20090554 Ver 3_Olde Mill Stream II Constr Plat for Signature_20210325

MAJOR SUBDIVISION CONSTRUCTION PLAT
PHASE TWO
OLDE MILL STREAM
Rocky Mount Township
Nash County, North Carolina
DEVELOPER:
HODGE MORRIS, LLC
2101 F. MILLER ROAD
WILSON, NC 27893
PREPARED BY:
BARTLETT ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, NORTH CAROLINA 27893-1726
SP1
CP1
CP2
CP3
CP4
CP5
CP6
CP7
CP8
CP9
CP10
SCM1
SCM2
SCM3
SHEET INDEX
OVERALL SITE PLAN
SHADYBROOK DRIVE
OUTFALL TO POND 1
SHADYBROOK DRIVE
OUTFALL 1 TO POND 2
SANITARY SEWER OUTFALL
SHADY CREST ROAD
SHADY CREST ROAD
SAND PEBBLE PLACE
BUBBLING BROOK LANE
SHADYBROOK COURT
OUTFALL 2 TO POND 2
OVERALL UTILITY PLAN
STORMWATER STRUCTURE & PIPE TABLE
DETAILS
DETAILS
POND 1 DETAILS
POND 2 DETAILS
DRAINAGE AREA TO SCM
APPENDIX A EROSION CONTROL PLAN
: � .r)._ . .et i
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%%%%%%11111111
SITE DATA:
TOTAL ACREAGE
PHASE 1
PHASE 2
TOTAL NUMBER OF LOTS
PHASE 1
PHASE 2
ROADWAY IMPERVIOUS
PHASE 1
PHASE 2
TOTAL
TOTAL BUA
LOT 1-61
IOT 62-203
TOTAL
OPEN SPACE (LOT 206-207)
PROPOSED IMPERVIOUS
PHASE 1
PHASE 2
TOTAL
PIN NUMBERS
= 95.3 AC.±
= 20.31 AC.±
= 38.42 AC.±
= 61 (INCLUDING SCM LOT 48)
= 142
= 2.42± AC. (105,337± SF)
= 4.05± AC. (176.397± SF)
= 6.47± AC. (281,734± SF)
= 3.25 AC. (141,600± SF)
f
= 12.82 AC. (5581540± SF)
= 31.2± ACRES (INCLUDING SCM'S)
= 5.67 AC. (246,937± SF) (5.95%)
= 13.62 AC. (593,337± SF) (14.29%)
= 19.23 AC. (840,274± SF) (20.24%)
= 383018310386
= 383018311671
umissJ7
_ JB
SHADY CREST ROAD 40
srosiist
172171 . :: :: :: ®
SHADYBROOK COURT
( 45
13S V $4
139
aspp 72B PHASE 2 4 144"�o.� 127 128 ' y
209
OPEN SPACE ®�I� _' ...►d1&
VICINITY MAP
NO SCALE
NOTES:
PRIOR TO RECORDING THE FINAL PLAT, THE FOLLOWING ITEMS WILL NEED TO
BE SUBMITTED TO THE CITY OF ROCKY MOUNT DEPARTMENT OF ENGINEERING:
1. ENGINEER'S CERTIFICATION, RECORD DRAWINGS, AND TAP CARDS
FOR THE PUBLIC SEWER LINES.
2. ENGINEER'S CERTIFICATION, RECORD DRAWINGS, AND SIGNED AND
NOTARIZED OPERATION AND MAINTENANCE AGREEMENT FOR THE
STORMWATER FACILITIES.
3. ENGINEER'S CERTIFICATION, RECORD DRAWINGS, AND FINAL
APPROVAL FROM NCDENR PUBLIC WATER SUPPLY FOR THE PUBLIC
WATERLINES.
4. COPY OF RECEIPT FROM NCDENR FOR FINAL SEWER CERTIFICATION MUST
BE RECEIVED.
5. PDF COPY OF ALL CORRESPONDENCE RELATED TO WATER AND SEWER
PERMIT WITH NCDENR, INCLUDING PLAN SETS AND REVISED PLANS MUST
BE CC'D TO NEGRETE SILVER ® negrete.siivertrockymountnc.gov
(252-972-1127).
THIS PLAN IS VALID FOR 2 YEARS FROM DATE OF APPROVAL BY CITY OF
ROCKY MOUNT.
LOCATION MAP
NO SCALE
NO ADDITIONS, DELETIONS, CHANGES OR MODIFICATIONS WERE MADE TO
THIS PLAN OTHER THAN THOSE REQUESTED BY THE CITY OF ROCKY
MOUNT DEVELOPMENT REVIEW COMMITTEE, OTHER THAN LISTED BELOW:
REVISIONS: A CRM 2ND REVIEW COMMENTS 10/28/2020
REVISIONS: A CRM 1ST REVIEW COMMENTS 10/13/2020
46
4
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ROCKFALL WAY
9 I ID
8
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6
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7
48
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1
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29
24
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\ 17
16 •
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SHADYa,O-
( 49
61 \ \/ • 19
60 ' 51
52
56•
1 1
57 ,
/ 56 55
26
27
26
22
19
21
20
207
OPEN SPACE
RIVE
5J
54
•
ZONE R-6 ' ZONE 0-1
moms 4•44
204
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
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LOCATION MAP
NOT TO SCALE
N/F
CHARLES &
MATTIELEEN JOHNSON
DB 947 PG 643
383013037300U
ZONE: A-1
(FARM LAND)
OUTSIDE CITY LIMITS
N/F
HAZEL H. POWELL HEIRS
DB 1134 PG 240
PB 19 PG 103
373900092172U
ZONE: R-30
(RESIDENTIAL)
SITE DATA;
TOTAL AREA
TOTAL NO. OF LOTS
TOTAL LIN. FT. OF ST.
ZONING
BUILDING SETBACKS
PROPOSED LAND USE
OWNER/DEVELOPER
REFERENCE:
TAX MAP:
•
+• + +.I +
+
+++++ ++ + +
+ + }} + + ++++ +1+ ++ + +++++ +
+
\«_ 4 +
+�+ •• +=,•
+ + + + I4 +
+
+ + + + *
++
1- �«* '_
+ ` + + + + + + +
OUTSIDE CITY LIMITS
++I++ +++ + + + +
++AfIRftO)i.+*+ 4+++,
+'1++++.-LLOCADTION + + ++++ +++*+
.1++ +++++*+*+'+++++++++'++ + + ++ + + +4 +++
+1+ +«+++ + + + - -- �+
+_•. r
-,=+ +++++
+++1,-:++++ ++I«+
+A_✓+1+ + + + + + + + ++++ ++++ + ++i + + + +
+ +++ {+I++++ + + +
\ N/F
\\....—•' RODNER P. &
HOL LOMANZIE P.
DB 1561 PG 305
PB 29 PG 335
383017102255
ZONE: R-30
(RESIDENTIAL)
95.3 ACRES±
203
9,092 LF
0-1 & R-6
FRONT
SIDE
STREET SIDE
REAR
SINGLE FAMILY
25'
10'
12.5'
20'
HODGE—MORRIS, LLC
1708 TRAWICK RD, STE 209
RALEIGH, NC 27604
DEED BOOK 2162 PAGE 770
3830-18-31-0386 RECORD # 21760
3830-18-31-1671 RECORD # 21755
N/F ~—
JONATHAN B. WALSTON JENNIFER L. WALSTON
DB 2843 PG 991
PB 39 PG 218
373905108577
ZONE: R-30
(RESIDENTIAL)
NOTE:
AT LEAST ONE (1) LARGE TREE AND ONE (1)
SMALL TREE SHALL BE PROVIDED ON ALL
SINGLE—FAMILY RESIDENTIAL LOTS.
++0t«++
OPEN. +SPh
+ ++ ++
++++++++++
+ +
GRAPHIC SCALE
100 0 50 100
200
N/F
PAUL D. WHITLEY, JR. et al
DB 972 PG 254
383013139352U
ZONE: A-1
(FARM LAND/RESIDENTIAL
USAGE)
� +++*+*+'\
+' +++•\
+ +++ +N.
* +*+ + 4.
+*+ *++ _+'._V.+ ..�
CE4+
+ ++ + + +
+ ++
+
+ ++
,+ + +
+ + + + + , + +++ +++
t.4
+ + + + + + +
+
Czi
OUTSIDE CITY LIMITS
400
( IN FEET )
1 inch = 100 ft.
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
44.
44.
41.
00.4
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N/F \\—
WINSTEAD FARMS, LLC ---
DB 1835 PG 682 —
373905199138U-...—,-.—
ZONE:
R-30—
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1+ + ++.,
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+ + 41
• .1+* +++ I
+++ +,
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1+*+ +++,I
1' ++ '•
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+ +++++++ + + +++•r••1 4. t +++++..« "r. -4* -tOC I10 10
+ + + + �'+++ + + + + + + + + + + +
NOTE:
TEMPORARY ACCESS ROADS SHALL REMAIN IN PLACE UNTIL
ANOTHER ACCESS POINT HAS BEEN PROVIDED AND APPROVED
BY THE CITY OF ROCKY MOUNT FIRE DEPARTMENT.
++
+ + r—'•
'44_.+�+ *+++*�.*+*
4 4—+
+ +4'
+ + + ++
OVERALL SITE
PLAN
+ + +++
+++++
4 + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + +
+`y.+
+++,
zbN +R+'+*+++'+*+*++2b6"+++ + + +a/+++++
+*.AMEN+SI'AC +*+i.*+*+*+
+r+
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y% '•s'+••"-. +.—+• 4 y.*+ 7 +
F=+= ; +'1++ +
+4� +'1++ +"
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+ + +++ +++ +++ +
• + + 1 ++++++ ^ +++A 'P 2OX.4+++++++�q++ ,4+++
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• :; 4++ +
:—..4 +++ + + + ,+ +
• ++2++ 3—�_++*+ + ,n +*+
+ + +++++ + ++++++++++ +
+
N/F
FAYE P. CAPPS
NO REFERENCE
383018302307
ZONE: A-1
(VACANT LOT)
OUTSIDE CITY LIMITS
FALL W
RAY 27•e
+9\+1\4�++\i ;. +
*+1*+� ++++\\+*
+ \+ ,\++ 11 ++14++ ;++; +
:\ ++1« ++I«
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+ +++++
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.1 +1 + ++• 44
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4 • + + + <;' + + +v / +++++ ++
+ • + + + +++++ + + + + .,\
+ + + + + ++'+` 4/ +v*+ + + + +'+*+ + + + + + + + + +\.
1
+ t+\+ + + + + + +
* ++
+ .• • +\., ++Zr +�+ ,i + + + ++++ #
+ +fit t+++ APPROX.
+ +I«+`\4` +1LOCATION
•
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+++ + + +a
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++'fir,'\9
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• +// •
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+ ,.
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certlflcatlon by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE: AUGUST 2020
SCALE(HORZ :
1)" = 100'
SCALE(VERT): N/A
REVISIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY
NORTH
PIN #
MOUNT TWNSP
CAROLINA
NASH COUNTY
ZONE: R-6 & 0-1
SHEET SP1
N
O
0
N
9
0
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0 CD
0
i
0
CC
0
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0
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a

SECTION
OUTFALL TO POND 1
Sta. 19+45.62
PLAN VIEW
A2
STA
TOP
INV.
INV.
A11
STA 10+43.51 (-12.25 L)
TOP OF CURB = 127.57
INV. IN = 122.22
INV. OUT = 122.22
Al
STA 10+43 44 (12.25 R)
TOP OF CURB = 127.57
INV. IN = 122.10
INV. OUT = 122.10
A3
STA 19+45,03 (13.75 R)
TOP OF CURB = 127.00
INV. IN = 121.26 (W)
INV. IN = 121.90 (NW)
INV. OUT = 121.26 (S)
19+45.03 (-13.75 L)
OF CURB = 127.00
IN = 121.16
OUT = 12116
130
128
126
124
122
120 24 (MiN.)
118
116
28 LF
114 ®0 35%
112
110
N)
10
N
42" RCP IV
43LF
-® 0.37%
42" RCP
O
N
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0:50'0
P
41 L
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30" "CP
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N
0+00
148
146
144
142
140
140 138
138 136
136 134
134 132
132 130
130 128
128 126
126 124
124 122
122 120
120 118
118 116
116 114
114 112
112 110
110 108
1+00 1+36.06
i
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may' ..•0.,
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3
\+ \+ + + `•.`
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PROPOSED
PROPOSED
PROPOSED
PROPOSED
PROPOSED
PROPOSED
PROPOSED
SYMBOL LEGEND
CATCH BASIN
SEWER MANHOLE
FITTING GATE VALVE
SEWER MANHOLE
WATER HYDRANT
WATER METER
SEWER CLEANOUT
•149z•I
HI
SEE SHEET CP3
CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BRG.
