2018-08-10 Wrenn Creek

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Vicinity Map
N.T.S.
SITE m
\,tiaant
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1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
GRAPHIC SCALE
0 100' 200' 400'
( IN FEET )
HORIZONTAL 1 inch = 200 ft.
19 / \
\MB
20
\ 18 1.5" EIP
" WALL
\ ((_ 3/4" EIP C
1 M > WELL
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° WELL 3/4" EIR I I I \ 0 \
5 25 C.
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❑ WELL 1/2" EIR-----------
1/2" EIR
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1/2" EIR / / 15 \ \ Z
12 I 13 � �\ \� 143
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\ \
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I 95 / 28
1 � �\\ 1 137 � ❑
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I� 96 1
136
IL 135
1 98 I -1
134
99 /133
I I 100 D I 2s
132
101
131
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I I 103 I I 129 /^ \
I I L
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I� 126 32
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I 108 124 X 33
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/ 111 I I I 121
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119
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118
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117
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61 3.28 AC. 116
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5/8" EIR
SHEETINDEX
ADJOINING PROPERTY OWNERSHIP TABLE
TITLE
PID 06054031
19
PID 06054437
37
PID 06054080
Fil
KIKER JEFFERY L &LESLIE
SITE PLAN
SHANNON VISTA HOA
SITE PLAN
W NKLER MARK L
SITE PLAN
DB PG PRE 1993
SITE PLAN
DB 5026 PG 062
SITE PLAN
DB PG PRE 1993
SITE PLAN
PID 06054032
SITE DETAILS
PID 06054178
OVERALL EROSION CONTROL PLAN PHASE 1
PID 06054080
❑2
SILVA JUAN C & BARBARA ATURMAN
EROSION CONTROL PLAN PHASE 1
NEIL D & WIFE
38
WINKLER MARK L
EROSION CONTROL PLAN PHASE 2
DB 4016 PG 182
20
THERESE V
EROSION CONTROL DETAILS
DB PG PRE 1993
EROSION CONTROL DETAILS
C-3.8
EROSION CONTROL DETAILS
DB 1125 PG 153
OVERALL GRADING PLAN
C-4.1
GRADING PLAN
PID 06054033
GRADING PLAN
C-4.3
GRADING PLAN
PID 06036001
GRADING PLAN
DLIN L & CAROL B
GRADING PLAN
C-4.6
39
GROVE
GRADING PLAN
DB1507 PG 45
ROADSIDE DITCH DRAINAGE AREAS
TURMAN NEIL D & WIFE
STORM DRAINAGE AREAS
CAMPGROUND
STORM PROFILES
C-4.11
21
THERESE V
STORM SEWER DRAINAGE SCHEDULE
DB PG PRE 1993
OVERALL WATER & SEWER PLAN
PID 06054034
SANITARY SEWER (PH1S1)
DB 1125 PG 153
SANITARY SEWER (PH1S1)
C-5.3
®
FROST JACK G
SANITARY SEWER (PH1S4)
C-5.5
SANITARY SEWER (PH1S2)
PID 06057002D
SANITARY SEWER (PH1S3)
DB PG PRE 1993
SANITARY SEWER (PH1S7)
PID 06054174
4p
BRYAN K & MICHELLE S
UTILITY DETAILS
C-5.19
22
CAMP JAMES D
L-1.7
MCCARVER
PID 06054035
DB 1635 PG 086
DB 3459 PG 272
❑5
RACHED ALBERT S
DB 1480 PG 008
PID 06054174
PID 06057002C
23
CAMP JAMES D
41
ROBERT SHARON & LINDA H
©
PID 06054036
TARLTON AMANDA C
DB 1635 PG 086
MCCARVER
DB 3436 PG 256
DB 1160 PG 313
PID 06054174
24
CAMP JAMES D
PID 06057002A
PID 06054037
DB 1635 PG 086
¢2
ROBERT SHARON & LINDA H
F7
MANSHACK LENNIS JR
MCCARVER
DB CS15 PG 225
PID 06054172
DB 3436 PG 253
25
WEAVER TERENCE & KELLY
U
PID 06054038
DB 4160 PG 391
PID 06054502
®
MANSHACK LENNIS JR
JAMES BRENT & BARBARA ANN
DB CS15 PG 225
PID 06054171
43
USSERY
26
WEAVER TERENCE & KELLY
DB 2739 PG 308
PID 06054039
DB 4160 PG 391
F9
BENTON RICHARD E & ROBBIE P
PID 06054484
DB PG PRE 1993PID
06054170
¢¢
ROBERT A MOTT & LELIS ROCIO
27
WEAVER TERENCE & KELLY
NAVARRO
PID 06054040
DB 4160 PG 391
DB 6616 PG 593
10
HICKS JUSTIN M
DB 5979 PG 373
PID 06054049
PID 06054485
28
LEWIS FRANCES P
45
WALLACE H CHIN
PID 06054041
DB 3388 PG 331
DB 6489 PG 651
Ell
FAIRCLOTH BOBBY J & WIFE
o_
JOYCE
PID 06054050D
46
PID 06054486
DB 788 PG 743
29
BRIARCREST OWNERS
EMILY R & JASON D WILLIAMS
ASSOCIATION INC
DB 5768 PG 417
PID 06054042-01
DB 5016 PG 448
12
FAIRCLOTH BOBBY J & WIFE
PID 06054487
JOYCE
PID 06054104
47
LAURA FISHER & JOHN DYE
DB 788 PG 743
30
MOORE JOHN R JR & WF
DB 6692 PG 604
DOROTHY K
P-4
PID 06054043
DB PG PRE 1993
PID 06054488
13
WADE KEITH E & WIFE VICKI F
48
SCOTT A & KELLY S CLARK
DB 808 PG 824F
PID 06054103
DB 6521 PG 682
-
31
FARLEY SETH T
A
1 4
PID 06054044
TERRY G. & PATRICIA F. DAVIS
DB 6241 PG 810
49
PID 06054489
KARINA & FERNANDO KERR
DB 0905 PG 0787
PID 06054103
DB 6047 PG 827
32
FARLEY SETH T
PID 06054045
DB 6241 PG 810
PID 06054490
15
LYNCH KATHRYN F. & HUSBAND
50
JAMES E & KRISTIE KOHLER
JOHN D.
PID 06054101
O
DB 5921 PG 268
DB 1157 PG 30233
HILL GRADY WYMAN & WF MARY
JOYCE BPID
z
06054491
PID 06054046
DB PG PRE 1993
51
TRAFICANTI HEIDI LYNN ET AL
F1-6]
LYNCH JOHN D & WF KATHRYN
DB 5911 PG 868
F.
PID 06054100
DB 1948 PG 001
34
FEST RICHARD CHARLES AND
PID 06054492
WIFE
52
MICHAED D & SHAWN R
PID 06054054-01
DB PG PRE 1993
JOHNSON
17
WILSON ESTELLA
DB 5858 PG 772
DB 4733 PG 486PID
06054082
35
DUGAN JESSE A
PID 060540545
DB 3363 PG 471
18
HAMMER JERRY W
DB 370 PG 574PID
06054081
36
EVANS CHERYL P
DB 1123 PG 183
I ;
d
i
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
GRAPHIC SCALE
0 100' 200' 400'
( IN FEET )
HORIZONTAL 1 inch = 200 ft.
19 / \
\MB
20
\ 18 1.5" EIP
" WALL
\ ((_ 3/4" EIP C
1 M > WELL
v 3/4" EIP
I
1/2" EIR J
° WELL 3/4" EIR I I I \ 0 \
5 25 C.
B l
❑ WELL 1/2" EIR-----------
1/2" EIR
"
1/2EIR / / /
SIGN SPEED - - - - � 14 `-
❑ VVCLL / / \
1/2" EIR / / 15 \ \ Z
12 I 13 � �\ \� 143
�\ 16 A\
I ` \
1/22"" EIR
12
5/8" EIR /
I-
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1/2" EIR 10 28 I 1 33 I I
® I 9 1 27 I I- 1 19 1
❑
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IT I 1 / = 20 I II
I I 1 8 26 I I 35 J I I I
1/2" EIR = J I L I \ \
© I I I
7 25
36
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❑5 I 6 24
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5/8" EIR / \ r 41 64I�
65 I 66 I I 68
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74
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\ \
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I 95 / 28
1 � �\\ 1 137 � ❑
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I� 96 1
136
IL 135
1 98 I -1
134
99 /133
I I 100 D I 2s
132
101
131
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I I 103 I I 129 /^ \
I I L
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125 0
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I 108 124 X 33
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119
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118
5/8" EIR -
117
60
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61 3.28 AC. 116
/ \ 115 O
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5/8" EIR
SHEETINDEX
NUMBER
TITLE
C-0.0
COVERSHEET
C-2.0
OVERALL SITE PLAN
C-2.1
SITE PLAN
C-2.2
SITE PLAN
C-2.3
SITE PLAN
C-2.4
SITE PLAN
C-2.5
SITE PLAN
C-2.6
SITE PLAN
C-2.7
SITE PLAN
C-2.8
SITE DETAILS
C-3.0
OVERALL EROSION CONTROL PLAN PHASE 1
C-3.1
EROSION CONTROL PLAN PHASE 1
C-3.2
EROSION CONTROL PLAN PHASE 1
C-3.3
OVERALL EROSION CONTROL PLAN PHASE 2
C-3.4
EROSION CONTROL PLAN PHASE 2
C-3.5
EROSION CONTROL PLAN PHASE 2
C-3.6
EROSION CONTROL DETAILS
C-3.7
EROSION CONTROL DETAILS
C-3.8
EROSION CONTROL DETAILS
C-4.0
OVERALL GRADING PLAN
C-4.1
GRADING PLAN
C-4.2
GRADING PLAN
C-4.3
GRADING PLAN
C-4.4
GRADING PLAN
C-4.5
GRADING PLAN
C-4.6
GRADING PLAN
C-4.7
GRADING PLAN
C-4.8
ROADSIDE DITCH DRAINAGE AREAS
C-4.9
STORM DRAINAGE AREAS
C-4.10
STORM PROFILES
C-4.11
STORM PROFILES
C-4.12
STORM SEWER DRAINAGE SCHEDULE
C-5.0
OVERALL WATER & SEWER PLAN
C-5.1
SANITARY SEWER (PH1S1)
C-5.2
SANITARY SEWER (PH1S1)
C-5.3
SANITARY SEWER (PH1S4)
C-5.4
SANITARY SEWER (PH1S4)
C-5.5
SANITARY SEWER (PH1S2)
C-5.6
SANITARY SEWER (PH1S3)
C-5.7
SANITARY SEWER (PH1S7)
C-5.8
SANITARY SEWER (PH1S5) (PH1S6)
C-5.18
UTILITY DETAILS
C-5.19
UTILITY DETAILS
DEVELOPER
EASTWOOD CONSTRUCTION, LLC
2857 WESTPORT ROAD
CHARLOTTE, NC 28208
PAT QUINN, P.E.
[phone]
[e-mail]
UC�7IVIYCR.
\ 42 x \ BLUESTONE LAND MANAGEMENT, PLLC
3s 470 NORTH BROAD STREET, SUITE A
7004 MOORESVILLE, NC 28115
1\2" EIR
616.90 JONATHAN CARTER, P.E.
[phone]
5\8" EIR [e-mail]
\G
C-5.20
UTILITY DETAILS
C-5.21
UTILITY DETAILS
C-6.1
OFFSITE WATER PLAN AND PROFILE
C-6.2
OFFSITE WATER PLAN AND PROFILE
C-6.3
OFFSITE WATER PLAN AND PROFILE
C-6.4
OFFSITE WATER PLAN AND PROFILE
C-7.0
BOUCHARD DRIVE PLAN & PROFILE 0+00 - 9+50
C-7.1
BOUCHARD DRIVE PLAN & PROFILE 9+50 - 20+00
C-7.2
BOUCHARD DRIVE PLAN & PROFILE 20+00 - 30+00
C-7.3
BOUCHARD DRIVE PLAN & PROFILE 30+00 - 36+50
C-7.4
SINALOA STREET PLAN & PROFILE 0+00 - 10+00
C-7.5
SINALOA STREET PLAN & PROFILE 10+00 - 20+50
C-7.6
CANYON LANE PLAN & PROFILE 0+00 - 7+07
C-7.7
YUCATAN DRIVE PLAN & PROFILE 0+00- 12+00
C-7.8
YUCATAN DRIVE PLAN & PROFILE 12+00 - 22+50
C-7.9
YUCATAN DRIVE PLAN & PROFILE 22+50 - 32+50
C-7.10
YUCATAN DRIVE PLAN & PROFILE 32+50 - 41+00
C-7.11
YUCATAN DRIVE PLAN & PROFILE 41+00 - 48+00
C-8.0
PLEASANT GROVE RD PLAN & PROFILE
C-8.1
PLEASANT GROVE RD PLAN & PROFILE
C-8.2
SIGHT DISTANCE PLAN & PROFILE
C-8.3
PLEASANT GROVE RD STRIPING PLAN
C-8.4
PLEASANT GROVE CROSS SECTIONS
C-8.5
PLEASANT GROVE CROSS SECTIONS
C-8.6
PLEASANT GROVE CROSS SECTIONS
C-8.7
PLEASANT GROVE CROSS SECTIONS
C-8.8
PLEASANT GROVE CROSS SECTIONS
C-8.9
PLEASANT GROVE CROSS SECTIONS
C-8.10
PLEASANT GROVE CROSS SECTIONS
C-8.11
PLEASANT GROVE CROSS SECTIONS
C-8.12
PLEASANT GROVE CROSS SECTIONS
C-8.13
PLEASANT GROVE CROSS SECTIONS
C-8.14
PLEASANT GROVE CROSS SECTIONS
C-8.15
PLEASANT GROVE CROSS SECTIONS
C-8.16
NCDOT STANDARD DETAILS
C-8.17
NCDOT STANDARD DETAILS
C-8.18
NCDOT STANDARD DETAILS
L-0.0
OVERALL LANDSCAPE PLAN
L-1.0
LANDSCAPE PLAN
L-1.1
LANDSCAPE PLAN
L-1.2
LANDSCAPE PLAN
L-1.3
LANDSCAPE PLAN
L-1.4
LANDSCAPE PLAN
L-1.5
LANDSCAPE PLAN
L-1.6
LANDSCAPE PLAN
L-1.7
LANDSCAPE DETAILS AND TABLES
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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
COVERSHEET
011"1111

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I TACK COAT
1
1
I
IC-2.1
1
'
'
C-2.2 I
'
LOT SIZE CHART
I
C-2.4 ' '
JUNE 1, 2026
LOT#
AREA (ft 2)
LOT#
AREA (ft 2)
LOT#
AREA (ft)
1
22664.54
50
20128.25
99
20500.00
2
20655.83
51
20258.92
100
20500.00
3
1 20671.28
52
20787.45
101
20500.00
4
20937.44
53
22985.45
102
21525.00
5
20964.49
54
30579.21
103
20500.00
6
20352.24
55
25488.43
104
20500.00
7
20731.66
56
25110.99
105
20500.00
8
21105.76
57
23443.75
106
20500.00
9
21469.21
58
22698.25
107
20500.00
10
21826.61
59
22022.22
108
20500.00
11
1 20391.42
60
26471.31
109
20639.44
12
21442.08
61
29618.50
110
21206.79
13
22354.84
62
24515.94
111
20454.19
14
21878.81
63
24976.13
112
21750.27
15
24782.46
64
26149.83
113
23046.34
16
24782.46
65
21140.60
114
24662.12
17
26427.81
66
20747.88
115
23914.91
18
20224.50
67
26862.66
116
22966.87
19
20224.50
68
23627.66
117
23425.88
20
20224.50
69
23560.00
118
23909.18
21
24299.46
70
23724.51
119
25132.56
22
26061.70
71
26652.85
120
25676.56
23
21650.52
72
21943.20
121
26208.54
24
20500.00
73
29899.54
122
25443.92
25
20500.00
74
26692.90
123
27053.42
26
20500.00
75
30386.52
124
24805.30
27
20500.00
76
27402.50
125
24412.66
28
20500.00
77
26616.30
126
24011.18
29
22533.58
78
27045.45
127
23609.06
30
27464.20
79
20597.52
128
23206.93
31
27464.20
80
20091.12
129
22803.82
32
22533.58
81
20500.00
130
23664.86
33
20500.00
82
20500.00
131
23587.62
34
20500.00
83
20500.00
132
22470.53
35
20090.00
84
20500.00
133
22519.37
36
20199.64
85
20500.00
134
22585.24
37
20800.00
86
20500.00
135
22651.11
38
20800.00
87
21525.00
136
22716.97
39
20800.00
88
20500.00
137
22626.02
40
25862.22
89
20500.00
138
23111.54
41
20000.00
90
20500.00
139
23111.54
42
20951.71
91
20500.00
140
23111.54
43
33491.14
92
20500.00
141
23111.54
44
27830.57
93
20664.82
142
23111.54
45
27245.73
94
26044.63
143
23111.54
46
24888.02
95
26044.63
144
20000.00
47
21884.24
96
20664.82
145
20000.00
48
20009.44
97
20500.00
146
24390.49
49
20069.13
98
20500.00
I TACK COAT
1
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JUNE 1, 2026
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134.249 ACRES
1
�rn�ina��
TOTAL COMMON OPEN SPACE
�G2.5
C-2.6
1
15.82 ACRES
NON FLOOD PLAIN C.O.S.
41.22 ACRES
ZONING
RA -40 (CLUSTER)
C-2.7
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20,000 SF
\
KEY MAP
l 1.5" TYPE S 9.513 SURFACE COURSE (TO BE PLACED ONCE 80-90% OF HOME
CONSTRUCTION HAS BEEN COMPLETED, OR AS REQUIRED BY UNION COUNTY)
INTERIOR TYPICAL ROADWAY SECTION
91 -
SEWER LIGHT POLE
CLEANOUT
5'
SIDEWALK
2%
SIDEWALK/UTILITY
EASEMENT
WATER
METER
2.5" 119.06 PLACED IMMEDIATELY UPON PROPERLY PREPARED STONE BASE.
8" ABC B25.013 OR C (ASPHALT CONCRETE BASE COURSE)
COMPACTED SUBGRADE 100% STANDARD
PROCTOR ASTM D-698
BITUMINOUS PAVEMENT BASE COURSE TO BE COMPACTED TO A
_ DENSITY OF 92%. BITUMINOUS PAVEMENT INTERMEDIATE COURSE
SHALL BE COMPACTED TO A DENSITY OF 92%. BITUMINOUS
SURFACE COURSE TO BE COMPACTED TO A DENSITY OF 92%.
5.-6' 6'
DITCH SHOULDER
12�
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'9S
/ 51
50
/ 49 48
5/8" EIR \
>� 31
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32
5/8" EIR
4--1�- ItL.LIIVt `SIDEWALK/UTILITY
WM 5' FROM EOP�2% EASEMENT
3' MIN. COVER I rn d
r (PER UCPW)/
POWER
7004
1\2" EIR
GAS MAIN 41 616.90
8" SANITARY
SEWER
TYPICAL ROADWAY CROSS-SECTION
EIR _
�Y-lnnu
5.00'
�NOrfh
ANTICIPATED START
SEPTEMBER 1, 2018
ANTICIPATED COMPLETION
JUNE 1, 2026
USEABLE AREA
134.249 ACRES
AREA IN LOTS
�rn�ina��
TOTAL COMMON OPEN SPACE
57.04 ACRES
FLOOD PLAIN C.O.S.
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P. OR AS AMENDED.
0
NOTE:
1. WALKING TRAIL CONSTRUCTED OF 4" OF GRAVEL (CONCORD PIT GRAVEL OR APPROVED
EQUIVALENT) ON SOIL SUBGRADE. SOIL SUBGRADE TO BE
UNDERCUT 4" AND COMPACTED TO 92% OF
MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE PER ASTM D-698 (STANDARD
PROCTOR).
2. MAX CROSS SLOPE OF a'/FT NOTE:
3. 8' MINIMUM VERTICAL CLEARANCE IN THE FLOODPLAIN THE TRAIL WILL BE DESIGNED
SO THAT THE SURFACE IS AT THE EXISTING GRADE,
AND THE SAME AMOUNT OF MATERIAL WILL BE
REMOVED AS THE AMOUNT BROUGHT IN TO
CONSTRUCT THE TRAIL. THERE WILL BE NO
CHANGE TO THE GRADES IN THE FLOODPLAIN.
WALKING TRAIL DETAIL
ANTICIPATED CONSTRUCTION SCHEDULE
ANTICIPATED START
SEPTEMBER 1, 2018
ANTICIPATED COMPLETION
JUNE 1, 2026
SITE INFORMATION
GROSS AREA
148.038 ACRES
R/W AREA
12.55 ACRES
USEABLE AREA
134.249 ACRES
AREA IN LOTS
76.48 ACRES
TOTAL COMMON OPEN SPACE
57.04 ACRES
FLOOD PLAIN C.O.S.
15.82 ACRES
NON FLOOD PLAIN C.O.S.
41.22 ACRES
ZONING
RA -40 (CLUSTER)
MINIMUM LOT AREA
20,000 SF
MINIMUM FRONT SETBACK
25 FT
MINIMUM REAR SETBACK
25 FT
MINIMUM SIDE SETBACK
7.5 FT
MINIMUM CORNER SETBACK
12.5 FT
DISTURBED AREA = 103.16 ACRES
MAXIMUM BUILT UPON AREA FOR LOW DENSITY = 24% OR 35.53 AC
IMPERVIOUS AREA = 16.6% OR 24.66 AC
*NUMBER OF LOTS ALLOWED = (USEABLE AREA * 43,560) / 40,000 =
146.20
*NUMBER OF LOTS PROVIDED = 146
*USEABLE AREA = GROSS AREA - R/W AREA
25' REAR YARD
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OVERALL SITE PLAN
00111/41
C-2.0

