _ t /Q R\ PROPOSED CURB RAMP W/ LANDING
DETAIL SHOWING METHOD 1- L \ / PROPOSED OR FUTURE SIDEWALK
S�
N4 BARS
Liy„
S.. I
R X,R
D SO
S_77-
PLAN OF TOP SLAB SECTION S-S
"W" BARS Ha BAR
d4 BAR 'V"
t EOVAI SPACES
q4 BARB "U" FAH
DOWEL
SECTION R-R
PAY LIMITS FOR i CURB RAMP
IF OURTINFUT THYINT- OFF-1-1
ALLOWABLE LOCATIONS
--
DUAL RAMP RADII. .........ANY
m
O m
z ~
ED
GO,
REVISION HISTORY
ca
4
N p
GO V
REV
DESCRIPTION
DATE
BY
W
a
a}
1F
a
o a
ADDRESS NCDOT
1
11/30/2020
FLM
m
COMMENTS
ADDRESS LOUISBURG
1
2/22/2021
FLM
COMMENTS
PLAN PLAN
840.02
848.05
p O
NOTES:
2 O
-----------------EXPANSION JOINTS
Qa
1,
CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT. CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKING
QQ
PLANS OR AS DIRECTED BY THE ENGINEER.
<. z
O
U
STD. R40.03 FRA LME
LL -1a z
GO, O =
2.
LOCATE CURB RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REOUIRE
MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION UNIT OR LOCATE AS DIRECTED BV THE ENGINEER.
LL J 0�OEz
O O z
GRATE 8 H000
N
co
F- U m OiOi
3.
COORDINATE THE CURB RAMP AND THE PEDESTRIAN CROSSWALK MARKINGS SO A 4'x4' CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL
U p H
\
F z F z
WITHIN THE PEDESTRIAN CROSSWALK LINES.
� - F- z
tnF-LLOJ
O y ¢
4.
SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4' MINIMUM.
NF LLOJ
p H
z
Z
PLAN
h H
5.
REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT
h H
CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES
GOO
PROVIDED, CONTACT THE SIGNAL DESIGN SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BV THE ENGINEER.
W CG
O
O
TOP
USE ON FLAT EXPANSION JOINT
G.
TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
GRADES 21 AND U _
.HIDER
' .-oEPRES
7.
CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
a.sED GUTTER LINE
G'-D"IM
8.
CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM.
m
EXPANSION JOINT r-i"-"-"^
9.
ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 21s MAXIMUM.
ELEVATION
m
m
NORMAL CURB AND GUTTER ON LIGHT GRADES
o Z
10.
CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 1016 MEASURED ALONG THE CURB LINE.
o
O CA
11.
CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE BASE OF THE CURB RAMP A MAXIMUM OF 5% AND MAINTAIN A
O
-NORMAL GUTTER LINE
z Q W
SMOOTH TRANSITION.
z
EXPANSION JOINT
m BL
TOP
ELEv.
a p-
12.
CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 24 IN ANY DIRECTION. CONSTRUCT LANDINGS FOR
usE oN GRADES ovER z'w
_
-
MEDIAN ISLANDS A MINIMUM OF 5'x6' WITH A MAXIMUM SLOPE OF 2T IN ANY DIRECTION.
DEPE.IB GUTTER LINE
Q N
13.
TO USE A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA, MEDIAN ISLANDS WILL BE A MINIMUM OF 6' WIDE. CONSTRUCT MEDIAN ISLANDS
W
10"
EXPANSIUN JOINT
B'-0'
Q
TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND.
m0
Q h
CD
1'D" M MAX. �-�
BErG
DO z
M
Q W
14.
SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
Q
ELEVATION
F- H
THE SURFACE STREET.
F-
NORMAL CURB AND GUTTER ON STEEP GRADES
T N
a („� .-
15.
CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
IS PLANTING OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
}
Q
BASED ON MIN. HEIGHT, H, WITH seal '
3 Z
3
BAR
aU US DCO C IN b0
DED CpToNs
OF. E
Q O
16.
PLACE A �" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHOWN IN ROADWAY STANDARD DRAWING 848.01
Q
LENC'I
TOTAL
LBS.Top
- -
( P.C,.