CHORD
C1
88.57
1000.00
5'04'29"
44.31
S78'46'39"W
88.54
C2
181.71
500.00
20'49'23"
91.87
57045412"W
180.72
C3
384.17
500.00
44'01'20"
202.13
38210111"W
374.79
C4
608.63
970.00
35'57'02"
314.71
N5710137"W
598.70
200
63
i
198
197
SHADYBROOK DRIVE
(60' R/W - 30' B/C TO B/C)
PLAN VIEW
196
195
SEE SHEET CP5
GRAPHIC SCALE
194
50 0 25 50 100 200
( IN FEET )
1 inch = 50 ft.
125
126
•
\, + + + +
\, + + + -i-
\. + + +
\\- + + +
\,+ + +
ti9 J.-M +
\ • \ ` • +
•\ \'� +
189
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of , 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
IGH
PT
STA
17+49.95
LOW PT STA: 19+45.04
LOW
PT STA:
22+51.19
A6
IGH PT
S6+122
LOW PT ELEV: 127.32
HIGH
PT ELEV.
127.61
LOW PT
ELEV: 126
83
IGH
PT
ELEV:TTA:7.
:
+• •. •
PVI STA:19+61.70
PVI
STA:22+46.79
STA 22+51.20 (-13.75
L)
.-
STA:2
VI STA:26+17.22
614
A4
-
TOP OF CURB = 127.49
INV. OUT 123.50ELEV
VI
29.04
STA
28+60.91
(13.75 R)
PVI-ELEV'-t2�74
1.03
PVI ELEV:126.67
K:66.67
STA 20+20 28 R)
PVI ELEV:127.19
(13.75
:100.00
:100.00
TOP OF CURB
= 127.99
-
LVC:-98.5
LVC:100.00
_
=
-
TOP OF CURB = 127.42
K:91.20
LVC:100.00
-
NV.
IN = 121.72
BVCS: 21+96.79
-`
A5
VC:100.00
INV. IN = 124.10
BVCS: 19+11.70
STA
22+51.20 13.75 R)VCS:
(
25+67.22
INV. OUT =
124.10
0
•
v;
BVCE: 126.92
NV. OUT = 121.72
BVCE: 127.48
=VCE: 128.79
TOP
OF CURB = 127.49
co
EVCS: 20+11.70
EVCS: 22+96.79
VCS: 26+67.22
INV.
IN = 123.10 (W)
VCE: 128.79
B15
STA
27+89.26
R)
EVCE: 127.17
EVCS: 127.44
INV. IN = 123.36 (S)
INV. OUT 123.10
��
(13.75
PT
STA:
21+13.34
A2HIGH
TOP
OF CURB =
128.34
-
vi
v
•
>
STA 19+45.03 (-13.75
L)
HIGH PT ELEV:
127.87
= (NE)
A8
INV.
IN = 124.46
613
STA 24+56.17
TOP OF CURB
(13.75
= 128.40
R)
INV.
OUT = 124.46
STA 29+39.46(13.75 R)
>
TOP OF CURB =
127.00
-
PVI
STA:21+00.70
m
NV. IN = 121.16
NV.
=
12
TOP OF CURB = 127.59
PVI ELEV:128.06
A7IN
NV. OUT = 121.16
STA 23+27.24 R)
NV.
OUT
= 124.35
24.
B16
NV.
IN = 123.71
K. 62.64
(3.75
_
LVC:100.00
_
_
NV.
OUT = 123.71
A3
BVCS:
-
TOP OF CURB = 127.76
STA
26+59.42 (13.75 R)
A9
20+50.70
STA 19+45.03
TOP OF CURB
(13.75
=
127.00
R)
BVCE: 127.56
NV. IN = 123.72
NV. OUT 123 47
(W)
STA 24+61.60
(38.12
R)
TOP
OF CURB = 128.99
I
INV. IN = 121.26
(W)
-
EVCS: 21+50.70
=
(E)
_
NV.
IN = 125.59
TOP OF
GRATE
= 128.00
NV.
OUT = 125.09
'
INV. IN = 121.90
(NW)
EVCE: 127.76
INV. OUT
= 124.47
INV.
OUT =. 121.26
(S)
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TOP OF RIM =
128.13
STA 26+17.22
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INV
IN
= 112.82
TOP OF
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= 128.91
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STA 22+64.50
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28+91.93
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-
I
80
LF 16
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C150
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TOP OF RIM =
127.21
INV.
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= 112.72
INV
IN
= 113.10
(NW)
STA
(-6.25
.
�
INV.
IN
= 112.48
INV IN = 119.08 (N)
TOP OF RIM
= 127.54
Q
24' (MIN.)-
INV. OUT
= 112.38
INV. OUT = 113.00 (E)
INV.
IN = 113.52
INV. OUT = 113.43
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INV. IN
= 112.88
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ala
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n.ln.
INV.
IN
= 112.05
(SW)
INV.
OUT = 111.85
(S)
O)
CO
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co
1-
N
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c0
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127.86
128.6
127.76
127.7
127.47
127.0
127.32
126.9
128.45
128.5
128.70
129.1
127.37
126.4
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N
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N N
N N
N N
N N
N N
N N
N N
N N
N N
N N
N N
16+00
17+00
18+00
19+00
20+00
21+00
22+00
23+00
24+00
25+00
26+00
27+00
28+00
29+00
148
146
144
142
140
138
136
134,
132
130
128
126
124
122
120
118
116
114
112
110
108
30+00
BARTLET "
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: (252) 3994-0704
FAX: [phone]
www.bartlett.us.com
SHADYBROOK DRIVE
PLAN & PROFILE
Sta. 17+39 to Sta. 30+00
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE: AUGUST 2020
SCALE(HORZ):
1 : 50
SCALE(VERT):
REVISIONS:
CRM 2ND REVIEW COMMENTS 10/28/2020
CRM 1ST REVIEW COMMENTS 10/13/2020
1 : 5
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP
NASH COUNTY
NORTH CAROLINA
PIN #
ZONE: R-6 & 0-1
SHEET CP1
0
N
N
N
a
0
0
0
061
ad-
0
0
N
0
S
i
0
0
0.

150
148
146
144
142
44,
to
A
SYMBOL LEGEND
PROPOSED CATCH BASIN
PROPOSED SEWER MANHOLE
PROPOSED FITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
EXISTING WATER LINE
EXISTING SEWER UNE
186
127
611
0
CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BRG.
CHORD
C5
278.80
I
450.00
3514'35"
142.93
N21.54.49"W
272.45
128
N
184
1
1
m
SEE SHEET CP6
183
j
Om
Om
0
SHADYBROOK DRIVE
(60' R/W - 30' B/C TO B/C)
PLAN VIEW
LOW PT STA: 30+77.69
LOW PT ELEV: 126.80
PVI STA:31+32.33
PVI ELEV: 126.46
K: 50.00 1
LVC: 159.29
BVCS: 30+52.69
BVCE: 126.86
EVCS: 32+11.98
EVCE: 128.60
B5
STA 34+26.14 (13.75 R)
TOP OF CURB = 134.49
INV. IN = 130.64
INV. OUT = 130.44
B12
STA 30+77.69 (-13.75 L)
TOP OF CURB = 126.96
INV. OUT = 123.90
136
B11
STA 30+77.69 (13.75 R)
TOP OF CURB = 126.96
INV. IN = 123.03 (SE)
INV. IN = 123.76 (SW)
INV. OUT = 122.53 (NW)
128
126
124
122
120
118
116
64
STA 32+6615 (13.75 R)
TOP OF CURB = 130.22
INV. IN = 121.60 (SE)
INV. IN = 126.43 (NW)
_ INV. OUT = 121.60 (SW)
8i
STA 31+50.24 (13.75 R)
TOP OF CURB = 127.49
INV. IN = 122.67 (NE)
INV. IN = 122.17 (SE)
INV. OUT = 122.17 (NW)
B3
_ STA 32+65 81 (-13.75 L)
TOP OF CURB = 130.21
INV. IN = 121.47
INV. OUT = 121.47
HIGH PT STA: 35+06.24
HIGH PT ELEV 135.66
PVI STA:34+56.24
PVI ELEV:135.16
K•5932
LVC: 100.00
BVCS: 34+06.24
BVCE: 133.82
EVCS: 35+06 24
EVCE: 135.66
103
167
SEE SHEET CP3
50
SEE SHEET CP3
0 25
tt
93
W 50
itt N
V
707
146
GRAPHIC SCALE
50 100
41
TEMPORARY
BARRICADE
200
( IN FEET )
1 inch = 50 ft.
B33
STA 37+31 17 (-13.75 L
TOP OF CURB = 138.08
INV. IN = 133.99
INV. OUT = 133.79
B6
STA 35+40.72 (13.75 R)
TOP OF CURB = 136.17
INV. OUT = 132.27
634
STA 37+31.20 (13.75 R)
TOP OF CURB = 138.08
INV. OUT = 134.13
rig'
Misr siSi
omassaA
•L•.
136 LF
® 0.50%
72LF
• ••
• "
•1
154 LF
6" PV
ATER
114 300.0 LF 0 O.0 % 18" PVC
112
110
cri
1
MH#21
STA 31+91.22 (-7.39 L
TOP OF RIM = 127.94
INV. IN = 113.98
INV. OUT = 113.88
0
15
A
RCP
MH#23
STA 34+92.05
TOP OF RIM = 135.50
INV. IN = 122.07
INV. OUT = 121.75
15
RCP-
MH#22 (5'0 MANHOLE)
STA 33+91.37
TOP OF RIM = 133.42
INV. IN = 115.72 (N)
INV. IN = 114.42 (W)
INV. OUT = 114.22 (SE)
MH#25 (5'0 MANHOLE)
STA 38+35.48
TOP OF RIM = 138.95
INV. OUT = 123.45
8 • ras
MH#24 (5'0 MANHOLE)
STA 36+90.68
TOP OF RIM = 137.51
INV. IN = 123.07 (W)
INV. IN = 122.88 (N)
INV. OUT = 122.87 (S)
t7 N
co
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N
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30+00
31+00
`TWA SEAL ,
\� 20106\V�
32+00
33+00
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
34+00
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
35+00
36+00
SHADYBROOK DRIVE
PLAN & PROFILE
Sta. 28+00 to Sta. 38+43
37+00
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
38+00 38+42.99
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
25' PRIVATE DRAINAGE EASEMEN
OUTFALL #1 TO POND 2
PLAN VIEW
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
O
tri
N
B4
STA
TOP
INV.
INV.
INV.
1+87.75
OF
IN
IN
OUT
CURB = 130.22
= 121.60 (SE)
= 126.43 (NW)
= 121.60 (SW)
,
,
B3
STA 1+60.25
TOP
OF CURB
= 130.21-
INV. IN =
121.47
INV.
OUT
= 121.47
B2
STA
0+32.25
TOP
OF
GRATE
= 128.93
INV. IN = 120.83
INV.
OUT
= 120.83
'r
8" PVCf1
Val
�'
ll
/
1
r
8
LF
© 0.
O%
36" KC
32 LF
0 0.50%
V
© 0.40r0
36"
'CP
IV
18"
PVC 18
PVC-
((0 M
to N
<ON O
N. N
Nry N
f.53 Otto
tO
'_
0+00
1+00
OLDE MILL STREAM (PHASE 2)
-• CITY OF ROCKY MOUNT, NC
150
148
146
144
142
40
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
1+87.75
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
O
n
SEE SHEET CP5
33
m
7 Ian
CB 7810' TO CB '87
PLAN VIEW
610
STA
TOP
3+49.31
OF CURB
= 138.27
INV.
OUT
=
134.36
1
89
STA 3+24.81
TOP OF
CURB = 138
27
5-LF
0:50'.
INV. IN =
134.24
"
1
RCP
INV. OUT
= 133.99
I
I
_...ri,
w
atUilir.Slarl
Pr
�• 2
6
B8
STA 1+49.76
TOP OF GRATE = 131
44
B7
I
INV. IN
= 127.70
STA 0+00.00
INV. OUT =
127.20
'
•
TOP OF CURB = 127.49
INV.