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PID 06054041
FAIRCLOTH BOBBY J &
WIFE JOYCE
DB 788 PG 743
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HICKS JUSTIN M
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DB PG PRE 1993
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MANSHACK LENNIS JR
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RACHED ALBERT S
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DB PG PRE 1993
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MATCHLINE - SEE SHEET C-2.1
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R7 -8D
LEGEND AND BORDER — GREEN
BACKGROUND — WHITE
4X
SIGN APPROVED FOR USE
UNDER GENERAL STATUTE 20-37.6
(TYPICAL)
(TYPICAL)
R7 -8D PENALTY SIGNS ARE REQUIRED TO
ACCOMPANY ALL R7 -8a PARKING SIGNS
ERECTED AFTER DECEMBER 31,1990
SUPPLEMENTAL ACCESSIBLE SIGN (R7 -8e) USED IF
THERE IS ONLY ONE REQUIRED ACCESSIBLE PARKING
SPACE (MUST BE VAN ACCESSIBLE) AND AT EACH
ADDITIONAL REQUIRED VAN ACCESSIBLE SPACE. (SEE
SUPPLEMENTAL ACCESSIBLE SIGN DETAIL (R7 -8e)
SUPPLEMENTAL ACCESSIBLE
SIGN (R7 -8D)
SINGLE UNIT
10" TYP
(4) 1/2-13 ANCHOR
BOX OUTLINE
2" TN?
D
BOLTS; USE TEMPLATE
F
B
H
TO ALIGN PROPERLY
V/
K
ACCEIQ!�,�.
N
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3 S '173' LE
12
(TYPICAL)
E
3/8
NOTE:
CONCRETE SHALL HAVE A
COMPRESSIVE STRENGTH OF
3000 PSI @ 2 S DAYS, CONTAIN
446MIN.-6%MAXAIR
ENTRAPMENT AND BE
PLACED WITH A 3.50 - 4.50
SLUMP IN ACCORDANCE TO
301.
2'-0"
MIN,TYP
CHAMFER ALL EDGES IN
LANDSCAPE AREAS,TOOL FLUSH
WITH ADJOINING SURFACES IN
PAVED AREAS.
(CUTAWAY VIEW OF BAR SHOWN)
MULTI -UNITS
I
VAN f SIGN R7 -8e
ACCESSIBLE
RESERVED
PARKING
f SIGN R7 -8a
-----------------
z MAXIMUM
Y
PENALTY— SIGN R7 -8D
$ 250
H
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O 0
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Ln 1
w
FINISHED GRADE
MATCH EXISTING GRADE IN PAVED AREAS
REINFORCING STEEL RODS ON
14.00" CENTERS MAXIMUM
EACH WAY (CONFORMING TO
ASTM A615 GRADE 60)
4X 4.00"
OPTIONAL COMPACT GRAVEL OR
CRUSHED STONE (OMIT WHERE
SOLID ROCK OCCURS)
FIRM UNDISTURBED SOIL OR
WELL -COMPACTED FILL
SLOPE SURFACE 0.2S INCH PER FOOT
ON ALL SIDES FOR DRAINAGE
MOUNTING NUT/ WASHER (NOT INCLUDED)
BUTYL RUBBER PAD
4X .50" DIA ANCHOR BOLTS
(CONFORMING TO ASTM A 193, GRADE BEIM
TYPE 316 STAINLESS STEEL, NOT INCLUDED)
SITE PREPARATION
AND PEDESTAL INSTALLATION
CBU TYPES 1, 11, 111, AND IV
SALSBURY INDUSTRIES
1010 East 62"d Street, Los Angeles, CA 90001-1598
Phone: [phone] Int'I Phone: [phone]
Fax: [phone] Int'I Fax: [phone]
www.mailboxes.com [e-mail]
Installation instructions are provided as general guidelines. It is advised that a professional installer be consulted. Salsbury Industries assumes no product assembly or installation liability.
Copyright © 2015 Salsbury Industries --- All rights reserved --- Part No. 1055282, Rev. 06, 11/06/2015 --- Page 3 of 10
CLUSTER MAILBOX INSTALLATION DETAIL
(4) 1/2-13 ANCHOR
B
C
D
BOLTS; USE TEMPLATE
F
B
H
TO ALIGN PROPERLY
V/
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ACCEIQ!�,�.
N
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3 S '173' LE
12
(TYPICAL)
E
3/8
1-1/2
BOX OUTLINE
_4._�
1/2
BOX OUTLINE
G
4
1-1/2
4--
2'-0'
2'-10” TYP
6
E
MIN,TYP
7
L_
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U
8
ARRANGE MULTIPLE ANCHOR BOLT SETS AS
a
MATCH EXISTING GRADE IN PAVED AREAS
REINFORCING STEEL RODS ON
14.00" CENTERS MAXIMUM
EACH WAY (CONFORMING TO
ASTM A615 GRADE 60)
4X 4.00"
OPTIONAL COMPACT GRAVEL OR
CRUSHED STONE (OMIT WHERE
SOLID ROCK OCCURS)
FIRM UNDISTURBED SOIL OR
WELL -COMPACTED FILL
SLOPE SURFACE 0.2S INCH PER FOOT
ON ALL SIDES FOR DRAINAGE
MOUNTING NUT/ WASHER (NOT INCLUDED)
BUTYL RUBBER PAD
4X .50" DIA ANCHOR BOLTS
(CONFORMING TO ASTM A 193, GRADE BEIM
TYPE 316 STAINLESS STEEL, NOT INCLUDED)
SITE PREPARATION
AND PEDESTAL INSTALLATION
CBU TYPES 1, 11, 111, AND IV
SALSBURY INDUSTRIES
1010 East 62"d Street, Los Angeles, CA 90001-1598
Phone: [phone] Int'I Phone: [phone]
Fax: [phone] Int'I Fax: [phone]
www.mailboxes.com [e-mail]
Installation instructions are provided as general guidelines. It is advised that a professional installer be consulted. Salsbury Industries assumes no product assembly or installation liability.
Copyright © 2015 Salsbury Industries --- All rights reserved --- Part No. 1055282, Rev. 06, 11/06/2015 --- Page 3 of 10
CLUSTER MAILBOX INSTALLATION DETAIL
R7 -8e
DIMENSIONS (INCHES)
C
B
C
D
D
F
B
H
i
V/
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N
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3 S '173' LE
12
6
E
3/8
1-1/2
F
1/2
1D
G
4
1-1/2
H
w
6
E
201 TO 300
7
L_
U
U
8
1
a
9
Ln
A
2% OF TOTAL
R7 -8e
DIMENSIONS (INCHES)
A
B
C
D
E
F
G
H
i
K
L
12
6
3/8
3/8
1-1/2
1-1/2D
1/2
1D
2-1/2
4
1-1/2
.INCREASE SPACING 50%
D-FHWA (FEDERAL HIGHWAY ADM INISTRATION/USDOT)
SERIES D LETTERS
LEGEND AND BORDER - GREEN
BACKGROUND - WHITE
SUPPLEMENTAL ACCESSIBLE
SIGN (R7 -8e)
VAN —SIGN R7 -8e
ACCESSIBLE
RESERVED
PARKING
f SIGN R7 -8a
ACCESSIBLE PARKING REQUIREMENTS
MINIMUM NUMBER
MINIMUM NUMBER OF
z MAXIMUM
OF ACCESSIBLE SPACES
ACCESSIBLE SPACES REQUIRED
Y PENALTY
f SIGN R7 -8D
TO BE VAN ACCESSIBLE
a $ 250
1
1
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2
1
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3
1
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1
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5
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1
201 TO 300
7
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8
1
a
9
Ln
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2% OF TOTAL
1 IN EVERY 8
w
ACCESSIBLE SPACES
O
Z
FINISHED GRADE
1 IN EVERY 8
EACH 100 OVER 1000
ACCESSIBLE SPACES
SECTION 4.1.2 (5) OF THE AMERICANS WITH DISABILITIES ACT (ADA).
CFF 4 1 ? (S) (d) FOP MFnI('AI ('ARF FA( -,Il ITIFC
ACCESSIBLE PARKING REQUIREMENTS
NOTES:
1. ALL 12"x18" ACCESSIBLE SIGNS (R7 -8a & R7-1) SHALL BE MOUNTED AT 7 FEET FROM
GRADETO BOTTOM EDGE OF SIGN FACE (MUTCD). MOUNTING HEIGHT CAN BE REDUCED TO
5 FEET IF PLACED IN AN AREA BETWEEN SIDEWALK AND BUILDING FACE IN WHICH
PEDESTRIANS ARE NOT EXPECTED TO USE.
2. REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, (MUTCD)
U.S. DEPARTMENT OF TRANSPORTATION AND NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION SUPPLEMENT.
3. IF ACCESSIBLE ROUTE IS A RAISED SIDEWALK AREA, THEN
RAMPS ARE REQUIRED AT LOADING ZONE AREA.
A
SIGNAG EACCESSIBLE ROUTE
© © © © (SEE NOTE 3)
SEE STD. NO
50.09 FOR
DETAILS
8'
MINIMUM NUMBER
MINIMUM NUMBER OF
TOTAL PARKING SPACES
OF ACCESSIBLE SPACES
ACCESSIBLE SPACES REQUIRED
PROVIDED
SPACES REQUIRED
TO BE VAN ACCESSIBLE
1 TO 25
1
1
26 TO 50
2
1
51 TO 75
3
1
76 TO 100
4
1
101 TO 150
5
1
151 TO 200
6
1
201 TO 300
7
1
301 TO 400
8
1
401 TO 500
9
2
501 TO 1000
2% OF TOTAL
1 IN EVERY 8
ACCESSIBLE SPACES
1001 AND OVER
20 PLUS 1 FOR
1 IN EVERY 8
EACH 100 OVER 1000
ACCESSIBLE SPACES
SECTION 4.1.2 (5) OF THE AMERICANS WITH DISABILITIES ACT (ADA).
CFF 4 1 ? (S) (d) FOP MFnI('AI ('ARF FA( -,Il ITIFC
NOTES:
1. ALL 12"x18" ACCESSIBLE SIGNS (R7 -8a & R7-1) SHALL BE MOUNTED AT 7 FEET FROM
GRADETO BOTTOM EDGE OF SIGN FACE (MUTCD). MOUNTING HEIGHT CAN BE REDUCED TO
5 FEET IF PLACED IN AN AREA BETWEEN SIDEWALK AND BUILDING FACE IN WHICH
PEDESTRIANS ARE NOT EXPECTED TO USE.
2. REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES, (MUTCD)
U.S. DEPARTMENT OF TRANSPORTATION AND NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION SUPPLEMENT.
3. IF ACCESSIBLE ROUTE IS A RAISED SIDEWALK AREA, THEN
RAMPS ARE REQUIRED AT LOADING ZONE AREA.
A
SIGNAG EACCESSIBLE ROUTE
© © © © (SEE NOTE 3)
SEE STD. NO
50.09 FOR
DETAILS
8'
1 8'
1 8'
8'
5'
8'
VAN
CCESSIBL
ONE OUT OF EVERY EIGHT (8)ACCESSIBLE SPACES, BUT
NOT LESS THAN ONE, IS REQUIRED TO BE VAN ACCESSIBLE.
PARKING SPACE PAVEMENT MARKINGS
VAN R7 -8e
�10[�RjKIN MUTCD RESERVED
ACCESSIBLE 12"x6" PARKING
R7-1
12"x18" MUTCD
DISABLED
R7 -8a
RESERVED
PARKING PASSENGER // 12"X18"
MUTCD
R7 -8a LOADING
12"X18" ONLY -
REQUIRED ACCESSIBLE t
R7 8RESERVED PARKING SIGN ALTY 12"x9250
MAXIMUM
PENALTY R7 -8D
$ 250 12"x9" SEE SUPPLEMETAL SIGN DETAIL
SEE SUPPLEMENTAL SIGN DETAILS
ACCESSIBLE PARKING AND
SIGNAGE STANDARDS
B
C
GENERAL NOTES:
1. ALL CONCRETE TO BE 3600 P.S.I. COMPRESSIVE STRENGTH.
2. TYPE OF PIPE TO BE USED IS 1 —5/8" MAX. O.D. BLACK IRON, LOW CARBON PIPE.
3. ALL JOINTS TO HAVE A 1/2" FILLET WELD AT ALL JOINTS.
4. AFTER INSTALLATION PAINT ASSMBLY WITH BLACK ALL WEATHER ENAMEL.
4'-0" TYPICAL HANDRAIL
• d
1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING
UTILITIES ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
USING FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3). ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4). SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, OR AS AMENDED.
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PROJECT #: 2018-oolA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
SITE DETAILS
C-2.$

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CONSTRUCTION SEQUENCE
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL.
2. SET UP AN ON-SITE PRE -CONSTRUCTION CONFERENCE TO
DISCUSS EROSION CONTROL MEASURES.
3. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL
MEET WITH EROSION CONTROL INSPECTOR PRIOR TO
COMMENCING WITH EACH PHASE.
4. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO
REMOVAL OF ANY EROSION CONTROL MEASURES.
5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY
MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES.
6. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE N.C. EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL, LATEST VERSION.
PHASE 1 (INITIAL EROSION CONTROL MEASURE INSTALLATION)
1. CLEAR ONLY AS NECESSARY TO INSTALL EROSION CONTROL
MEASURES IN THIS PHASE.
2. INSTALL CONSTRUCTION ENTRANCE AND ALL SILT FENCE.
3. INSTALL SKIMMER BASINS SK -1, SK -2, SK -3, SK -4, AND SK -5.
4. INSTALL SEDIMENT BASINS SB -1 AND SB -2.
5. INSTALL TEMPORARY DIVERSIONS WITH CHECK DAMS AND
SLOPE DRAINS.
6. SEED, MULCH, AND TACK BASINS.
7. CALL EROSION INSPECTOR FOR APPROVAL PRIOR TO BEGINNING
FULL GRADING OPERATION.
1. ONCE PERMISSION IS RECEIVED, BEGIN GRADING OPERATION.
GRADE SITE TO GRADES SHOWN ON PLANS.
2. MAINTAIN TEMPORARY DIVERSION DITCHES, CONTINUE TO
DIRECT RUNOFF TO SKIMMER BASINS.
3. PLACE STONE AND CONCRETE.
4. SEED AND MULCH GRASSED AREAS.
5. CALL EROSION CONTROL INSPECTOR FOR APPROVAL BEFORE
REMOVING EROSION CONTROL MEASURES.
EROSION CONTROL NOTES:
1. ON-SITE BURIAL PIT LOCATIONS MUST BE DOCUMENTED ON FINAL PLAT.
2. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION
CONTROL PLAN IS A VIOLATION OF THE STATE EROSION CONTROL
ORDINANCE AND IS SUBJECT TO A FINE.
3. NO MORE THAN 20 ACRES TO BE DISTURBED AT ONE TIME.
4. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE
DENUDED AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART
OF THE CONSTRUCTION SEQUENCE SHOWN ON THE PLAN.
5. ALL AREAS ARE TO BE SEEDED AND MULCHED PER THE NEW STABILIZATION
TIMEFRAME TABLE ON SHEET C-3.6.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE
REQUIRED BY A REPRESENTATIVE OF THE STATE.
7. MAXIMUM TEMPORARY GRADED SLOPES ARE 2:1. WHEN STEEPER SLOPES
MUST BE USED, PLANS SHALL BE SEALED BY A GEOTECHNICAL ENGINEER
FOR SLOPE STABILITY AND FINAL SURFACE STABILIZATION.
8. ALL WORK IMPACTING STREAMS MUST HAVE APPROPRIATE NCDENR-DWQ
AND U.S.A.C.E. (401/404) PERMITS.
9. ALL FLOW FROM PERMANENT / TEMPORARY DITCHES SHOULD BE DIRECTED
TOWARDS SEDIMENT TRAPS UNTIL SITE IS COMPLETELY STABILIZED.
10. ALL PERMANENT SLOPES STEEPER THAN 3:1 SHALL HAVE EROSION
CONTROL MAT EQUIVALENT TO NORTH AMERICAN GREEN SC75.
11. DE -WATERING OF THE WORK AREA DIRECTLY INTO A STREAM, CREEK,
WETLAND, ETC. IS PROHIBITED.
10. THE MINIMUM BUFFER FOR ALL NATURAL WATER COURSES IS CALCULATED
AT 35 FT.
11. IF THE NEED ARISES FOR ANY OFF-SITE BORROW OR SPOIL SITE DURING
CONSTRUCTION, SUBMIT A REVISION THAT DEMONSTRATES EROSION
CONTROL FOR THE AREA AND ACCOUNT FOR THE ADDITIONAL ACREAGE IN
THE REVIEW FEE IF AN APPROVED SITE.
morin �
mina__
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
i
LEGEND
_790-
790
e
N TPF N TPF
TD1 --m- TD1
S K-#
SB-#
EXISTING DROP INLET
PROPOSED DROP INLET
EXISTING CATCH BASIN
PROPOSED CATCH BASIN
PROPOSED JUNCTION BOX
EXISTING PIPE
PROPOSED STORM DRAINAGE PIPE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED CONSTRUCTION LIMITS
PROPOSED SILT FENCE
PROPOSED SILT FENCE STONE OUTLET
PROPOSED WATTLE
PROPOSED INLET PROTECTION
PROPOSED TREE PROTECTION FENCE
TEMPORARY DIVERSION
POROUS BAFFLE
SKIMMER BASIN
SEDIMENT BASIN
NARRATIVE
A PROPOSED SUBDIVISION WILL BE CONSTRUCTED ON THE MTS CLT LLC
PROPERTY LOCATED IN UNION COUNTY, NORTH CAROLINA. THE TOTAL DISTURBED
ACREAGE FOR THE PROPOSED DEVELOPMENT IS APPROXIMATELY 97.07 ACRES.
THE SCOPE OF WORK INCLUDES CLEARING, STRIPPING AND GRADING FOR
DRIVEWAYS, ROADS, AND BUILDING PADS, INSTALLATION OF EROSION CONTROL
MEASURES, GRASS -LINED DITCHES, STORM DRAINAGE PIPES, AND SIDEWALK.
BASED ON SCS SOIL SURVEY MAP, SITE CONSISTS OF
TbB2 TATUM GRAVELLY SILTY CLAY LOAM, 2 TO 8 PERCENT SLOPES, MODERATELY
ERODED, HYDROLOGIC GROUP "B".
ChA CHEWACLA, 0 TO 2 PERCENT SLOPES, MODERATELY ERODED, HYDROLOGIC
GROUP "B".
TbC2 TALBOTT SILTY CLAY LOAM, 8 TO 15 PERCENT SLOPES, MODERATELY
ERODED, HYDROLOGIC GROUP "B".
ALL PROPOSED CONSTRUCTION WILL BE IN "B" SOILS.
DOWNSTREAM RECEIVING WATER IS LITTLE TWELVE MILE CREEK.
THIS SITE DOES NOT LIE WITHIN A FLOODPLAIN ACCORDING TO THE FLOOD
INSURANCE RATE MAP, COMMUNITY PANEL NUMBER: 3710449400J, EFFECTIVE
DATE OCTOBER 16, 2008
MAINTENANCE PLAN
THE FOLLOWING MAINTENANCE PLAN SHALL BE FOLLOWED UNTIL THE SITE IS
COMPLETELY STABILIZED AFTER CONSTRUCTION. DURING CONSTRUCTION THE
CONTRACTOR SHALL BE RESPONSIBLE FOR INSPECTION AND MAINTENANCE OF
ALL EROSION AND SEDIMENT CONTROL STRUCTURES.
1. ALL EROSION CONTROL MEASURES SHALL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING ANY RAINFALL PRODUCING RUNOFF AND AT LEAST
ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY SO
THAT ALL EROSION CONTROL MEASURES ARE MAINTAINED AS DESIGNED.
2. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED IN ACCORDANCE WITH THE SEEDING SPECIFICATIONS IN ORDER TO
MAINTAIN A DENSE VEGETATIVE COVER.
3. SEDIMENT DEPOSITS SHALL BE REMOVED FROM SEDIMENT FENCE AFTER
EACH STORM EVENT OR SEDIMENT FENCE SHOULD BE REPLACED. THEY MUST
BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY HALF THE HEIGHT OF
THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE
SEDIMENT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
4. SKIMMER/SEDIMENT BASINS SHALL BE CLEANED OUT WHEN THE LEVEL
REACHES THE MID -DEPTH POINT BELOW THE WEIR ELEVATION. WASHED
STONE SHALL BE CLEANED OR REPLACED WHEN THE BASIN NO LONGER
DRAINS PROPERLY.
5. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND WATTLES AFTER EACH
STORM EVENT. ALL WATTLES SHALL BE CHECKED, RESTAKED, OR REPLACED IF
NECESSARY.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE
REQUIRED BY UNION COUNTY EROSION CONTROL SECTION.
CD
GRAPHIC SCALE
0 100' 200' 400'
( IN FEET )
HORIZONTAL 1 inch = 200 ft.
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IPROJECT #: 2018-oolA DATE: 5/15/18 I
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OVERALL EROSION
CONTROL PLAN PHASE >L
08111/011
C-3.0

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LEGEND
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790
/// TPF /// TPF
TD1 --ow— TD1
SK-#
SB-#
EXISTING DROP INLET
PROPOSED DROP INLET
EXISTING CATCH BASIN
PROPOSED CATCH BASIN
PROPOSED JUNCTION BOX
EXISTING PIPE
PROPOSED STORM DRAINAGE PIPE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED CONSTRUCTION LIMITS
PROPOSED SILT FENCE
PROPOSED SILT FENCE STONE OUTLET
PROPOSED WATTLE
PROPOSED INLET PROTECTION
PROPOSED TREE PROTECTION FENCE
TEMPORARY DIVERSION
POROUS BAFFLE
SKIMMER BASIN
SEDIMENT BASIN
GRAPHIC SCALE
\ / 0 50' 100' 200'
( IN FEET )
\ HORIZONTAL 1 inch = 100 ft.
PVP PVP —
/
MB MB I INV. 599.87 — — — —
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1/2'I 5/8" EI 1/" EIR L.L 41(`N ��
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MATCHLINE - SEE SHEET C-3.2
SILT FENCE \ \
STONE OUTLET (TYP.)
1/2' EIR 1
SLOPE DRAIN (TYP.) — S�0/z^R ��
ITD
K-1
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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
EROSION CONTROL
PLAN PHASE 1
SHEET
C-3.1