- - - ---
O
m
17
PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MOTOR
O
m
18 CURB
RAMPS
THROUGH
ISLANDS,
RAMPS
DUAL
FOR THLIMITED
A SPECIAL DESIGNWILL BE HANDLED BV SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT E DETAILS ORFOR.
" RISER HAS 228 CUBIC YARDS OF CONCRETE PER ENT HEIGHT 840.02j
......... ",M
TYPE IS
�5
cP
,r CHO EGPON
s
F END -SECTION SHALL CONFORM TO
0 REINFORCED SECTIONAL
E CULVERT PIPE.
BARREL SYSTEM GREATER THAN
REQUIRES A HEADWALL.
TEM OF MORE THAN 2 PIPES
3 A HEADWALL.
DT "ROADWAY STANDARD DRAWINGS"
,DWALL CONSTRUCTION DETAILS.
END SECTION
DIMENSIONS
DIA.
A
B
C
D
E
15"
7"
2 -3 1 4
3 -11 1 2
6 -2 344
2'-6"
181,
9"
2'-3"
3 -11 3 4
6 -2 3 4
3'-0"
24"
9"
S-7"
3'-1"
6'-8"
3'-113/4"
30"
1'-0"
4'- 6 1 2
1 -10 1 2
6'-5"
5--0--
3 6'$
1'-4"
5'-0"
1 3 -1 1 2
8 -1 1 2
42"
1 -10 1 4
5 -1 3 8
3'-1"
8 -2 3 8
6'-51/4"
FLARED END SECTION
NO SCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
DETAILS
C�29
SHEET 29 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

R/W TYR. FINISHED GRADE TYP. FINISHED GRADE
ME -TER BOX IN PAVED AREAS IN UNPAVED AREAS NOM.
CAST IRON 1 1/2"
METER BOX
SIDEWALK
ROADWAY CURB & GUTTER
•VALVE COVER BOX
6 MIN. CL
3/4- OR 1- METER— PI
II PRECAST VALVE BOX
VARIES VARIES
-4
PROTECTOR RING OR
TAMPED 2-0
ANGLE METER STOP I
CAST IN PLACE CONC. PAD
MIN. ENGINEERING
(LOCKABLE) ANGLE DUAL CHECK CONCRETE
2*-0 IN. ly BASE COURSE 6 1/2" CONCRETE VALVE BOX ENCASEMENT 27 6'
II MIN COVER
3000 P.S.I.
0 3000 P.S.I.
3'-0' MIN. TYPI 41 1 18"24' TAMPED BACKFILL 7,7
TAMPED BACKFILL_� POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
VALVE BOX
SET BOX ON
TYPE 'K" SOFT SOLID BRICKS. COPPER METER ONE. IHKUZ�l -4v'- �ASl IRON PHONE: [phone]
ATER 2
COPPER PIPE fll REO'D AT ALLTEES
SETTER 1— 10 FIRM NC LICENSE NUMBER C-4222
12" 4 VALVE BOX
SERVICE CONNECTION FROM TAMPED BACKFILL o
WATER METER TO BE TYPE "K' 6' GATE
VALY
SOFT COPPER EXTENDED 36" MIN. 67 Z�(UNL 0iii
(SEE NOTES) CORPORATION STOP f C=
2- 6" MIN. 01P. BRANCH PIPE
E
E VALVE F Z
W. MAIN 0 0 W. MAN PLAN
TYPE 'K" COPPER TUBING STANDARD RED CLAY OR TYPE "K" COPPER TUBING Z a
NOTES: 7-zrpi E E 5/8 BRIDLE ROD MAY BE
CONCRETE SOLID BRICK m.j. TEE OR COUPLED ONE JIM
LIM OF 4 SOLID BRICKS SHALL HYDRANT TEE, 2 REQ'D EACH SECTION
1.) A MINIM )N
BE USED TO SUPPORT THE METER BOX. NOTES GONG, SETTING SLA CA,,�
-3"x 4" THICK
TAMPED BACKFILL-__110-.1, V-Yx V
7 CU.FT. CRUSHED STONE MIN.
2.) FOR CONSTRUCTION SERVICE, A TEMPORARY A MINIMUM OF 4 SOLID BRICKS SHALL
BE USED TO SUPPORT THE METER BOX.