IN
122.67
=
122.17
(NE)
5
1E)
INV. OUT
122.17 (NW)
127.23
128.5
1 to
N com
136.35
138.1
r)
t00
oO
to
to to
to TMO
4
.N-
0+00
DATE: AUGUST 2020
SCALE(HORZ): 50
SCALE(VERT):
1 : 5
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: Kip, JB
1+00
ROCKY
NORTH
2+00
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
3+00 3+49.31
MOUNT TWNSP NASH COUNTY
CAROLINA
ZONE: R-6 & 0-1
1.
1-
0
N
0
1
0
Z
0
0
0
N
0
0 0
0
i
U
S
i
it
D.
0
0
t
REVISIONS:
CRM 2ND REVIEW COMMENTS 10/28/2020
& CRM 1ST REVIEW COMMENTS 10/13/2020
PIN #
SHEET CP2
a:

•
X X\ x .x......;"
x�x X X i %�X X x x
\ X x• X X
• X j X i�
\� X X X X
.-x' x \x X X X X X
X X N X X X X
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X x
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x X x
X x
X X
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� X X X x \ \ �® \ © Q�
X X X
X x
X X x
X x
\ /x x
x x �/ \
JCi s
X X x
SYMBOL LEGEND •x,
\ x X
PROPOSED CATCH BASIN
PROPOSED SEWER MANHOLE
PROPOSED FITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
EXISTING WATER LINE
EXISTING SEWER LINE
XI x -I x x
Xi x xi
x1 X x1
T x X \
x X X 1
r 4 X I j
x k 1' .1 It
•
N
•
4
•
CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BRG.
CHORD
C6
176.98
500.00
2016'50"
89.43
N31'25'30"W
176.06
•� n x X X \X X•.. x X X X x n X X X
X X i X .X X X \ k\ X x x X X X X X X X X
X X * X �C x X X x x\\\QPA X X X x X X X x x x \x X X X X X X X X Xi•
I �C X X '\ \ X X x X f X X,
X X \
\\ X\\ X X x x GA 0 ��x\ x` X X X X x x x X X X X X X X X%% v
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x x \�\O\x0 X X\ x X X X `X \x.`X x X/ x x
x X x x \ X X X x X \\ 1 x x X X X X x x x\\ x X x X x�x - `Yc X1
X X X X X x x X \x x )x\ ,et X x X 11 X \
X X x X X x X x x x x x x\\x x\X•` \x x x x\ ... 1
x X X X X x x X X X x x X x\\` ` x„ x X x\
x X X X� X X X x x x X X X\x`\x`\
x
X X x x
X
x x
X X x
X X x
x X X
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Isx0O\,O4'
SANITARY SEWER OUTFALL
PLAN VIEW
SEE SHEET CP1
Al
cn
0
asalai
4
IC
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
SEE SHEET CP5
IrlAa I I I III I I I I I II I
M 1.1g II le
11Nrege• 1• I
01
133
82
ao
SHADY CREST ROAD
PLAN VIEW
716
0 25
17,4
/00
GRAPHIC SCALE
50
100
flA
200
14
13
13
134
132
130
128
126
124
122
120
11
108
106
104
102
100
_
.,,
__________y,
10+00
11+00
12+00
BARTLETT
13+00
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
License No. C-1551
www.bartlett.us.com
14+00
15+00
SANITARY SEWER OUTFALL
& SHADY CREST RD
PLAN & PROFILE
16+00
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
108
106
104
102
100
17+00
146
144
.142
140
138
136
134
132
130
128
126
124
122
12C
11E
114
11
110
108
106
•
Al 0
TOP OF CURB 127.57
All
41 LE INV. OUT 122.22
MH#16 (5 0 MANHOLE)
STA 19+82.47
TOP OF RIM = 126.94
cv
ge-
CO
STA 12+67.25 (12.25 R)
TOP OF CURB = 129.80
TOP OF CURB = 129.80
INV. OUT 124.52
pvo
23.
ai
cv
TOP OF CURB = 131.20
81 LF
24” Re
A20
STA
TOP
INV.
INV.
A23
TOP OF CURB = 133.70
OF CURB = 132.00
aseaumwil.S.°."w'arr:/:CIIIIIIIIIISilingl. alliere.„
206
ci
MH#26
STA 13+02.21 (6.14 R)
MH#27
STA 14+47.53
NV. IN 124.82
A21
TOP OF CURB = 133.10
A22
TOP OF CURB 133.10
MH#28
STA 16+47.53
146
144
142
140
138
136
132
ai
ro
to
CO it
co
GI
147)
mt
130
128
126
124
122
120
118
116
114
112
110
108
106
to ton
r.
10+00
11+00
12+00
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
13+00
DATE: AUGUST 2020
SCALE(VERT):
14+00
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
15+00
16+00
ROCKY MOUNT TWNSP
NORTH CAROLINA
NASH COUNTY
CRM 1ST REVIEW COMMENTS 10/13/2020
SHEET
CP3
tn
0
0
CL
o
re

•
•
88
•
SYMB01 LEGEND
PROPOSED CATCH BASIN
PROPOSED SEWER MANHOLE
PROPOSED FITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
EXISTING WATER UNE
EXISTING SEWER UNE
d
•
•
4)
•
• s *• i.
G•
ti
0b1y
'1 X 111
CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BRG,
CHORD
C7
230.14
250.00
52144141"
123.95
N67'56'15"W
222.10
SEE SHEET CP5
2
IS OLX 0l•
SEE SHEET CP2
TEMPORARY
BARRICADE
SHADY CREST ROAD
(46' R/W - 27' B/C TO B/C)
PLAN VIEW
50
0
1N3W3SV3
25
30VNIV21O 3J VAYri ,gl1VMS
159
GRAPHIC SCALE
50
100
158
B27
ilhatmeonto
157
200
( IN FEET )
1 inch = 50 ft.
LB27
02# 31VMS
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
152
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
N
1rj
HIGH PT STA: 23+85.30
LOW
PT
STA:
27+23.78
LOW
PT
STA:
29+97.79
828
HIGH ELEV: 140.59
LOW PT
ELEV:
132.50
LOW
PT
ELEV:
135.02
STA
30+31.95
832
PVI STA: 29+97.79
(-27.45 L)
PVI STA:24+02.84
STA 26+16.37
R)
f1Vl-STA-26+/.5.18
ELEV:
TOP OF CURB = 133.08
-
A26
A
(12.24
PVI
132.28
PVI ELEV:140.94
P
ELEV 135.
f2
TOP OF CURB = 136.86
-
00
K:45.00
INV.
IN = 127.52
STA
17+82.58
(12.25
R)A31
20+45.87
R)
A28
(12.25
K: 35.02
e
TOP
OF CURB
= 134.94
_STA
_
INV.
IN
= 132.96
C•ion
LVC:90.00
INV.
OUT = 127.32
STA 19+40.89 (-12.25
L)
OF CURB = 137.57
LVC:105.00
VKA
I V�•1I1f100
1
INV.
OUT = 131.02
_-TOP
INV. IN = 133.66
INV. OUT = 132 74
BVCS: 29+52.79
TOP OF
CURB = 136.52
BVCS: 23+50.34
A32
ao
a
INV. IN = 132.58
-INV.
OUT = 133.46
BVCE: 132.73
BVCE: 140.41+5EVCS:
30+42.79
B29
A25
21+73 87 (12.25 R)
-
INV.
IN
= 132.48
_STA
+
`�
`�
`�
EVCE: 132.73
STA 29+97.79 (-12.27 L)
STA 17+82 58
(-12.25
L)
INV.
OUT
132.33
A30
TOP
OF
CURB
= 138.85
EVCS: 24+55.34
=
EVCE: 139.89
TOP OF CURB
= 132.70
-
INV. OUT = 134.94
TOP OF CURB
= 134.94
1 I
STA 20+45.87 (-12.25 L)
INV.
IN = 130.67
A29
-
TOP OF CURB = 137.57
-R
d
r•�
v
INV.
IN = 127.91
INV. IN = 130.90
STA
19+40.89
(12.25 R)
INV. IN = 133.34
INV.
N
W
OUT = 127.71
cN1
m
STA 28+55.95 (12.23
R)
INV. OUT = 130.67
TOP
OF CURB
= 136.52
-
INV. OUT = 133.34
-
m
w
TOP OF CURB =
133.89
-
B30
INV. OUT = 132 61
-
_
INV. IN = 129.99
29+97.79 (12.23 R)
-
`2.bp�
INV. OUT = 129.96
TOP OF CURB = 132.70
INV. IN 128 54
a e�lY�
._
=
INV. OUT = 128.04
_
C9601:
AW
�_
128
LF
uv.
till
=11al
---�
-
r.r_ :yam-
15' RCP
-_
-_-
c
0.75%
_
1'"
RCP
■
(MIN.)
24C
LF
-"
---------...r.-__
---�
_ -
_�.ra_<.,i<�r.>TAT
®
1.15%
---
-�
��
--
0
0 .:
- d
_^
15"
RCP
142
42
LF
123.3
LF
.
MH#32
..OB�o1
N-
I. _:
STA 24+87.38
-4
LE
00%
w
G.
TOP OF RIM = 139.25
_
2J.0l
15"
RAP
24" (MIN.)
_
I
INV.
OUT = 134.25
•
•
15"
A24
MH#31
-
PVG
L-r
0 0.40g
-
4
a
-
STA 17+18.14
(-12.25 L)
MH#29
MH#30
STA
22+67.38
240•
;•, ,
�,
_
_
STA
RI
CUR
STA
18OF
(6.22134. R)
-TOP
19+68.21
OF RIM (13659)TOP
INV. IN 131.22
NV. IN 0.03134.30
_
(W)8
INV.
OUT = 130.03
TOP
OF
RIM
RIM
= 134.59
INV. IN = 128.52
INV. IN = 129.92
(S)
MH#34
-
INV.
IN
= 12128.8.02
MH#33
STA 30+59.27
INV. OUT
128.02
INV. OUT = 128.52
INV. OUT = 129.72 (E)
STMHA 3624+90.68ANHOLE)
_
=
TOP OF RIM
= 137.51
-
STA
28+14.38
TOP OF
RIM
= 132.89INV.
TOP
OF
RIM
= 134.11
INV.
IN 123.07
OUT = 125.10
A27
=
(W)
INV.
IN = 124.13
STA
18+40
78 (-12.25 L)
INV.
IN
= 122.88
(N)
INV.
OUT = 124.03
-
TOP
OF CURB
= 135.52
INV. OUT = 122.87 (S)
INV.
IN
= 131.29
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1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
21+00
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
22+00
23+00
SHADY CREST ROAD
PLAN & PROFILE
Sta. 17+00 to Sta. 30+59.27
24+00
25+00
26+00
27+00
OLDE MILL STREAM (PHASE 2)
- CITY OF ROCKY MOUNT, NC -
28+00
29+00
DATE. AUGUST 2020
SCALE(HORZ):
1 : 50
SCALE(VERT):
REVISIONS:
CRM 2ND REVIEW COMMENTS 10/28/2020
CRM 1ST REVIEW COMMENTS 10/13/2020
1 : 5
30+00
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, J8
152
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
30+60
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA ZONE: R-6 & 0-1
PIN # SHEET CP4
11:10AM EST
0
i

CURVE TABLE
CURVE LENGTH
RADIUS
DELTA
TANGENT
CHORD BRG.
CHORD
C8
I
128.40
250.00
29'25'40"
65.65
N33'43115"E
127.00
SEE SHEET CP1
SYMBOI I FGEND
PROPOSED CATCH BASIN
PROPOSED SEWER MANHOLE
PROPOSED FITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
EXISTING WATER UNE
EXISTING SEWER LINE
150
148
146
144
142
140
138
136
134
132
130
41 LF 12
® 0.50%
18" RCP IV 12
12
12
12
11
11
1
112
110
SEE SHEET CP1
•
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110•11
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SAND PEBBLE PLACE
(46' R/W - 27' B/C TO B/C)
PLAN VIEW
50
0
25
SEE SHEET CP3
SEE SHEET CP3
GRAPHIC SCALE
50
100
200
( IN FEET )
1 inch = 50 ft.
HIGH
PT
STA: 14+67.53
HIGH PT
STA: 11+67.85
HIGH PT ELEV: 133.52
HIGH
PT
ELEV:
130.83
PVI STA:14+82.53
ELEV:133.97
PVI STA:11+17.85
KPVI
0
PVI ELEV:130.33
LVC:1
LVC:150.00
_
STA
STA
16+14.78
L)
(-12.25
K: 427.43
BVCS: 14+07.53
TOP
OF
CURB
= 131.69
617
STA
10+42.80
L
LVC:100.00
BVCS: 10+67.85
BVCE: 133.22
INV. OUT =
128.28
(-12.25
EVCS: 15+57.53
TOP
OF
CURB
= 129.60
BVCE: 129.71
_
-_
EVCS: 11+67.85
EVCE: 132.85
A18
INV.