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SK-#
SB-#
EXISTING DROP INLET
PROPOSED DROP INLET
EXISTING CATCH BASIN
PROPOSED CATCH BASIN
PROPOSED JUNCTION BOX
EXISTING PIPE
PROPOSED STORM DRAINAGE PIPE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED CONSTRUCTION LIMITS
PROPOSED SILT FENCE
PROPOSED SILT FENCE STONE OUTLET
PROPOSED WATTLE
PROPOSED INLET PROTECTION
PROPOSED TREE PROTECTION FENCE
TEMPORARY DIVERSION
POROUS BAFFLE
SKIMMER BASIN
SEDIMENT BASIN
GRAPHIC SCALE
0 50' 100' 200'
( IN FEET )
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IPROJECT #: 20i8-oo1A DATE: 5/15/18 I
DRAWN BY: JAC CHECKED BY: JAC
TITLE
EROSION CONTROL
PLAN PHASE 1
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CONSTRUCTION SEQUENCE
1. OBTAIN GRADING/EROSION CONTROL PLAN APPROVAL.
2. SET UP AN ON-SITE PRE -CONSTRUCTION CONFERENCE TO
DISCUSS EROSION CONTROL MEASURES.
3. FOR PHASED EROSION CONTROL PLANS, CONTRACTOR SHALL
MEET WITH EROSION CONTROL INSPECTOR PRIOR TO
COMMENCING WITH EACH PHASE.
4. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO
REMOVAL OF ANY EROSION CONTROL MEASURES.
5. THE CONTRACTOR SHALL DILIGENTLY AND CONTINUOUSLY
MAINTAIN ALL EROSION CONTROL DEVICES AND STRUCTURES.
6. ALL EROSION CONTROL MEASURES SHALL BE CONSTRUCTED IN
ACCORDANCE WITH THE N.C. EROSION AND SEDIMENT CONTROL
PLANNING AND DESIGN MANUAL, LATEST VERSION.
PHASE 1 (INITIAL EROSION CONTROL MEASURE INSTALLATION)
1. CLEAR ONLY AS NECESSARY TO INSTALL EROSION CONTROL
MEASURES IN THIS PHASE.
2. INSTALL CONSTRUCTION ENTRANCE AND ALL SILT FENCE.
3. INSTALL SKIMMER BASINS SK -1, SK -2, SK -3, SK -4, AND SK -5.
4. INSTALL SEDIMENT BASINS SB -1 AND SB -2.
5. INSTALL TEMPORARY DIVERSIONS WITH CHECK DAMS AND
SLOPE DRAINS.
6. SEED, MULCH, AND TACK BASINS.
7. CALL EROSION INSPECTOR FOR APPROVAL PRIOR TO BEGINNING
FULL GRADING OPERATION.
1. ONCE PERMISSION IS RECEIVED, BEGIN GRADING OPERATION.
GRADE SITE TO GRADES SHOWN ON PLANS.
2. MAINTAIN TEMPORARY DIVERSION DITCHES, CONTINUE TO
DIRECT RUNOFF TO SKIMMER BASINS.
3. PLACE STONE AND CONCRETE.
4. SEED AND MULCH GRASSED AREAS.
5. CALL EROSION CONTROL INSPECTOR FOR APPROVAL BEFORE
REMOVING EROSION CONTROL MEASURES.
EROSION CONTROL NOTES:
1. ON-SITE BURIAL PIT LOCATIONS MUST BE DOCUMENTED ON FINAL PLAT.
2. GRADING MORE THAN ONE ACRE WITHOUT AN APPROVED EROSION
CONTROL PLAN IS A VIOLATION OF THE STATE EROSION CONTROL
ORDINANCE AND IS SUBJECT TO A FINE.
3. NO MORE THAN 20 ACRES TO BE DISTURBED AT ONE TIME.
4. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE
DENUDED AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART
OF THE CONSTRUCTION SEQUENCE SHOWN ON THE PLAN.
5. ALL AREAS ARE TO BE SEEDED AND MULCHED PER THE NEW STABILIZATION
TIMEFRAME TABLE ON SHEET C-3.6.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE
REQUIRED BY A REPRESENTATIVE OF THE STATE.
7. MAXIMUM TEMPORARY GRADED SLOPES ARE 2:1. WHEN STEEPER SLOPES
MUST BE USED, PLANS SHALL BE SEALED BY A GEOTECHNICAL ENGINEER
FOR SLOPE STABILITY AND FINAL SURFACE STABILIZATION.
8. ALL WORK IMPACTING STREAMS MUST HAVE APPROPRIATE NCDENR-DWQ
AND U.S.A.C.E. (401/404) PERMITS.
9. ALL FLOW FROM PERMANENT / TEMPORARY DITCHES SHOULD BE DIRECTED
TOWARDS SEDIMENT TRAPS UNTIL SITE IS COMPLETELY STABILIZED.
10. ALL PERMANENT SLOPES STEEPER THAN 3:1 SHALL HAVE EROSION
CONTROL MAT EQUIVALENT TO NORTH AMERICAN GREEN SC75.
11. DE -WATERING OF THE WORK AREA DIRECTLY INTO A STREAM, CREEK,
WETLAND, ETC. IS PROHIBITED.
10. THE MINIMUM BUFFER FOR ALL NATURAL WATER COURSES IS CALCULATED
AT 35 FT.
11. IF THE NEED ARISES FOR ANY OFF-SITE BORROW OR SPOIL SITE DURING
CONSTRUCTION, SUBMIT A REVISION THAT DEMONSTRATES EROSION
CONTROL FOR THE AREA AND ACCOUNT FOR THE ADDITIONAL ACREAGE IN
THE REVIEW FEE IF AN APPROVED SITE.
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1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
LEGEND
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NARRATIVE
EXISTING DROP INLET
PROPOSED DROP INLET
EXISTING CATCH BASIN
PROPOSED CATCH BASIN
PROPOSED JUNCTION BOX
EXISTING PIPE
PROPOSED STORM DRAINAGE PIPE
EXISTING CONTOUR
PROPOSED CONTOUR
PROPOSED CONSTRUCTION LIMITS
PROPOSED SILT FENCE
PROPOSED SILT FENCE STONE OUTLET
PROPOSED WATTLE
PROPOSED INLET PROTECTION
PROPOSED TREE PROTECTION FENCE
TEMPORARY DIVERSION
POROUS BAFFLE
SKIMMER BASIN
SEDIMENT BASIN
A PROPOSED SUBDIVISION WILL BE CONSTRUCTED ON THE MTS CLT LLC
PROPERTY LOCATED IN UNION COUNTY, NORTH CAROLINA. THE TOTAL DISTURBED
ACREAGE FOR THE PROPOSED DEVELOPMENT IS APPROXIMATELY 97.07 ACRES.
THE SCOPE OF WORK INCLUDES CLEARING, STRIPPING AND GRADING FOR
DRIVEWAYS, ROADS, AND BUILDING PADS, INSTALLATION OF EROSION CONTROL
MEASURES, GRASS -LINED DITCHES, STORM DRAINAGE PIPES, AND SIDEWALK.
BASED ON SCS SOIL SURVEY MAP, SITE CONSISTS OF
TbB2 TATUM GRAVELLY SILTY CLAY LOAM, 2 TO 8 PERCENT SLOPES, MODERATELY
ERODED, HYDROLOGIC GROUP "B".
ChA CHEWACLA, 0 TO 2 PERCENT SLOPES, MODERATELY ERODED, HYDROLOGIC
GROUP "B".
TbC2 TALBOTT SILTY CLAY LOAM, 8 TO 15 PERCENT SLOPES, MODERATELY
ERODED, HYDROLOGIC GROUP "B".
ALL PROPOSED CONSTRUCTION WILL BE IN "B" SOILS
DOWNSTREAM RECEIVING WATER IS LITTLE TWELVE MILE CREEK.
THIS SITE DOES NOT LIE WITHIN A FLOODPLAIN ACCORDING TO THE FLOOD
INSURANCE RATE MAP, COMMUNITY PANEL NUMBER: 3710449400J, EFFECTIVE
DATE OCTOBER 16, 2008
MAINTENANCE PLAN
THE FOLLOWING MAINTENANCE PLAN SHALL BE FOLLOWED UNTIL THE SITE IS
COMPLETELY STABILIZED AFTER CONSTRUCTION. DURING CONSTRUCTION THE
CONTRACTOR SHALL BE RESPONSIBLE FOR INSPECTION AND MAINTENANCE OF
ALL EROSION AND SEDIMENT CONTROL STRUCTURES.
1. ALL EROSION CONTROL MEASURES SHALL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING ANY RAINFALL PRODUCING RUNOFF AND AT LEAST
ONCE EVERY WEEK. ANY NEEDED REPAIRS SHALL BE MADE IMMEDIATELY SO
THAT ALL EROSION CONTROL MEASURES ARE MAINTAINED AS DESIGNED.
2. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED IN ACCORDANCE WITH THE SEEDING SPECIFICATIONS IN ORDER TO
MAINTAIN A DENSE VEGETATIVE COVER.
3. SEDIMENT DEPOSITS SHALL BE REMOVED FROM SEDIMENT FENCE AFTER
EACH STORM EVENT OR SEDIMENT FENCE SHOULD BE REPLACED. THEY MUST
BE REMOVED WHEN DEPOSITS REACH APPROXIMATELY HALF THE HEIGHT OF
THE BARRIER. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE
SEDIMENT FENCE IS REMOVED SHALL BE DRESSED TO CONFORM TO THE
EXISTING GRADE, PREPARED AND SEEDED.
4. SKIMMER/SEDIMENT BASINS SHALL BE CLEANED OUT WHEN THE LEVEL
REACHES THE MID -DEPTH POINT BELOW THE WEIR ELEVATION. WASHED
STONE SHALL BE CLEANED OR REPLACED WHEN THE BASIN NO LONGER
DRAINS PROPERLY.
5. SEDIMENT DEPOSITS SHALL BE REMOVED FROM BEHIND WATTLES AFTER EACH
STORM EVENT. ALL WATTLES SHALL BE CHECKED, RESTAKED, OR REPLACED IF
NECESSARY.
6. ADDITIONAL MEASURES TO CONTROL EROSION AND SEDIMENT MAY BE
REQUIRED BY UNION COUNTY EROSION CONTROL SECTION.
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GRAPHIC SCALE
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( IN FEET )
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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OVERALL EROSION
'ONTROL PLAN PHASE
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EXISTING CATCH BASIN
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PROPOSED CONTOUR
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PROPOSED SILT FENCE
PROPOSED SILT FENCE STONE OUTLET
PROPOSED WATTLE
PROPOSED INLET PROTECTION
PROPOSED TREE PROTECTION FENCE
TEMPORARY DIVERSION
POROUS BAFFLE
SKIMMER BASIN
SEDIMENT BASIN
GRAPHIC SCALE
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DRAWN BY: JAC CHECKED BY: JAC
TITLE
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PLAN PHASE 2
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PROPOSED SILT FENCE STONE OUTLET PROJECT #: 2oi8-ooiA DATE: 5/1,5/18
PROPOSED WATTLE DRAWN BY: JAC CHECKED BY: JAC
® PROPOSED INLET PROTECTION TITLE
// TPF /// TPF PROPOSED TREE PROTECTION FENCE EROSION CONTROL
0 TD1 --w—TD1 TEMPORARY DIVERSION PLAN PHASE 2
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SK-# SKIMMER BASIN .5
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MAINTENANCE NOTES:
1. SKIMMER SHALL BE INSPECTED BY THE
FINANCIALLY RESPONSIBLE PARTY OR HIS
DESIGNATED AGENT WITHIN 24 HOURS AFTER
EACH RAIN EVENT EXCEEDING 1/2" (DAILY
DURING PROLONGED RAINFALL PERIODS) AND
AT LEAST WEEKLY REGARDLESS OF RAINFALL.
CLEANING AND MAINTENANCE NEEDED SHALL BE
PERFORMED IMMEDIATELY.
2. SHOULD THE SKIMMER BECOME CLOGGED WITH
DEBRIS OR SEDIMENT, PULL THE SKIMMER TO
THE SIDE OF BASIN WITH THE PULL ROPE AND
CLEAN. HEAVY EQUIPMENT SHOULD NOT BE
USED TO MOVE THE SKIMMER AND DRAIN LINES.
3. SEDIMENT DEPOSITS IN THE OUTLET ZONE OF
THE BASIN SHALL BE REMOVED WHEN THEY
IMPAIR THE SKIMMER FROM DRAINING THE
BASIN. PULL SKIMMER TO SIDE AND REMOVE
SEDIMENT DEPOSIT, THEN RESET SKIMMER TO
DESIRED LOCATION.
4. EXCAVATE A SHALLOW PIT UNDER THE SKIMMER
SO THAT IT WILL DRAIN THE ENTIRE BASIN.
SKIMMER SHOULD REST ON BOTTOM WITH A
POSITIVE DRAIN SO THAT WATER WILL NOT
STAND IN DRAIN PIPE AND FREEZE.
NOTES:
1. SKIMMER IS TO BEA SURFACE DEWATERING
DEVICE SUCH AS FAIRCLOTH SKIMMER OR
APPROVED DEVICE.
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NOTES: MAINTENANCE NOTES: 0 �
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1. GRAVEL PAD TO BE A MINIMUM 18'W x 100'L AND 1. STONE OUTLETS SHALL BE INSPECTED BY THE SEDIMENT CONTROL STONE LL
6" THICK. STONE SHALL BE RAILROAD BALLAST FINANCIALLY RESPOSIBLE PARTY OR HIS ON TOP OF FILTER FABRIC ^^ Z
(2-3" MINIMUM) ON FILTER FABRIC STABILIZATION DESIGNATED AGENT WITHIN 24 HOURS AFTER (MIRAFI 70OX OR APPROVED EQUAL)
MAT. EACH RAIN EVENT EXCEEDING 1/2" (DAILY SEE CHART ^ a
DURING PROLONGED RAINFALL PERIODS) AND C-)
STEEL POST a
2. ENTRANCE(S) SHOULD BE LOCATED TO PROVIDE AT LEAST WEEKLY REGARDLESS OF RAINFALL. � v] •�
FOR MAXIMUM UTILIZATION BY ALL CLEANING AND MAINTENANCE NEEDED SHALL BE Q U
CONSTRUCTION VEHICLES. PERFORMED IMMEDIATELY.0
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3. ENTRANCE MUST BE MAINTAINED IN A 2. SEDIMENT DEPOSITS SHOULD BE REMOVED W
CONDITION WHICH WILL PREVENT TRACKING ORAFTER EACH STORM EVENT AND DISPOSED OF IN SILT FENCE
0
kT DIRECT FLOW OF MUD ONTO STREETS. AN APPROVED LOCATION. ANY CONTAMINATED RSILT FENCE
PERIODIC TOP DRESSING WITH STONE WILL BE Opp STONE ON THE FACE OF THE OUTLET SHALL BE O
NECESSARY. �0,� REMOVED AND REPLACED WITH CLEAN WASHED Z
STONE. HARDWARE CLOTH 1 FT. OVERLAP SILT FENCE O
4. ANY MATERIAL WHICH STILL MAKES IT ONTO THE Q o ON WIRE FENCE AND HARDWARE CLOTH
ROAD MUST BE CLEANED UP IMMEDIATELY.
5. WHEN NECESSARY, WHEELS MUST BE CLEANED ���ti!/N TOP VIEW
NOTES:
TO REMOVE SEDIMENT PRIOR TO ENTERING o 0 0 0 0 0 0 o WIDTH OF OPENINGS
PUBLIC STREETS. WHEN WASHING IS REQUIRED, 1. SEDIMENT CONTROL STONE SHALL BE N0.5 OR (W )
IT SHALL BE DONE ON AN AREA STABILIZED WITH o 0 0 0 0 o NO.57 STONE. FOR SILT FENCE OUTLETS:
CRUSHED STONE WHICH DRAINS INTO AN WIDTH DRAINAGE AREA
APPROVED SEDIMENT TRAP/BASIN. o 0 0 0 0 0 2. STONE OUTLETS TO BE USED AT ALL LOW 4 FT 1 AC.
z POINTS IN SILT FENCE RUNS. 6 FT 2 AC.
6. ENTRANCES SHALL BE INSTALLED AT ALL POINTS a 8 FT 3 AC.
OF INGRESS & EGRESS UNTIL SITE IS STABILIZED, HARDWARE CLOTH 10 FT 4 AC.
FREQUENT CHECKS OF THE DEVICE AND TIMELY ���. ON WIRE FENCE 12 FT 5 AC.
MAINTENANCE MUST BE PROVIDED.
2"-3" COARSE AGGREGATE WIRE FENCE
NOT INCLUDE WITH SKIMMER HARDWARE CLOTH SILT FENCE
ON WIRE FENCE
(SUPPLIED BY USER).
GEOTEXTILE WOVEN
EQUIVALENT TO MIRAFI 50OX
OUTLET END. FLEXIBLE JOINT (RADIATOR HOSE)
CONNECTION
ET PIPE RISER 1
OUTLET
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TEMPORARY SEEDING FOR WARM AND COOL SEASON
FARI Y SI IMMFR SFASC)N STFF-P SI C)PFS
SEEDING
MIXTURE
40 LBS/ACRE OF GERMAN MILLET
80 LBS/ACRE OF TALL FESCUE
120 LBS/ACRE RYE (GRAIN)
80 LBS/ACRE TALL FESCUE
SEEDING
MAY 1 - AUGUST 15
OCTOBER 25 - DECEMBER 30
DATES
LATE WINTER: FEBRUARY 15 - APRIL 15
LATE WINTER: FEBRUARY 15 - APRIL 15
FES 1-1
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
BETWEEN DECEMBER 30 - FEBRUARY 15, ADD 50
14
ADD 15 LBS/ACRE HULLED BERMUDAGRASS
LBS/ACRE OF ANNUAL KOBE LESPEDEZA.
B
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
APPLY 4000 LBS/ACRE STRAW OR EQUIVALENT
42
HYDROSEEDING.
HYDROSEEDING.
SEEDING
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR 2000
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR 2000
AMENDMENTS
LBS/ACRE LIMESTONE AND 750 LBS/ACRE 10-10-10
LBS/ACRE LIMESTONE AND 750 LBS/ACRE 10-10-10
0.50
FERTILIZER.
FERTILIZER.
SEEDING SCHEDULE (SEASONAL)
C;FNTI FSI nPFS STFFP SI C)PFS
SEEDING
MIXTURE
80 LBS/ACRE OF TALL FESCUE
100 LBS/ACRE TALL FESCUE
30 LBS/ACRE SERICEA LESPEDEZA
(UNSCARIFIED AFTER AUGUST 15)
10 LBS/ACRE KOBE LESPEDEZA
SEEDING
FALL: AUGUST 25 - OCTOBER 15
FALL: AUGUST 25 - OCTOBER 15
DATES
LATE WINTER: FEBRUARY 15 - APRIL 15
LATE WINTER: FEBRUARY 15 - APRIL 15
FES 1-1
TO EXTEND SPRING SEEDING INTO JUNE,
TO EXTEND SPRING SEEDING INTO JUNE,
14
ADD 15 LBS/ACRE HULLED BERMUDAGRASS
ADD 15 LBS/ACRE HULLED BERMUDAGRASS
B
OVERSEEDING OF KOBE LESPEDEZA OVER
OVERSEEDING OF KOBE LESPEDEZA OVER
42
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
FALL -SEEDED TALL FESCUE IS VERY EFFECTIVE.
SEEDING
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR
APPLY LIME AND FERTILIZER PER SOIL TESTS, OR
AMENDMENTS
4000 LBS/ACRE LIMESTONE AND 1000 LBS/ACRE
4000 LBS/ACRE LIMESTONE AND 1000 LBS/ACRE
0.50
10-10-10 FERTILIZER.
10-10-10 FERTILIZER.
NOTE 1
GROUND COVER: PROTECTIVE COVER MUST BE ESTABLISHED ON ALL DISTURBED AREAS WITHIN 14 CALENDAR
DAYS AFTER LAND DISTURBING ACTIVITY IS COMPLETED OR HAS TEMPORARILY CEASED.
NOTE 2
GRADED SLOPES AND FILLS: PROTECTIVE COVER MUST BE ESTABLISHED ON ALL GRADED SLOPES AND FILLS WITHIN 14
CALENDAR DAYS AFTER A PHASE OF GRADING IS COMPLETED OR HAS TEMPORARILY CEASED.
SEEDING SCHEDULE
WATTLE
IUU 0 1 Hr\C
(VOOD STAKE TO ONLY
)ENETRATE NETTING
TEMPORARY CONSTRUCTION ENTRANCE
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP, LENGTH,
WIDTH, AND DEPTH OF APRON PER RIPRAP
APRON DATA BLOCK SHOWN BELOW.
2. REFER TO THE NORTH CAROLINA
SEDIMENTATION AND EROSION CONTROL
MANUAL FOR RIP RAP APRON DESIGN
STANDARDS.
3. RIP RAP SHOULD EXTEND UP BOTH SIDES OF
THE APRON AND AROUND THE END OF THE PIPE
OR CULVERT AT THE DISCHARGE OUTLET AT A
MAXIMUM SLOPE OF 2:1 AND A HEIGHT NOT LESS
THAN TWO THIRDS THE PIPE DIAMETER OR
CULVERT HEIGHT. I
4. THERE SHALL BE NO OVERFLOW FROM THE END z
OF THE APRON TO THE SURFACE OF THE
RECEIVING CHANNEL. THE AREA TO BE PAVED
OR RIP RAPPED SHALL BE UNDERCUT SO THAT
THE INVERT OF THE APRON SHALL BE AT THE
SAME GRADE (FLUSH) WITH THE SURFACE OF
THE RECEIVING CHANNEL. THE APRON SHALL
HAVE A CUTOFF OR TOE WALL AT THE
DOWNSTREAM END.
5. THE WIDTH OF THE END OF THE APRON SHALL BE
EQUAL TO THE BOTTOM WIDTH OF THE
RECEIVING CHANNEL. MAXIMUM TAPER TO
RECEIVING 5:1.
6. ALL SUBGRADE FOR STRUCTURE TO BE
COMPACTED TO 95% OR GREATER.
7. THE PLACING OF FILL, EITHER LOOSE OR
COMPACTED IN THE RECEIVING SHALL NOT BE
ALLOWED.
8. NO BENDS OR CURVES IN THE HORIZONTAL
ALIGNMENT OF THE APRON WILL BE PERMITTED.
9. FILTER FABRIC SHALL BE INSTALLED ON
COMPACTED SUBGRADE PRIOR TO PLACEMENT
OF RIP RAP.
10. OVERLAP FILTER FABRIC BY 12 INCHES AND
SPACE ANCHOR PINS EVERY 3 FEET ALONG THE
OVERLAP. BURRY THE UPSTREAM END OF THE
FABRIC A MINIMUM OF 12 INCHES BELOW
GROUND. BURRY THE DOWNSTREAM END A
MINIMUM OF SIX INCHES.
NATURAL GROUND
W
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22
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t 1111 -
RIP RAP
---Iii"--
4" #5 WASHED STONE
I AVCS nC CII TCS CADDIr'
PLAN T MIN. FILTER FABRIC LAP
(IF NEEDED)
APRON
ID
STRUCTURE
PIPE
DIAMETER
D50 RIP RAP
STONE SIZE
L (ft)
W (ft)
t (in)
CLASS
A-1
FES 1-1
30
0.50
14
17
15
B
A-2
HW 2-1
42
0.75
22
26
24
B
A-3
HW 3-1
36
0.50
20
23
15
B
A-4
FES 4-1
18
0.50
10
12
15
B
A-5
HW 5-1
36
0.50
18
21
15
B
A-6
FES 6-1
24
0.50
10
12
15
B
A-7
HW 7-1
24
0.50
14
16
15
B
A-8
FES 8-1
24
0.50
14
16
15
B
A-9
FES 9-1
30
0.50
20
23
15
B
A-10
HW 10-1
48
0.75
22
26
24
B
A-11
HW 11-1
30
0.50
20
2315
B
A-12
PE 12-1
15
0.50
8
9
15
B
A-13
PE 13-2
15
0.50
8
9
15
B
A-14
SB -1
60
1.00
22
27
24
2
A-15
S13-2
r 60 (2)
1.00
22
27
24
2
TOP OF BLANKET
Site Area Description
Stabilization
Timeframe Exceptions
T
GENERAL NOTES:
None
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF
1.
UNIFORMLY GRADE A SHALLOW DEPRESSION
Slopes steeper than 3:1
LINE WIRES WITH 12" STAY SPACING.
If slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed.
APPROACHING THE INLET.
14 days
FENCE IS TO REMAIN FOR A PERIOD OF MORE
2.
DRIVE 5 -FOOT STEEL POSTS 2 FEET INTO THE
NCDOTI
3. STEEL POSTS SHALL BE 5-0" IN HEIGHT AND BE
GROUND SURROUNDING THE INLET. SPACE
WASHE[
4. BURY SKIRT WITH COMPACTED SOIL.
POSTS EVENLY AROUND THE PERIMETER OF THE
6. WHEN FABRIC IS USED WITH WIRE MESH 8'
INLET, A MAXIMUM OF 4 FEET APART.
z
3.
SURROUND THE POSTS WITH WIRE MESH
g
HARDWARE CLOTH. SECURE THE WIRE MESH TO
24
THE STEEL POSTS AT THE TOP, MIDDLE, AND
BOTTOM. PLACING A 2 -FOOT FLAP OF THE WIRE
MESH UNDER THE GRAVEL FOR ANCHORING IS
RECOMMENDED.
4.
PLACE CLEAN GRAVEL (NC DOT #5 OR #57 STONE)
ON A 2:1 SLOPE WITH A HEIGHT OF 16 INCHES
oa
AROUND THE WIRE, AND SMOOTH TO AN EVEN
GRADE.
NCC
WA:
5.
ONCE THE CONTRIBUTING DRAINAGE AREA HAS
BEEN STABILIZED, REMOVE ACCUMULATED
SEDIMENT, AND ESTABLISH FINAL GRADING
ELEVATIONS.
6.
COMPACT THE AREA PROPERLY AND STABILIZED
IT WITH GROUNDCOVER.
SPACING
SLOPES <1 % = 140'
SLOPES 1% - 1.5% = 70'
SLOPES 1.5% - 2% = 50'
SLOPES 2% - 2.5% = 35'
SLOPES 2.5% - 3% = 30'
SLOPES 3% - 5% = 20'
SLOPES 5% - 7% = 15'
SLOPES > 7% = 10'
RIP RAP APRON
10_r -'Al 1r]C WADNA1A,RE CLOTH
HARDWARE CLOTH AND GRAVEL INLET PROTECTION
i
L
SEDIMENT CONTROL STONE
ON TOP OF FILTER FABRIC
(MIRAFI 70OX OR APPROVED EQUAL)
CROSS SECTION
MAINTENANCE NOTES:
1. FILTER BARRIERS SHALL BE INSPECTED BY THE
FINANCIALLY RESPONSIBLE PARTY OR HIS
AGENT IMMEDIATELY AFTER EACH RAINFALL AND
AT LEAST DAILY DURING PROLONGED RAINFALL.
ANY REPAIRS NEEDED SHALL BE MADE
IMMEDIATELY.
2. SHOULD THE FABRIC DECOMPOSE OR BECOME
INEFFECTIVE PRIOR TO THE END OF THE
EXPECTED USABLE LIFE AND THE BARRIER STILL
IS NECESSARY, THE FABRIC SHALL BE REPLACED
PROMPTLY.
3. SEDIMENT DEPOSITS SHOULD BE REMOVED
AFTER EACH STORM EVENT OR SILT FENCE
SHOULD BE REPLACED. THEY MUST BE REMOVED
WHEN DEPOSITS REACH APPROXIMATELY HALF
THE HEIGHT OF THE BARRIER. ANY SEDIMENT
DEPOSITS REMAINING IN PLACE AFTER THE SILT
FENCE IS REMOVED SHALL BE DRESSED TO
CONFORM TO THE EXISTING GRADE, PREPARED
AND SEEDED.
Z
Site Area Description
Stabilization
Timeframe Exceptions
T
GENERAL NOTES:
None
1. FILTER FABRIC FENCE SHALL BE A MINIMUM OF
7 days
32" IN WIDTH AND SHALL HAVE A MINIMUM OF 6
Slopes steeper than 3:1
LINE WIRES WITH 12" STAY SPACING.
If slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed.
2. WOVEN FILTER FABRIC BE USED WHERE SILT
14 days
FENCE IS TO REMAIN FOR A PERIOD OF MORE
All other areas with slopes ;latter than 4:1
THAN 30 DAYS.
None, except for perimeters and HOW Zones.
3. STEEL POSTS SHALL BE 5-0" IN HEIGHT AND BE
OF THE SELF -FASTENER ANGLE STEEL TYPE.
4. BURY SKIRT WITH COMPACTED SOIL.
5. TURN SILT FENCE UP SLOPE AT ENDS.
6. WHEN FABRIC IS USED WITH WIRE MESH 8'
CENTERED POSTS MAY BE USE.
NOTES
1. TEMPORARY LINING C75BN, C125BN, P300 SHALL
BE NORTH AMERICAN GREEN OR APPROVED
EQUAL.
2. STRAW SHALL BE TACKED DOWN WITH SPRAYED
TACK COAT.
3. SEE WATTLE DETAIL FOR WATTLE SPACING.
SILT FENCE STONE OUTLET
WOVEN FILTER FABRIC
H
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W
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FRONT VIEW
STEEL POST
WOVEN FILTER FABRIC
TZ Z
N _ W 2 2 W OO In OQ�'i
N -1 Q � �
E: U_ �O -_
ANCHOR SKIRT
4" MIN. WIDTH
VARIABLE AS DIRECTED BY THE ENGINEER
16' MAX. SEE GENERAL NOTE 6.1
TEMPORARY SILT FENCE
t
d
SEE TABLE FOR DIVERSION DITCHES SHEET C-3.8
DIVERSION DITCH
LINING
�1
C
- FILTER FABRIC
(USE WITH RIP RAP)
NEW STABILIZATION TIMEFRAMES
Site Area Description
Stabilization
Timeframe Exceptions
❑Perimeter dikes, swales, ditches and 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 ;latter than 4:1
14 days
None, except for perimeters and HOW Zones.
STABILIZATION TIMEFRAMES
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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
EROSION CONTROL
DETAILS
SHEET
C-3.6