RMSIONS CONC, THRUST BLOCKING
HYDRANT MAY BE INSTALLED ON THE N CUSTOMER SIDE OF THE METER.ETTER ANGLE DUAL H BLOCKING C NC. BLOCKING SHALL B
E ------- DESMPPON METER S rEl DESCRIPTION R SO AS TO LEAVE ALL FITTING BOLTS
E POURED UNDISTURBED SOIL "
FORD VHH - 70'SERIES FORD STYLE HHA SECTION y4_
MUELLER - 1400 SERIES MUELLER 14244 %!�RIPTIO AND FLANGES EXPOSED.
041 21
SM, NO, SM. 0' M. NO. co
I S 1D. NO.
STANDARD 314 & 1 METER BOX INSTALLATION (,6.03
STANDARD 314-& 1- BACKFKOW/METER INSTALLA77ON 6.03 s
of 2) (2 of 2) VALVE & VALVE BOX INSTALLA71ON
6.06 FIRE HYDRANT INSTALLATION RURAL
6.07
�4
ER
STANDARD HYDRANT LOCATION 1 6.09
REACTION BEARING AREAS FOR
HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I. (ALL AREA IN SQUARE FEET)
C , 5 j
(I 'R� -I a ON R,
4 l �A,
X
2 A,
NOTES:
REACTION BEARING AREAS ARE IN SQUARE FEET MEASURED IN A
VERTICAL PLANE IN THE TRENCH SIDE AT AN ANGLE OF 90' TO THE THRUST VECTOR,
USE 6'-90' BEND VALUE FOR HYDRANTS FOR ADDITIONAL SAFETY FACTOR
SM. NO
THRUST BLOCKING 6.11
(3 of 3)
40" MIN i
PRECAST VALVE BOX
PROTECTOR RING (27-) Ii
OR CAST IN PLACE
CONC. PAD
THRUST COLLAR WIDTH
DETERMINED BY TRENCH WIDTH
lm7=.
1­44' - 16* & 24"
- 6',8-, & 12- THREADED END
--T--L4 - - 16" & 24' C.I. VALVE BOX
t5H WAY - 6",8". & 12"
BARS
II
E JL 3" MIN.CLEARANCE
18' 4'-0" 2' SCH' 40 GALV.
ANCHOR RING - FACTORY 2" STD. 90 ELL STEEL PIPE
WELD TO PIPE-----,,,,, SCREW ENDS, CALM.
2-GATE VALVE BLOCKING
"DEAD END' OPERATING NUT, SCREW ENDS
WATER MAIN 2* SCH. 40 GALV. STEEL PIPE, 36-
PLUG, 2" TAP 2" BRASS NIPPLE (MIN.) LONG, THREADED BOTH ENDS
NOTES:
1,) CONCRETE FOR THRUST COLLAR EXTENDING INTO SIDES OF 3.) THE 2-INCH BLOWOFF VALVE MAY NOT BE
TRENCH SHALL BE POURED AGAINST FIRM, UNDISTURBED SUBSTITUTED FOR A MAIN LINE VALVE AT A
REVISIONS EARTH. FILL MATERIAL PLACED AGAINST THE THRUST COLLAR TEE, CROSS, OR WHERE A STUB LINE IS
SHALL BE COMPACTED TO 95% DENSITY (STANDARD PROCTOR) REQUIRED FOR A FUTURE EXTENSION.
FOR A MINIMUM LENGTH OF 6' ALONG THE PIPE ON EACH
SIDE OF COLLAR.
2,) THE 2-INCH BLOWOFF VALVE MAY BE OMITTED ON LINES
WHICH MAY BE EXTENDED IN THE FUTURE. SM. NO.
THRUST ANCHOR AND BLOW -OFF ASSEMBLY
F 6.10
STD. MANHOLE RING & COVER
W/ FOUR 1" HOLES & 'WATER"
FINISHGRADE
CAST IN TOP
SLOPE AWAY
CONCRETE ENCASEMENT FROM MANHOLE
EXISTING ROADWAY
VALVE BOX COVER
COMPOUND LEVER AIR
C.I. VALVE BOX STANDARD
­�­RELEASE VALVE -
VALMATIC, CRISPIN.
CURB & GUTTER 0
OR EQUAL
90' BRASS FITTING 5' (MIN,) DIAMETER PRECAST
UNION
CONCRETE MANHOLE
CORPORATION STOP g�LSER N
0 _il���
WELLER H9968. FORD F400 OR
F500, OR WATER DISTRIBUTION MINIMUM SLQF`t
VENT LINE
SADDLES.