IN = 125.79
STA 16+14.78
(12.25
R)
INV.
IN
= 126.33
EVCE:
130.83
TOP
OF CURB = 131.69
-
INV.
OUT =
125.79
INV. IN 128.16
B20
=
B19
B18
STA 11+67.85
(-12.25 L)
STA
12+68.52
(-12.25
L)
INV. OUT = 127.96
STA
10+42.80
R)
-
(12.25
-
TOP OF
CURB = 131.02
TOP
OF
CURB = 132.03
TOP
OF CURB
= 129.60
INV. IN
= 127.11
_
INV.
OUT = 128.11
INV. OUT =
126.45
INV. OUT
= 126.86
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STA 15
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= 133.38
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= 127
83
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STA 12+69.34 L)
(-1.19
TOP OF RIM = 131.82
MH#27
STA
14+47.53
INV.
INV.
IN = 126.28
OUT = 126.18
TOP
OF
RIM
= 131.40
I
INV. IN = 124.82 (NW)
MH#35
INV. OUT = 124.71 (SE)
_
STA
L)
(130.8
TOP
RIM-
OF RIM = 130.87
MH#19 (5'0 MANHOLE)
INV.
INV.
N = 125.22
OUT = 125.12
STA 26+17.22
J
TOP OF
RIM
= 128.91
-
INV.
IN = 113.10
(NW)
-
INV.
IN = 119.08
(N)
INV.
OUT = 113.00
(E)
130.65
132.5
133.50
134.5
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ENGINEERING & SURVEYING. PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
license No. C-1551
TELE: [phone]
FAX: [phone]
www.bartiett.us.com
14+00
15+00
16+00
SAND PEBBLE PLACE &
BUBBLING BROOK LANE
PLAN & PROFILE
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
SEE SHEET CP4
156
154
152
150
148
146
144
142
140
13
13
13
13
13
128
126
124
122
120
118
116
CURVE TABLE
CURVE
RADIUS
DELTA
TANGENT
CHORD BRG.
CHORD
LENGTH
C9
221.71
300.00
42'20'36"
116.19
S25'27'50"E
216.70
C10
57.31
100.00
32'50'12"
29.47
S63'03114"E
56.53
SYMBOL IEGEND
PROPOSED CATCH BASIN
PROPOSED SEWER MANHOLE
PROPOSED FITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
EXISTING WATER LINE
EXISTING SEWER UNE
SEE SHEET CP4
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(46' R/W - 27' B/C TO B/C)
PLAN VIEW
LOW PT
LOW PT
STA:
ELEV:
13+13.22
138.08
PVI STA:13+39.07
PVI ELEV:137.89
610
K:48.29
_
STA
13+13.22
(-12.25
L)
LVC:100.00
_
TOP
OF CURB = 138.27
-
BVCS: 12+89.07
BVCE: 138.14
INV.
OUT = 134.36
EVCS: 13+89.07
EVCE:
138.67
89
STA
13+13.22 (12.25
R)
TOP
OF CURB =
138.27
INV.
IN = 134 24
INV.
OUT = 133.99
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MH#42
-
MH#31
STA
12+47.83 (5.19 R)
STA 13+96.65
TOP OF RIM
(20 59 R)
= 138.76
-
STA 22+67.38
TOP OF
RIM
= 139.58
TOP
OF RIM
= 138.24
-
INV. OUT =
131.74
-
INV.
INV. IN = 131.22 (W)
IN = 131 12
-
INV.
IN = 129.92 (S)
INV.
OUT = 131.02
_
INV. OUT = 129.72 (E)
_
MH#41
STA 11+36.98 (5.19 R)
TOP OF RIM = 138.79
INV. IN 130.57
=
INV. OUT = 130.47
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10+00
11+00
12+00
OLDE MILL STREAM (PHASE 2)
- CITY OF ROCKY MOUNT, NC
13+00
DATE. AUGUST 2020
SCALE(HORZ):
1 : 50
SCALE(VERT):
REVISIONS:
CRM 2ND REVIEW COMMENTS 10/28/2020
1 : 5
14+00
156
154
152
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
1
Certiflcatlon by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of , 20_.
Director of Development Services
Certiflcatlon by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA ZONE: R-6 & 0-1
PIN # SHEET CP5
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Certification by the Department of Development Services that this construction plat was approved
by the city planning board on , day of _ . 20_.
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to
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CURVE TABLE
CURVE
LENGTH
RADIUS
DELTA
TANGENT
CHORD BRG.ICHORD
C11
33.56
150.00
12'49'05"
16.85
S79'17'S6"W JI
33.49
82
A 0
lb
DI I I
SEE SHEET CP2
SYMBOL LEGEND
PROPOSED CATCH BASIN
PROPOSED SEWER MANHOLE
PROPOSED FITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
EXISTING WATER UNE
EXISTING SEWER LINE
15
15
14
14
14
142
140
138
136
134
13
13
12
12
12
2
12
11
11
11
112
u0
tri
to
164
• •4•z•
165
14+00
w
166
167
168
w
L625
24" RCP IV
169
RcP
825
w
170
SHADYBROOK COURT
(46' R/W - 27' B/C TO B/C) 5�
PLAN VIEW
0
25
172
GRAPHIC SCALE
50
100
L825
24" RCP
0)
rn
0
0
m n
m 0
SECTION / OUTFACE 2 TO POND 2
Sta. 14f5272
PLAN VIEW
200
( IN FEET)
1 inch = 50 ft.
P-VI-S
k-11-+•-10,-59
PVI
F
V 130.58
1:
66 82
B21
LV'
105.00
STA 14+52.72 (-12.25 L)
o
o
o
-
TOP
OF CURB = 127.63
�
a
INV.
IN = 123.29 (2-24")
00
r
o
ui
)
CUU
INV. OUT = 122.79 (30')
r
r
-
822
STA
o
-
LOW PT STA: 14+52. 0
1i
r
0
LOW PT ELEV 127.
51
-
14+52 72 (12.25 R)
TOP OF CURB = 127.63
m
B23
th
w
STA 12+86.82 (12.25
R)
PVI STA:14+46.68
PVI ELEV:127.22
---
IN = 123.54
(W)
cow
---INV.
INV.
IN
= 124.27
(E)
TOP OF CURB =
129.01
-
K' 56 12
INV. IN = 125.10
LVC:100.00
_
INV. OUT = 123.42 (2-24") (S)
INV. OUT = 125.10
BVCS: 13+96.68
STA 14+71.31 (12.48 R)
BVCE' 127.72
-
=
TOP OF CURB = 129.09
824
'25�9.-
STA
11+64.72
(12.25
R)
EVCS: 14+96.68
EVCE: 127.61
-
-
INV. = 1
3.4
_
INV. OUT = 7.74
TOP OF
CURB = 130.23
-
INV.
OUT
= 126.32
-1
00%
3s"-(MI •.
900
I0
-
Mt{#22R (5'0
MANHOLE)
HroR
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1-22-LF
STA 33+91.37
__
-
TOP OF RIM = 133.42
©
1.00%
16Fi
1
P--
_
INV. IN = 115.72 (N)
15"
RCP
®0.50%
19
LF
MH#40
INV. IN = 114.42 (W)
MH#38
15" RCP
1
®"
10%
STA 6
3
INV.
OUT = 114.22
(SE
STA 11+11.40 L)
(-0.95
MH#39
RCP
IV
TOP RIM
TOP
OF RIM = 130.75
STA 14+11.33
INV. IN
= 114.65
TOP OF RIM
= 127.59
24" (MIN.)-
INV. OUT 115
INV.
OUT = 114.55
NV.
IN
= 115.11
INV. OUT = 115.01
111----5 LF 0
019% 18" PVC
300.0 LF
0 0.12% 18" PVC
2351
LF O O 4% tB"
rvc
130.98
130.2
128.68
128.0
128.18
127.9
127.68
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12+00
13+00
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
license No. C-1551
14+00
TELE: [phone]
FAX: [phone]
www.bortlett.us.com
15+00
SHADYBROOK CT
PLAN & PROFILE
16+
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
822
STA
1+93.75
(0.00
)
TOP
INV.
OF CURB
IN =
123.54
= 127.63
-
INV.
IN = 124.27
INV.
OUT = 123.42
821
STA 1+69.25 (0.00 )
TOP OF
CURB = 127.63
INV. IN = 123.29
INV. OUT = 122.79
-
-
25
LF
® 0.51%
24"
RIP
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WATER
1
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N
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Na) d-
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0+00
1+00
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
ro
1+93.75
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
cO
r
NC awn NAn 88/88 API
CB#8 TO CB#5
PLAN VIEW
B28
STA 2+83.15
-
B26
TOP
OF CURB = 133.08
-
STA 1+49.05
TOP OF
(0.00 )
RIM = 129.82
INV.
INV.
IN = 127.52 (NE)
OUT 127.32
= (S)
INV.
IN
= 125.53
(N)
INV.
IN
= 126.57
(E)
INV. OUT = 125.53 (S)
.34% 2--4
,1RC=
41` 9-L
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c
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075e
-�=
I
2
.
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-
B25
STA 0+00.00
-
-
-
TOP OF CURB
(0.00
= 129
)
09
_
INV. IN = 123.74
INV.
OUT
= 123.74
131.63
133.4
cn
0co
N
,r- N
129.8
132.E
tto 00
N
N
M r
1 to
0+00
DATE: AUGUST 2020
SCALE(HORZ):
1 : 50
SCALE(VERT):
1 : 5
1+00
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
2+00
150
148
146
144
142
140
138
136
134
132
130
128
126
124
122
120
118
116
114
112
110
0
a7
N
r
2+83.15
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA
ZONE: R-6 & 0-1
REVISIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
PIN #
SHEET CP6
g
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80
0 40
GRAPHIC SCALE
80
180
( IN FEET )
1 inch = 80 ft.
FIRE HYDRANT
FIRE HYDRANT
+ + + + + + + +
+ + + + + + + +
+ + + + + + + + + +
+ + + + + + + 4 + +
+ + + + + + + + + + +
+ + + + + + + + + + +
+ + + + + + + + + + +
+ + + + + + + + + + +
+ + + + + + + + + + +
+ + + + + + + + + + + +
+ + + + + + + + + + + + +
+ + + + + + + + + + + + +
+ + 4. + + + + + + + + + + •
SYMBOL LEGFND
- + + + + + t + + + +
+ + + + + + + + + + +
+ + + + + + + + 4 } +
+ + + + + + + + + + + + + + +
+ +. + + + + + + + + + + + + +
+ + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + +
+ + + + + 4. + + + + + + + + + + + + + + +
+ + + + + + + + + + + + + + + + + + + + +
+ + + + + + + +- + + + + + + + + +
+ + + + + + + + + + +
+ + + + + +
OUTSIDE CITY LIMITS
320
FIRE HYDRANT
PRIVATE DRAINAGE
FIRE HYDRANT
POND 2
PROPOSED SEWER MANHOLE
PROPOSED PITTING GATE VALVE
PROPOSED SEWER MANHOLE
PROPOSED WATER HYDRANT
PROPOSED WATER METER
PROPOSED SEWER CLEANOUT
N/F
RODNER P. & MAZIE P
HOLLLOMAN
DB 1561 PG 305
P8 29 PG 335
383017102255
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NOTES:
1-2" BLOW —OFF
ASSEMBLY
1-8" GATE VALVE
1-8" CROSS
1 8"x6" REDUCER
1-8 GATE VALVE
1-6" GATE VALVE
MAINTENANCEEASEMENT
+ + + + + + + + + +
+ + +
N/F
JONATHAN 8. WALSTON
JENNIFER L. WALSTON
DB 2843 PG 991
P8 39.PG 218
373905108577
7nhll• P.In
ALL SEWER 8'0 SHALL BE PVC SDR-35 FOR DEPTHS UP
TO 8' (SDR 26 FOR DEPTHS 8' TO 18') AND SHALL
CONFORM TO ASTM D3034 OR UNLESS OTHERWISE
SPECIFIED.