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NOTE:
1. THE BAFFLE MATERIAL NEEDS TO BE SECURE AT
THE BOTTOM AND SIDES USING STAPLES OR BY
TRENCHING AS FOR SILT FENCE.
2. MOST OF THE SEDIMENT WILL ACCUMULATE IN
THE FIRST BAY, SO THIS SHOULD BE READILY
ACCESSIBLE FOR MAINTENANCE. 3:1 SLOPES
SUGGESTED AT ALL FLOW ENTRY POINTS FOR
EQUIPMENT ACCESS.
3. POROUS BAFFLES ARE REQUIRED ON ALL BASINS
AND TRAPS PER LATEST EDITION OF NCDENR
EROSION CONTROL MANUAL.
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SUPPORT ROPE TO WIRE
TO PREVENT SAGGING
STAKE TO SUPPORT WIRE
SUPPORT POST.
24" INTO BOTTOM OR SIDE
CORE FIBER MESH OR SIMILAR MATERIAL.
STAPLED OR TRENCHED INTO BOTTOM OR SIDE.
GENERAL NOTES:
1. GRAVEL AND RIP RAP FILTER BERM BASIN
SHOULD BE USED TO PROTECT EXISTING PIPE
INVERTS THAT DRAIN 5 ACRES OR LESS.
2. DIMENSIONS SHOWN ARE THE MINIMUM
ACCEPTED UNLESS OTHERWISE NOTED.
3. CLEANOUT PRIOR TO SEDIMENT REACHING HALF
OF BERM HEIGHT.
CONSTRUCTION SPECIFICATIONS:
1. THE TOP OF THE EARTH DIKE
OVER THE INLET PIPE AND THOSE
DIKES CARRYING WATER TO THE
PIPE SHALL BE AT LEAST 1.5 FEET
HIGHER AT ALL POINTS THAN THE
TOP OF THE INLET PIPE.
2. THE PIPE SHALL BE FLEXIBLE WITH
WATER TIGHT CONNECTING
BANDS. FLEXIBLE PIPE SHOULD
BE STAKED ON EITHER SIDE.
3. A RIP RAP APRON SHALL BE
PROVIDED AT THE OUTLET, IF
EMPTYING INTO A DISTURBED
AREA.
4. THE SOIL AROUND AND UNDER
THE INLET PIPE AND ENTRANCE
SECTION SHALL BE HAND TAMPED
IN 4" LIFTS TO THE TOP OF THE
EARTH DIKE.
5. FOLLOW-UP INSPECTION AND ANY
NEEDED MAINTENANCE SHALL BE
PERFORMED AFTER EACH STORM
BY THE FINANCIALLY
RESPONSIBLE PARTY OR HIS
AGENT.
6. OUTLET PIPE SHOULD BE TAKEN
OVER OR THROUGH ANY SILT
FENCE, TAKING CARE NOT TO
VOID THE EFFECTIVENESS OF THE
SILT FENCE.
POROUS BAFFLES
#5 WASHED STONE
6" MIN.
2
Fil/
H MIN. v
CLASS I RIP RAP
CLEANOUT ELEVATION (SEE SECTION
NOTE 3)
CLASS I RIP RAP
\ PIPE
#5 WASHED STONE 6" MIN. THICK
X T MIN. HIGH
PERSPECTIVE VIEW
FINISHED GRADE
VOLUME = 3600 CF PER ACRE DISTURBED TO
TOP OF BERM ELEVATION.
SURFACE AREA RQUIRED = 435 SF PER CFS
Q10.
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BASIN DESIGN CRITERIA
LENGTH AS NECESSARY
DENUDED
AREA (AC)
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CLEANOUT
DEPTH H/2
(FT)
wof <
2:1
RATIO
wQ
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W¢
LENGTH TO
6:1
WIDTH RATIO
WASHED STONE
FILTER BERM
MIN.
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DISTURBED)
2
1
325 (SQ. FT.
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POROUS BAFFLES
#5 WASHED STONE
6" MIN.
2
Fil/
H MIN. v
CLASS I RIP RAP
CLEANOUT ELEVATION (SEE SECTION
NOTE 3)
CLASS I RIP RAP
\ PIPE
#5 WASHED STONE 6" MIN. THICK
X T MIN. HIGH
PERSPECTIVE VIEW
FINISHED GRADE
VOLUME = 3600 CF PER ACRE DISTURBED TO
TOP OF BERM ELEVATION.
SURFACE AREA RQUIRED = 435 SF PER CFS
Q10.
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J
H
D
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AT LESS THAN 1 % SLOPE
EXTEND TO EDGE
OF DISTURBANCE
RIP -RAP APR,
I-
x
TEMPORARY SLOPE DRAIN
SEDIMENT PIT (NOT
REQUIRED IF BASIN
IS DOWNSTREAM
OF PIPE OUTLET)
EARTH DIKE
NOTE:
PLEASE REFER TO NCESCPDM SECTION #6.60 FOR
ADDITIONAL DESIGN SPECIFICATIONS REGARDING
TEMPORARY SEDIMENT TRAPS.
SKIMMER SEDIMENT
BASIN DESIGN CRITERIA
LENGTH AS NECESSARY
DENUDED
AREA (AC)
AREA
< 10 AC.
TO GO THRU DIKE
SURFACE AREA
MIN. LENGTH
CLEANOUT
DEPTH H/2
(FT)
TO WIDTH
2:1
RATIO
TOP OF
DAM W
(FT)
4' MIN.
RIP RAP AND
LENGTH TO
6:1
WIDTH RATIO
WASHED STONE
FILTER BERM
MIN.
1800 (CU. FT.
z
PER AC.
18" FLEXIBLE PIPE
DISTURBED)
2
1
325 (SQ. FT.
AREA
PER CFS
REQUIRED
kr
DOWN
41
IIT-I- -- II III=III
-�I-j -=1II=1I1=1II
-----ITTIE
=III=III II=III=III_
i �-
(10' MAX SPACING)
4.5
=111111 I' "'-
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I1=1 11=1 I I III -I
illl-lTi='
1.5
1.25
- 18" PIPE
SEDIMENT PIT (NOT
6.32
0.6
=
REQUIRED IF BASIN
17,419
9,453
9,504
IS DOWNSTREAM
72
1
2
OF PIPE OUTLET)
-• *
4'( MIN.)
TT
10
2
2
-1 It
=1I1=1I1=
2.37
1.5
0.6
-III-III=
PROFILE
6,167
=III=-=1I1=1I'
3,570
85
RIP RAP AND
=Ili
I1 -III
1.5
WASHED STONE
603
TIE DOWN AT END
FILTER BERM
AT LESS THAN 1 % SLOPE
EXTEND TO EDGE
OF DISTURBANCE
RIP -RAP APR,
I-
x
TEMPORARY SLOPE DRAIN
SEDIMENT PIT (NOT
REQUIRED IF BASIN
IS DOWNSTREAM
OF PIPE OUTLET)
EARTH DIKE
NOTE:
PLEASE REFER TO NCESCPDM SECTION #6.60 FOR
ADDITIONAL DESIGN SPECIFICATIONS REGARDING
TEMPORARY SEDIMENT TRAPS.
SKIMMER SEDIMENT
BASIN DESIGN CRITERIA
DRAINAGE
DENUDED
AREA (AC)
AREA
< 10 AC.
(ACRES)
SURFACE AREA
MIN. LENGTH
CLEANOUT
DEPTH H/2
(FT)
TO WIDTH
2:1
RATIO
TOP OF
DAM W
(FT)
MAX.
SKIMMER
LENGTH TO
6:1
WIDTH RATIO
L (FT)
MIN.
1800 (CU. FT.
VOLUME
PER AC.
REQUIRED
DISTURBED)
SURFACE
325 (SQ. FT.
AREA
PER CFS
REQUIRED
Q10)
AVERAGE WIDTH (W) = AREA-
L
* AREA OF BASIN WATER SURFACE
AT TOP OF PRINCIPAL SPILLWAY
0<
Lu IL
Q�
J
W to
�Z O z
z0 W
!< - W x
INFLOW Q z LL W=5' MIN.
STRUCTURE BAFFLES 2 w
o 1
N J
x
DEWATERING T
ZONE t
FILTER FABRIC SEDIMENT STORAGE ZONE
CROSS-SECTION VIEW
INFLOW
STRUCTURE
EMBANKMENT
EMERGENCY
SPILLWAY
ANTI -SEEP
COLLAR
10'
MIN.
BAFFLES
SKIMMER
DEWATERING
DEVICE
EMBANKMENT
EMERGENCY
SPILLWAY
REFER TO NCESCPDM SECTION
#6.64 FOR ADDITIONAL DESIGN
SPECIFICATIONS REGARDING
SKIMMER SEDIMENT BASINS.
SKIMMER BASINS
BASIN ID
DRAINAGE
AREA (AC)
DENUDED
AREA (AC)
C
Qio
(CFS)
VOLUME
SURFACE AREA
DIMENSIONS
CLEANOUT
DEPTH H/2
(FT)
H (FT)
T (FT)
Z (FT)
TOP OF
DAM W
(FT)
WEIR
LENGTH
WL (FT)
SKIMMER
REQUIRED
3
(FT)
PROVIDED (FT3)
REQUIRED (FT2) PROVIDED (FT2)
L (FT)
L/2 (FT)
PIPE DIA.
(IN)
ORIFICE
(IN)
SK -1
2.18
2.18
0.6
10.03
3,924
5,783
3,261
3,362
82
41
1
2
1.5
4.5
567
5
1.5
1.25
SK -2
6.32
6.32
0.6
29.08
11,376
17,419
9,453
9,504
132
72
1
2
1.5
4.5
556
10
2
2
SK -3
2.37
1.5
0.6
10.91
2,700
6,167
3,545
3,570
85
42
1
2
1.5
4.5
603
5
1.5
1.25
SK -4
3.98
2.05
0.6
18.32
3,69010,823
103,973
5,953
6,050
110
55
1
2
1.5
4.5
557.5
8
1.5
1.25
SK -5
7.64
7.64
0.6
35.16
13,752
21,323
11,427
11,552
152
76
1
2
1.5
4.5
551
12
2.5
2
SKIMMER BASIN
W
T (10' MIN.)
MAOU MAr V
REMOVABLE TRASH RACK IS OPTIONAL
FOR EASE IN MAINTENANCE.
ANTI -VORTEX PLATE
BOLTED TO RCP/CMP RISER it TRASH RACK
SECTION A -A
TRASH RACK
V IIV II IIVf\ VVIVVI\LIL VI\rILVIVIIIV VIVI
ANTI -SEEP COLLARS
SPILLWAY
TOP OF DAM
1� �1
3 3
L
(10' MIN.)
EMERGENCY SPILLWAY
GENERAL NOTES:
1.
AREA UNDER EMBANKMENT SHALL BE CLEARED, GRUBBED, AND STRIPPED OF ANY VEGETATION
AND ROOT MAT. THE POOL AREA SHALL BE CLEARED.
2. THE FILL MATERIAL FOR THE EMBANKMENT SHALL BE FREE OF ROOTS OR OTHER WOODY
VEGETATION AS WELL AS OVERSIZED STONES, ROCKS, ORGANIC MATERIAL OR OTHER
OBJECTIONABLE MATERIAL. THE EMBANKMENT SHALL BE COMPACTED BY TRAVERSING WITH
SKIMMER
EQUIPMENT WHILE BEING CONSTRUCTED. SPILLWAYS SHOULD NOT BE CONSTRUCTED
O
THROUGH FILL SECTIONS.
3.
SEDIMENT SHALL BE REMOVED AND BASIN RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE
WEIR
SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE BASIN. REMOVED
BARREL
SEDIMENT SHALL BE DEPOSITED IN A SUITABLE AREA IN SUCH A MANNER THAT IT WILL NOT
ERODE.
4.
THE BASIN SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NECESSARY.
5.
CONSTRUCTION OPERATION SHALL BE CARRIED OUT IN SUCH A MANNER THAT EROSION AND
WATER POLLUTION IS MINIMIZED.
6.
ALL CUT AND FILL SLOPES SHALL BE 2:1 OR FLATTER.
7.
IF SEDIMENT BASIN IS IN USE 15 DAYS OR LONGER, EMBANKMENTS SHOULD BE SEEDED OR
AREA (AC) AREA (AC) (CFS)
OTHERWISE PROPERLY STABILIZED.
8.
STORAGE AREA IS SHOWN AS RECTANGULAR FOR ILLUSTRATIVE PURPOSES ONLY, AND MAY BE
NP APRON
L/2 (FT)
CONSTRUCTED IN ANY SHAPE PROVIDED THE MINIMUM VOLUME & SURFACE AREA
=E TABLE)
REQUIREMENTS ARE MET. THE BASIN SHOULD ALSO BE ORIENTED SUCH THAT THE FILTER AND
DIAMETER
THE MAIN FLOW OF WATER AND SEDIMENT ARE ON OPPOSITE ENDS ON THE LONGER BASIN
D S
DIMENSIONS. FLOW SHOULD BE DIRECTED TO THE INLET ZONE OF THE BAFFLE SYSTEM. WHERE
(FT)PROVIDED
MULTIPLE FLOWS ARE DIRECTED TO A BASIN, A SET OF POROUS BAFFLES SHALL BE ERECTED
c4
AND MAINTAINED FOR EACH FLOW WITH BAFFLE ZONE AREAS APPORTIONED TO THE FLOW
ENTERING EACH INLET ZONE.
9.
REQUIRED STORAGE IS 1800 CUBIC FEET OF STORAGE VOLUME PER DENUDED ACRE.
RECOMMENDED STORAGE IS 3600 CUBIC FEET OF STORAGE PER ACRE DISTURBED.
10.
THE LENGTH OF THE STONE OUTLET (SPILLWAY) IS TO BE BASED ON A 10 YEAR STORM.
11.
WHENEVER TOPOGRAPHY ALLOWS, THE BASIN LENGTH SHOULD BE TWICE (2X) THE BASIN
WIDTH, TO ALLOW FOR SETTLING.
12.
CLEANOUT STAKES SHALL BE PLACED IN ALL SEDIMENT BASINS AT THE LOW POINT IN THE
BASIN. THE STAKES SHALL BE MARKED SHOWING THE HALF FULL, CLEANOUT POINT, OF THE
BASIN.
13.
SAFETY FENCING THIGH SHOULD BE PLACED AROUND ALL SEDIMENT BASINS AND OR WARNING
SIGNS IF TRESPASSING IS LIKELY.
14.
FOR DESIGN OF RISER TYPE SEDIMENT BASINS, REFER TO THE NORTH CAROLINA DEPARTMENT
38,970 40,625300
OF ENVIRONMENTAL & NATURAL RESOURCES MANUAL (LATEST EDITION).
15.
SEE POROUS BAFFLE DETAIL FOR SIZING AND PLACEMENT TO BAFFLE ZONES IN BASIN.
16.
CONTRACTOR MAY SUBSTITUTE CMP ANTI -SEEP COLLARS IF DESIRED. COLLAR TO PROJECT A
6
MINIMUM OF 1.5 FT FROM OUTSIDE DIAMETER OF PIPE AND BE WELDED TO PIPE TO MAKE
4811 CMP 6011 CMP 40 7FT x 7FT
WATER TIGHT.
SEDIMENT BASINS
VOLUME
SURFACE AREA
DIMENSIONS
SKIMMER
O
ANTI -FLOTATION
CLEANOUT RISER TOP OF
WEIR
BARREL
REQUIRED
SKIMMER
ORIFICE
DRAINAGE DENUDED Q10
BASIN ID C
DEPTH H/2 Y (FT) H (FT) HEIGHT DAM W
LENGTH
SPILLWAY BOTTOM
BARREL SIZE RISER SIZE ANTI -SEEP
LENGTH
AREA (AC) AREA (AC) (CFS)
(FT)
REQUIRED (FTZ) PROVIDED (FT)
L (FT)
L/2 (FT)
ELEV. (FT) BASIN ELEV.
PIPE DIA.
DIAMETER
MATERIAL MATERIAL COLLARS
D S
(FT)PROVIDED
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(FT) Z (FT) (FT)
WL (�)
(FT)
(IN)
(IN)
SB -1 28.88 23.88 0.6 89.59
42,984
75,372
38,970 40,625300
140
1 4 3 4 560
12
559555.5
6
4.25
4811 CMP 6011 CMP 40 7FT x 7FT
2 7
SB -2 53.88 46.88 0.6 167.14
84,384
103,973
72,704 75,250
440
155
1 2 1 6.5 564.5
12
563 555.5
6
3
48" CMP (2) 60" CMP (2) 40 7FTx 7FT
2 7
SEDIMENT BASIN
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TITLE
EROSION CONTROL
DETAILS
SHEET
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TEMPORARY DIVERSION DITCHES
Channel ID
Channel ID
Drainage Area
(Acres)
Slope%
Depth (ft)
CValue
10 YR Intensity
(in/hr)
2 Y Intensity
(in/hr)
Qz (cfs)
Q10 (cfs)
Temp. Lining
Bottom
Width
TD -1
0.49
4.80
1.5
0.6
7.67
6.00
1.76
2.25
Straw
0
TD -2
0.40
6.80
1.5
0.6
7.67
6.00
1.44
1.84
Straw
0
TD -3
3.58
1.40
1.5
0.6
7.67
6.00
12.89
16.48
Straw
1
TD -4
0.27
4.70
1.5
0.6
7.67
6.00
0.97
1.24
Straw
0
TD -5
1.22
2.90
1.5
0.6
7.67
6.00
4.39
5.61
Straw
0
TD -6
1.14
6.70
1.5
0.6
7.67
6.00
4.10
5.25
Straw
0
TD -7
0.35
6.50
1.5
0.6
7.67
6.00
1.26
1.61
Straw
0
TD -8
3.16
2.20
1.5
0.6
7.67
6.00
11.38
14.54
Straw
0
TD -9
1.11
4.40
1.5
0.6
7.67
6.00
4.00
5.11
Straw
0
TD -10
2.61
6.20
1.5
0.6
7.67
6.00
9.40
12.01
SC250
1
TD -11
3.48
4.30
1.5
0.6
7.67
6.00
12.53
16.01
SC250
1
TD -12
9.08
1.30
1.5
0.6
7.67
6.00
32.69
41.79
SC250
1
NOTES
1. TEMPORARY LINING C75BN, C12513N, P300 SHALL
BE NORTH AMERICAN GREEN OR APPROVED
EQUAL.
2. STRAW SHALL BE TACKED DOWN WITH SPRAYED
TACK COAT.
3. SEE WATTLE DETAIL FOR WATTLE SPACING.
►L4111
LINING
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FILTER FABRIC
(USE WITH RIP RAP)
TEMPORARY DIVERSION DITCHES
PERMANENT YARD DITCHES
Channel ID
Drainage Area
(Acres)
Slope %
Depth (ft)
Bottom
Width (ft)
CValue
Q100 (cfs)
Temp. Lining
Perm. Lining
PD #101
24.52
2.60
2.5
4
0.6
73
Rip Rap
Rip Rap (D50 = 12")
PD 4102
1.35
2.60
1.5
4
0.6
27
P300
Grass
PD #103
12.98
3.00
2
4
0.6
41
Rip Rap
Rip Rap (Dso = 12")
PD #3
0.89
3.50
0.00
1.5
0.6
7.67
6.00
3.20
PD #200
13.90
4.00
2.25
4
0.6
52
Rip Rap
Rip Rap (D50 = 15")
PD #201
5.12
4.00
2
4
0.6
47
Rip Rap
Rip Rap (Dso = 12")
0.00
1.5
0.6
7.67
6.00
1.01
1.29
S75
Grass
PD #301
30.91
2.00
1 3
14
1 0.6
1 97
1 Rip Rap
Rip Rap (Dso = 12")
PD 4302
10.78
2.00
1.5
4
0.6
41
P300
Grass
PD #303
6.80
3.30
1.5
4
0.6
21
P300
Grass
1. TEMPORARY LINING C75BN, C12513N, P300 SHALL
BE NORTH AMERICAN GREEN OR APPROVED
EQUAL.
2. STRAW SHALL BE TACKED DOWN WITH SPRAYED
TACK COAT.
3. SEE WATTLE DETAIL FOR WATTLE SPACING.
LINING
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FILTER FABRIC
(USE WITH RIP RAP)
PERMANENT YARD DITCHES
PERMANENT ROADSIDE DITCHES
Channel ID
Drainage Area
(Acres)
Slope %
Bottom
Width (ft)
Depth (ft)
CValue
10 YR Intensity
(in/hr)
2 YR Intensity
(in/hr)
QZ (cfs)
Q10 (cfs)
Temp. Lining
Perm. Lining
PD #1
0.65
3.30
0.00
1.5
0.6
7.67
6.00
2.34
2.99
S75
Grass
PD #2
0.40
2.00
0.00
1.5
0.6
7.67
6.00
1.44
1.84
S75
Grass
PD #3
0.89
3.50
0.00
1.5
0.6
7.67
6.00
3.20
4.10
S75
Grass
PD #4
0.67
3.50
0.00
1.5
0.6
7.67
6.00
2.41
3.08
S75
Grass
PD #5
0.28
2.70
0.00
1.5
0.6
7.67
6.00
1.01
1.29
S75
Grass
PD #6
0.39
5.00
0.00
1.5
0.6
7.67
6.00
1.40
1.79
S75
Grass
PD #7
0.97
4.80
0.00
1.5
0.6
7.67
6.00
3.49
4.46
SC150
Grass
PD #8
0.74
3.40
0.00
1.5
0.6
7.67
6.00
2.66
3.41
S75
Grass
PD #9
0.31
2.00
0.00
1.5
0.6
7.67
6.00
1.12
1.43
S75
Grass
PD #10
0.99
3.50
0.00
1.5
0.6
7.67
6.00
3.56
4.56
S75
Grass
PD #11
0.67
3.50
0.00
1.5
0.6
7.67
6.00
2.41
3.08
S75
Grass
PD #12
0.36
2.70
0.00
1.5
0.6
7.67
6.00
1.30
1.66
S75
Grass
PD #13
1.25
3.30
0.00
1.5
0.6
7.67
6.00
4.50
5.75
S75
Grass
PD #14
0.69
3.70
0.00
1.5
0.6
7.67
6.00
2.48
3.18
S75
Grass
PD #15
0.52
2.60
0.00
1.5
0.6
7.67
6.00
1.87
2.39
S75
Grass
PD #16
0.36
1.60
0.00
1.5
0.6
7.67
6.00
1.30
1.66
S75
Grass
PD #17
0.35
1.00
0.00
1.5
0.6
7.67
6.00
1.26
1.61
S75
Grass
PD #18
0.57
2.20
0.00
1.5
0.6
7.67
6.00
2.05
2.62
S75
Grass
PD #19
1 0.30
1.60
0.00
1.5
0.6
7.67
6.00
1.08
1.38
S75
Grass
PD #20
0.46
2.60
0.00
1.5
0.6
7.67
6.00
1.66
2.12
S75
Grass
PD #21
1.35
3.60
0.00
1.5
0.6
7.67
6.00
4.86
6.21
SC150
Grass
PD #22
0.79
4.60
0.00
1.5
0.6
7.67
6.00
2.84
3.64
SC150
Grass
PD #23
0.96
2.40
0.00
1.5
0.6
7.67
6.00
3.46
4.42
S75
Grass
PD #24
0.29
1.30
0.00
1.5
0.6
7.67
6.00
1.04
1.33
S75
Grass
PD #25
0.41
2.50
0.00
1.5
0.6
7.67
6.00
1.48
1.89
S75
Grass
PD #26
0.84
3.60
0.00
1.5
0.6
7.67
6.00
3.02
3.87
S75
Grass
PD #27
0.32
2.10
0.00
1.5
0.6
7.67
6.00
1.15
1.47
S75
Grass
PD #28
0.44
2.60
0.00
1.5
0.6
7.67
6.00
1.58
2.02
S75
Grass
PD #29
0.26
1.30
0.00
1.5
0.6
7.67
6.00
0.94
1.20
S75
Grass
PD #30
1.13
2.90
0.00
1.5
0.6
7.67
6.00
4.07
5.20
S75
Grass
PD #31
0.31
2.30
0.00
1.5
0.6
7.67
6.00
1.12
1.43
S75
Grass
PD #32
0.26
1.00
0.00
1.5
0.6
7.67
6.00
0.94
1.20
S75
Grass
PD #33
1.40
3.40
0.00
1.5
0.6
7.67
6.00
5.04
6.44
SC150
Grass
PD #34
0.45
1.30
0.00
1.5
0.6
7.67
6.00
1.62
2.07
S75
Grass
PD #35
0.46
2.50
0.00
1.5
0.6
7.67
6.00
1.66
2.12
S75
Grass
PD #36
0.73
3.60
0.00
1.5
0.6
7.67
6.00
2.63
3.36
S75
Grass
PD #37
0.32
2.10
0.00
1.5
0.6
7.67
6.00
1.15
1.47
S75
Grass
PD #38
0.44
2.60
0.00
1.5
0.6
7.67
6.00
1.58
2.02
S75
Grass
PD #39
0.26
1.30
0.00
1.5
0.6
7.67
6.00
0.94
1.20
S75
Grass
PD #40
0.78
2.90
0.00
1.5
0.6
7.67
6.00
2.81
3.59
S75
Grass
NOTES
1. TEMPORARY LINING C75BN, C12513N, P300 SHALL
BE NORTH AMERICAN GREEN OR APPROVED
EQUAL.
2. STRAW SHALL BE TACKED DOWN WITH SPRAYED
TACK COAT.
3. SEE WATTLE DETAIL FOR WATTLE SPACING.
LINING
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FILTER FABRIC
(USE WITH RIP RAP)
PERMANENT ROADSIDE DITCHES
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PROJECT #: 2018-oolA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
EROSION CONTROL
DETAILS
SHEET
C-3.8

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EODETIC SURVEY UNION HWY 49 2008 1.5" EIP
WALL
3/4" EIP
1 Nil i4 WELL
1/EIR
WELL
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IIGN SPEED I ( � / /� , I - \�\ \ \ i QOMa
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4600.
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` INV. 600_.63 \ 6 X24 \ /\ -- �- \\ I 10� /
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B_ 5
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130 a \ GENERAL CONSTRUCTION NOTES: Tu
/ � � Q J � 144 \�� L _I 102 \ � ) 3/4" PVC 87 I I \ 1. APPROVAL OF THE PLAN IS NOT AN AUTHORIZATION TO
GRADE ADJACENT PROPERTIES. WHEN FIELD CONDITIONS
WARRANT OFF-SITE GRADING, PERMISSION MUST BE d
103 /^ \ \ OBTAINED FROM THE AFFECTED PROPERTY OWNERS.
5/8" EIR
2. ALL CONTOURS AND SPOT ELEVATIONS REFLECT FINISHED a
/ 'EIR / / L I \ I 128 % GRADES INCLUDING ASPHALT. REFER TO PAVEMENT CROSS a
MB ° ) /j 22 104 / SECTION DATA TO ESTABLISH CORRECT SUBBASE OR
f 1 I AGGREGATE BASE COURSE ELEVATIONS TO BE
40 ) 0 127 �I COMPLETED UNDER THIS CONTRACT. w
\ / 21 / \ L NYO _ \� 4 84 3. CONTRACTOR SHALL BLEND NEW EARTHWORK SMOOTHLY a
5/8" EIR TO TRANSITION BACK TO EXISTING GRADE.-�
J \1/ 5/8"
\ 68 I 183 1 106 \ ` 4. CONTRACTOR SHALL IMMEDIATELY REPORT TO OWNER OR O
/ r
ENGINEER ANY DISCREPANCIES FOUND BETWEEN ACTUAL
x FIELD CONDITIONS AND CONSTRUCTION DOCUMENTS AND
43/ / 42/ 63 67 125 . o SHALL WAIT FOR INSTRUCTION PRIOR TO PROCEEDING.
� \ \ \ � 1 107 I - � 5/8" EIR
\ \ 69 182 _ _ / i 5. ALL EARTH FILL TO BE COMPACTED TO MINIMUM 95% OF
N SPEED % \ \ STD. PROCTOR MAXIMUM DRY DENSITY. ~� O
62 V 124
O�� 76 - I \ 81 108 / 6. TOP 12" OF SUBGRADE OF BUILDING PADS TO BE Q o
KEY MAP COMPACTED TO eq
N.T.S. \ \\ _ / // 46 47 I f 75 74 70 - I 123 \ MAXIMUM DRY DENSITY. 100% OF STD. PROCTOR M o �
w �l O O
/ � _ 109 x q z �
48 \ I 80� / "EIR 7. ALL RCP CULVERTS TO BE MINIMUM CLASS III RCP WITH U 6 a o
9 ` / 73 ( TONGUE AND GROOVE OR BELL AND SPIGOT WATERPROOF x � 9
�Y 49 \ \ 71 / 122 JOINTS. JOINT MATERIAL SHALL BE BUTYL RUBBER MASTIC ^ v
79 / 110 _ K PER FSS -SS -S-00210. z F-1 o x a
\ \ 50 / \ % / o
\ �\ 51 _ \ 72 \ 8. HDPE CULVERTS TO BE CORRUGATED, SMOOTH-WALLED IN �T1 O z a
121 ACCORDANCE WITH ASSHTO M294 TYPE S. I�1 o
\ \
� - /8" EIR
® 53 \ T� CO� \ 78 ' XOF � 9. SUBGRADE OF ROADS TO BE PROOF ROLLED PRIOR TO o O
STONE PLACEMENT. Z W
x \ \ \ 77 \ �� 10. ABC STONE TO BE COMPACTED TO 100% OF STD. PROCTOR. v U
/ A
\\� ` 55 113 \ \ \ 11. BITUMINOUS PAVEMENT BASE COURSE TO BE COMPACTED x
F
/ I- 119 TO A DENSITY OF 92%. BITUMINOUS PAVEMENT w
56 \ V INTERMEDIATE COURSE SHALL BE COMPACTED TO A o
DENSITY OF 92%. BITUMINOUS SURFACE COURSE TO BE
57 I 114 \ COMPACTED TO A DENSITY OF 92%. W
118 \ \ F
58 \ 12. ALL CONCRETE FOR SIDEWALKS AND CURBS SHALL HAVE A
MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3600 PSI. z
O 0 \ 59 117 \ 5/8"EIR- O
THE CONCRETE MIX AND CONSTRUCTION SHALL BE IN
ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS.
/ r 13. ALL CATCH BASINS, DROP INLETS, AND JUNCTION BOXES z
61 116 \ \
SHALL BE CONSTRUCTED PER UNION COUNTY AND NCDOT
STANDARDS.
/ 'V `"►�,q T� \ sem\ ( \ 14. RETAINING WALL DESIGN TO BE PROVIDED BY
Y \ \ \ CONTRACTOR'S WALL DESIGN ENGINEER. RETAINING WALL °
115 /�%
DRAWINGS TO BE PROVIDED TO ENGINEER FOR REVIEW
\ ) AND APPROVAL.
� l
5/8" EIR
PROJECT #: 2o18 -Doi?, DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
I�X GRAPHIC SCALE OVERALL GRADING
�X PLAN
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING 1\ / 1 7004 � 0 100' 200' 400'
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES o ( 700 EIR
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
/ / \ 690
SHEET
CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
( IN FEET) �_4.O
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA HORIZONTAL 1 inch = 200 ft.
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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LYNCH JOHN D & WF KATHRYN F.
DB 1948 PG 001
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MANSHACK LENNIS JR
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TARLTON AMANDA C
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PROJECT #: 2oi8-ooiA DATE: 5/15A8
DRAWN BY: JAC CHECKED BY: JAC
TITLE
STORM PROFILES
SHEET
C-4.10