2" GATE VALVE
3000 P.S.I. CONCRETE
BUILT UP INVERT
WATER
4
MAIN 12" # 67 STONE
PIPE CAP
6" DIA. DRAIN HOLE
NOTES�
1.) CORPORATION STOP SHALL BE LOCATED IN THE
TOP OF THE WATER MAIN.
2.) ALL PIPING AND FITTINGS IN THE MANHOLE
REVSIONS SHALL BE BRASS,
3.) MANHOLE STEPS SHALL BE PLACED 0 16" D.C.
WHEN DEPTH OF MANHOLE EXCEEDS 5 FEET.
STANDARD AIR RELEASE MANHOLE
FOR WATER MAINS
90' BEND
------------
T
DIRECTION
OF THRUST
TEE
40TES4
1�)
ALL BENDS AND TEES SHALL HAVE CONCRETE THRUST BLOCKING.
2.)
SEE PAGES 2 OF 3 AND 3 OF 3 OF THIS STANDARD FOR
UNMSTUR90-
SOIL
REACTION BEARING AREAS.
3.)
CONCRETE SHALL BE A MINIMUM OF 2500 P.&I.
4,)
CONCRETE SHALL NOT CONTACT BOLTS OR FLANGES OF MECHANICAL
JOINT FITTINGS.
2500 P S-L
THRUST BL
5.)
VERTICAL BENDS SHALL BE SHOWN IN DETAIL ON THE CONSTRUCTION
DRAWINGS. t
45* BEND
ISOMETRIC
611
(I of 3)
REACTION BEARING AREAS FOR
HORIZONTAL WATER PIPE BENDS
BASED ON TEST PRESSURE OF 200 P.S.I. (ALL AREA IN SQUARE FEET)
4v
#, o
e q
MIN. 10'
3' 10,
SANITARY GRAVITY SEWER WATER LOT
(SEE PLAN & PROFILES FOR SERVICE
MATERIAL & DEPTHS) LINE
ASPHALT
PAVEMENT I
LOW SIDE LOT LINE
SEWER SEWER CLEANOUT
SERVICE LINE LOT
DUCTILE IRON
WATER LINE BURIED 0 WATER METER
UNDER PAVEMENT
UTILITY
EDGE OF EASEMENT
PAVEMENT
CURB & GUTTER RIGHT-OF-WAY
NOTE: SCHEMATIC SHOWN FOR REFERENCE ONLY AND IS NOT INTENDED
TO SUPERCEDE LOUISBURG STANDARDS AND SPECIFICATIONS.
TYPICAL WATER METER & SEWER
CLEANOUT PLACEMENT SCHEMATIC
NOTES,
REACTION BEARING AREAS ARE IN SQUARE FEET MEASURED IN A
VERTICAL PLANE IN THE TRENCH SIDE AT AN ANGLE OF 90' TO THE THRUST VECTOR.
USE 6'-90' BEND VALUE FOR HYDRANTS FOR ADDITIONAL SAFETY FACTOR
THRUST BLOCKING
NOT TO SCALE
(2 of 3)
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 ill
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
DETAILS
C�30
SHEET 30 OF 33
@ 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

il
45" P.V.C.
PLrne STASOLVENT
(a
"'SEWER" TO BE PLAN i�lElli
CEMENT SEAL
I
CAST IN COVER
4
I
FINISHED GRADE
VA�L BOX
SR
P.Y.C. PIPE
C.I. VALVE BOX (TYP.)
I
INSTALL FLUSH
I
CLEANOUT ADAPTER
0
45' CAST IRON. SADDLE
.. ...
LONG TURN WYE
CEMENT SEAL-
SERVICE PIPE I
24 GA.TYP,C304L STAINLESS
STAINLESS STEEL
;MINIMUM
AS SPECIFIED 1/B BEND If
STEEL T-BOLTS
STRAP 0 NUTS & WASHERS
ql O
O
_ _ I
GRADIENT 1/4" PER FT.