DROP MANHOLES & MANHOLES OVER FIFTEEN FEET (15')
DEEP (TOP RIM TO LOWEST POINT) SHALL BE 5'-0" IN
DIAMETER. DROP MANHOLES SHALL BE USED WHERE THE
INLET PIPE ELEVATION IS TWO FEET (2') OR MORE ABOVE
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
1-8" TEE
W/ BLOCKING
2-8 GATE VALVE
+ + + + + + +
+ + + + + + + +
+ + + + + + + + ++
+ + + + + + + + +
+ + + + + + + + + + N.
+ + + + + + + + + +\
+ + + + + + + + + +
1 \ + + 1. + + + + + +••
+ + + +\•,
+ + + + +\
+ + + +
+ + + +•\
+ + + + +•.
+ + + +\•,
+ + + + + + .�
+ + + + + + +\
+ + + + + + +\
+ + + + + + +'\
+ + + + + + + '\
+ + + + + + +
+ + + + + + +\•.
+ + + + + + +\.
+\
FIRE HYDRANT
N/F
PAUL D. WHITLEY, JR. et al
DB 972 PG 254
383013139352U
ZONE: A-1
(FARM LAND/RESIDENTIAL
USAGE)
SHADY C
46'
FIRE HYDRANT
+ + + +
+ + + +
+ + + +
+ + + +
Sp+ + + + + + + + + + + +
4R0:f + + + + + + + + + +
-TAR.p*t'1C+4T0,N + + + + + + + +
+ + 44 SL p-E.t + + + + .1.
+ + + + " + + + + + + + +
+ + + + + +
+ + + + + + + + + + + +
+ + + + + + + + + + + + +
+ + + + + + + + + + + +
+ + + + + + + + + + + + +
+ + + + + + + + + + +
+ + + + + + + + + +
+ + + + + +
+ + } + +
ccJ
ST ROAD
THE LOWEST INVERT OF THE MANHOLE.
ALL WATER 81.0 PVC AWWA C900 MAIN UNLESS OTHERWISE
SPECIFIED. 6'10 DIP HYDRANT LEGS.
ALL WORK TO BE IN ACCORDANCE WITH THE CITY OF
ROCKY MOUNT STANDARDS AND SPECIFICATIONS.
CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL
www.bartlett.us.com
OVERALL
UTILITY PLAN
W/ BLOCKING
1-8" GATE VALVE
1-6" GATE VALVE
1-8" TEE
W/ BLOCKING
2-8" GATE VALVE
FIRE HYDRANT
FIRE HYDRANT
•
im NW
REQUIREMENTS/CONDITIONS OF ALL ENCROACHMENTS &
PERMITS INCLUDING PROVIDING BONDS/INSURANCE IF
REQUIRED.
CONTRACTOR IS RESPONSIBLE FOR COORDINATING
REQUIRED INSPECTIONS BY NCDOT AND/OR WITH
UTILITIES SHOWN ON PLANS ARE LOCATED APPROXIMATELY.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE
LOCATION OF
W/ BLOCKING
2-8 GATE VALVE
FIRE HYDRANT
FIRE HYDRANT
ALL EXISTING UTILITIES AND SERVICES WHETHER SHOWN ON
PLANS OR NOT. CALL ULOCO AT 1-800-632-4949.
CONTRACTOR TO BE RESPONSIBLE FOR REMOVAL AND
REPLACEMENT OF THESE FACILITIES IF DAMAGED.
SEE SEDIMENTATION & EROSION CONTROL PLANS FOR
DETAILED MEASURES.
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC 4-
•
5
SWF
WPM 27113-8
6
5
4
3
2
10
11
32
12
8" DIP INSIDE
80 LF 16"0 STEEL CASING
•
13
75
011/47
nm
CLin
1
25
•
24
18
16
•
49
50
60
11/4\
59
58
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
DATE: AUGUST 2020
SCALE(VERT):
REVISIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
N/A
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA
PIN # SHEET CP7
0
a.
ea

STRUCTURE TABLE
STRUCTURE NAME
DESCRIPTION
TOP ELEV.
INVERT IN
INVERT OUT
Al
36"x36" OUTLET
STRUCTURE
123.75
121.00
A2
CATCH BASIN
127.00
121.16
121.16
A3
127.00
121.26
121.90
121.26
CATCH BASIN
A4
CATCH BASIN
127.42
121.72
121.72
A5
CATCH BASIN
(DOUBLE)
127 49
123.10
123.36
123.10
A6
CATCH BASIN
127.49
123.50
A7
CATCH BASIN
127.76
123.72
123.47
A8
CATCH BASIN
128.40
124.35
124.35
A9
128.00
124.47
DROP INLET
A10
CATCH BASIN
127.57
122.10
122.10
A11
CATCH BASIN
127.57
122.22
122.22
Al2
CATCH BASIN
127.87
123.02
124.31
123.02
A13
CATCH BASIN
128.37
124.43
A14
CATCH BASIN
129.80
125.02
125.75
124.52
A15
CATCH BASIN
129.80
125.87
A16
CATCH BASIN
131.20
126.38
127.27
127.15
126.38
A17
CATCH BASIN
131.20
127.27
A18
CATCH BASIN
131.69
128.16
127.96
A19
CATCH BASIN
131.69
128.28
A20
CATCH BASIN
132.00
127.19
127.19
A21
CATCH BASIN
133.10
128.83
128.78
128.28
A22
CATCH BASIN
133.10
128.91
A23
CATCH BASIN
133.70
129.43
129.43
A24
CATCH BASIN
134.30
130.03
130.03
A25
CATCH BASIN
134.94
130.67
130.90
130.67
A26
CATCH BASIN
134.94
131.02
A27
CATCH BASIN
135.52
131.29
131.29
A28
CATCH BASIN
136.52
132.58
132.48
132.33
A29
CATCH BASIN
136.52
132.61
A30
CATCH BASIN
137.57
133.34
133.34
A31
CATCH BASIN
137.57
133.66
133.46
A32
CATCH BASIN
138.85
134.94
81
36"x36" OUTLET
STRUCTURE
123.71
121.50
BARTLETi"
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
STRUCTURE TABLE
STRUCTURE NAME
DESCRIPTION
TOP ELEV,
INVERT IN
INVERT OUT
B2
DROP INLET
128.93
120.83
120.83
83
CATCH BASIN
130.21
121.47
121.47
84
CATCH BASIN
130.22
121.60
126.43
121.60
85
CATCH BASIN
134.49
130.64
130.44
86
CATCH BASIN
136.17
132.27
B7
CATCH BASIN
127.49
122.67
122.17
122.17
88
DROP INLET
131.44
127.70
127.20
89
CATCH BASIN
138.27
134.24
133.99
610
CATCH BASIN
138.27
134.36
811
CATCH BASIN
(DOUBLE)
126 96
123.03
123.76
122.53
812
CATCH BASIN
126.96
123.90
B13
CATCH BASIN
127.59
123.71
123.71
B14
CATCH BASIN
124.10
124.10
127.99
615
CATCH BASIN
128.34
124.46
124.46
B16
CATCH BASIN
128.99
125.59
125 09
817
CATCH BASIN
129.60
125'79
126.33
125.79
B18
CATCH BASIN
129.60
126.45
819
CATCH BASIN
. 131.02
127.11
126.86
820
CATCH BASIN
132.03
128.11
621
CATCH BASIN
(DOUBLE)
127.63
123.29
122.79
822
CATCH BASIN
(DOUBLE)
127.63
123.54
124.27
123.42
B23
CATCH BASIN
129.01
125,10
125.10
B24
CATCH BASIN
130.23
126.32
825
CATCH BASIN
129.09
123.74
123.74
B26
DROP INLET
129.82
125.53
126.57
125.53
827
DROP INLET
130.78
127.53
828
CATCH BASIN
133.08
127.52
127.32
B29
132.70
127.91
127.71
830
CATCH BASIN
(DOUBLE)
132.70
128.54
128.04
831
CATCH BASIN
133.89
129.99
129.96
B32
CATCH BASIN
136.86
132.96
132.74
B33
CATCH BASIN
138.08
133.99
133.79
834
CATCH BASIN
138.08
134.13
STORMWATER
STRUCTURE
& PIPE TABLE
PIPE TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCURE
PIPE
SIZE
(INCHES)
LENGTH
(FEET)
SLOPE
MATERIAL
UPPER
INVERT
LOWER
INVERT
Al I
LA1
24
46.0
1.000%
RCP
121.00
120.54
A2
LA2
42
43.2
0.373%
RCP
121.16
121.00
A3
A2
LA3
42
27.5
RCP IV
121.26
121.16
0.350%
A4
A3
LA4
24
77.2
0.600%
RCP
121.72
121.26
A5
A4
LA5
24
229.0
0.601%
RCP
123.10
121.72
A6
A5
LA6
15
27.5
0.500%
RCP
123.50
123.36
A7
A5
LA7
18
73.9
0.503%
RCP
123.47
123.10
A8
A7
LA8
15
125.0
0.501%
RCP
124.35
123.72
A9
A8
LA9
15
24.9
0.512%
RCP
124.47
124.35
A10
A3
LA10
30
40.9
0.473%
RCP
122.10
121.90
All
A10
LA11
30
24.5
0.500%
RCP
122.22
122.10
Al2
All
LA12
30
80.0
1.000%
RCP
123,02
122.22
A13
Al2
LA13
15
24.5
0.500%
RCP
124.43
124.31
A14
Al2
LA14
30
142.6
1.050%
RCP
124.52
123.02
A15
A14
LA15
15
24.5
0.500%
RCP
125.87
125.75
A16
A14
LA16
24
136.1
1.000%
RCP
126.38
125.02
A17
A16
LA17
15
24.5
0.500%
RCP
127.27
127.15
A18
A16
LA18
15
40.0
1.727%
RCP
127.96
127.27
A19
A18
LA19
15
24.5
0.500%
RCP
128.28
128.16
A20
A16
LA20
24
81.0
RCP
127.19
126.38
1.000%
A21
A20
LA21
24
109.7
1.000%
RCP
128.28
127.19
A22
A21
LA22
18
24.5
0.500%
RCP
128.91
128.78
A23
A21
LA23
18
60.0
1.000%
RCP
129.43
128.83
A24
A23
LA24
18
60.4
1.000%
RCP
130.03
129.43
A25
A24
LA25
18
64.4
1.000%
RCP
130.67
130.03
A26
A25
LA26
15
24.5
0.500%
RCP
131.02
130.90
A27
A25
LA27
18
55.7
1.110%
RCP
131.29
130.67
A28
A27
LA28
18
94.6
1.100%
RCP
132.33
131.29
A29
A28
LA29
15
24.5
0.500%
RCP
132.61
132.48
A30
A28
LA30
15
100.5
0.751%
RCP
133.34
132.58
A31
A30
LA31
15
24.5
0.500%
RCP
133.46
133.34
A32
A31
LA32
15
128.0
1.000%
RCP
134.94
133.66
B1
L81
18
38.0
1.000%
RCP
121.50
121.12
82
LB2
42
32.2
0.400%
RCP
120.83
120.70
83
B2
LB3
36
128.0
0.500%
RCP
121.47
120.83
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC -
PIPE TABLE
UPSTREAM
STRUCTURE
DOWNSTREAM
STRUCURE
PIPE
SIZE
(INCHES)
LENGTH
(FEET)
SLOPE
MATERIAL
UPPER
INVERT
LOWER
INVERT
84
B3
L84
36
27.5
0.500%
RCP IV
121.60
121.47
85
84
LB5
15
154.3
2.600%
RCP
130.44
126.43
86
B5
L86
15
112.4
1.447%
RCP
132.27
130.64
87
84
LB7
36
114.3
0.500%
RCP IV
122.17
121.60
B8
B7
LB8
24
149.8
3.022%
RCP
127.20
122.67
89
B8
LB9
18
175.1
3.592%
RCP
133.99
127.70
B10
B9
L810
15
24.5
0.500%
RCP
134.36
134.24
B11
87
LB11
30
71.5
0.500%
RCP IV
122.53
122.17
B12
B11
LB12
15
27.5
0.500%
RCP IV
123.90
123.76
B13
B11
L813
24
136.2
RCP IV
123.71
123.03
0.500%
614
B13
L814
24
77.4
0.494%
RCP IV
124.10
123.71
615
814
LB15
24
70.6
0.513%
RCP IV
124.46
124.10
816
515
LB16
24
127.9
0.493%
RCP IV
125.09
124.46
617
B16
L817
18
40.7
0.500%
RCP IV
125 79
125.59
818
817
L818
15
24.5
0.500%
RCP IV
126.45
126.33
B19
817
LB19
18
125.2
0.852%
RCP IV
126.86
125 79
B20
519
LB20
15
104.9
0.952%
RCP
128.11
127.11
B21
LB21
30
169.2
0.500%
RCP
122.79
121.95
822
B21
L822
24
24.5
0.500%
RCP IV
123.42
123.29
B23
822
L823
15
165.9
0.500%
RCP
125.10
124.27
824
823
LB24
15
122.1
RCP
126.32
125.10
1.000%
825
B22
L825
24
18.6
1.100%
RCP IV
123.74
123.54
B26
825
L826
• 24
149.1
1.200%
RCP
125.53
123.74
827
826
LB27
15
96.0
RCP
127.53
126.57
1.000%
B28
826
LB28
24
134.1
1.336%
RCP
127.32
125.53
829
B28
LB29
24
37.4
0.500%
RCP
127.71
127.52
B30
829
LB30
24
24.5
0.520%
RCP
128.04
127.91
831
B30
L631
15
141.8
1.000%
RCP
129.96
128.54
B32
831
LB32
15
239.6
1.150%
132.74
129.99
RCP
B33
832
LB33
15
39.9
2.095%
RCP
133.79
132.96
834
833
LB34
15
0.500%
RCP
134.13
133.99
27.5
LC1
30
60.0
0.500%
RCP
122.60
122.30
LC2
30
60.0
0.500%
RCP
122.60
122.30
LC3
30
60.0
0.500%
RCP
122.60
122.30
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
DATE. AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
REVISIONS:
N/A
N/A
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP
NASH COUNTY
NORTH CAROLINA
PIN #
ZONE: R-6 & 0-1
SHEET CP8

NOTES:
. FOR HYDRANT INSTALLATION ON EXISTING MAIN, USE TAPPING
SLEEVE AND VALVE PER STANDARD N 5.12
2. RESTRAINING GLANDS MAY BE USED IN LIEU OF THREADED RODS
IF APPROVED BY ENGINEER.