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PROJECT #: 2018-oolA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
STORM SEWER
DRAINAGE SCHEDULE
SHEET
C-4.12
STRUCTURE TABLE
STRUCTURE DETAILS: PIPES IN: PIPES OUT
NAME:
DROP INLET
DI - 1 - 2 RIM: 560.29 FROM DI - 1 - 3,24" RCP INV IN: 555.58 @ 1.00% TO FES - 1 - 1, 30" RCP INV OUT: 555.08 @ 1.00%
INV IN: 555.58
INV OUT: 555.08
DROP INLET
DI - 1 - 3 RIM: 560.29 FROM DI - 1 - 4,18" RCP INV IN: 556.52 @ 2.55% TO DI - 1 - 2, 24" RCP INV OUT: 556.02 @ 1.00%
INV IN: 556.52
INV OUT: 556.02
DROP INLET
DI - 1 - 4 RIM: 562.74 TO DI - 1 - 3,18" RCP INV OUT: 557.21 @ 2.55%
INV OUT: 557.21
DROP INLET
DI - 2 - 3 RIM: 571.34 FROM DI - 2 - 4,42" RCP INV IN: 563.96 @ 1.00% TO JB - 2 - 2, 42" RCP INV OUT: 563.76 @ 1.00%
INV IN: 563.96
INV OUT: 563.76
DROP INLET
DI - 2 - 4 RIM: 571.34 FROM HW - 2 - 5, 42" RCP INV IN: 564.60 @ 1.00% TO DI - 2 - 3,42" RCP INV OUT: 564.40 @ 1.00%
INV IN: 564.60
INV OUT: 564.40
DROP INLET
RIM: 584.06 FROM DI - 3 - 10, 30" RCP INV IN: 578.51 @ 1.00%
DI - 3 - 2 INV IN: 578.51 FROM DI - 3 - 3, 24" RCP INV IN: 579.01 @ 1.00% TO HW - 3 - 1, 36" RCP INV OUT: 578.01 @ 0.50%
INV IN: 579.01
INV OUT: 578.01
DROP INLET
DI - 3 - 3 RIM: 585.93 FROM DI - 3 - 4,24" RCP INV IN: 580.45 @ 3.48% TO DI - 3 - 2, 24" RCP INV OUT: 580.25 @ 1.00%
INV IN: 580.45
INV OUT: 580.25
DROP INLET
DI - 3 - 4 RIM: 589.02 FROM DI - 3 - 5,24" RCP INV IN: 583.78 @ 3.06% TO DI - 3 - 3, 24" RCP INV OUT: 583.58 @ 3.48%
INV IN: 583.78
INV OUT: 583.58
DROP INLET
DI - 3 - 5 RIM: 591.90 FROM DI - 3 - 6,24" RCP INV IN: 586.55 @ 3.54% TO DI - 3 - 4, 24" RCP INV OUT: 586.35 @ 3.06%
INV IN: 586.55
INV OUT: 586.35
DROP INLET
DI - 3 - 6 RIM: 593.80 FROM DI - 3 - 7,18" RCP INV IN: 589.00 @ 2.36% TO DI - 3 - 5, 24" RCP INV OUT: 588.50 @ 3.54%
INV IN: 589.00
INV OUT: 588.50
DROP INLET
DI - 3 - 7 RIM: 597.09 FROM DI - 3 - 8,18" RCP INV IN: 591.39 @ 1.64% TO DI - 3 - 6,18" RCP INV OUT: 591.19 @ 2.36%
INV IN: 591.39
INV OUT: 591.19
DROP INLET
DI - 3 - 8 RIM: 598.16 FROM DI - 3 - 9,15" RCP INV IN: 593.73 @ 3.55% TO DI - 3 - 7,18" RCP INV OUT: 593.48 @ 1.64%
INV IN: 593.73
INV OUT: 593.48
DROP INLET
DI - 3 - 9 RIM: 600.80 TO DI - 3 - 8,15" RCP INV OUT: 596.09 @ 3.55%
INV OUT: 596.09
DROP INLET
DI - 3 - 10 RIM: 584.06 FROM DI - 3 - 11, 24" RCP INV IN: 579.65 @ 1.00% TO DI - 3 - 2, 30" RCP INV OUT: 578.95 @ 1.00%
INV IN: 579.65
INV OUT: 578.95
DROP INLET
RIM: 585.87 FROM DI - 3 - 15,18" RCP INV IN: 581.42 @ 1.00%
DI - 3 - 11 INV IN: 581.42 FROM DI - 3 - 12, 24" RCP INV IN: 581.12 @ 1.00% TO DI - 3 - 10, 24" RCP INV OUT: 580.92 @ 1.00%
INV IN: 581.12
INV OUT: 580.92
DROP INLET
DI - 3 - 12 RIM: 586.89 FROM DI - 3 - 13,18" RCP INV IN: 582.63 @ 7.44% TO DI - 3 - 11, 24" RCP INV OUT: 582.13 @ 1.00%
INV IN: 582.63
INV OUT: 582.13
DROP INLET
DI - 3 - 13 RIM: 595.49 FROM DI - 3 - 14,18" RCP INV IN: 590.28 @ 3.49% TO DI - 3 - 12,18" RCP INV OUT: 590.08 @ 7.44%
INV IN: 590.28
INV OUT: 590.08
DROP INLET
DI - 3 - 14 RIM: 599.30 TO DI - 3 - 13,18" RCP INV OUT: 594.44 @ 3.49%
INV OUT: 594.44
DROP INLET
DI - 3 -15 RIM: 587.32 TO DI - 3 - 11, 18" RCP INV OUT: 582.49 @ 1.00%
INV OUT: 582.49
DROP INLET
DI - 4 - 2 RIM: 604.15 FROM DI - 4 - 3,18"
STRUCTURE TABLE
STRUCTURE
DETAILS:
PIPES IN:
PIPES OUT
NAME:
O
4' DIA.
DI - 4 - 3
MANHOLE
FROM HW - 10 - 5, 48" RCP INV IN: 562.39 @
TO DI - 4 - 2, 18" RCP INV OUT: 600.84 @ 1.00%
JB -11-2
RIM: 552.80
FROM JB - 11 - 3, 30" RCP INV IN: 547.41 @ 8.00%
TO HW - 11 - 1, 30" RCP INV OUT: 547.21 @ 1.00%
INV IN: 547.41
DI -5-2
INV OUT: 547.21
FROM DI - 5 - 3, 36" RCP INV IN: 575.00 @ 1.00%
TO HW - 5 - 1, 36" RCP INV OUT: 574.80 @ 1.00%
DI - 11 - 4
MES WITH RIP
FROM DI - 11 - 5, 24" RCP INV IN: 555.96 @ 1.00%
TO JB - 11 - 3, 30" RCP INV OUT: 555.46 @ 3.11
RAP
JB - 11 - 3
RIM: 561.24
FROM DI - 11 - 4, 30" RCP INV IN: 551.51 @ 3.11 %
TO JB - 11 - 2, 30" RCP INV OUT: 551.31 @ 8.00%
DI - 5 - 3
INV IN: 551.51
FROM HW - 5 - 4, 36" RCP INV IN: 575.66 @ 1.00%
TO DI - 5 - 2, 36" RCP INV OUT: 575.46 @ 1.00%
DI - 11 - 5
INV OUT: 551.31
FROM DI - 11 - 6, 24" RCP INV IN: 556.60 @ 1.00%
TO DI - 11 - 4, 24" RCP INV OUT: 556.40 @ 1.00%
MES
PE -12-1
RIM: 576.13
FROM PE - 12 - 2,15" RCP INV IN: 574.61 @ 1.64%
DI -6-2
INV IN: 574.61
FROM DI - 6 - 3, 24" RCP INV IN: 598.13 @ 1.00%
TO FES - 6 - 1, 24" RCP INV OUT: 597.93 @ 1.30%
DI - 11 - 6
MES
TO DI - 11 - 5, 24" RCP INV OUT: 556.77 @ 1.00%
PE -12-2
RIM: 577.03
TO PE - 12 - 1, 15" RCP INV OUT: 575.50 @ 1.64%
INV OUT: 575.50
DI - 6 - 3
MES
FROM DI - 6 - 4, 24" RCP INV IN: 598.77 @ 1.00%
TO DI - 6 - 2, 24" RCP INV OUT: 598.57 @ 1.00%
PE -13-1
RIM: 617.95
FROM PE - 13 - 2,15" RCP INV IN: 616.43 @ 0.50%
INV IN: 616.43
MES
PE -13-2
RIM: 618.34
FROM DI - 4 - 2, 18" RCP INV IN: 598.55 @ 1.00%
TO PE - 13 - 1, 15" RCP INV OUT: 616.82 @ 0.50%
z
INV OUT: 616.82
DROP INLET
DI -7-2
RIM: 606.14
FROM DI - 7 - 3, 24" RCP INV IN: 599.07 @ 1.00%
TO HW - 7 - 1, 24" RCP INV OUT: 598.87 @ 1.00%
FES - 6 - 1
INV IN: 599.07
FROM DI - 6 - 2, 24" RCP INV IN: 595.63 @ 1.30%
INV OUT: 598.87
DROP INLET
DI - 7 - 3
RIM: 606.14
FROM DI - 7 - 4, 24" RCP INV IN: 599.71 @ 3.14%
TO DI - 7 - 2, 24" RCP INV OUT: 599.51 @ 1.00%
FES - 8 - 1
INV IN: 599.71
FROM DI - 8 - 2, 24" RCP INV IN: 583.54 @ 0.50%
INV OUT: 599.51
DROP INLET
RIM: 606.33
FROM DI - 7 - 5, 18" RCP INV IN: 601.38 @ 1.39%
DI - 7 - 4
INV IN: 601.38
FROM DI - 7 - 7, 18" RCP INV IN: 601.38 @ 2.11 %
TO DI - 7 - 3, 24" RCP INV OUT: 600.88 @ 3.14%
O
INV IN: 601.38
INV OUT: 600.88
DROP INLET
DI - 7 - 5
RIM: 607.11
FROM DI - 7 - 6, 15" RCP INV IN: 603.38 @ 5.38%
TO DI - 7 - 4, 18" RCP INV OUT: 603.13 @ 1.39%
INV IN: 603.38
INV OUT: 603.13
z
DROP INLET
DI - 7 - 6
RIM: 615.50
TO DI - 7 - 5, 15" RCP INV OUT: 611.23 @ 5.38%
INV OUT: 611.23
DROP INLET
DI - 7 - 7
RIM: 608.03
FROM DI - 7 - 8, 18" RCP INV IN: 603.38 @ 1.00%
TO DI - 7 - 4, 18" RCP INV OUT: 603.18 @ 2.11
HW - 3 - 1
INV IN: 603.38
FROM DI - 3 - 2, 36" RCP INV IN: 577.91 @ 0.50%
O
INV OUT: 603.18
DROP INLET
DI - 7 - 8
RIM: 608.39
TO DI - 7 - 7, 18" RCP INV OUT: 604.67 @ 1.00%
HW - 5 - 1
INV OUT: 604.67
FROM DI - 5 - 2, 36" RCP INV IN: 574.00 @ 1.00%
DROP INLET
DI -8-2
RIM: 588.54
FROM DI - 8 - 3, 24" RCP INV IN: 584.50 @ 1.00%
TO FES - 8 - 1, 24" RCP INV OUT: 584.30 @ 0.50%
INV IN: 584.50
HW -5-4
INV OUT: 584.30
TO DI - 5 - 3, 36" RCP INV OUT: 575.99 @ 1.00%
DROP INLET
DI - 8 - 3
RIM: 588.54
FROM DI - 8 - 4, 18" RCP INV IN: 585.44 @ 1.00%
TO DI - 8 - 2, 24" RCP INV OUT: 584.94 @ 1.00%
INV IN: 585.44
HW - 7 - 1
INV OUT: 584.94
FROM DI - 7 - 2, 24" RCP INV IN: 598.14 @ 1.00%
d
DROP INLET
DI - 8 - 4
RIM: 590.50
TO DI - 8 - 3, 18" RCP INV OUT: 586.71 @ 1.00%
INV OUT: 586.71
�
HW - 10 - 1
DROP INLET
FROM JB - 10 - 2, 48" RCP INV IN: 559.29 @ 1.00%
DI -9-2
RIM: 581.16
FROM DI - 9 - 3, 24" RCP INV IN: 576.05 @ 0.80%
TO FES - 9 - 1, 30" RCP INV OUT: 575.55 @ 0.50%
INV IN: 576.05
as
INV OUT: 575.55
HW - 10 - 5
DROP INLET
TO DI - 10 - 4, 48" RCP INV OUT: 564.47 @ 1.00%
DI - 9 - 3
RIM: 581.16
FROM DI - 9 - 4, 24" RCP INV IN: 576.60 @ 0.80%
TO DI - 9 - 2, 24" RCP INV OUT: 576.40 @ 0.80%
`r°
INV IN: 576.60
INV OUT: 576.40
HW - 11 - 1
DROP INLET
FROM JB - 11 - 2, 30" RCP INV IN: 546.97 @ 1.00%
w
DI - 9 - 4
RIM: 581.80
TO DI - 9 - 3, 24" RCP INV OUT: 577.62 @ 0.80%
INV OUT: 577.62
DROP INLET
DI - 10 - 3
RIM: 567.70
FROM DI - 10 - 4, 48" RCP INV IN: 560.58 @ 1.00%
TO JB - 10 - 2, 48" RCP INV OUT: 560.38 @ 0.61
JB - 2 - 2
INV IN: 560.58
FROM DI - 2 - 3, 42" RCP INV IN: 563.15 @ 1.00%
TO HW - 2 - 1, 42" RCP INV OUT: 555.89 @ 1.00%
INV OUT: 560.38
�
INV OUT: 555.89
5' DIA.
RCP INV IN: 599.57 @ 1.00%
TO FES - 4 - 1, 18" RCP INV OUT: 599.37 @ 1.00%
INV IN: 599.57
A
JB - 10 - 2
INV OUT: 599.37
FROM DI - 10 - 3, 48" RCP INV IN: 559.95 @ 0.61%
TO HW - 10 - 1, 48" RCP INV OUT: 559.45 @ 1.00%
STRUCTURE TABLE
STRUCTURE
DETAILS:
PIPES IN:
PIPES OUT
NAME:
O
4' DIA.
DI - 4 - 3
MANHOLE
FROM HW - 10 - 5, 48" RCP INV IN: 562.39 @
TO DI - 4 - 2, 18" RCP INV OUT: 600.84 @ 1.00%
JB -11-2
RIM: 552.80
FROM JB - 11 - 3, 30" RCP INV IN: 547.41 @ 8.00%
TO HW - 11 - 1, 30" RCP INV OUT: 547.21 @ 1.00%
INV IN: 547.41
DI -5-2
INV OUT: 547.21
FROM DI - 5 - 3, 36" RCP INV IN: 575.00 @ 1.00%
TO HW - 5 - 1, 36" RCP INV OUT: 574.80 @ 1.00%
DI - 11 - 4
MES WITH RIP
FROM DI - 11 - 5, 24" RCP INV IN: 555.96 @ 1.00%
TO JB - 11 - 3, 30" RCP INV OUT: 555.46 @ 3.11
RAP
JB - 11 - 3
RIM: 561.24
FROM DI - 11 - 4, 30" RCP INV IN: 551.51 @ 3.11 %
TO JB - 11 - 2, 30" RCP INV OUT: 551.31 @ 8.00%
DI - 5 - 3
INV IN: 551.51
FROM HW - 5 - 4, 36" RCP INV IN: 575.66 @ 1.00%
TO DI - 5 - 2, 36" RCP INV OUT: 575.46 @ 1.00%
DI - 11 - 5
INV OUT: 551.31
FROM DI - 11 - 6, 24" RCP INV IN: 556.60 @ 1.00%
TO DI - 11 - 4, 24" RCP INV OUT: 556.40 @ 1.00%
MES
PE -12-1
RIM: 576.13
FROM PE - 12 - 2,15" RCP INV IN: 574.61 @ 1.64%
DI -6-2
INV IN: 574.61
FROM DI - 6 - 3, 24" RCP INV IN: 598.13 @ 1.00%
TO FES - 6 - 1, 24" RCP INV OUT: 597.93 @ 1.30%
DI - 11 - 6
MES
TO DI - 11 - 5, 24" RCP INV OUT: 556.77 @ 1.00%
PE -12-2
RIM: 577.03
TO PE - 12 - 1, 15" RCP INV OUT: 575.50 @ 1.64%
INV OUT: 575.50
DI - 6 - 3
MES
FROM DI - 6 - 4, 24" RCP INV IN: 598.77 @ 1.00%
TO DI - 6 - 2, 24" RCP INV OUT: 598.57 @ 1.00%
PE -13-1
RIM: 617.95
FROM PE - 13 - 2,15" RCP INV IN: 616.43 @ 0.50%
INV IN: 616.43
MES
PE -13-2
RIM: 618.34
FROM DI - 4 - 2, 18" RCP INV IN: 598.55 @ 1.00%
TO PE - 13 - 1, 15" RCP INV OUT: 616.82 @ 0.50%
z
INV OUT: 616.82
STRUCTURE TABLE
STRUCTURE
DETAILS:
PIPES IN:
PIPES OUT
NAME:
O
DROP INLET
DI - 4 - 3
RIM: 604.62
FROM HW - 10 - 5, 48" RCP INV IN: 562.39 @
TO DI - 4 - 2, 18" RCP INV OUT: 600.84 @ 1.00%
INV OUT: 600.84
1.00%
DROP INLET
DI -5-2
RIM: 581.61
FROM DI - 5 - 3, 36" RCP INV IN: 575.00 @ 1.00%
TO HW - 5 - 1, 36" RCP INV OUT: 574.80 @ 1.00%
DI - 11 - 4
INV IN: 575.00
FROM DI - 11 - 5, 24" RCP INV IN: 555.96 @ 1.00%
TO JB - 11 - 3, 30" RCP INV OUT: 555.46 @ 3.11
INV OUT: 574.80
DROP INLET
DI - 5 - 3
RIM: 581.21
FROM HW - 5 - 4, 36" RCP INV IN: 575.66 @ 1.00%
TO DI - 5 - 2, 36" RCP INV OUT: 575.46 @ 1.00%
DI - 11 - 5
INV IN: 575.66
FROM DI - 11 - 6, 24" RCP INV IN: 556.60 @ 1.00%
TO DI - 11 - 4, 24" RCP INV OUT: 556.40 @ 1.00%
INV OUT: 575.46
DROP INLET
DI -6-2
RIM: 603.39
FROM DI - 6 - 3, 24" RCP INV IN: 598.13 @ 1.00%
TO FES - 6 - 1, 24" RCP INV OUT: 597.93 @ 1.30%
DI - 11 - 6
INV IN: 598.13
TO DI - 11 - 5, 24" RCP INV OUT: 556.77 @ 1.00%
INV OUT: 597.93
DROP INLET
DI - 6 - 3
RIM: 603.39
FROM DI - 6 - 4, 24" RCP INV IN: 598.77 @ 1.00%
TO DI - 6 - 2, 24" RCP INV OUT: 598.57 @ 1.00%
INV IN: 598.77
INV OUT: 598.57
DROP INLET
DI - 6 - 4
RIM: 604.50
FROM DI - 4 - 2, 18" RCP INV IN: 598.55 @ 1.00%
TO DI - 6 - 3, 24" RCP INV OUT: 600.04 @ 1.00%
z
INV OUT: 600.04
DROP INLET
DI -7-2
RIM: 606.14
FROM DI - 7 - 3, 24" RCP INV IN: 599.07 @ 1.00%
TO HW - 7 - 1, 24" RCP INV OUT: 598.87 @ 1.00%
FES - 6 - 1
INV IN: 599.07
FROM DI - 6 - 2, 24" RCP INV IN: 595.63 @ 1.30%
INV OUT: 598.87
DROP INLET
DI - 7 - 3
RIM: 606.14
FROM DI - 7 - 4, 24" RCP INV IN: 599.71 @ 3.14%
TO DI - 7 - 2, 24" RCP INV OUT: 599.51 @ 1.00%
FES - 8 - 1
INV IN: 599.71
FROM DI - 8 - 2, 24" RCP INV IN: 583.54 @ 0.50%
INV OUT: 599.51
DROP INLET
RIM: 606.33
FROM DI - 7 - 5, 18" RCP INV IN: 601.38 @ 1.39%
DI - 7 - 4
INV IN: 601.38
FROM DI - 7 - 7, 18" RCP INV IN: 601.38 @ 2.11 %
TO DI - 7 - 3, 24" RCP INV OUT: 600.88 @ 3.14%
O
INV IN: 601.38
INV OUT: 600.88
DROP INLET
DI - 7 - 5
RIM: 607.11
FROM DI - 7 - 6, 15" RCP INV IN: 603.38 @ 5.38%
TO DI - 7 - 4, 18" RCP INV OUT: 603.13 @ 1.39%
INV IN: 603.38
INV OUT: 603.13
z
DROP INLET
DI - 7 - 6
RIM: 615.50
TO DI - 7 - 5, 15" RCP INV OUT: 611.23 @ 5.38%
INV OUT: 611.23
DROP INLET
DI - 7 - 7
RIM: 608.03
FROM DI - 7 - 8, 18" RCP INV IN: 603.38 @ 1.00%
TO DI - 7 - 4, 18" RCP INV OUT: 603.18 @ 2.11
HW - 3 - 1
INV IN: 603.38
FROM DI - 3 - 2, 36" RCP INV IN: 577.91 @ 0.50%
O
INV OUT: 603.18
DROP INLET
DI - 7 - 8
RIM: 608.39
TO DI - 7 - 7, 18" RCP INV OUT: 604.67 @ 1.00%
HW - 5 - 1
INV OUT: 604.67
FROM DI - 5 - 2, 36" RCP INV IN: 574.00 @ 1.00%
DROP INLET
DI -8-2
RIM: 588.54
FROM DI - 8 - 3, 24" RCP INV IN: 584.50 @ 1.00%
TO FES - 8 - 1, 24" RCP INV OUT: 584.30 @ 0.50%
INV IN: 584.50
HW -5-4
INV OUT: 584.30
TO DI - 5 - 3, 36" RCP INV OUT: 575.99 @ 1.00%
DROP INLET
DI - 8 - 3
RIM: 588.54
FROM DI - 8 - 4, 18" RCP INV IN: 585.44 @ 1.00%
TO DI - 8 - 2, 24" RCP INV OUT: 584.94 @ 1.00%
INV IN: 585.44
HW - 7 - 1
INV OUT: 584.94
FROM DI - 7 - 2, 24" RCP INV IN: 598.14 @ 1.00%
d
DROP INLET
DI - 8 - 4
RIM: 590.50
TO DI - 8 - 3, 18" RCP INV OUT: 586.71 @ 1.00%
INV OUT: 586.71
�
HW - 10 - 1
DROP INLET
FROM JB - 10 - 2, 48" RCP INV IN: 559.29 @ 1.00%
DI -9-2
RIM: 581.16
FROM DI - 9 - 3, 24" RCP INV IN: 576.05 @ 0.80%
TO FES - 9 - 1, 30" RCP INV OUT: 575.55 @ 0.50%
INV IN: 576.05
as
INV OUT: 575.55
HW - 10 - 5
DROP INLET
TO DI - 10 - 4, 48" RCP INV OUT: 564.47 @ 1.00%
DI - 9 - 3
RIM: 581.16
FROM DI - 9 - 4, 24" RCP INV IN: 576.60 @ 0.80%
TO DI - 9 - 2, 24" RCP INV OUT: 576.40 @ 0.80%
`r°
INV IN: 576.60
INV OUT: 576.40
HW - 11 - 1
DROP INLET
FROM JB - 11 - 2, 30" RCP INV IN: 546.97 @ 1.00%
w
DI - 9 - 4
RIM: 581.80
TO DI - 9 - 3, 24" RCP INV OUT: 577.62 @ 0.80%
INV OUT: 577.62
DROP INLET
DI - 10 - 3
RIM: 567.70
FROM DI - 10 - 4, 48" RCP INV IN: 560.58 @ 1.00%
TO JB - 10 - 2, 48" RCP INV OUT: 560.38 @ 0.61
JB - 2 - 2
INV IN: 560.58
FROM DI - 2 - 3, 42" RCP INV IN: 563.15 @ 1.00%
TO HW - 2 - 1, 42" RCP INV OUT: 555.89 @ 1.00%
INV OUT: 560.38
�
STRUCTURE TABLE
STRUCTURE
DETAILS:
PIPES IN:
PIPES OUT
NAME:
O
DROP INLET
DI - 10 - 4
RIM: 567.70
FROM HW - 10 - 5, 48" RCP INV IN: 562.39 @
TO DI - 10 - 3, 48" RCP INV OUT: 561.02 @ 1.00%
INV IN: 562.39
1.00%
INV OUT: 561.02
DROP INLET
DI - 11 - 4
RIM: 560.88
FROM DI - 11 - 5, 24" RCP INV IN: 555.96 @ 1.00%
TO JB - 11 - 3, 30" RCP INV OUT: 555.46 @ 3.11
INV IN: 555.96
INV OUT: 555.46
DROP INLET
DI - 11 - 5
RIM: 560.88
FROM DI - 11 - 6, 24" RCP INV IN: 556.60 @ 1.00%
TO DI - 11 - 4, 24" RCP INV OUT: 556.40 @ 1.00%
INV IN: 556.60
INV OUT: 556.40
DROP INLET
DI - 11 - 6
RIM: 562.67
TO DI - 11 - 5, 24" RCP INV OUT: 556.77 @ 1.00%
INV OUT: 556.77
MES WITH RIP
FES - 1 - 1
FROM DI - 1 - 2, 30" RCP INV IN: 554.42 @ 1.00%
RMP 556.76
INV IN: 554.42
MES WITH RIP
FES - 4 - 1
FROM DI - 4 - 2, 18" RCP INV IN: 598.55 @ 1.00%
z
RMP 600.07
INV IN: 598.55
MES WITH RIP
FES - 6 - 1
FROM DI - 6 - 2, 24" RCP INV IN: 595.63 @ 1.30%
RMP 597.43
INV IN: 595.63
MES WITH RIP
FES - 8 - 1
RAP
FROM DI - 8 - 2, 24" RCP INV IN: 583.54 @ 0.50%
585 87
INV IN: 583.54
MES WITH RIP
FES - 9 - 1
RAP
FROM DI - 9 - 2, 30" RCP INV IN: 574.91 @ 0.50%
O
577 78
INV IN: 574.91
HEADWALL FOR
HW - 2 - 1
42"
FROM JB - 2 - 2, 42" RCP INV IN: 555.57 @ 1.00%
MP559 95
INV IN: 555.57
z
HEADWALL FOR
HW -2-5
TO DI - 2 - 4, 42" RCP INV OUT: 564.78 @ 1.00%
RIM: 69.15
INV OUT: 564.78
HEADWALL FOR
HW - 3 - 1
FROM DI - 3 - 2, 36" RCP INV IN: 577.91 @ 0.50%
O
RIMP58E.75
INV IN: 577.91
HEADWALL FOR
HW - 5 - 1
FROM DI - 5 - 2, 36" RCP INV IN: 574.00 @ 1.00%
RIM: 577.83
INV IN: 574.00
HEADWALL FOR
HW -5-4
TO DI - 5 - 3, 36" RCP INV OUT: 575.99 @ 1.00%
RIMP579.83
w
INV OUT: 575.99
HEADWALL FOR
HW - 7 - 1
FROM DI - 7 - 2, 24" RCP INV IN: 598.14 @ 1.00%
d
RIMP600.89
INV IN: 598.14
HEADWALL FOR
�
HW - 10 - 1
FROM JB - 10 - 2, 48" RCP INV IN: 559.29 @ 1.00%
RIMP563.67
INV IN: 559.29
as
HEADWALL FOR
HW - 10 - 5
TO DI - 10 - 4, 48" RCP INV OUT: 564.47 @ 1.00%
RIMP568.85
`r°
INV OUT: 564.47
HEADWALL FOR
HW - 11 - 1
FROM JB - 11 - 2, 30" RCP INV IN: 546.97 @ 1.00%
w
RIMP549.72
INV IN: 546.97
5' DIA.
o
MANHOLE
JB - 2 - 2
RIM: 569.56
FROM DI - 2 - 3, 42" RCP INV IN: 563.15 @ 1.00%
TO HW - 2 - 1, 42" RCP INV OUT: 555.89 @ 1.00%
INV IN: 563.15
�
INV OUT: 555.89
5' DIA.
MANHOLE
A
JB - 10 - 2
RIM: 566.44
FROM DI - 10 - 3, 48" RCP INV IN: 559.95 @ 0.61%
TO HW - 10 - 1, 48" RCP INV OUT: 559.45 @ 1.00%
INV IN: 559.95
INV OUT: 559.45
z
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2
0, /
PROP. FIRE HYDRANT
ASSEMBLY W/ 12"
MAIN LINE G.V.
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
F
EPA
�r
EX. DRIVEWAY
PIPE
MH ID#7702
SITE BENCHMARK
MH ID#7703 SSMH RIM
N: 446707.013
E. 1 0 40
NAD 83/201 20 21
530.31 NAVD 88 0
MH ID#7701 CJ%
�PMH ID#7700 MH ID#7699
PROP. FIRE HYDRANT EX. MH
ASSEMBLY W/ 12"
MAIN LINE G.V.
MH - 1
I
EX. DRIVEWAY I I
PIPE I I 5 5
C -P! 1
Crl 1
15 / MH - 17
// / jam/
EX. DRIVEWAY - CO // /
PIPE
13 ice_ M� MH -18
H -22
I QMH -23
/- EX. DRIVEWAY
PIPE
I \
11
❑
30 / \ 0 I
31
I I
1 I
\
L
MH -20 J
_ I _
EX. DRIVEWAY
I
PIPE 10 I I 11 g 111 II
PROP. FIRE HYDRANT - I _ J I I 3 I
ASSEMBLY W/ 12" ` / MH - 24- _-
MAIN LINE G.V. ❑9 10 8 I I
I
L 3 I
® 19 7 II— MH -21
\
I�- MH -25— L MH -31
I 18 6
C-5.3 3
I EX. DRIVEWAY � � I
PIPE © I
7 5 I F I
LI 13
-MH-32 —MH -10
❑5 I ,— 00
a
/> v .�
EX. DRIVEWAY I I
= PIPE ®00 MH :--2 6
_26
0 I U _
�
2.1
PXP DRIVEWAY ❑2 I I .MH - 12 -MH-11 3 I
II
❑1 MH -13
CIL 3 I
O _A 1.11
Co
1 /
PROP. FIRE HYDRANT \ \ MH -1 / /
ASSEMBLY W/ 12" \ / / LMH - 28 AN
MAIN LINE G.V.
\ 4 4
43
9� \ j� - 15
x
7 ( 8
MH ID#7698
-60
111i
�, r__WWI29
METERS WILL NOT BE SET IF WATER METER BOXES, SEWER CLEANOUTS, VALVE
BOXES OR THEIR APPURTENANCES ARE DAMAGED OR IMPROPERLY POSITIONED.
VERIFICATION HAS BEEN MADE THAT EACH LOT IS CAPABLE OF HAVING GRAVITY
SEWER SERVICE TO THE CENTER OF THE LOT AT THE FRONT SETBACK.
PROPERTY LINE
SETBACK _
I I
I I
I I
I I
I I
I I
HOUSE PAD
I I
I I
PROP. 3/4" WATER SERVICE
OP. 3/4" METER
PROP. ESMT. w
R/W —
W—W----W-
-SS Ss SS
PROP. CLEANOUT
PROP. 4" LATERAL
PHASE 2 INCLUDES THE REMAINING 94 LOTS AND x
AMENITY CENTER.
MATERIAL SUMMARY
PHASE 1
ITEM
QUANTITY
12" DIP
4,096 LF
8" DIP
95 LF
6" DIP
277 LF
8" PVC
926 LF
6" PVC
3,207 LF
12" G.V.
5
8" G.V.
I�I
6" G.V.
I
♦G II
Illr��
8"x8"x8"TEE
1
�1 I
1
6"x6"x6"TEE
1
8"x6" REDUCER
1
FIRE HYDRANT ASSEMBLY
9
3/4" DOMESTIC &
IRRIGATION METERS
52
•♦♦♦♦♦ �I
2
.♦.♦♦♦♦♦��1
�,05
A. ���W
u■ ► �L.,.a.I
METERS WILL NOT BE SET IF WATER METER BOXES, SEWER CLEANOUTS, VALVE
BOXES OR THEIR APPURTENANCES ARE DAMAGED OR IMPROPERLY POSITIONED.
VERIFICATION HAS BEEN MADE THAT EACH LOT IS CAPABLE OF HAVING GRAVITY
SEWER SERVICE TO THE CENTER OF THE LOT AT THE FRONT SETBACK.
PROPERTY LINE
SETBACK _
I I
I I
I I
I I
I I
I I
HOUSE PAD
I I
I I
PROP. 3/4" WATER SERVICE
OP. 3/4" METER
PROP. ESMT. w
R/W —
W—W----W-
-SS Ss SS
PROP. CLEANOUT
PROP. 4" LATERAL
PHASE 2 INCLUDES THE REMAINING 94 LOTS AND x
AMENITY CENTER.
MATERIAL SUMMARY
PHASE 1
ITEM
QUANTITY
12" DIP
4,096 LF
8" DIP
95 LF
6" DIP
277 LF
8" PVC
926 LF
6" PVC
3,207 LF
12" G.V.
5
8" G.V.
3
6" G.V.
4
12"x12"x8"TEE
1
8"x8"x8"TEE
1
8"x8"x6"TEE
1
6"x6"x6"TEE
1
8"x6" REDUCER
1
FIRE HYDRANT ASSEMBLY
9
3/4" DOMESTIC &
IRRIGATION METERS
52
1" IRRIGATION METER
2
PHASE 2
ITEM
QUANTITY
12" DIP
2,610 LF
8" DIP
20 LF
6" DIP
100 LF
8" PVC
1,347 LF
6" PVC
4,733 LF
12" G.V.
3
8" G.V.
2
6" G.V.
4
12"x12"x12" TEE
1
8"x8"x6"TEE
1
6"x6"x6" TEE
1
12"x8" REDUCER
1
12"x6" REDUCER
1
FIRE HYDRANT ASSEMBLY
8
3/4" DOMESTIC &
IRRIGATION METERS
94
1" IRRIGATION METER
1
FIRE HYDRANT PLACEMENT:
MINIMUM 6' OFFBACK OF DITCH
HAVE A 3' CLEAR ZONE FROM PERMANENT STRUCTURES
MH -44
MH -47
S,q\�
. ® /
47
46
� 44
45
ESTIMATED CONSUMPTIONS
WATER
52 SINGLE FAMILY LOTS
20,800 GALLONS PER DAY
52 RESIDENTIAL IRRIGATION METERS
20,800 GALLONS PER DAY
TOTAL
41,600 GALLONS PER DAY
-50
24
MH ID#7697
MH -65
MH -67
MH -52
r777- N
WATER AND
SANITARY
SEWER NOT 4
PART OF THIS
PERMIT
MH I D#7696
MH -53
MH -54
43
*ASSUMES ONE HALF INCH IRRIGATIONS OVER 1.5 ACRES WEEKLY
42
WATER FLOW ASSUMES 400 GALLONS PER DAY PER RESIDENTIAL UNIT X
_XO
SEWER FLOW ASSUME 285 GALLONS PER DAY PER RESIDENTIAL UNIT WATER NOTES:
1. ALL UTILITIES TO BE INSTALLED AND TESTED IN ACCORDANCE WITH UNION COUNTY STANDARD DETAILS AND SPECIFICATIONS.
2. 3 FT CLEARANCE MUST BE MAINTAINED AROUND HYDRANTS AT ALL TIMES.
3. CONTRACTOR SHALL WORK WITH CAUTION DURING EARTHWORK ACTIVITIES NEAR EXISTING UTILITIES. CONTRACTOR IS RESPONSIBLE FOR
CONTACTING THE APPROPRIATE AGENCY FOR THE FIELD LOCATIONS OF ALL UNDERGROUND UTILITIES BEFORE STARTING CONSTRUCTION.
THE INCLUSION OR OMISSION OF UTILITY LOCATIONS ON THE DRAWINGS IS NOT BE CONSIDERED ACCURATE.
4. MINIMUM COVER FOR WATER AND SEWER SHALL BE 3 FEET. MINIMUM VERTICAL SEPARATION BETWEEN WATER AND SEWER SHALL BE 18
INCHES. MINIMUM VERTICAL SEPARATION BETWEEN STORM AND SEWER SHALL BE 12 INCHES. MINIMUM HORIZONTAL SEPARATION BETWEEN
WATER AND SEWER SHALL BE 10 FEET.
5. ALL IRRIGATION SLEEVES AND IRRIGATION PIPE WITHIN PUBLIC R/W WILL REQUIRE ENCROACHMENT AGREEMENT WITH UNION COUNTY.
SPRINKLER HEADS AND DISTRIBUTION LINES ARE NOT ALLOWED IN RIGHT-OF-WAY.
THE WRENN CREEK SUBDIVISION WILL BE
COMPRISED OF TWO CONSTRUCTION PHASES.
PHASE 1 INCLUDES LOTS 1-49 & 62-64(52 LOTS
TOTAL).
PHASE 2 INCLUDES THE REMAINING 94 LOTS AND
AMENITY CENTER.
MATERIAL SUMMARY
PHASE 1
SEWER:
• 5,641 LF 8" PVC SEWER
• 402 LF 8" DIP SEWER
• 32 MANHOLES
• 52 - 4" SANITARY SERVICES
WATER:
• 5 - FIRE HYDRANTS
• 52 - 3/4" DOMESTIC AND
IRRIGATION METERS
• 1 - 1" IRRIGATION METER
• 3,484 LF 6" PIPE
• 1,022 LF OF 8" PIPE
OFFSITE WATER:
• 4 - FIRE HYDRANTS
• 4,017 LF OF 12" DIP PIPE
SEWER
52 SINGLE FAMILY LOTS
14,820 GALLONS PER DAY
TOTAL
14,820 GALLONS PER DAY
I
Sheet 4 '
FIRE FLOW
FLOW REQUIREMENT OF 1000 GPM AT 20 PSI
WATER FLOW ASSUMES 400 GALLONS PER DAY PER RESIDENTIAL UNIT
SEWER FLOW ASSUME 285 GALLONS PER DAY PER RESIDENTIAL UNIT
/ 29
\ PHASE BREAKDOWN
\ PHASE SEWER LATERALS
3o PH 1 52-4"
3/4" PVC
\ ADDITIONAL NOTES
\ DRIVEWAY SHALL NOT BE LOCATED OVER WATER METERS, SEWER
CLEANOUTS OR VALVE BOXES. METERS WILL NOT BE SET IF WATER
31 METER BOXES, SEWER CLEANOUTS, VALVE BOXES OR THEIR
APPURTENANCES ARE DAMAGED OR IMPROPERLY POSITIONED.
/ REFER TO UNION COUNTY SPECIFICATIONS, UNION COUNTY WATER
AND SEWER EXTENSION POLICY AND TO UNION COUNTY WATER AND
SEWER EXTENSION ORDINANCE.
32 DEWATERING: THE CONTRACTOR SHALL AT ALL TIMES PROVIDE AND
/ MAINTAIN AMPLE MEANS AND EQUIPMENT WITH WHICH TO REMOVE
X AND PROPERLY DISPOSE OF ANY AND ALL WATER ENTERING THE
° EXCAVATION OR OTHER PARTS OF THE WORK AND KEEP ALL
EXCAVATIONS DRY UNTIL SUCH TIME AS PIPE LAYING AND GRADING
IS COMPLETED AND STRUCTURES TO BE BUILT THEREIN ARE
COMPLETED. NO WATER SHALL BE ALLOWED TO RISE AROUND THE
PIPE IN UNBACKFILLED TRENCHES NOR SHALL IT BE ALLOWED TO
0 33 RISE OVER MASONRY UNTIL THE CONCRETE OR MORTAR HAS
SET(MINIMUM 24 HOURS). ALL WATER PUMPED OR DRAINED FROM
/ THE WORK SHALL BE DISPOSED OF IN SUCH A MANNER AS TO
PREVENT SILTATION AND EROSION TO ADJACENT PROPERTY OR
OTHER CONSTRUCTION.
VERIFICATION HAS BEEN MADE BY PAUL CARTER THAT EACH LOT IS
X CAPABLE OF HAVING GRAVITY SEWER SERVICE TO THE CENTER OF
THE LOT AT THE FRONT SETBACK.
34 ENGINEER VERIFIES DESIGN HAS BEEN BASED ON GROUND SURVEY.
xoi-W-- IF WELL AND/OR SEPTIC SYSTEMS ARE ENCOUNTERED, THEN
35 CONTACT TRACI COLLEY (704.283.3717) WITH ENVIRONMENTAL
HEALTH FOR THEIR SEQUENCE OF EVENTS AND OTHER PERTINENT
INFORMATION.
DESIGN ENGINEER SHALL CONFIRM THAT WATER AND SEWER MAINS
AS WELL AS SERVICE LINES, METER BOXES, FIRE HYDRANTS, AND
LATERALS WILL NOT BE IN CONFLICT WITH ANY PROPOSED UTILITY
36 INSTALLATIONS, LANDSCAPING, AND/OR DRIVEWAYS. ANY
CONFLICTS SHALL BE AT THE DEVELOPER'S EXPENSE TO
COORDINATE AND RESOLVE AND COULD RESULT IN DELAY OF
WATER METERS BEING SET.
37 /
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GRAPHIC SCALE
0 100' 200' 400'
( IN FEET )
HORIZONTAL 1 inch = 200 ft.
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PROJECT #: 2018-oolA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OVERALL WATER &
SEWER PLAN
SHEET
C-5.0