DUCTILE IRON PIPE
(00
TO
" T
THREADED PLUG
TAPPING SAD
ADAPTER AS I
ELEVATION VIEW
2'-1 1/4"
V-11 3/4"
BOLTS V-11 1/2"
POLYVINYL GASKET BETWEI
COVER AND FRAME SEAT
F-2 1 f B"
y�.
(� r, 3/4"
3"
3 3/4"
3/8
2'-9 1 4"
I OF COVER
MINIMUM AVERAGE WEIGHT
RING 190
COVER 120
TOTAL 310
rE
FINISHED GRADE —7
FINAL BACKFILL PER
SPECIFICATIONS
METALLIC LOCATOR TAPE
SHALL BE INSTALLED 18"
BELOW GRADE FOR ALL PIPES
7.05
2of2
UNDISTURBED SOIL
SS r
5 1y2
NQTESd
INITIAL BACKFILL �., \ ✓ TRENCHES REQUIRING SHORING AND
COMPACTED IN 6" BRACING, DIMENSIONS SHALL DE TAKEN
LAYERS (MAX.) AS i
SPECIFIED - FROM THE INSIDE FACE OF THE
' -' SHORING AND BRACING.
—Wwb 8" - -^- 8" -- MINIMUM SIDE CLEARANCE
PIPE OLD,
12" .,""-..- 12"`— MAXIIMUM SIDE CLEARANCE
Nvs CLASS "D" BEDDING
RIPTION REQUIRED FOR DUCTILE IRON
& REINFORCED CONCRETE PIPE.
STD. N0,
PIPE BEDDING & BACKFILLING/CLASS F 6.01
I �
1 2 EASEMENT WIDTH I "SEWER" TO BE
e CAST IN COVER
C.I. VALVE BOX (TYP.)
INSTALL FLUS
/ THREADED
CLEANOUT PLUG
u/
4t PRIVATE SEWER TAP, USE
D.I. DEPTH SUIT
LOT TOPOGRAPHY.
a
i
WYE
1/8 " BEND LO
D.I. SEWER _ 4" D.I.P,
MAIN ( Y1v
MIN— GC++�ADE i%4," PER FT.
AND 1/8 BEND OR
NG TURN TEE WYE
REVISIONS f I 45' SEWER SADDLE THREADED OR MECHANICAL
JOINT WATER TIGHT PLUG
EI .--'--WTI --- .,_ L ..` _ 7AP TO BE MADE ON THE "
TOP QUARTER OF THE MAIN
4 SANITARY SEWER TAP & SERVICE
FOR SEWER MAINS OVER 10' DEEP
-- I 100 YR. FLOOD ELEV. + 1 FT.
(SEE PROFILE)
HOODED VENT CAP
(SEE SPECIFICATIONS)
— 4" DUCTILE IRON PIPE
MANHOLE RING & COVER
WATERTIGHT.W/ BOLTSTOP EE 925 L8. FLANGED
[A:1J
GASKETS, CENT REp IN
I I CONNECTION
I I
i 3".
10' MIN.- VENTED
PRECAST TOP SLAG
MANHOLES ONLY �..I
- 4" FLANGED
WALL PIPE
W/2" ANCHOR RING
"a
f,
REVISIONS
DESCRIPTION"
STD. N(
MANHOLE VENT STACK DETAIL 7.06
h
�-
FINISHED GRADE—,,CL
* A
L BA FILL
PECIFICATIONS
.,,
` METALLIC LOCATOR TAPE
SHALL BE INSTALLED 18" ----"`
FINAL BACKFILL
BELOW GRADE FOR ALL
PIPES
PER SPECIFICATIONS
_
BACKFILL
2 0"
I,
>
< »... .,
p
CTED IN 6
(MAX.) AS
"'--UNDISTURBED SOIL — —
'ECIFIED'+
..-'�0P_
Tom_ P or PIPE'''°a�
�+
2000 P.S.I.
CLASS 9-2
"a ': p
CONCRETE
'--- SPRING LINE
Fort CLASS I3-1
;7 STONE
NELL UNDER
�,,
_ ""'
No.67 STONE
M OF PIPE
-` ----
—
WORK WELL UNDER
4" BEDDING 4" BE:DDINNGGT-
BOTTOM OF PIPE
8"
- MINIMUM SIDE CLEARANCE
8" -A- _41 8"
PIPE O.D.