PROPERTY LINE
BURY UN
10 CP (MIN)
CRUSHED. STONE
CONCRETE THRUST
BLOCKING
CONCRETE SETTING
SLAB I'-3' x I'-3'
4' THICK :'.
TIRE HYDRANT, PUMPER
NOZZLE TO FACE STREET
5' STOR2 NOZZLE
z
v
-
STABLE. WELL -COMPACTED..
SUBGRADE
le
t'
C I'u¢~,V.L`, L11S
(i ROCKY
I MOUNT 1
dub
DEPARTMENT OF
ENGINEERING
HYDRANT INSTALLATION (SHEET I OF 2)
SIDEWA
/,
COMPACTED BACKFILL
(TAMPED IN 6' LIFTS)
VALVE BOX PER
STANDARD // 5.9
G' BRANCH PIPE (DUCTILE IRON OR APPROVED MATERIAL)
PAVEMENT
AWWA V
GATE VALVEE VA WITH /
MJ CONNECTIONS.
•
/.
3.i BRIDLE ROD AND TIE BOLT - -'
EACH SIDE WITH TWO COATS CONCRETE
OP BITUMINOUS COATING THRUST BLOCK..
DATE: NOVEMBER 2019 STANDARD 11 5.1
APPROVED: sneer N I OF 2
VISION;
HYDRANT GENERAL CONSTRUCTION NOTES
FIRE HYDRANT: HYDRANT SHALL BE AWWA C502, DRY BARRELL. DRY BONNET, THREE-WAY HYDRANT WITH
3' G' MINIMUM. BURY. 4 1/2' MIN. MAIN VALVE OPENING, 4 I/2' PUMPER NOZZLE, TWO
EACH 2.1/2' HEM NOZZLES, REPLACEABLE BRONZE NOZZLES WITH NATIONAL STANDARD
THREADS, BREAK -AWAY TRAFFIC FEATURE, AND BRONZE ON BRONZE SEAT RINGS.
HYDRANT SHALL HAVE PENTAGON SHAPED (5 SIDED) OPERATING NUT AND SHALL OPEN
TURNING LEFT (COUNTER -CLOCKWISE.)
MANUFACTURERS
PAINT:
OIL/GREASE:
RESTRAINT:
Irrh-'-'° ROCKY
4
t
MO
UNT
.u�I DEPARTMENT OF
ENGINEERING
AMERICAN DARLING MK-73-1
MUELLER CENTURION A421
KENNEDY GUARDIAN
WATEROUS TREND 100
CHAINS SHALL BE REMOVED, AND HYDRANT SHALL BE PAINTED WITH RUSTOLEUM 11964
FEDERAL SAFETY RED. NOZZLE CAPS AND BONNET SHALL ALSO RECEIVE A COAT OF
ALERT SERIES 1440 SILVER WHITE AS MANUFACTURED BY FERRO, INC. OR APPROVED
EQUAL.
HYDRANT SHALL BE OILED OR GREASED A5 RECOMMENDED BY MANUFACTURER AFTER
INSTALLATION.
ALL INSTALLATIONS SHALL HAVE CLASS A CONCRETE BLOCKING PLACED BEHIND BOTH TEE
AND HYDRANT. EN LIEU OF THREADED BRIDLE RODS. APPROVED GRIP RING OR LOCKING
FLANGE CONNECTIONS MAY BE USED. BOTH GRIP RINGS AND LOCKING FLANGES SHALL
BE U.L. LISTED AND F.M. APPROVED WITH A RATED WORKING PRESSURE OF NOT 12.55
THAN 350 P51 WITH A MIN. SAFETY FACTOR OF 2:1. LOCKING FLANGE CONNECTIONS
SHALL ONLY BE PERMITTED WHERE PROPER PLACEMENT AND GRADE ADJUSTMENT CAN BE
PROVIDED,
HYDRANT INSTALLATION (SHEET 2 OF 2)
DATE: NOVEMBER 2019..
APPROVED:
STANDARD N: 5.2
5HCCTM2OF2
REVISION:
iA
�- HYDRANT ASSEMBLY PER STD. NO. 5.1
I6I I L11 L TLLJ I L°N11=' i
DIRECT ROD VALVE TO
TEE PER STD. NO. 5.13
NOTE: ALL DEAD END MAINS " & LARGER SHALL
HAVE A FIRE HYDRANT AT ITS TERMINUS. IF LINE
TER:/:NATION IS TEMPORARY. FIRE HYDRANT NAY DE'
RELOCATED WHEN LINE IS EXTENDED TO MEET SPACING
REDUIREMENTS. A VALVE SHALL DE PLACED IN PLACE
OF THE HYDRANT TEE FOR TESTING OF THE EXTENSION.
STANDARD VALVE BOX
PER STD NO. 59
THRUST COLLAR PER
STD. NO. 5.19
ONE JOINT OF MECHANICAL JOINT
DUCTILE IRON PIPE WITH PLUG
VALVE SIZED FOR FUTURE
I4AIN EXTENSION
TEMPERARY LINE TERMINUS (6" & LARGER MAINS)
pin (DALE
RE VISIONS
(
CITY OF ROCKY MOUNT
DEPT OF ENGINEERING
APPROVED
STD. NO.
5.3
DAIE REVISION
06-25-09 -
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
NOTE' MECHANICAL JOINT TAPPING SLEEVES SHALL HAVE A WORKING
PRESSURE OF NOT LESS THAN 200 PSI HAVING RIGID CAST DUCTILE
IRON BODY SUITABLE FOR INSTALLATION ON BOTH DUCTILE IRON PIPE
AND CAST IRON PIPE WITH OUTLET FLANGES PER ANSI/AWWA C110/A21.10
SPECIFICATIONS, THE VALVE SHALL BE MANUFACTURED TO AWWA
SPECIFICATION CLASS 350, OPEN LEFT,
E>
NOTES
1. CONCRETE SHALL NOT CONTACT BOLTS
OR ENDS OF MECHANICAL JOINT FITTINGS.
2, SEE STANDARD THRUST BLOCK TABLES,
FOR AREA OF CONCRETE REQUIRED.
3, 2500 PSI CONCRETE CLASS B REQUIRE➢.
4. TAPPING SLEEVE & VALVE SHALL BE BOLTED
IN PLACE & PRESSURE TESTED PRIOR TO
TAPPING OF EXISTING MAIN,
SOLID CONCRETE OR BRICK
BLOCKING SHALL BE USED
AS FOOTING FOR DUCTILE
IRON PIPE
E>
TAPPING SLEEVE & VALVE
N11 DATE
REVISIONS
DFCCRIPTInN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
STD.NO.
5.12
DATE
04-04-06
REVISION
WO IA GU
RIGHT Dr WAY VARIES
3/4. OR 1' HOPE SDR-9
200 PSI SERVICE PIPE
W/TRACER WIRE, DR
PER
TYPE
ASTNOD-OO. SERviCC
CORP. STOP BY DUELLER
NO. H-15175 OR IIAYES SDnO
DIRECT TAP ON 4' DIAMETER OR
��- LARGER DIP OR CIP MAINS ONLY.
ALL OTIICR TAPS SHALL DC BADE
VFTII SOLID BRASS. TWO OR THREE
PIECE SERVICE SADDLES COMPLYING
WITH AWVA C(100
Ilc
LITTER FROM CITY ONLY
CURB STOP-1NCL. III
METER BOX ASSEMDLY n PRO%. I CU F1. CRUSHED
NOTES: STONE AROUND BASE
I. METER BOXES ARE TO DE PLACED IN TURFED AREAS.
CASTINGS SHALL NUT BE EXPOSED TO TRAFFIC LOADINGS.
2. ALL METERS SHALL READ IN CUBIC FEET.
3. I1ETERS SHALL HE PURCHASED FROM CITY OF ROCKY MOUNT ONLY.
4. ALL CORPORATION STOPS, CURB STOPS, END CONNECTORS, ETC. SHALL
HE SOLID BRASS MANUFACTURED IN ACCORDANCE WITH AWWA CND.
5. STANDING IN STREET PACING HOUSE, WATER METERS
ARE 10 BE LOCATED 3' RIGFIT OF SEWER STACK.
6. 14ETER DOx SHALL BE FORD CRESCENT BOX (MODEL EMIT-233 FOR
5/8' X 3/4' OR CDUI-444 FOR 1') AS MANUFACTURED BY FORD METER
BOX CO. OR AN APPROVED EDUAL MODEL.
7. INSTALL DETECTABLE SOLID 10 GUAGE TRACER WIRE. USE TIE WRAPS
AT 4' NTERVALS TO SECURE TRACER WIRE -TO PIPE.
8. STUB OUT A M1N114UN or 12' OF TRACER WIRE IN EACH METER BOX.
IP/FLARED CONVECTOR
NU. 15425 OR IP/COMP.
CONVECTOR NU 15428
OR APPRUVED EQUAL
FINISHED GRADE
METER D
-.JURASS CLAMPING DCVICE-
1111CLUDED IN NCTCR MU ASSEMBLY.
DRAIN HOLES
5/8" x 3/4"
1" WATER SERVICE
REVISIONS
Nn
PATF
RF Rf.PIP finN
PROPERTY
LINE
DORY L➢K�-Ii
10 CU. Ft, Him.
CRUSHED STONE:
1.0
1a
CONC. THRUST BUMMING-
CONC. SETTING SLAB
I'-3' X 1'••3- X 4' THICK
CITY CE ROCKY IMCUNT
DEPT OF ENGINEERING
APPROVED
DATE
6-30-09
STD. NO,
5.5
REVISION
FIRE HYDRANT, PUM
70 FACE STREET
SIOEWAt,,
wozzig
NOTE. FOR HYDRANT INSTALLATION UN
EX! TING MAIN. uSE TAPPING SLEEVE
AND VALVE PER STD. No. 5.12
VALVE BOX PER
STD. NO. 59-\
•
•
COMPACTED BACKFIL
(TAMPED IN 6' LIFT
6' DIP BRANCH PIPE
E_Q IT ll-�'-m u -urQ.
=IRJIIJYL9i61D1-ALIT
3/4' BRIDLE ROD t. TIE BOLT
EACH SIDE V/TVO COATS CF
BITUMINOUS COATING
STABLE, WELL -
COMPACTED SUBGRADE
--- 6' JOINT MIN
PAVED[:
6' AWWA C509
GATE. VALVE W/
III CONNECTIONS
•
4
THRUST COLLAR PER
STD. HO. 5.19
L6' MIN.
a
PERMANENT LINE. TERMINUS
ID IRATE
REVISIONS
DF SCRIPT MN
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
CITY OF ROCKY M:UNT
DEPT OF ENGINEERING
DETAILS
APPROVED
STD. NO.