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1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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E: 1493143.0740
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ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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GRAPHIC SCALE PROJECT #: 2o18-ooiA DATE: 5/15/18
II 0 20' a0' a0' DRAWN BY: JAC CHECKED BY: JAC
TITLE
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( IN FEET )
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19
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0 2' 4' B. DRAWN BY: JAC CHECKED BY: JAC
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0 20' 40' 80'
TITLE
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1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING IN FEET) (PH 1S4)
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES / VERTICAL 1 inch = 4 ft.
LOCATEDARE PRIOR TO BEGINNING CONSTRUCTION. � � / / � HORIZONTAL 1 inch = 40 ft.
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CONTRACTOR2. IS RESPONSIBLE FOR PLACING BARRICADES USING � / SHEET
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
PAVEMENT3. ALL CUTS, CONCRETE OR ASPHALT, ARE TO BE
C-5-3 REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
27+50 28+00 28+50 29+00
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24+00 24+50 25+00 25+50 26+00 26+50 27+00
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
27+50 28+00 28+50 29+00
MATCHLINE — SEE SHEET C-5.3
�.+ COs
2.18 AC.
GRAPHIC SCALE
0 2' 4' 8'
( IN FEET )
VERTICAL 1 inch = 4 ft.
HORIZONTAL 1 inch = 40 ft.
29+5C@ 30+00
22 31+00
-610
-605
-600
-595
-590
NOTE:
ANY TREES WITHIN SEWER
EASEMENT WILL BE REMOVED.
PIPE LEGEND
O SDR 35
O SDR 26
O DIP
MATCH
LINE _ SE
SHE
' ET C
MH -16 \
M /
18" RCP --
FES j4-1Cp
V /D1 4/ -2------
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GROUND EL . - 05.72 — 1 - 4 3
\ \ Q/ /41BOTTOM OF 18" RCP - .07
TOP OF 8" DIP WM = 598.10 ,\ \
l o/ tCo
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45
/ M -MH - 15
DIP
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/ 44
+ \v 8"X6" REDUCER/
\ \ 12" G.v. /
\ 8" G.V.
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P4
IPROJECT #: 2o18-ooiA DATE: 5/15/18 I
DRAWN BY: JAC CHECKED BY: JAC
TITLE
SANITARY SEWER
(PHiS4)
SHEET
C-5.4

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560 -
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540 -
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35-5301
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SDR 35
SDR 26
DIP
PROJECT #: 2o18-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
SANITARY SEWER
(PH1S2)
SHEET
c-5.5

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PIPE LEGEND
D SDR 35
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D DIP
NOTE:
ANY TREES WITHIN SEWER
EASEMENT WILL BE REMOVED.
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1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
590-
90-
585-
585-
580-
580-
575-
575-
570-
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2 �
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T C-5.5
-SE
MATCHLINEE SHEET \ '
V I I - /// /— 27 /
C'
SEWER SERVICE (TYP.)
y
MH -18 ^� S / / \ DUAL WATER METERS (TYP.)
V , SGP DI -1 3 / 29 �
GROUND ELEV = 560.90
BOTTOM OF 24" RCP = 555 45
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_ < _
/
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GRAPHIC SCALE
0 2' 4' B.
0 20' 40' 80'
( IN FEET )
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-SE
MATCHLINEE SHEET \ '
V I I - /// /— 27 /
C'
SEWER SERVICE (TYP.)
y
MH -18 ^� S / / \ DUAL WATER METERS (TYP.)
V , SGP DI -1 3 / 29 �
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_ < _
/
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GRAPHIC SCALE
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( IN FEET )
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P4
IPROJECT #: 2o18-ooiA DATE: 5/15/18 I
DRAWN BY: JAC CHECKED BY: JAC
TITLE
SANITARY SEWER
(PHiS3)
SHEET
C-5.6

600-
00-
595-
595-
590-
590-
585-
585-
580-
580-
575-
575-
570-
570-
565-
565-
560-
560-
-0+50
-0+50 0+00 0+50 1+00 1+50
MATCHLINE - SEE SHEET C-5.3
I
�I I zo p
-600 625 -
- 595 620-
-590
20-
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-585 610 -
-580 605 -
-575 600 -
-570 595-
-565
95-
-565 590-
-560
90-
560
585-
00
I 7 M I
COMMON OPEN SPACE 6' MIN. BEHIN ACK OF ITCH
DRIVE IRRIGATION METER, TYP.
I + I 6"X6"X6'`T /
I /
~
(9
M
LoO
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GROUND ELEV = 573.00
(50' RAW) — — — — — — —
\� — — 6' G.V. /
BOTTOM OF 6" DIP WM = 569.25-
-„_
W
JB -2-2' \
\ DI - 2-
TOP OF 42" RCP = 567.81 r—
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I
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-600 625 -
- 595 620-
-590
20-
-590 615 -
-585 610 -
-580 605 -
-575 600 -
-570 595-
-565
95-
-565 590-
-560
90-
560
585-
00
I 7 M I
COMMON OPEN SPACE 6' MIN. BEHIN ACK OF ITCH
DRIVE IRRIGATION METER, TYP.
I + I 6"X6"X6'`T /
I /
~
(9
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2+00 2+50 3+00 3+50 4+00 4+50 5+00
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I I I 64 /
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I Z I
138'6" DIPI I ^
IV
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COMMON OPEN SPACE 6' MIN. BEHIN ACK OF ITCH
DRIVE IRRIGATION METER, TYP.
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00
BOUCHARD
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GROUND ELEV = 573.00
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m r
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--- —— iv 56.18' \ \�
a
DUAL WATER METERS (TYP.)
\ HW 2 5
I I
MATCHLINE -SEE SHEET C-5.3
I i
40
I 38 39 I I
37
I I
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
MIN. T COVER
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O SDR 35
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1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
MIN. T COVER
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DRAWN BY: JAC CHECKED BY: JAC
TITLE
GRAPHIC SCALE SANITARY SEWER
0 2' 4' 8' (PHIS7)
0 20 40' 80'
SHEET
( IN FEET) C-5-7
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HORIZONTAL 1 inch = 40 ft.

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2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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0 2' 4' B. DRAWN BY: JAC CHECKED BY: JAC
0 20 40' 80'
TITLE
SANITARY SEWER
( IN FEET) (PH1S5) (PH1S6)
VERTICAL 1 inch = 4 ft.
HORIZONTAL 1 inch = 40 ft.
SHEET
C-5.8

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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
UTILITY DETAILS
SHEET
C-5.18
77
94
CA
00
14
X P4
GRAVITY
SEWER -BEDDING DETAIL
0
O 11/4"RAISED
LETTERING
1 1/4" RAISED LETTERING
(RECESSED
FLUSH)
(RECESSED FLUSH)
1"
� 01 I
(2) CAM LOCKS
SEE DETAIL
NOTES: ,`;�
a
8 1 8
� CAREFULLY COMPACTED
SELECT BACK FILL 1 FT.�PNITq,Q�
I' � (2) (25mm)
C O V DIA. HOLES
O� NTy
N y
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ABOVE TOP OF PIPE
Oo
FOR PVC -- USE SDR 35 FOR 10 FT. OR LESS.
USE SDR 26 FOR 10 FT. OR MORE.
(� (4) 1" (25mm) DIA
Q
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[38mm] O� � , ] I
l�-•VI p
(a) 1" (25mm) DIA
HOLES ON 29 3/4"
HOLES ON 29 3/4"
Q
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(756mm) BOLT CIRCLE.
USE DUCTILE IRON - IF UNDER 3 FT. DEEP �
#67 STONE
(756mm)BOLTCIRCLE.
OR OVER 18 FT. DEEP.
os'°ACE
CE PERM\���
x NO STONES LARGER THAN # 67 STONE �
®
�
(2) CLOSED PICKHOLES
(2) CAM LOCKS
SHALL BE USED IN SELECT BACKFILL
1/2"
[13mm] Oo
BOTTOM VIEW
1/2" � 3/4" (19mm)
[13mm] (RECESSED
LETTERS
FLUSH) BOTTOM VIEW
3/4" (19mm) LETTERS
CLASS C
(RECESSED FLUSH)
2' - 11/4"
2' - 1 1/4"
1' - 11 3/4"
3 1/4" LG
SS PENT BOLT (2 REO'D)
1' - 113/4"
1 1/2"
TAMP IN
8 1 8� 6"-12" LIFTS
1' - 5 1/4" � 11/2"
[48mm] FLAT WASHER
/8" RUBBER WASHER
1"MIN �7 1/2"
2 1/8 4 3 4'
PVC C900 � CAREFULLY COMPACTED
1„ 2 3/4"
7 1/2"
U
2' - 0 1/2"
4 3/8" 1/2
SDR 18 (200 PSI) SELECT BACK FILL 1 FT.
NOTES:
2 1/8" � 3 3/4" �
.180,.
4 3/8"
OR ABOVE TOP OF PIPE
DUCTILE IRON CLASS 350
1. ALL CASTINGS TO BE FREE FROM SAND HOLES. NO PLUGGING ALLOWED.
1' 10 1/4"
[5mm]
5/8" Ss
FLAT WASHER
2' - 9 1/4"
(U.S. FOUNDRY - 669, VULCAN - 1384 OR EQUAL)
WITH PROTECTED 401 LINE - HAND TAMP
=1 rI I
il—III-III- EARTH
2. MACHINE ALL CONTACT SURFACES BETWEEN RING AND COVER.
3. PROVIDE TWO VENT HOLES IN COVER, 1" DIA. TAPERED TO 1-1/8" ON
2' - 0 1/2"
4 3/8" 1/2'
5/8"HEXZN
NYLOCK NUT BRASS LOCK LUG (SHORT)
(2 REQ'D)
NOTES:
_ _ III=III—I
_ _
_ _ Mil
—III—III III II I ff=l I I—III-III-
REVERSE SIDE.
4 3/8
.24°"
5/8"HEX ZN
[6mm]
1. ALL CASTINGS TO BE FREE FROM SAND HOLES. NO PLUGGING ALLOWED.
0-=1=III=III=III=III=III=III=III—III—III—ILII
4. MINIMUM WEIGHTS: COVER - 120 LBS. RING - 190 LBS.
2' - 9 1/4"
JAM NUT
2. MACHINE ALL CONTACT SURFACES BETWEEN RING AND COVER.
-iII=III=III=III=III=III=III=III=III=III=III=III=
5. ALL MANHOLE RINGS OUT OF ROAD RIGHT OF WAY SHALL BE BOLTED
CAM &GASKET GROOVE
3. PROVIDE 2 CLOSED PICKHOLES
2'-4"
INTO MANHOLE WITH 5/8" DIAMETER KWIK BOLT STUD ANCHOR SYSTEM.
(U.S. FOUNDRY - 669, VULCAN - 1384 OR EQUAL)
DETAIL
4. MINIMUM WEIGHTS: COVER - 95 LBS. RING - 190 LBS.
HILTI BRAND OR APPROVED EQUAL.
5. ALL MANHOLE RINGS OUT OF ROAD RIGHT OF WAY SHALL BE BOLTED
FORCE MAIN
INTO MANHOLE WITH 5/8" DIAMETER KWIK BOLT STUD ANCHOR SYSTEM.
HILTI BRAND OR APPROVED EQUAL.
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
9 A
SEWER BEHNG
SCALE:
NTS
RNG & COVER
SCALE:
.:
RING &COVER
FOR SEALED MANHOLES
SCALE:
DATE:
oATE
DATE:
12-16-13
�
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9-9-11
9-25-12
5" SCH 40 STEEL PIPE
NOTES:
ESMT/R/W LINE 4" CLEAN
OUT EXTENSION
WITH EPDXY COATING
TO BE
LOWERED
AFTER
RUST-OLEUM 9335 ABOVE GRADE
THREE COURSES OF
9578 BELOW GRADE - 9373 PRIMER
20' JOINT D.I.P. OR D.I.P.
1. THE CLEAN-OUT SHALL BE ADJUSTED TO GRADE
CONNECTION
TO BUILDING PLUMBING
GRADE RINGS MAXIMUM
24"
60°
20' JT D.I.P.
�
°tiF To uND15TURBED GROUND.
4" MIN.
�
AND THE POST REMOVED BY THE PLUMBER UPON
CONNECTION TO THE TAP.
4"x4"x8' (MIN) POST TO BE
D.I.P. TEE
2. PLUMBER SHALL HAVE THE OPTION TO INSTALL A ONE
REMOVED AFTER CONNECTION
1/4" MESH SCREEN
�
PIECE 4" SCH. 40 COMBINATION WYE TO MINIMIZE
24" CONCRETE 1'
TO BUILDING PLUMBING
18" MAX.
MASONRY
5"
TRENCH DEPTH OR INSTALL THE SEWER SERVICE
MIN PROTECTOR MIN
(SEE NOTE 11
• PROTECTIVE
N_
LATERAL FROM THE 4" STUB OUT.
RING
FINISHED GRADE
WALL WITH
�
3. ALL CONSTRUCTION BY THE PLUMBER, EITHER OPTION 1
• TIES ON
•° D.I.P. EVERY 12"
• ••
STRAIGHT WALL OF M.H.
TO BE LOCATED OVER �
WIDEST SHELF o
� a STAINLESS STEEL STRAP
OR OPTION 2, SHALL BE INSPECTED AND APPROVED
BY UNION COUNTY PLUMBING INSPECTOR UNDER A
//�//�/\��%�i,,/� -,• , •a,\//i
%�\
i�\//�\!
1/4" x 2" STAINLESS STEEL STAPS
VARIES N � �pACINGDROPS 4' Max.
VALID PLUMBING PERMIT.
STRAIGHT WALL OF M.H.
2' - 0" O.C. FROM BASE
"•
�
4. CONTRACTOR OR UNION COUNTY PUBLIC WORKS
4" PVC FEMALE
TO BE LOCATED OVER INLET
2- 3/4" x 3" S.S. ANCHOR
Z„ co
o0
00
PERSONNEL MAY ADJUST SERVICE LATERAL ELEVATION
ADAPTOR W/SHC.
3.0'
5' - 0" FOR PIPES BOLTS PER STRAP
0O 0 0
0000000 o 00
g800000°0 00 0000
WITH FITTINGS IF ADEQUATE GRADE EXISTS.
40 PLUG
MIN
OVER 18"
D.I.P. BEND
0000°00°°°0 - 0000 o�og
5. LATERAL CONNECTIONS TO MANHOLES MUST BE
4' - 0" FOR PIPES
:
000 �°aoo0o0 0 oo�oSo 0
••• •' 8
CORED AND BOOT INSTALLED.
4" SCH. 40 PVC
18" SMALLER 2' x 2' x 2'
CONCRETE ANCHOR
..
'
oo°�o oa< o��0
0°00 0 00000 0 °o°go 0 000 �b0 0 0 0� X 0 0 0
o�°a000�°OooPa g0p050 8��oow00�� 00 00
4" SCH. 40 - 1/8 BEND OPTIONAL 4" SCH. 40 COMBINATION
. PRECAST INVERTS ONLY •
•
00 0 00 00 0 000, 0 0000�i�"0
°00bo�0 00�°°� 5000 0 0t' 00 0
p0000°005000000800�0Pgo0
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SOLVENT WELD CONNECTION ITYP)
WYE TO BE INSTALLED
BY BUILDER'S PLUMBER. -j
— — — —
— — — —
TO BUILDING
• •a L_ _J.- ••
#67 STONE
4" SCH. 40 PVC NIPPLE. IF
ADEQUATE GRADE EXISTS
BY PLUMBER
•. • •
OPTION 'A'
OPTION 'e'
LENGTH VARIES DEPENDING ON
TO BUILDING'S FLOOR
OPTION 2
DEPTH OF SEWER MAIN TO
ELEVATION (SEE NOTE 21
(SEE NOTE 31
GENERAL NOTES:
MINIMIZE ADDITIONAL BENDS.
g� PLUMBER
111 1 ROLL OF MASTIC ANDA 6" EXTERNAL JOINT/SEAM WRAP INSTALLED ON EACH MANHOLE SECTION
GENERAL NOTES:
4"
SCH. 40 COMBINATION WYE
OPTION 1
121 MANHOLE VACUUM TESTING -AFTER EACH MANHOLE IS INSTALLED AND ALL PIPES ARE CONNECTED, BUT BEFORE BACKFILLING, THE MANHOLE SHALL BE VACUUM TESTED.
111 CARE MUST BE TAKEN TO FORM A SMOOTH FINISHED TROUGH FROM ENTRANCE PIPES
TO EXIT PIPE, AND IN CURVED
1�
DISTANCE VARIES �
(SEE NOTE 31
ALL PIPES ENTERING THE MANHOLE SHALL BE PLUGGED AND BRACED. THE CONTRACTOR SHALL FURNISH ALL MATERALS, LABOR AND EQUIPMENT NECESSARY TO PERFORM
MANHOLES THE TROUGH MUST BE A SMOOTH CIRCULAR ARC TANGENT TO THE INSIDE
WALLS OF THE PIPES AT THEIR ENDS.
THE TESTING. A VACUUM OF 10 INCHES OF MERCURY SHALL BE CREATED ON THE INSIDE OF THE MANHOLE. AT THE VACUUM OF 10 INCHES OF MERCURY, THE PUMP SHALL
BE STOPPED AND THE TIME SHALL BE FOR THE VACUUM TO DROP 9 INCHES. FAILURE OF THE TEST SHALL BE ANY AMOUNT OF TIME LESS THAN THE FOLLOWING.
121 THE SLOPE OF THE OUTSIDE DROP TROUGH SHALL BE 1/4" PER FOOT.
SDR 35 PVC 8x8x4 WYE
— — —
MEASURED
INSTALL ROTATED 45° FROM
— — —
5 FT. DIAMETER MANHOLE 75 SECONDS
131 ALL PIPE OPENINGS TO BE NO GREATER THAN 3" LARGER THAN O.D. OF PIPE AND ADDITIONALLY
REINFORCED WITH A MINIMUM OF 0.20 SQ. IN.
THE SPRING LINE
1% MIN. SLOPE
-
6 FT. DIAMETER MANHOLE - 90 SECONDS
OF STEEL AT 90 DEGREES. PIPE TO BE CENTERED IN OPENINGS. ADDITIONAL REINFORCEING
NOT REQUIRED FOR CORED OPENINGS.
12"
7 FT. DIAMETER MANHOLE = 105 SECONDS
141 OUTSIDE DROP SHALL NOT ENTER MANHOLE IN CONE SECTION.
SPRING LIME
4" SCH. 40
8 FT. DIAMETER MANHOLE = 120 SECONDS
10 FT. DIAMETER MANHOLE = 150 SECONDS
151 MATCH DROP INFLUENT CROWN TO CROWN WITH EFFLUENT PIPE.
45°
PVC CAP ON
UPON TEST FAILURE, THE CONTRACTOR SHALL REPAIR ALL LEAKS AND RETEST THE MANHOLE UNTIL THE TEST HAS PASSED.
GRAVITY SEWER MAIN
4" STUB OUT
(SEE SPECIFICATIONS)
UNION COUNTY PUBLIC WORKS DEPARTMENT
STANDARD DETAIL
10
UNION COUNTY PUBLIC WORKS DEPARTMENT
STANDARD DETAIL
10
B
UNION COUNTY PUBLIC WORKS DEPARTMENT
STANDARD DETAIL
SCALE:
SCALE:
N.T.S.
SCALE:
N.T.S.
UNION COUNTY, N.C.
MANHOLE
UNION COUNTY, N.C.
OUTSUE
DROP MANHOL E
UNION COUNTY, N.C.
SEWER LATERAL
DATE:
DATE:
DATE:
7-31-14
5-7-12
2-19-14
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8 3/4"
7 1/2"
2"
=1/4"
TOP
NOTE:
A 27" DIAMETER PRE -CAST
RING SHALL BE PLACED
AROUND EACH VALVE BOX.
7"
7 1/2"
BOTTOM
(SCREW TYPE)
7 3/8"
1/4"
1/2" 3/4" 1112"
1"
5/16"
2" 41„
4 j1
II __ 5 1/22
6 3/4
/2„ 11/2"
1"
COVER
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
VALVE B SCALE:
UNION COUNTY, N.C. N.T.S.
°DATE:
TABLE
SIZE OF PIPE LENGTH OF PIPE
6" 40'
8" 40'
12" AND LARGER BY ENGINEER
CONCRETE PAD
UNION COUNTY PUBLIC WORKS DEPARTMENT
SCALE:
UNION COUNTY, N.C. VALVE BOX NSTALLAT Ofd 104T11I A
PAINT COLORS
BODY...................FIRE HYDRANT RED - RUST-OLEUM ENAMEL # 1210 FIRE HYDRANT RED
BONNET...............HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
CAPS....................HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
HYDRANTS TO BE SET AT
BURY LINE- EDGE OF R/W AT PROPERTY
TO BE SET AT CORNERS
EXIST. GRADE
p LEVEL
CONCRETE RING CONCRETE RING GROUND LEVEL
VALVE BOX
TERMINATE 1' BELOW
GROUND LEVEL 2" GALVANIZED
2" COUPLING PIPE 2' LONG 6" MECHANICAL JOINT
VALVE BOX VALVE BOX 6" DUCTILE IRON GATE VALVE
2" BRASS NIPPLE BURY LEADER WITH
14 GAUGE STRANDED BLUE--' MEGALUGS
COATED COPPER TRACER WIRE 6" PVC PIPE RESTING ON BRICK f 6" PVC PIPE RESTING ON BRICK 14 GA. STRANDED BLUE COATED
�CUPPER TRACER WIRE
WATER MAIN (SIZE VARIES) STUB LENGTH VARIES) 2' GALVANIZED PIPE Ef / O p
(SEE TABLE) (SEE TABLE) 3' LONG 2" - 90° BEND N0. 67 MECHANICAL JOINT
GATE VALVE - 2" GATE VALVE - WASHED
MECHANICAL JOINT MJ PLUG MECHANICAL JOINTp p "LOCKED"
(SIZE VARIES UPON CONCRETE BLOCKING STONE HYDRANT TEE
WATERMAIN SIZE)
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18" x 18" x 6" A MINIMUM OF 6" OF CONCRETE
WILL BE PLACED UNDER THE BASE
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL STANDARD DETAIL
SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENTSCAN T.LE:
UNION COUNTY, N.C. MAINLS.
INE FUTURE EXTENSION WITH BLOW -OFF DATE:DATE:
If% 1 14 2 AUNION COUNTY, N.C.FPE HYDRANT �NSTALLATON
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SADDLE
COPPER
SERVICE TUBING
CONNECTOR
CORPORATION
APPROVED
4 3/4"
ROMAC 101N SHALL REPLACE MUELLER FOR PIPE
MUELLER
FORD
2"PVC
1/2"
S70
SADDLE
UP TO 8"
SEE NOTE
FC 101
BALL CORPORATION
3/8"
15 1
FB1000G
7"
7 1/2"
BOTTOM
(SCREW TYPE)
7 3/8"
1/4"
1/2" 3/4" 1112"
1"
5/16"
2" 41„
4 j1
II __ 5 1/22
6 3/4
/2„ 11/2"
1"
COVER
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
VALVE B SCALE:
UNION COUNTY, N.C. N.T.S.
°DATE:
TABLE
SIZE OF PIPE LENGTH OF PIPE
6" 40'
8" 40'
12" AND LARGER BY ENGINEER
CONCRETE PAD
UNION COUNTY PUBLIC WORKS DEPARTMENT
SCALE:
UNION COUNTY, N.C. VALVE BOX NSTALLAT Ofd 104T11I A
PAINT COLORS
BODY...................FIRE HYDRANT RED - RUST-OLEUM ENAMEL # 1210 FIRE HYDRANT RED
BONNET...............HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
CAPS....................HIGH GLOSS WHITE - RUST-OLEUM ENAMEL # 2766
HYDRANTS TO BE SET AT
BURY LINE- EDGE OF R/W AT PROPERTY
TO BE SET AT CORNERS
EXIST. GRADE
p LEVEL
CONCRETE RING CONCRETE RING GROUND LEVEL
VALVE BOX
TERMINATE 1' BELOW
GROUND LEVEL 2" GALVANIZED
2" COUPLING PIPE 2' LONG 6" MECHANICAL JOINT
VALVE BOX VALVE BOX 6" DUCTILE IRON GATE VALVE
2" BRASS NIPPLE BURY LEADER WITH
14 GAUGE STRANDED BLUE--' MEGALUGS
COATED COPPER TRACER WIRE 6" PVC PIPE RESTING ON BRICK f 6" PVC PIPE RESTING ON BRICK 14 GA. STRANDED BLUE COATED
�CUPPER TRACER WIRE
WATER MAIN (SIZE VARIES) STUB LENGTH VARIES) 2' GALVANIZED PIPE Ef / O p
(SEE TABLE) (SEE TABLE) 3' LONG 2" - 90° BEND N0. 67 MECHANICAL JOINT
GATE VALVE - 2" GATE VALVE - WASHED
MECHANICAL JOINT MJ PLUG MECHANICAL JOINTp p "LOCKED"
(SIZE VARIES UPON CONCRETE BLOCKING STONE HYDRANT TEE
WATERMAIN SIZE)
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18" x 18" x 6" A MINIMUM OF 6" OF CONCRETE
WILL BE PLACED UNDER THE BASE
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL STANDARD DETAIL
SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENTSCAN T.LE:
UNION COUNTY, N.C. MAINLS.
INE FUTURE EXTENSION WITH BLOW -OFF DATE:DATE:
If% 1 14 2 AUNION COUNTY, N.C.FPE HYDRANT �NSTALLATON
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
SADDLE
COPPER
SERVICE TUBING
CONNECTOR
CORPORATION
APPROVED
SERVICE HARDWARE
ROMAC 101N SHALL REPLACE MUELLER FOR PIPE
MUELLER
FORD
2"PVC
H-13420
S70
SADDLE
UP TO 8"
SEE NOTE
FC 101
BALL CORPORATION
B-25008
FB1000G
YOKE
H-5020
Y 502
ANGLE BALL VALVE
B-24273
BA94-323WG
CHECK VALVE
H -14247-A
HHS91-323
CONNECTORS I COPPER
STYLE 110
GRIP JOINT
EXPANSION CONNECTION
EC 23
NOTE:
ROMAC 101N SHALL REPLACE MUELLER FOR PIPE
DIAMETER UP TO 8"
SMITH BLAIR 317, FORD FC 202 OR ROMAC 202N SHALL
REPLACE MUELLER FOR PIPE DIA. 12" AND UP
STANDARD DETAIL
SCALE:
N.T.S.
SERA CE CONNECT0N
DATE:
10-4-11
GENERAL NOTES:
1) METER BOX LID TO HAVE AMR LOCATOR (ALLIANCE 1200 OR
EQUAL FOR 50W ERT, STANDARD LID FOR 60W ERT)
2) BUILDER/PROPERTY OWNER 0 INSTALL NIPPLE, VALVE AND
VALVE BOX BEFORE METER WILL BE SET.
3) METER AND ERT BY UNION COUNTY @ PREVAILING RATE
14 GAUGE STRANDED 8" to 10"
BLUE COATED COPPER
TRACER WIRE ANGLE VALVE
(WITH LOCK WINGS)
EXPANSION
CONNECTOR
1 1/2" � AMR METER
CLEARANCEri
TUBING CONNECTOR
ELECTRONIC RADIO
TRANSMITTER VALVE BOX BY
BUILDER/PROPERTY OWNER
/CHECK VALVE
YOKE
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VALVE BY BUILDER/PROPERTY
OWNER
BRASS NIPPLE BY
BUILDER/PROPERTY OWNER
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL ALE:
SC
N.T.S.
METER INSTALLATION FOR AMR METERS oZT16
UNION COUNTY, N.C.
CONCRETE RING
r.
14 GAUGE STRANDED
BLUE COATED COPPER
TRACER WIRE
2" WATER MAIN
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
GROUND LEVEL
� TERMINATE 1' BELOW
GROUND LEVEL
1 VALVE BOX Z COUPLING
6" PVC PIPE RESTING ON BRICK
—VALVE BOX
2" GALVANIZED
PIPE 2' LONG
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RIJ-LP `� 2' GALVANIZED PIPE
3 LONG 2 - 90o BEND
2" GATE VALVE -
MECHANICAL JOINT
CONCRETEPAD
±LLI < °d
VALVE BOX
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
8" OR 6" WATERMAIN
(54 LF DIP RESTRAINT)
6X2 MJ PLUG
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
CONCRETE BLOCKING
STANDARD DETAIL
2'' BLOW -OFF
A • d -
16" PVC PIPE
f►al[�_[.`1r■I:i�l:�a_1:iK�1_1�k1i[�l:i
2' OF 2" BRASS NIPPLE \-2" THREADED VALVE
STANDARD DETAIL
8'' OR 6"X2" REDUCER
2" PVC
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PROJECT #: 20i8-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
UTILITY DETAILS
81"011
C-5.19