PIPE O.DJm-
_a�
12" - 12"
MAXIMUM SIDE CLEARANCE ----
12" - 12"
CLASS "B" BEDDING
CLASS "A" BEDDING
REQUIRED FOR PVC-SDR 35, CORRUGATED ^�
PVC & RIBBED PVC SEWER PIPE
MSIONS NOTES
IF`yS/21P1'(QN TRENCHES REQUIRING SHORING AND
BRACING, DIMENSIONS SHALL BE TAKI
FROM THE INSIDE FACE OF THE
SHORING AND BRACING.
E9(Ill;RI
�;
MANHOIE SiiEEDIaM DIAMETER
:(SANITARY SEWER AND STORM SEWER)
DEPTH
OUTLET PIPE SIZE
RANGE
8"-12"
15"-30"
36"-54"
0'-12'-
4' DIA.
6' DIA.
T DIA.
1"-9Ti6
5' DIA.
6' DIA.
T DIA.
7 18'
6' DIA.
7' DIA.
8' DIA.
ADD V TO DIAMETER FOR ALL
INSIDE DROP MANHOLES
PROVIDE EXTENDED BASE WHEREVER
STANCE
NECESSARY FOR UPLIFT RESISTANCE
MANHOLE TOPS SHALL BE NO LESS THAN
ABOVE FVNISH GRADE WHEN LOCATED C.I. RING AND COVER
OUTSIDE Of STREET RIGHT OF WAY. PLAT �—%—SPECIFIED O STD N0. 7.05
TOPIS GREATER THAN 3- ABOVE FINISHED
S SHALL BE USED WHERE THE TOP M////
ELEVATION
FINISH GRADE IN A FLOOD PLAIN. PAVEMENT
GRADE RINGS r BASE COURSE
AS REQUIRED
MAX. HEIGHT a 6" r
CONCRETE COLLAR
4' DIA. BY B" THICK
CONE SECTION
INTERMEDIATE SECTION
AS REQUIRF�O
HEIGHT 16 , 32 , or 48"
JOINT
RUBBER "O"-RING JOINT
OR BUTYL -RESIN JOINT SEAL
4,000 P.S.I. CONCRETE
(REINFORCEMENT M q. AO1
N 21N AFT
MANHOLE OPENINGS
AS PER PLANS
(BY MANUFACTURER)
8' MIN. 167 STONE
■
-- 5" MIN.
7.04
TWO 1" DIAMETER HOLES
REQUIRED FOR STORM AN
SANITARY SEWER ONLY
y
``IVE`� �IfrEV"
2'-1 t 4"
TOP OF COVER
1°-I1 3 4'°
1'-11 tf2"
eI d —�1
T
3/4.
r� 3»
1/2"
V-10 1 4" 1
MIN, « 4 3/8 - » 3/8
1 4"
BOTTOM OF COVER
MIN.
MINIMUM AVERAGE WEIGHT
RING 190
COVER 120
TOTAL 310
STD, N(
MANHOLE RING AND COVER 7.05
NOTE: NO ENCASEMENT REQUIRED FOR
SPACE GREATER THAN 24" FOR SEWER LINES
x
^`^^ ^SI CONCRETE 6" PIPE 6"
JSIT MIXED O.D.
-RENCH WIDTH
PROPOSED PIPELINE OVER EXISTING PIPE
DSED
NE
,X
EXIST
PIPE
6" MIN
24" MAX
PROPOSED
PIPELINE
;K COMPRESSIBLE
FILLER MATERI
PROPOSED PIPELINE UNDER EXISTING PIPE
CONCRETE CRADLE PROTECTION
FOR SEWER LINE CROSSINGS
NO SCALE
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
,OtaftFtotrelef®
w
041
21
e 1 •`c
�rrdioi aM`
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT COMMENTS 11/30/2020 FLM
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1i'
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
DETAILS
C�31
SHEET 31 OF 33
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.

GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
(TYP.)
S
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
10 MIL
1:1 PLASTIC SANDBAGS (TYP.)
SIDE SLOPE LINING OR STAPLES
(TYP.)
x
10'
HIGH MIN
COHESIVE &
LOW FILTRATION
SOIL BERM
CLEARLY MARKED SIGNAGE SECTION A -A
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL BE
MAINTAINED WHEN THE LIQUID AND/OR SOLID REACHES
75%
OF THE STRUCTURES CAPACITY.