5.3a
DA1E
06-25-09
REVISION
CONSTRUCTION NOTES:
FOR INSTALLATION, REFER TO MATERIAL AND
CONSTRUCTION NOTES ON STD. DWG. 4.2,
PRECAST CONCRETE MANHOLE NOTES
PRE -CAST CONCRETE RING OR
BRICK & MORTAR GRADE ADJUSTMENT
(LIMIT - THREE COURSES OR 6' MAX.>
SECTION A ---A
STEPS PER STD, DWG.
NO. 4.8 I6' G.C.
EXIST. STABLE AND/OR WELL
COMPACTED SUBGRADE
C.I. FRAME & COVER PER STD. DWG.
NO. 4.6 (OR 4,7 FOR WATERTIGHT)
SECURED WITH MORTAR
ECCENTRIC
CONE RISER
N.
IX N. GRADE
6' x 6' MIN.
EXTENDED FOOTING
WHERE REQUIRED
SET MANHOLE ON
MIN. 6' N57 STONE
PRECAST CONCRETE MANHOLE
REVISIONS
Nn
DATE
OFSCRIPTInN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED STD. NO.
4.1
DATE REVISION
04-10-99
NOTES:
PRECAST CONCRETE MANHOLES SHALL MEET OR EXCEED THE
REQUIREMENTS OF ASTM C 478. ALL SURFACES SHALL BE
SMOOTH AND EVEN TEXTURED WITH A MINIMUM OF HONEYCOMB,
FIN, AND OTHER IMPERFECTIONS.
2, JOINTS BETWEEN MANHOLE SECTIONS SHALL BE SEALED
WATERTIGHT USING EITHER 0-RING GASKETS CONFORMING WITH
ASTM C 443 OR BUTYL RESIN CONFORMING WITH AASHTO M-198.
3. HOLES FOR CONNECTION OF PIPE TO MANHOLE SHALL BE PRECAST
OR CORED. DIAMETER OF HOLE SHALL NOT EXCEED OUTSIDE
DIAMETER OR PIPE BY MORE THAN 3 INCHES.
4. CONNECTIONS OF PIPE TO MANHOLE SHALL BE MADE WATERTIGHT
USING RESILIENT CONNECTORS CONFORMING TO ASTM C 923 OR
NEOPRENE BOOTS EMBEDDED IN PRECAST BASE WITH STAINLESS
STEEL COMPRESSION BANDS,
5, MANHOLE INVERTS SHALL BE INSTALLED USING BRICK AND
MORTAR, OR MANHOLES MAY BE PRECAST, MONOLITHIC SECTIONS
WITH FORMED INVERTS,
6, LIFT HOLES SHALL BE PLUGGED AND FILLED FLUSH WITH
MORTAR.
7. ALL BRICK AND MORTAR SHALL RECIEVE A 1/2' MORTAR
PARGE COAT ON INSIDE AND OUTSIDE,
PRECAST CONCRETE MANHOLE NOTES
NO
DATE
REVISIONS
DESCRIPTION
i
1 1 1 1 1 1=III-' 1 I -I I
ECLIPSE 2000-B BLOW OFF
HYDRANT (3' MIN, BURY)
UNDISTURBED EARTH
CONCRETE BLOCKING
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
1 1 1 1 1 I-' 1 I -I "_
6' MAX,
ISTANDARD VALVE BOX
PER STD. NO, 5,9
2' RED BRASS OR
COPPER NIPPLE
CRUSHED ROCK
B
E 1
U
APPROVED
STD. NO.
4.2
DATE
04-21-04
REVISION
NOTES:
BLOW -OFF HYDRANTS SHALL BE NO. 2000-B AS
MANUFACTURED BY JOHN C. KUPFERLE FOUNDRY CO.,
ST. LOUIS, MD, OR AN APPROVED EQUAL.
HYDRANTS SHALL BE NON -DRAINING TYPE MR
PLACEMENT IN PAVEMENT. HYDRANTS SHALL DE
COMPRESSION TYPE CLOSING WITH PRESSURE AND
FURNISHED WITH 2' FIP INLET. HYDRANTS SHALL
BE OPERATED BY USE OF A PORTABLE TOP STOCK
COUPLING WITH THE HYDRANT AT OR NEAR THE
GROUND LEVEL
ALL WORKING PARTS INCLUDING THREAD PROTECTOR
AND OPERATING ROD SHALL BE BRASS AND
REMOVABLE FROM THE HYDRANT WITHOUT NEED FOR
EXCAVATION, BRASS THREAD PROTECTOR SHALL
HAVE A 2' SQUARE NUT.
!MECHANICAL JOINT
TAPPED PLUG
THRUST COLLAR
PER STD NO 520
SET IN MIDDLE OF
FULL JOINT <18-20')
ALTERNATE 2" BLOW OFF DETAIL
J i bATF
REVISIONS
_DESCRIPTION
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
DATE
02-19-03
OLDE MILL STREAM (PHASE 2)
- CITY OF ROCKY MOUNT, NC
STD. NO.
5.4A
REVISION
2618"
I
N " CA po
RAY IRON
ASTM A48.84, CLASS 25
EINE COAT POWERCRON 690
.4.1,6 MIL TRICK, BLACK
NOTES
1. LID TO BE MANUFACTURED BY
FORD METER BOX COMPANY
OR APPROVED EQUAL
3/4' & 1" WATER METER BOX COVER
REVISIONS
ND
JIIATF
DECCRIPT ION
CITY ET ROCKY MOUNT
DEPT OF ENGINEERING
APPROVED
EMEINE
STD. NO.
5.5 A
DATE
5-01-07
REVISION
501:1D. 12 GUAGE -.
TRACER WIRE
-- I I I I I -I IIII i t-I I -..--I I, i- 1- F 1-I IL
" CHIT) Ij14iit 1tlLI:IIII III/IIi,ut I: H) I IIII.IJ i,ll
USE OF TRAPS
AT I INTERVALS.
TO SECURE
_,__- /
SOLID 12 GUAGE'.
\ TI, CER LIRE �'
• TOR. PE /
•
NOTES:
1, INSTALL, DETECTABLE SOLID. 12. GUAGE TRACER WIRE AUOVE ALL NONMETALLIC LYATER PII'ES .INCLUDING. SERVICE CONNECTIONS:: SECURE; ALL WITS 1YITS TIE
WRAPS.
D. MAKE DETECTABLESOLID IR GUAGE TRACER WIRE: ACCESSIBLE; IN LYATER METER BOXES, VALVE UOXKS, OR .CASINOS, OR:: OUTSIDE THE. FOUNDATIONS' •OF BUILDINGS
\MERE THE; PIPE: ENTERS TIER ' DUILGINU.
G: STUD OUT A MINIMUM OR I.` OF TRACER WIRE ; IN EACII. VALVE 110X :AND METER BOX FOR: LOCATING PURPOSES..
4. NO WIRE NUTS ALLOWED USE ONLY INLINE DRABS; BUTT CONNECTORS TO INSURE SOLID, SPLICES OF 'TRACER WIRES.
G. INSPECTORS. SN.S`T VERIFY ALL CONNECTIONS AND POSITIVE TRACINII. SIGNAL FOR ALL MAINS AND .SERVICES, BEFORE CONDITIONAL AND FINAL ACCEPTANCE,.
TRACER'' WIRE FOR UTILITY II`;1STAL;LATIGN'S
1
NO
REVISIONS
DATF DCRCRIPa'IM'
CITY Zr R . CIKY MOUNT
DEPT. OF ENGINEERING
APPROVED
S(ll. NO,
1.17
PATE
•09-d3-0•8:
RE MIEN
STREET
C/L
MONOLITHIC'V' W/
a BEND FITTING
1
I
SEWER MAIN
h' PIPE
OR b BEND
VARIES
HAND SHAPED. STABLE SUBGRADE
EXCAVATED TO CONFORM TO PIPE
AND BELLS OR HAND PLACED CLEAN,
WASHED STONE (2'3' OF NCDOT HG7)
CRM POINT -'
OF SERVICE :
12' MIN.
184 MAX.
MONOLITHIC !VW/
. BEND FITTING ,
DEPTH VARIES
4' - G' DEPTH OO ROW RECOMMENDED (SEE NOTE 2)
IF GREATER THAN 6' SEE IN5ET'A'
1' 4° CASTIIRORON00R Ire OR 1' STUB W/PLUGDUCII 11
4' PVC(5DR 23.5 OR 5DR 2G) INSET A
NOTES
I. MIN. GRADE POR 4 SEWER SERVICE SHALL BE I.0 %(j* PER FT.) RECOMMENDED MIN.
GRADE SHALL BE 2.0 %.
2. DEPTH OF SERVICE AT PROPERTY LINE MUST BE SUFFICIENT TO PROVIDE AT LEAST MIN.
GRADE TO BUSINESS OR DWELLING AND 12' MIN. COVER OVER SERVICE.
3. FOR NEW SUBDIVISIONS, CLEANOUT STACKS SHALL BE PLACED 3' TO THE LEFT OF THE
WATER METER WHEN LOOKING FROM THE ROADWAY OR SEWER MAIN.
4. ALL SERVICES SHALL HAVE A CLEANOUT PLACED AT THE EASEMENT OR RIGHT OF WAY
UNe. ALL CLEANOUTS SHALL BE CAST IRON WITH BRASS FLOGS. CAST IRON
DOUBLE -HUB CONNECTORS (30' MIN.) MAY BE USED TO TRANSITION FROM PC
SERVICE PIPE,
5. ALL PC FITTINGS SHALL BE OF HEAVY WALL CONSTRUCTION (I 15 P51 MIN. PIPE
STIFFNESS.)
G. ALL PIPE WITHIN RIGHTS OF WAY SHALL HAVE PUSH -ON JOINTS WITH EIASTOMERIC
GASKET SEALS.
7. SIX INCH AND LARGER SERVICES SHALL CONNECT AT MANHOLES.
fi I ROCKY
,nrrr4or
MOUNT
d�
DEPARTMENT OF
ENGINEERING
12' MIN.
i B" MAX.
STANDARD 4" SERVICE LATERAL
CRM POINT
OF SERVICE
RAW
3' MIN.
4' CAST IRON SOIL PIPE OR
4' DUCTILE IRON OR
4' PVC (5DR 23.5 OR SOR 2G)
GLUE CAP FOR
AIR TESTING (10
REMAIN)
CO
45° BEND. TOR PVC LATERALS,
FITTINGS, FOR DI LATERALS,
UTILIZE MJ PITTING WITH
TRANSITION GASKET OR PUSH -ON t
DI x PVC PITTING.
•
DATE: APRIL 2018
APPROVED:
DATE. AUGUST 2020
SCALE(HORZ):
REV SIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20-
Director of Development Services
Certification by the City Engineering Department that thls construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
PIN # SHEET
CP9
0
a.
0
40*
0
0
0
0

CONSTRUCTION NOTES:
ALL IMPROVEMENTS SHALL CONFORM TO THE CITY OF ROCKY MOUNT'S LAND DEVELOPMENT CODE AND THE MANUAL OF SPECIFICATIONS AND
DETAILS.