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HYDRANT TEE
CONCRETE PAD
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-1
VALVE BOX
14 GAUGE STRANDED BLUE
COATED COPPER TRACER WIRE
L4
d _ -
„I
I 6" PVC PIPE
2" CAST IRON HARCO ADAPTOR
CLASS A
NOTES:
ALL CONCRETE = 3000 PSI
ALL STONE = N.C.D.O.T. NO. 67
PIPE DIA.
J I VIVL
CLASS B
2"
NOTES:
MINIMUM COVER IS 36"
2" PVC SDR 21 (200 PSI)
6"-8" PVC SDR 18
12" OR LARGER DIP
NO STONES LARGER THAN # 67 STONE
SHALL BE USED IN SELECT BACKFILL
UIU VV I I UR ULLL
TAMP IN 6" - 12" LIFT
CAREFULLY COMPACTED
SELECT BACK FILL 1 FT.
ABOVE TOP OF PIPE
HAND TAMP EARTH
8" OR 6" WATERMAIN� \\-2" PVC
(54 LF DIP RESTRAINT)
Z2'OF 2" BRASS NIPPLE\_2" THREADED VALVE
6X2 MJ PLUG
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL STANDARD DETAIL
SCALE: SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. HYDRANT TEEX2"REDUCER DATE: UNION COUNTY, N.C. PPE BEDDNG DATE: UNION COUNTY, N.C. WATER TRENCH DATE:
8 B
7 A
10-4-11 11-17-06 1-14-10
STEEL ENCASEMENT PIPE UNDISTURBED EARTH �. DITCH L
12
L BANKS
�� .,
NOTE:'
MAX 45° CONCRETE
FOR CONCRETE PAVEMENT SUBSTITUTE 3500 PSI CONCRETE i • °
° •. /
CONCRETE TO MATCH EXISTING THICKNESS FOR
SPIDER SUPPORT AND SPACER AVAILABLE I-2 ASPHALT 4" ABC STONE FOR H BASE.
FROM SPIDER MANUFACTURING, INC. INSTALL
PER UNION COUNTY INSPECTOR AND PER
MANUFACTURERS SPECIFICATIONS. DITCH BANKS
UNDISTURBED
CONTRACTOR RESPONSIBLE FOR EARTH
INSPECTING MATERIALS AND WELDS 2", S95 B 3" I-19.06
CARRIER PIPE PLAN 45° BENDS DITCH
TO INSURE ALL SPIDERS WILL ALSO 90°, 22 1/2°, 11 1/2° BANKS
FUNCTION PROPERLY. 2
6„ 6"
PLAN TEE
111110
1. NO PIPE SHALL BE SUPPORTED BY BELL.
2. END SECTIONS LESS THAN 4' MAY BE UNSUPPORTED.
3. WALL THICKNESS AS PER TABLE UNLESS OTHERWISE SHOWN ON PLAN.
4. MASONRY SEAL AT ENDS -- 2" x 4" WEEP HOLE AT LOW END
5. ALL PRESSURE PIPES TO HAVE TRACING WIRE IN ALL CASING BORES.
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
CARRIER PIPE
CASING PIPE I.D.
WALL THICKNESS
4"
8"
0.188"
6"
12"
0.188"
8"
16
0.250"
10"
16"
0.250"
12"
20"
0.281 "
16"
24"
0.344"
24"
30"
0.406"
30"
42"
0.500"
36"
48"
0.500"
STANDARD
PIPE ENCASEMENT
:ALE:
T.S.
?TE ,14
THRUST BLOCK DIMENSIONS BASED ON SOIL BEARING CAPACITY
OF 2000 P.S.F. AND A WATER TEST PRESSURE OF 150 P.S.I. SIZES OF THRUST
BLOCKS MAY BE REVISED BY THE ENGINEER WHERE BEARING CAPACITY
OF SOIL VARIES.
PROVIDE TAR PAPER JOINT BETWEEN CONCRETE THRUST BLOCK AND
PORTION OF PIPE BEING ANCHORED.
ALL CONCRETE THRUST BLOCKS SHALL BE 2500 P.S.I. CONCRETE.
MAXIMUM VERTICAL DEFLECTION SHALL BE 22 1/2°.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS.
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
ARD DETAIL
PAVEMENT
EXISTING
WATER MAIN
THRUST BLOCKING DIP
TAPPING SLEEVE
& VALVE
ENCASEMENT
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OPTION "A"
TIE IN - DUCTILE IRON DETAIL
NOTE:
OPTION "A" OR "B" WILL BE REQUIRED, DEPENDING ON
THE AMOUNT OF SPACE AVAILABLE, TO BE FIELD VERIFIED
EXISTII
WATER M�
RESTRAINT JOIN -
PIPE FROM VALVI
TO 54' PAST CASINI
DIP
DIP WATER MAI
15
THRUST BLOCKING
APPING SLEEVE
VALVE
54'
CO
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ENCASEMENT
OPTION "B"
TIE IN - DI, RESTRAINT JOINT DETAIL
j DITCH BANK
H ` CONCRETE
°
DITCH BOTTOM
.,\ \ N \�
H/2 UNDISTURBED
EARTH
ELEVATION AT FITTINGS
CONTRACTOR SHALL USE TIE RODS TO
SECURE VERTICAL BENDS
SHIM AS NECESSARYI
DITCH ,
a
BOTTOM ' °
�\
•° °.
MIN. 1 1/2 CU. YD
UNDISTURBED EARTH OF CONCRETE
VERTICAL BEND
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
UNION COUNTY, N.C. THRUST BLOCK
Anti -seep collars may be constructed with class B concrete or compacted clay. The compacted clay shall have a
specific discharge of 1 X 10-5cm/sec or less. The following specifications apply to class B concrete:
a. Minimum cement content, sacks per cubic yard with rounded course aggregate 5.0
b. Minimum cement content, sacks per cubic yard with angular course aggregate 5.5
c. Maximum water -cement ratio gallons per sack 6.8
d. Slump range 2" to 4"
e. Minimum strength - 28 day psi 2,500
NOT TO EXCEED 40 FEET
PLAN
16
CONCRETE OR
COMPACTED CLAY
s
STANDARD DETAIL STANDARD DETAIL STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. N/A UNION COUNTY, N.C. N.T.S. UNION COUNTY, N.C. _ N. T.
THRUST BLOCK SPECFCATONS DATE: TAPP�NG SLEEVE DATE: A T SEEP COLLAR DETA DATE:21
11-17-06 11-17-06 11-17-06
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ANCHORAGE SCHEDULE
111/42 BEND
22 1/22 BEND
452 BEND
902 BEND
TEE
ITEST PRESSURE
PIPE SIZE
L
H
L
H
L
H
L
H
L
H
(P.S.I.)
6
1'3"
1'0"
2'3"
110"
2'6"
1'6"
2'9"
1'6"
2'0"
1'6"
200
1'6"
1'3"
2'3"
1'6"
3'0"
1'6"
4'0"
1'6"
3'0"
1'6"
300
8„
1'6"
1'6"
2'6"
1'9"
3'0"
2'0"
3'9"
2'0"
2'6"
2'0"
200
2'0"
1'6"
3'0"
2'0"
3'9"
2'3"
4'6"
2'6"
3'6"
2'3"
300
2'6"
1'9"
4'0"
2'3"
4'3"
3'0"
5'0"
3'3"
4'0"
3'0"
200
12"
3'6"
2'0"
5'3"
2'6"
6'0"
3'3"
7'0"
3'6"
5'0"
3'6"
300
3'0"
1'0"
4'0"
3'0"
4'6"
3'9"
6'0"
3'9"
4'6"
3'6"
200
14"
4'0"
2'6"
5'3"
3'6"
6'0"
4'3"
6'6"
5'0"
5'0"
5'0"
300
3'0"
2'9"
4'6"
3'6"
5'0"
4'6"
7'0"
4'3"
5'0"
4'0"
200
16"
4'0"
3'0"
6'3"
3'9"
6'5"
5'3"
8'0"
5'3"
7'6"
4'0"
300
THRUST BLOCK DIMENSIONS BASED ON SOIL BEARING CAPACITY
OF 2000 P.S.F. AND A WATER TEST PRESSURE OF 150 P.S.I. SIZES OF THRUST
BLOCKS MAY BE REVISED BY THE ENGINEER WHERE BEARING CAPACITY
OF SOIL VARIES.
PROVIDE TAR PAPER JOINT BETWEEN CONCRETE THRUST BLOCK AND
PORTION OF PIPE BEING ANCHORED.
ALL CONCRETE THRUST BLOCKS SHALL BE 2500 P.S.I. CONCRETE.
MAXIMUM VERTICAL DEFLECTION SHALL BE 22 1/2°.
JOINTS SHALL REMAIN FREE OF CONCRETE FOR INSPECTION, REPAIR OR
REPLACEMENT OF JOINTS.
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
ARD DETAIL
PAVEMENT
EXISTING
WATER MAIN
THRUST BLOCKING DIP
TAPPING SLEEVE
& VALVE
ENCASEMENT
a d
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OPTION "A"
TIE IN - DUCTILE IRON DETAIL
NOTE:
OPTION "A" OR "B" WILL BE REQUIRED, DEPENDING ON
THE AMOUNT OF SPACE AVAILABLE, TO BE FIELD VERIFIED
EXISTII
WATER M�
RESTRAINT JOIN -
PIPE FROM VALVI
TO 54' PAST CASINI
DIP
DIP WATER MAI
15
THRUST BLOCKING
APPING SLEEVE
VALVE
54'
CO
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ENCASEMENT
OPTION "B"
TIE IN - DI, RESTRAINT JOINT DETAIL
j DITCH BANK
H ` CONCRETE
°
DITCH BOTTOM
.,\ \ N \�
H/2 UNDISTURBED
EARTH
ELEVATION AT FITTINGS
CONTRACTOR SHALL USE TIE RODS TO
SECURE VERTICAL BENDS
SHIM AS NECESSARYI
DITCH ,
a
BOTTOM ' °
�\
•° °.
MIN. 1 1/2 CU. YD
UNDISTURBED EARTH OF CONCRETE
VERTICAL BEND
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
UNION COUNTY, N.C. THRUST BLOCK
Anti -seep collars may be constructed with class B concrete or compacted clay. The compacted clay shall have a
specific discharge of 1 X 10-5cm/sec or less. The following specifications apply to class B concrete:
a. Minimum cement content, sacks per cubic yard with rounded course aggregate 5.0
b. Minimum cement content, sacks per cubic yard with angular course aggregate 5.5
c. Maximum water -cement ratio gallons per sack 6.8
d. Slump range 2" to 4"
e. Minimum strength - 28 day psi 2,500
NOT TO EXCEED 40 FEET
PLAN
16
CONCRETE OR
COMPACTED CLAY
s
STANDARD DETAIL STANDARD DETAIL STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE: UNION COUNTY PUBLIC WORKS DEPARTMENT SCALE:
UNION COUNTY, N.C. N/A UNION COUNTY, N.C. N.T.S. UNION COUNTY, N.C. _ N. T.
THRUST BLOCK SPECFCATONS DATE: TAPP�NG SLEEVE DATE: A T SEEP COLLAR DETA DATE:21
11-17-06 11-17-06 11-17-06
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PROJECT #: 20i8-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
UTILITY DETAILS
C-5.20

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METER METER
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❑ FITTINGS .,�,+���� e{�"�%,
NOTES: `�3
1. METERS WILL NOT BE SET IF WATER METER /4 COMPRESSION
BOXES, SEWER CLEAN -OUTS, VALVE BOXES TEE
OR THEIR APPURTENANCES ARE DAMAGED OR
IMPROPERLY POSITIONED, 3/4" COPPER
SERVICE TO
2. WATER METERS ARE TO BE INSTALLED IRRIGATI❑N 3/4" WATER
PERPENDICULAR TO THE ROAD AND WITHIN METER SERVICE TO
THE ROAD RIGHT -❑F -WAY OR WITHIN THE WATERMAIN
LIMITS OF A PROPOSED UTILITY EASEMENT,
3. IF THE IRRIGATION LINE IS TO BE UTILIZED
AND A METER SET,THE APPROPRIATE
REDUCED PRESSURE ASSEMBLY SHALL BE
INSTALLED BY THE CONTRACTOR PER UCPW
DETAIL 24A,
UNION COUNTY PUBLIC WORKS DEPARTMENT STANDARD DETAIL
25
SCALE:
UNION COUNTY, N.C. IRRIGATION AND DOMESTIC DUAL METER TAP N.T.S.
DATE: 30
07-18-16
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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
UTILITY DETAILS
SHEET
C-5.21
WATER MAIN CROSSING
METER & CONNECTOR LINE ~
EXISTING WATERMAIN RPZ � � SLEEVE -LONG PATTERN
N I TAPPING PLUG
2" GATE � VALVE
VALVE O z
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UNDER STORM DRAIN DETAIL
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EXISTING VALVE) S.. - I 54 LF RESTRAINT JT.
1, MAXIMUM GROUND
SLOPE ❑F 5' T❑ 1' IN ANY
LENGTH OF STUB
VARIES (SEE NOTE 71 NEW WATERMAIN
ONLY APPLICABLE IF
GENERAL NOTES:
111 INSTALL CONNECTOR LINE FROM EXISTING BLOW OFF ASSEMBLY TO NEW
DIRECTION INSIDE
MAIN FOR FILLING, TESTING AND STERILIZING NEW MAIN.
121 CONNECTOR LINE TO BE ASSEMBLED WITH RPZ AND METER BY CONTRACTOR
MAXIMUM DEPTH ❑F BURY
AND TO BE OPERATED AND INDEPENDENT OF EXISTING MAIN.
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131 BLOCKING ON EXISTING LINE NOT TO BE DISTURBED.
141 FINAL CONNECTION TO EXISTING MAIN TO BE MADE ONLY AFTER TOTAL
2. SLOPE GREATER THAN 5' T❑ 1' MUST HAVE
PROJECT IS ACCEPTED BY UNION COUNTY PUBLIC WORKS.
FOR WATER MAIN IS LESS
151 VALVES ON EXISTING SYSTEM TO BE OPERATED BY UCPW FORCES ONLY.
161 ONLY ONE CONNECTION WILL BE ALLOWED BETWEEN THE EXISTING SYSTEM
PRIOR APPROVAL
AND THE NEW CONSTRUCTION UNTIL TESTING AND DISINFECTION IS COMPLETE.
171 6" OR B" DIAMETER PIPE= 40 LF OF STUB, 12" OR 16" DIAMETER PIPE= 72 LF OF STUB
STANDARD DETAIL
JUMPER CONNEITUN
SCALE:
N.T.S.
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
DATE:
9-2-1D
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PROPOSED 6.0' DEPTH (MAX,)
WATER MAIN CROSSING
NOTE:
UNDER STORM DRAIN DETAIL
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1, MAXIMUM GROUND
SLOPE ❑F 5' T❑ 1' IN ANY
ONLY APPLICABLE IF
DIRECTION INSIDE
WATER/SEWER EASEMENTS,
MAXIMUM DEPTH ❑F BURY
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2. SLOPE GREATER THAN 5' T❑ 1' MUST HAVE
FOR WATER MAIN IS LESS
PRIOR APPROVAL
FROM UNION COUNTY PUBLIC
THAN 6' AT CROSSING,
WORKS,
FINISHED GRADE
5'
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PROPOSED 6.0' DEPTH (MAX,)
GRADE
3.0' COVER (MIN.)
1'
STORM DRAIN
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45 DEGREE
BENDS
BENDS
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12" CMIN,)
VARIABLE
R/W
54' RESTRAINT JOINT DIP
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54' RESTRAINT JOINT
DIP
RESTRAINT
JOINT DIP
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WATER MAIN
-I
RESTRAINT
JOINT DIP
WATER ❑R
SEWER MAIN
20'
RESTRAINT JOINT DIP
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UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
UNION COUNTY PUBLIC WORKS DEPARTMENT
UNION COUNTY, N.C.
STANDARD DETAIL
WATER MAIN UNDER STORM DRAIN CROSSING
SCALE:
N.T.S.
MAXIMUM SLOPE ACR 0 S S WATER/ SEWER EASEMENT
5:1 SLOPE
SCALE:
N.T.S.
0DATE:
31E16
DATE:
03/02/18
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PERMANE�JT WATER
E SEMENT
\S S 11.25° BEND 12" WM IS NOT LOCATED
54' 12" OF RJ WITHIN ZONE OF INFLUENCE 11.25° tND
DIP AFTER FROM EXISTING HEADWALL.
LAST BEND
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1.
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
REMOVE EX. VALVE
AND BLOWOFF
54' OF RJ DIP
AFTER LAST
BEND
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LAST BEND
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IPROJECT #: 2o18-ooiA DATE: 5/15/18 I
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OFFSITE WATER
PLAN AND PROFILE
SHEET
C-6.1

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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OFFSITE WATER
1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES
PLAN AND PROFILE
ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG N, ETC., AS NECESSARY TO INSURE SAFETY.
SHEET
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO A •
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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ARE LOCATED PRIOR TO BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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IPROJECT #: 2018-oolA DATE: 5/15/18 I
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OFFSITE WATER
PLAN AND PROFILE
00111/11
C-6.3

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2. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES USING
FLAG MEN, ETC., AS NECESSARY TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE TO BE
REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING STANDARDS
PART 1926 SUBPART P, OR AS AMENDED.
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PROP. 12"x12"x8" TEE
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STA: 39+40.00
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0 2' 4' 8'
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PROJECT #: 2018-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
TITLE
OFFSITE WATER
PLAN AND PROFILE
y0111D41
C-6.4