PLAN &CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
7
o �
SANDBAGS (TYP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
CONCRETE NOTING DEVICE (18"X24" MIN.)
WASHOUT
NW1Q
SANDBAGS (TYP.)
OR STAPLES
HIGH
10MIL
COHESIVE &
PLASTIC LINING
LOW FILTRATION
-1:1 SIDE SLOPE
SOIL BERM
(TYP.)
SECTION B-B
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES
SHALL BE MAINTAINED WHEN THE LIQUID
AND/OR SOLID REACHES 75% OF THE
STRUCTURES CAPACITY TO PROVIDE
ADEQUATE HOLDING CAPACITY WITH A
MINIMUM 12 INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE NEEDS
TO BE CLEARY MARKED WITH SIGNAGE
NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
COMMENTS
1 ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 1"
I I
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE:
05-13-2020
SCALE:
AS SHOWN
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
NCGO1 GROUND STABILIZATION
& MATERIALS HANDLING
C-32
© 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.
SHEET 32 OF 33

PART III
SELF -INSPECTION., RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained in
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures inspected,
Measures
7 calendar days
2. Date and time of the inspection,
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDOs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of stormwater pollution such as oil
event > 1.0 inch in
sheen, floating or suspended solids or discoloration,
24 hours
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentation is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to cleanup or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 inch in
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
19-111,14 mill
SELF -INSPECTION., RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
initial and date a copy of the approved E&SC
to E&SC measures.
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART 111., SECTION G., ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part 111, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained clewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the clewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all clewatering devices, and
(f) Sediment removed from the clewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
PART III
SELF -INSPECTION., RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
9
Within 24 hours, an oral or electronic notification.
deposition in a
9
Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
*
If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
•
Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
*
A report at least ten days before the date of the bypass, if possible.
bypasses [40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3)]
effect of the bypass.
(d) Unanticipated
9
Within 24 hours, an oral or electronic notification.
bypasses [40 CFR
*
Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3)]
quality and effect of the bypass.
(e) Noncompliance
*
Within 24 hours, an oral or electronic notification.
with the conditions
*
Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment[40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7)]
prevent reoccurrence of the noncompliance. [40 CFR 122.41(1)(6).
9
Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/O1/19
REVIEW BY TOWN OF LOUISBURG CONSULTING ENGINEERS
THIS DESIGN HAS BEEN REVIEWED FOR THE TOWN OF LOUISBURG BY
THE UNDERSIGNED CONSULTING ENGINEER OF THE TOWN OF
LOUISBURG, AND TO THE BEST OF MY KNOWLEDGE AND BELIEF, IT
CONFORMS TO THE REQUIREMENTS ESTABLISHED IN THE STANDARD
SPECIFICATIONS OF THE TOWN OF LOUISBURG.
BY: DATE:
I I
POST OFFICE BOX 91727
RALEIGH, NORTH CAROLINA 27675
PHONE: [phone]
FIRM NC LICENSE NUMBER C-4222
REVISION HISTORY
REV DESCRIPTION DATE BY
1 ADDRESS NCDOT 11/30/2020 FLM
r COMMENTS I
ADDRESS LOUISBURG 2/22/2021 FLM
COMMENTS
ORIGINAL PLAN SIZE: 24" X 36"
ISSUED FOR
PERMITTING
DO NOT USE FOR CONSTRUCTION
SCALE ADJUSTMENT
THIS BAR IS 1 INCH IN LENGTH
ON ORIGINAL DRAWING
0 ill
I _J
IF IT IS NOT 1 INCH ON THIS
SHEET, ADJUST YOUR SCALE
ACCORDINGLY
CONSTRUCTION PLANS
GREEN HILL SUBDIVISION
NC HWY 39
PIN: 2805-70-1959
LOUISBURG, NC
DATE: I 05-13-2020 1
SCALE: I AS SHOWN I
DESIGNED BY:
FLM
APPROVED BY:
FLM
PROJECT NO.:
20020
NCGO1 SELF -INSPECTION
RECORDKEEPING & REPORTING
C-33
SHEET 33 OF 33
@ 2020 THIS DRAWING SHALL NOT BE REPRODUCED IN WHOLE OR IN
PART WITHOUT WRITTEN PERMISSION OF FLM ENGINEERING, INC.