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12+00 - 22+50
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1). CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
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?). CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES
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REPLACED ACCORDING TO STANDARDS OF THE NORTH CAROLINA
)EPARTMENT OF TRANSPORTATION AND LOCAL MUNICIPALITIES.
1). SHORING WILL BE ACCORDING TO OSHA TRENCHING
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PROJECT #: 2o18-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
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PROJECT #: 2o18-ooiA DATE: 5/15/18
DRAWN BY: JAC CHECKED BY: JAC
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ROBERT SHARON & LINDA H MCCARVER PLEASANT GROVE ROAD \ /
DB 3436 PG 253 #1327
PID 060
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PID 06057002C DB 3459 PG 272
ROBERT SHARON & LINDA H MCCARVER
DB 3436 PG 256
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GENERAL NOTES:
1.) ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH N.C. DEPARTMENT OF TRANSPORTATION -
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES (JANUARY 2018).
2.) CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO START OF
CONSTRUCTION BY CONTACTING NC ONE -CALL CENTER, INC. (800-632-4949).
3.) BOUNDARY INFORMATION OBTAINED FROM EAGLE ENGINEERING &SURVEYING.
4.) CONTRACTOR SHALL NOTIFY ENGINEER OF DISCREPANCIES BETWEEN FIELD CONDITIONS AND THOSE
SHOWN ON PLANS.
5.) STORM DRAINAGE PIPE SHALL BE RCP CLASS III PER ASTM C76 UNLESS OTHERWISE SPECIFIED.
6.) THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL IN ACCORDANCE WITH THE MANUAL ON UNIFORM
TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS (MUTCD) AND NCDOT STANDARD DRAWINGS
(SECTION 1100).
7.) ALL SIGNING AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD).
8.) FILL MATERIALS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF THE STANDARD PROCTOR
(ASTM D-698) MAXIMUM DRY DENSITY.
9.) MAINTAIN SUBGRADE IN SATISFACTORY CONDITION AND PROPERLY DRAIN UNTIL SURFACE COURSES
ARE PLACED.
10.) CONTRACTOR SHALL OBLITERATE ANY EXISTING PAVEMENT MARKING THAT CONFLICTS WITH
PROPOSED IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES
(JANUARY 2018).
11.) ALL STATIONS REFER TO THE CENTERLINE.
12.) MATCH EXISTING PAVEMENT CROSS SLOPE FOR WIDENING. WHERE EXISTING SLOPES EXCEED 6
PERCENT THE PAVEMENT SHALL BE WEDGED TO REDUCE THE MAXIMUM CROSS SLOPE TO 6 PERCENT.
13.) CONTRACTOR SHALL COORDINATE PAVING MIX DESIGN WITH NCDOT. ALTERNATE "SUPERPAVE" MIX
DESIGN MAY BE REQUIRED. PAVEMENT DESIGN AND INSTALLATION SHALL MEET REQUIREMENTS OF
NCDOT SUPERPAVE HMA/QMS, 2002.
14.) TOP 12" OF SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 100% OF THE STANDARD PROCTOR
(ASTM D-698) MAXIMUM DRY DENSITY.
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PA PI �
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PAVEMENT MARKING LINES
PA - PAINT (4" WHITE) EDGELINE
PB - PAINT (4" YELLOW) SINGLE CENTER LINE
PD - PAINT (4" WHITE) 3 FT - 9 FT/SP MINI -SKIP LINE
PE - PAINT (4" WHITE) SOLID LANE LINE
PF - PAINT (4" YELLOW) 10 FT SKIP
PI - PAINT (4" YELLOW) DOUBLE CENTER LANE LINES
PV - PAINT (12" YELLOW) DIAGONAL LINE - SPACED AT 55 FT
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PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,
UA
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AT AN
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RATE OF 168 LBS.
PER SQ. YD.
SURVEY
5�
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PROP. VAR. WEDGE DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B,
C
AT AN
AVERAGE
RATE OF 112 LBS.
PER SQ. YD. PER 1" DEPTH TO BE PLACED
IN LAYERS
NOT
LESS THAN 1.5" OR
GREATER THAN 2.0" DEPTH.
C1 C1
D1 C2
1.5D2 D1
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PROP.
APPROX.
3" ASPHALT CONCRETE
INTERMEDIATE COURSE, TYPE 119.OB,
E2 E2
AT AN
AVERAGE
RATE OF 342 LBS.
PER SQ. YD.
MIN.
AVERAGE
RATE OF 114 LBS.
PER SQ. YD. PER 1" DEPTH TO BE PLACED
VAR. WEDGE DEPTH ASPHALT CONCRETE INTERMEDIATE COURSE,TYPE 119.0B,
NOT
D2PROP.
AT AN
AVERAGE
RATE OF 114 LBS.
PER SQ. YD. PER 1" DEPTH TO BE PLACED
IN LAYERS
NOT
LESS THAN 2.5" OR
GREATER THAN 4" IN DEPTH.
2.5 " U 2.5"
3„ MIN. MIN.
3"
PROP.
APPROX.
5" ASPHALT CONCRETE BASE COURSE, TYPE 625.06,
MIN. MIN.
E 1
AT AN
AVERAGE
RATE OF 570 LBS.
PER SQ. YD.
Detail
Method of Wedging
PROP.
VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE 625.06,
E2
GENERAL NOTES:
1.) ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH N.C. DEPARTMENT OF TRANSPORTATION -
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES (JANUARY 2018).
2.) CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO START OF
CONSTRUCTION BY CONTACTING NC ONE -CALL CENTER, INC. (800-632-4949).
3.) BOUNDARY INFORMATION OBTAINED FROM EAGLE ENGINEERING &SURVEYING.
4.) CONTRACTOR SHALL NOTIFY ENGINEER OF DISCREPANCIES BETWEEN FIELD CONDITIONS AND THOSE
SHOWN ON PLANS.
5.) STORM DRAINAGE PIPE SHALL BE RCP CLASS III PER ASTM C76 UNLESS OTHERWISE SPECIFIED.
6.) THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL IN ACCORDANCE WITH THE MANUAL ON UNIFORM
TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS (MUTCD) AND NCDOT STANDARD DRAWINGS
(SECTION 1100).
7.) ALL SIGNING AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD).
8.) FILL MATERIALS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF THE STANDARD PROCTOR
(ASTM D-698) MAXIMUM DRY DENSITY.
9.) MAINTAIN SUBGRADE IN SATISFACTORY CONDITION AND PROPERLY DRAIN UNTIL SURFACE COURSES
ARE PLACED.
10.) CONTRACTOR SHALL OBLITERATE ANY EXISTING PAVEMENT MARKING THAT CONFLICTS WITH
PROPOSED IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES
(JANUARY 2018).
11.) ALL STATIONS REFER TO THE CENTERLINE.
12.) MATCH EXISTING PAVEMENT CROSS SLOPE FOR WIDENING. WHERE EXISTING SLOPES EXCEED 6
PERCENT THE PAVEMENT SHALL BE WEDGED TO REDUCE THE MAXIMUM CROSS SLOPE TO 6 PERCENT.
13.) CONTRACTOR SHALL COORDINATE PAVING MIX DESIGN WITH NCDOT. ALTERNATE "SUPERPAVE" MIX
DESIGN MAY BE REQUIRED. PAVEMENT DESIGN AND INSTALLATION SHALL MEET REQUIREMENTS OF
NCDOT SUPERPAVE HMA/QMS, 2002.
14.) TOP 12" OF SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 100% OF THE STANDARD PROCTOR
(ASTM D-698) MAXIMUM DRY DENSITY.
o MILL 1.5"
PA PI �
-
--GAS-
20+00
GAS-20+00
- GRS- -GAS -
' 21 +QQ - - G=- GAS - - -GAS-
21+00
PAVEMENT MARKING LINES
PA - PAINT (4" WHITE) EDGELINE
PB - PAINT (4" YELLOW) SINGLE CENTER LINE
PD - PAINT (4" WHITE) 3 FT - 9 FT/SP MINI -SKIP LINE
PE - PAINT (4" WHITE) SOLID LANE LINE
PF - PAINT (4" YELLOW) 10 FT SKIP
PI - PAINT (4" YELLOW) DOUBLE CENTER LANE LINES
PV - PAINT (12" YELLOW) DIAGONAL LINE - SPACED AT 55 FT
PER NCDOT STD. DRAWING 1205.09
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AT AN
AVERAGE
RATE OF 114 LBS.
PER SQ. YD. PER 1" DEPTH TO BE PLACED
IN LAYERS
NOT
GREATER THAN 5.5"
IN DEPTH OR LESS THAN 3.0" IN DEPTH.
U
EXISTING PAVEMENT
GENERAL NOTES:
1.) ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH N.C. DEPARTMENT OF TRANSPORTATION -
STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES (JANUARY 2018).
2.) CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING UTILITIES PRIOR TO START OF
CONSTRUCTION BY CONTACTING NC ONE -CALL CENTER, INC. (800-632-4949).
3.) BOUNDARY INFORMATION OBTAINED FROM EAGLE ENGINEERING &SURVEYING.
4.) CONTRACTOR SHALL NOTIFY ENGINEER OF DISCREPANCIES BETWEEN FIELD CONDITIONS AND THOSE
SHOWN ON PLANS.
5.) STORM DRAINAGE PIPE SHALL BE RCP CLASS III PER ASTM C76 UNLESS OTHERWISE SPECIFIED.
6.) THE CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL IN ACCORDANCE WITH THE MANUAL ON UNIFORM
TRAFFIC CONTROL DEVICES FOR STREETS AND HIGHWAYS (MUTCD) AND NCDOT STANDARD DRAWINGS
(SECTION 1100).
7.) ALL SIGNING AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL ON UNIFORM TRAFFIC
CONTROL DEVICES (MUTCD).
8.) FILL MATERIALS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF THE STANDARD PROCTOR
(ASTM D-698) MAXIMUM DRY DENSITY.
9.) MAINTAIN SUBGRADE IN SATISFACTORY CONDITION AND PROPERLY DRAIN UNTIL SURFACE COURSES
ARE PLACED.
10.) CONTRACTOR SHALL OBLITERATE ANY EXISTING PAVEMENT MARKING THAT CONFLICTS WITH
PROPOSED IN ACCORDANCE WITH NCDOT STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES
(JANUARY 2018).
11.) ALL STATIONS REFER TO THE CENTERLINE.
12.) MATCH EXISTING PAVEMENT CROSS SLOPE FOR WIDENING. WHERE EXISTING SLOPES EXCEED 6
PERCENT THE PAVEMENT SHALL BE WEDGED TO REDUCE THE MAXIMUM CROSS SLOPE TO 6 PERCENT.
13.) CONTRACTOR SHALL COORDINATE PAVING MIX DESIGN WITH NCDOT. ALTERNATE "SUPERPAVE" MIX
DESIGN MAY BE REQUIRED. PAVEMENT DESIGN AND INSTALLATION SHALL MEET REQUIREMENTS OF
NCDOT SUPERPAVE HMA/QMS, 2002.
14.) TOP 12" OF SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 100% OF THE STANDARD PROCTOR
(ASTM D-698) MAXIMUM DRY DENSITY.
o MILL 1.5"
PA PI �
-
--GAS-
20+00
GAS-20+00
- GRS- -GAS -
' 21 +QQ - - G=- GAS - - -GAS-
21+00
PAVEMENT MARKING LINES
PA - PAINT (4" WHITE) EDGELINE
PB - PAINT (4" YELLOW) SINGLE CENTER LINE
PD - PAINT (4" WHITE) 3 FT - 9 FT/SP MINI -SKIP LINE
PE - PAINT (4" WHITE) SOLID LANE LINE
PF - PAINT (4" YELLOW) 10 FT SKIP
PI - PAINT (4" YELLOW) DOUBLE CENTER LANE LINES
PV - PAINT (12" YELLOW) DIAGONAL LINE - SPACED AT 55 FT
PER NCDOT STD. DRAWING 1205.09
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END CONSTRUCTION
STA. 21 +37.94 15" CMP
INV. 613.19
15" CMP
INV. 613.14
NOTES:
1. CONTRACTOR IS FULLY RESPONSIBLE FOR
CONTACTING APPROPRIATE PARTIES AND ASSURING
THAT EXISTING UTILITIES ARE LOCATED PRIOR TO
BEGINNING CONSTRUCTION.
2. CONTRACTOR IS RESPONSIBLE FOR PLACING
BARRICADES USING FLAG MEN, ETC., AS NECESSARY
TO INSURE SAFETY.
3. ALL PAVEMENT CUTS, CONCRETE OR ASPHALT, ARE
TO BE REPLACED ACCORDING TO STANDARDS OF THE
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
AND LOCAL MUNICIPALITIES.
4. SHORING WILL BE ACCORDING TO OSHA TRENCHING
STANDARDS PART 1926 SUBPART P, ORAS AMENDED.
TACK COAT
GA:r - -
22+00
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3" TYPES 9.56 SURFACE COURSE
3" TYPE 119.06 BINDER
5"B25.013
ORC
COMPACTED SUBGRADE 100% STANDARD
PROCTOR ASTM D-698
TYPICAL ROADWAY SECTION FOR PLEASANT GROVE ROAD
PAVEMENT MARKING SYMBOLS
T2 - THERMOPLASTIC - WHITE STOP BAR (24", 120 MIL)
UA -THERMOPLASTIC -LEFT TURN ARROW (90 MIL)
UB - THERMOPLASTIC - RIGHT TURN ARROW (90 MIL)
UD - THERMOPLASTIC - COMBO LEFT/STRAIGHT ARROW (90 MIL)
NOTE:
PATCHING AND LEVELING
MAY BE REQUIRED PRIOR TO
RESURFACING THE ROAD.
GRAPHIC SCALE
0 20' 40' 80'
( IN FEET )
HORIZONTAL 1 inch = 40 ft.
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Z(/> > fj Z Z W V> > 1- TABLES ARE BASED ON THE AASHTO GREEN BOOK "A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND O Z < 00
E..E 1- TABLE FOR "L" DISTANCE IS BASED ON CHANNELIZATION TAPER FORMULA FROM THE M.U.T.C.D. p < U H STREETS" AND THE "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES". MINIMUM SIGHT DISTANCE Q
mp H WHERE: 2 p 1--1 p 1--1 VALUES ARE FOR PASSENGER CAR VEHICLES ON WET AND LEVEL ROADWAYS. CONSULT THE AASHTO 2 V 0
1-i r Z SPEED LIMIT FORMULA 10-I H W (A Z GREEN BOOK TO MAKE FINAL DETERMINATION OF STOPPING SIGHT DISTANCE REQUIREMENTS. U 2
D ri Lu
N _j -n 2 N 0 0 > 7'I 2- BUFFER SPACE TABLE I5 BASED ON THE BRAKING DISTANCE PORTION OF STOPPING SIGHT DISTANCE N LL
H O 40 MPH OR LESS LM W x S Z Z O FOR WET AND LEVEL PAVEMENTS. Z LL
Z m 60 W U. -J 0 a 2 W LL O PROJECT #: 2018-oo1A DATE: 5/15/18
'0 p m W 3- USE OF STOPPING SIGHT DISTANCE IN TRAFFIC CONTROL PLAN APPLICATIONS INCLUDES PROVIDING m
r 45 MPH OR GREATER L = W x S Q r SIGHT DISTANCE FOR TRAFFIC APPROACHING A LANE CLOSURE. PROVIDE 2 -LANE, 2 -WAY ROADWAYS Q DRAWN BY: JAC CHECKED BY: JAC
m MIN m
STOPPING SIGHT DISTANCE TO THE FLAGGER. FOR LANE CLOSURES ON MULTILANE ROADWAYS PROVIDE
U) N STOPPING SIGHT DISTANCE TO THE BEGINNING OF THE LANE CLOSURE MERGE TAPER, OR FLASHING TITLE
L = MINIMUM TAPER LENGTH IN FEET (LONGITUDINAL DISTANCE) ARROW BOARD. EXTEND LANE CLOSURES AT THE BUFFER SPACE SUCH THAT STOPPING SIGHT DISTANCE
W = WIDTH OF OFFSET IN FEET (LATERAL DISTANCE) IS PROVIDED. NCD OT STANDARD
S = POSTED SPEED LIMIT, OR OFF-PEAK 85 PERCENTILE SPEED IN MPH PRIOR TO WORK STARTING,
OR THE ANTICIPATED OPERATING SPEED IN MPH 4- USE OF MINIMUM PASSING SIGHT DISTANCE TABLE IN TRAFFIC CONTROL PLAN APPLICATIONS DETAILS
INCLUDES PROVIDING SIGHT DISTANCE REQUIREMENTS FOR PLACEMENT OF PAVEMENT MARKING
HEET 1 OF 4 2- "L" DISTANCE IS FOR APPLICATION WITH CHANNELIZING DEVICE AND PAVEMENT MARKING TAPERS SHEET 1 OF 4 HEET 2 OF 4 PASSING/NO-PASSING ZONES FOR 2 -LANE, 2 -WAY ROADWAYS. SHEET 2 OF 4
AND TRANSITIONS. CHANNELIZING DEVICES INCLUDE DRUMS, CONES, TUBULAR MARKERS,
1 1 0 1■ 1 1 BARRICADES, RAISED ASPHALT ISLANDS, AND VERTICAL PANELS. 11101 , 1 1 1 1 0 1 .1 111101.11
• SHEET
C-8.16
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MINIMUM LONGITUDINAL DISTANCE "L" (FEET)
(ROUNDED VALUES)
DETAIL B
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P"
(NPH)
DETAIL A
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120
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165
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190
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6� CONSTRUCTION LIMITS
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TERMINAL SIGNS SHOULD
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BE PLACED NEAR TERMINAL
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USE ONLY APPLICABLE ROADWAY STANDARD DRAWINGS INSTEAD. HOWEVER, IF THIS SIGNING
48"X48"
365
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550
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4- ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE, FIELD ADJUST AS NECESSARY OR AS DIRECTED.
60
Q
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240
300
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420
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ACCEPTABLE FOR USE. ERECT SIGNS PER ROADWAY STANDARD DRAWING 1110.01. PAYMENT FOR WOOD
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"WORK
WORK ZONE
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END AHEAD
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7- DO NOT BACK BRACE SIGN SUPPORTS.
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WORK AREA
♦
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STATIONARY SIGN
1 -4 -DIRECTION OF TRAFFIC FLOW
QUAL MOUNT SIGNS ON DIVIDED HIGHWAYS AND
INCREASE SIGN SPACING TO 1000'+/-.
W20-6 W20-5
48" % 48"
2 OF 3
SHEET 2 OF 3
1101.01
1101.01
v
MINIMUM LONGITUDINAL DISTANCE "L" (FEET)
(ROUNDED VALUES)
POSTED
SPEED
LATERAL WIDTH "W" (FEET)
P"
(NPH)
z
m
3
4
5
8
0
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9
10
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15
20
30
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60
70
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20'
20'
45
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95
105
115
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30
15
30
45
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90
105
120
135
150
165
180
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65
05
105
125
145
165
165
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245
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110
135
160
190
215
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135
160
225
270
315
380
405
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50
50
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200
250
300
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400
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550
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55
110
185
220
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SPACE 100'
365
r
495
550
605
880
80
60
120
160
240
300
360
420
480
540
600
660
W20 -]e 48" 48" X 48"
85
65
130
195
260
INSET FOR 2 LANE
ROADWAYS
455
520
ro
650
715
780
70
0
140
210
WITH 2 -WAY -TURN LANE
350
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700
770
840
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TRAFFIC
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TAPER BUFFER
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3 OF 3
0 �1
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50'-700' SPACE
SPACE 100'
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GENERAL NOTES FOR FLAGGER OPERATIONS
GENERAL NOTES FOR PILOT
CAR OPERATIONS
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REFER TO STD. 1101.11 SHEET 4 FOR SIGN SPACING. 1-
USE PILOT CARS WHEN DIRECTED BY THE ENGINEER.
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IF ROADWAY WIDTH IS LESS THAN 22 FEET (EDP TO
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ALONG WORK AREA AND AT THE DISCRETION OF THE
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THE WORK AREA I� USING A PILOT CAR.
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CONES ARE ALWAYS REQUIRED IN THE UPSTREAM AND
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N
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EXTEND LANE CLOSURES AT THE BUFFER SPACE SUCH THAT STOPPING SIGHT DISTANCE IS 5-
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1
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DRUMS OR SKINNY -DRUMS MAY BE USED IN LIEU OF CONES. REFER TO ROADWAY STANDARD
N
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S-
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LEGEND
SUPPLEMENT FLAGGERS LOCATED AT INTERSECTIONS WITH FLAGGER AHEAD SIGNS (W20 -7a)
PLACED APPROXIMATELY 250 FT. IN ADVANCE OF THE FLAGGER. FOR SIGNALIZED
� FLAGGER
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ENFORCEMENT.
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10-
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DO NOT EXCEED A 1 MILE LANE CLOSURE LENGTH UNLESS OTHERWISE SHOWN IN THE TMP OR
IQ PORTABLE SIGN
� DIRECTION OF TRAFFIC FLOW
SHEET 1 OF 15
SHEET 1 OF 15
1101.02
AS DIRECTED BY THE ENGINEER.
1101.02
QUICK REFERENCE - "L" DISTANCE TABLE
MINIMUM LONGITUDINAL DISTANCE "L" (FEET)
(ROUNDED VALUES)
POSTED
SPEED
LATERAL WIDTH "W" (FEET)
P"
(NPH)
1
2
3
4
5
8
7
8
9
10
11
12
20
10
15
20
30
35
40
50
55
60
70
75
80
25
15
25
35
45
55
65
75
85
95
105
115
125
30
15
30
45
60
75
90
105
120
135
150
165
180
35
25
45
65
05
105
125
145
165
165
205
225
245
40
30
55
80
110
135
160
190
215
240
270
295
320
45
45
90
135
160
225
270
315
380
405
450
495
540
50
50
100
150
200
250
300
350
400
450
500
550
600
55
55
110
185
220
275
330
365
440
495
550
605
880
80
60
120
160
240
300
360
420
480
540
600
660
720
85
65
130
195
260
325
390
455
520
565
650
715
780
70
70
140
210
260
350
420
490
550
830
700
770
840
m
SHOULDER CLOSURE ON CONTROLLED ACCESS FACILITIES - >_ 60 MPH
TWO-WAY UNDIVIDED (L -LINES)
p
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36
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305 1470
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SHOULDER CLOSURE TAPER 50' MIN. WORK AREA So'
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SHOULDER CLOSURE TAPER 50' MIN. WORK AD FA 50'
� N N
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� L BUFFER LENGTH YAfiIES MIN.
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USE 3LB STEEL U -CHANNEL POST OR 4" X 4" WOOD POST FOR ALL WORK ZONE SIGNS. 3LB STEEL
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4
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m
POSTS, 3LB STEEL U -CHANNEL AND SQUARE STEEL TUBING POSTS WITH SIGNS WILL BE MADE
2- PLACE DRUMS IN THE SHOULDER TAPER AT THE MAXIMUM SPACING EQUAL IN FEET TO THE POSTED
W
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ACCORDING TO STANDARD SPECIFICATION "WORK ZONE SIGNS" SECTION 1110.
LEGEND
G
6-
7-
WHEN NECESSARY, USE SPLICING IN ACCORDANCE WITH ROADWAY STANDARD DRAWING NO. 1110.01.
DO NOT BACK BRACE SIGN SUPPORTS.
F STATIONARY SIGN
"DIRECTION OF TRAFFIC FLOW
LEGEND
3 OF 3SHEET
3 OF 3
LHEET
1101 .0 1
11101 .0 1
v m
SHOULDER CLOSURE ON CONTROLLED ACCESS FACILITIES - >_ 60 MPH
MINIMUM
LONGITUDINAL
BUFFER SPACE
(FEET)
p
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y TRAVELWAY
36
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305 1470
• • • • •••
45
360 1625
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1000'
500' SHOULDER CLOSURE TAPER 50' MIN. WORK AREA 100'
BUFFER LENGTH VARIES
SHOULDER
0 0 O =
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570 2135
345
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PAVED OR UNPAVED
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75
820 2560
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SHOUIDER
SHOULDER
W
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r w 0
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SHOULDER CLOSURE TAPER 50' MIN. WORK AREA So'
SHOULDER
W21 SA
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TITLE
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SHEET 1 OF 3
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HEET 1 OF 1
a
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11130.011
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GENERAL NOTES
1- POSTS SHALL BE 21�z" X 21�" 12 GAUGE STEEL.
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HEET 3 OF 3
SHEET 3 OF 3
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3- USE TYPE 3 OR HIGHER HIGH INTENSITY PRISMATIC SHEETING.
4- SEE THE DEPARTMENT'S APPROVED PRODUCT LIST
AT https://apps.dot.state.nc.us/vendor/approvedproducts.
5- REFER THE STANDARD SPECIFICATIONS FOR ROADS AND STRUCTURES FOR ADDITIONAL INFORMATION.
HEET 1 OF 1
SHEET 1 OF 1
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TITLE
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PROJECT #: 2018-ooiA DATE: 5/15/18
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LANDSCAPE PLAN
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MATCHLINE - SEE SHEET L-1.5
PID 06054049
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TITLE
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LANDSCAPE PLAN
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0 20' 40' 80'
TITLE
LANDSCAPE PLAN
( IN FEET )
HORIZONTAL 1 inch = 40 ft.
SHEET
L-1.6

Occidentalis
Central leader. (See crown
Name
Scientific Name
DBH
# of Trees
Shumard Oak
Quercus Shumardii
2.5
82
Sugar Maple
AcerSaccaharum
2.5
82
Sycamore
Platanus
2.5
82
White Oak
Quercus alba
2.5
82
American Elm
Ulmus Americana
2.5
81
stakes using three inch long wood
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TITLE
LANDSCAPE DETAILS
AND TABLES
SHEET
L-1.7
Modified soil Depth Vafl e
<u
Shrub. ... t Ifications f II modification).
PLANTING SCHEDULE
STREET TREES
7.
TOTAL STREET TREES 409
Central leader. (See crown
observations detail).
2" x 2" wooden stakes. Stakes
shall be untreated pine or Douglas -Fir.
Tap of roof ball shall be flush with
finished grade.
Secure cross member to vertical
stakes using three inch long wood
straws.
Width shall vary
depending on roof ball
Trunk capper shall Pylar to rnuEchhng, lightly tamp soil
size.
PLAN VIEW
Two untreated pine or douglas It
meet ANSI Z60 current around the root bail in &" )lits to
stakes. Install adjacent to the outer
edition for root ball size. brace fres- Do not over compact.
edge of the root bbl.
When the planting hale has been
Root ball modified as backfilled, pour water around the
I
required. root ball to settle the soil.
Loosened soil.. Dig and tum the
U
soil to reduce compaction to the
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area andtleptnshown.
Round -topped
.
r
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soil berm 4" high x 8" vada d" layer o1 mulch.
above root ball surfaceI
shall he constred around No more than 1' of mulch on
uct
top of root ball. (Sea
r
the root balE. Berm shall specifications for mulch).
begin at root ball periphery.
� I
94
•71, ref! �f'71� r'rl f�fl� '!I "!I !f� 'ra '!r,
Finished grade.
j
E>astingsoil. -•
•
Slope sides of loosened � Nates:
sal• , • � 1 -Trees shall be of quality
prescribed in crown
Bottom of root hall rests vn observations anti mot
TFF=I— --71111:711117—
existing or recampacted observations details and
soil. specifications.
3x widest dimension of root ball
SECTION VIEW
f� 2- Sae specifications for
SECTIQN VIEW
further requirements related t°
this detail.
TREE STAKING -STAPLE
uRBaNlaEErauR DAT p�®2t,d
TREE Wj BERM (EXISTING 501E NOT MODIFIED) unBANTFiEEFOUNDATION ®rata
P^ X
OPEN 9Ol.RCE TREE C[ TO U9E
X OPEN S❑U RC E FREE 117 USE
P
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2 - 3" thick layer of mulch.
r�
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