PROJECT PLANS AND BENCHMARKS ARE BASED ON NAVD 88 VERTICAL DATUM AT NAD 83 HORIZONTAL DATUM TO THE ACCURACY SPECIFIED IN
21 NCAC 56.1603 (CLASSIFICATION OF BOUNDARY SURVEYS), PARAGRAPH (1) LOCAL CONTROL NETWORK SURVEYS (CLASS AA) AND 21 NCAC
56.1605 CLASSIFICATION OF VERTICAL CONTROL SURVEYS PHARAGRAPH (1) URBAN AND SUBURBAN VERTICAL CONTROL SURVEYS (CLASS A).
WHERE THE CORNERS ARE TIED USING GPS SURVEYING METHODS, THE PROCEDURES USED SHALL CONFORM TO 21 NCAC56.1603 GLOBAL
POSITIONING SYSTEM SURVEYS. THE POSITION S OF BOTH THE REFERENCED CORNERS AND THE MONUMENTS USED SHALL BE SHOWN IN X
(EASTING) AND Y (NORTHING) AND Z (ELEVATION). THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING THAT A MINIMUM OF TWO (2)
PROJECT CONTROL MONUMENTS AS SPECIFIED HEREINAFTER ARE INSTALLED BY A REGISTERED PROFESSIONAL LAND SURVEYOR AND SHALL BE
FIELD LOCATED BY THE ENGINEER. ALL MONUMENTS SHALL BE CONSTRUCTED OF CONCRETE AND BE AT LEAST FOUR (4) INCHES IN DIAMETER
OR SQUARE, NOT LESS THAN THREE (3) FEET IN LENGTH AND INSTALLED WITH THE TOP FLUSH WITH THE FINISHED GROUND. EACH MONUMENT
SHALL HAVE A STANDARD METAL PLATE IMBEDDED IN ITS TOP OF NON CORRODIBLE MATERIAL MARKED PLAINLY WITH THE BENCH POINT, THE
MONUMENT NUMBER AND IDENTIFIED AS A PART OF THE CITY OF ROCKY MOUNT GEODETIC CONTROL SYSTEM. THE PROJECT CONTROL
MONUMENTS SHALL BE LOCATED ON THE STREET RIGHT OF WAY TO FACILITATE CONSTRUCTION CONTROL BUT MAY BE INCORPORATED AS A
PROPERTY CONTROL CORNER. IN ALL CASES THE CONTRACTOR SHALL PROTECT PROJECT CONTROL MONUMENT(S) FROM DISRUPTION DUE TO
CONSTRUCTION OPERATIONS. THE NORTH CAROLINA GEODETIC SURVEY CAN BE REACHED ON THE WEB AT www.ncgs.state,nc.us.
DISTURBED AREA IS IN EXCESS OF 1 ACRE AND FORMAL SEDIMENTATION & EROSION CONTROL PLAN APPROVAL WAS REQUIRED AS A CONDITION
OF CONSTRUCTION PLAN APPROVAL. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE KEPT ON SITE AT ALL TIMES. THE
APPROVED SEDIMENTATION & EROSION CONTROL PLAN SHOULD BE REGARDED AS MINIMUM REQUIREMENTS; ADDITIONAL MEASURES SHALL BE PUT
IN PLACE AS NEEDED TO INSURE THAT NO SEDIMENT IS RELEASED FROM THE SITE.
OVERALL IMPERVIOUS AREA IS GREATER THAN 15% OF THE SITE OR THE INCREASE IN PEAK DISCHARGE FROM THE SITE IS MORE THAN 10%
THEREFORE A STORMWATER DETENTION SYSTEM IS REQUIRED.
DETENTION AND NUTRIENT MANAGEMENT REQUIREMENTS MUST BE MET WITH ANY FUTURE DEVELOPMENT, OR AT SUCH TIME AS ANY OF THE
THRESHOLDS FOR THOSE REQUIREMENTS ARE REACHED PER THE LAND DEVELOPMENT CODE.
WATER AND SEWER PERMIT APPLICATIONS HAVE BEEN APPROVED BY THE NCDEQ. PERMIT NUMBERS ARE AS FOLLOWS:
WATER PERMIT NUMBER:
SEWER PERMIT NUMBER:
NCDEQ WATER AND SEWER PERMITS MUST BE RECEIVED BY THE CITY OF ROCKY MOUNT PRIOR TO CONSTRUCTING WATER AND SEWER MAINS.
PAYMENT OF WATER AND SEWER SERVICES FEES MAY BE DUE PRIOR SETTING OF TAPS OR METERS, CONTACT NEGRETE SILVER AT 972-1127 TO
DETERMINE APPUCABLE FEE(S).
NCDOT AND/OR CITY DRIVEWAY PERMIT IS REQUIRED FOLLOWING CONSTRUCTION PLAN APPROVAL.
PAVEMENT SECTION IS REPRESENTATIVE OF A ROADWAY GEOMETRY ONLY. A GEOTECHNICAL REPORT AND PAVEMENT DESIGN SEALED BY A
REGISTERED PROFESSIONAL ENGINEER MUST BE APPROVED BY THE CITY ENGINEER PRIOR TO THE PLACEMENT OF ANY ROADWAY IMPROVEMENTS.
ALL GEOTECHNICAL TESTING PROCEDURES AND REPORTS SHALL BE IN ACCORDANCE WITH CITY STANDARDS.
SUB -GRADE SOIL CONDITION MUST BE EVALUATED AND CERTIFIED, INCLUDING IN -PLACE DENSITY, BY A GEOTECHNICAL ENGINEER FOR
CONFORMANCE WITH PAVEMENT DESIGN CONDITIONS AND A PROOF -ROLL MUST BE WITHNESSED AND APPROVED BY CITY ENGINEERING
DEPARTMENT REPRESENTATIVE PRIOR TO PLACEMENT OF STONE BASE.
SITE LIES IN FLOOD ZONE X WITH PORTIONS WITHIN THE 100-YEAR FLOODPLAIN AND FLOODWAY, PER FEMA FIRM # 3720383000K DATED JUNE
18, 2013. BASE FLOOD (100-YEAR) ELEVATIONS ARE 118 FT NEAR POND#1 AND 121 NEAR POND#2.
COPIES OF ALL PERMITS AND APPROVED PLANS SHALL BE PREPARED IN ACCORDANCE WIN CITY STANDARDS AND PROVIDED PRIOR TO FINAL
PLAT APPROVAL.
THE PROJECT ENGINEER IS RESPONSIBLE FOR RESOLVING ANY DESCREPANCY BETWEEN THE FIELD CONDITIONS AND PLAN ELEVATIONS AND
IMPROVEMENTS.
FOR THE INSTALLATION OF ELECTRICAL SERVICES, LOCATION OF PAD -MOUNTED TRANSFORMER IF NEEDED AND TO COORDINATE ELECTRICAL
TEMPORARY SERVICE, CONTACT PUBLIC UTILITIES AT [phone].
FOR THE INSTALLATION OF GAS SERVICES, CONTACT ROCKY MOUNT ENERGY RESOURCES AT [phone] OR [phone].
ANY RELOCATION OF EXISTING UTILITIES WILL BE AT THE COST OF THE DEVELOPER/OWNER. THE CITY WILL NOT ACCEPT RESPONSIBILITY FOR
DAMAGES TO CURB AND GUTTER OR STREET IMPROVEMENTS IF INSTALLED PRIOR TO UNDERGROUND SERVICES, NOR WILL THE CITY ABSORB THE
COST FOR BORINGS TO INSTALL UNDERGROUND SERVICES, PAVEMENT PATCHING OR DAMAGES TO LANDSCAPING. THESE WILL BE THE
RESPONSIBILITY OF THE DEVELOPER/OWNER.
ROW EASEMENT TO BE SIGNED PRIOR TO INSTALLATION OF UTILITIES.
WATER METERS SUPPLIED BY CONTRACTORS SHALL CONTAIN ENCODER REGISTER AND !IRON 50W-2 PIT ERT MODULE FOR RADIO TRANSMITTED
READING PER CITY OF ROCKY MOUNT STANDARDS. CONTACT CRM WATER AND SEWER SERVICES DIVISION (252-297-1317) FOR ADDITIONAL
INFORMATION OR QUESTIONS.
PROVIDE FIRE FLOW CALCULATIONS FOR NEW HYDRANTS.
FIRE PROTECTION WATER SUPPLY SYSTEM INCLUDING FIRE HYDRANTS, SHALL BE INSTALLED AND IN SERVICE PRIOR TO RECORDING THE
SUBDIVISION, OR IF NO SUBDIVISION IS INVOLVED, THE PLACING OF COMBUSTIBLE BUILDING MATERIALS FOR STRUCTURES OR COMBUSTIBLE
PRE -TESTED FABRICATED BUILDING ASSEMBLIES ON THE PROJECT SITE OR UTILIZING THEM IN CONSTRUCTION OF BUILDING STRUCTURES, IF
PHASED COORDINATION IS PLANNED, COORDINATE INSTALLATION OF THE FIRE PROTECTION WATER SYSTEM IS PERMITTED.
FIRE DEPARTMENT VEHICULAR ACCESS, NO LESS THAN 18 FEET IN WIDTH SHALL BE PROVIDED TO ALL STRUCTURES UNDER CONSTRUCTION
SHALL BE PROVIDED AT ALL TIMES. IN AREAS WHERE GROUND SURFACES ARE SOFT OR LIKELY TO BECOME SOFT, HARD ALL WEATHER
SURFACE ROADS SHALL BE PROVIDED AND MAINTAINED.
STREET NAMES SHALL BE APPROVED BY THE STREET NAME REVIEW COMMITTEE PRIOR TO SUBMITTAL OF A CONSTRUCTION PLAT. CONTACT
SANDRA LYNCH [phone] FOR ASSISTANCE WITH STREET NAMES.
ADDRESS NUMBERS, BOTH COMMERCIAL AND RESIDENTIAL, MUST BE POSTED ON THE FRONT OF THE STRUCTURE NEAREST TO THE MAIN
ENTRANCE IN A POSITION TO BE PLAINLY LEGIBLE, VISIBLE, AND UNOBSTRUCTED FROM THE STREET OR ROAD FRONTING THE PROPERTY.
EVERY STREET WILL UTILIZE A COMPLETE STREET NAME CONSISTING OF A BASE NAME AND TYPE SUFFIX. (Main St.)
ASSIGNED ADDRESS MUST BE ISSUED VIA CITY OF ROCKY MOUNT ADDRESSING CERTIFICATE COMPLETED BY THE CITY OF ROCKY MOUNT
PLANNING DEPARTMENT ADDRESSING AGENT AND WILL BE VERIFIED THROUGH THE CITY OF ROCKY MOUNT 9-1-1 COORDINATORS OFFICE.
ANY CHANGE OR DEVIATION FROM THIS PLAT, PRIOR TO OR DURING CONSTRUCTION, WILL CAUSE ADDRESSING AND / OR STREET NAMES TO BE
RE-EVALUATED WITH POSSIBLE SUBSEQUENT CHANGE.
CROSS CONNECTION POLICY IS AVAILABLE AT http://www.rockymountnc.gov/utllitles/crossconnectlon.html
ALL NEW COMMERCIAL WATER SERVICES AND IRRIGATION SERVICES ARE REQUIRED TO HAVE TESTABLE BACKFLOW PREVENTION ASSEMBLIES (BFP).
FIRE SERVICES WITH FDC OR BOOSTER PUMPS ARE REQUIRED TO HAVE REDUCED PRESSURE PRINCIPLE DETECTOR ASSEMBLIES (RPDA).
FIRE HYDRANTS ARE TO UTILIZE A STORZ TYPE CONNECTION ON MAIN CONNECTION AND 2X CAPS & BONNET MUST BE COLOR CODED BASED ON
THE FLOW RATE IN ACCORDANCE WITH NATIONALLY RECOGNIZED STANDARDS.
STORZ CAPS ARE TO BE PERMANENTLY STAMPED WITH THE FOLLOWING:
Property of the City of Rocky Mount Fire Department - Do Not Purchase As Scrap
REDUCED PRESSURE ASSEMBLIES ARE REQUIRED FOR HEALTH HAZARD APPLICATIONS.
DOUBLE CHECK VALVE ASSEMBUES MAY BE USED IN NON HEALTH HAZARD APPLICATIONS SUCH AS SOME OFFICE, RESTAURANT, AND RETAIL
APPLICATIONS.
AT LEAST ONE (1) LARGE TREE AND ONE (1) SMALL TREE SHALL BE PROVIDED ON ALL SINGLE-FAMILY RESIDENTIAL LOTS.
AN SCM BOND IS REQUIRED PRIOR TO PLAN APPROVAL.
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of - 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
NO SIDEWALK
10' PUBLIC DRAINAGE 4 UTILITY EASEMENT
POWER LINE.
PHONE LINE
5EWER CLEAN OUT
SERVICE BOX
PER CRM DET. 4.12
RIGHT-OF-WAY
CURB AND GUTTER
NOTES:
i.fy WATER, METER ury
PER CRM DET. 5.5
1)
LIGHT POLE D' BEHIND
C4G AT PROPERTY LINE)
PER CRM
STD DETAIL 5.5
1. APPLIES TO NEW SUBDIVISIONS. VERIFY EXISTING LOCATIONS.
2. THIS DETAIL 15 APPLICABLE TO.BOTII SIDES OP STREET',..
ROCKY
MOUNT
NORTH OAIICILINA
DEPARTMENT OF
ENGINEERING
T
2'
a 0'
7,-6'
10' PUBLIC DRAINAG
POWER LINE aCc.
PHONE LINE.:. T.
SIDEWALK
UTILITY EASEMENT
CABLE TV _
... __ OUT
SEWER. OUT CLEAN
seRvKe BOX
PER CRM DET. 4 12
RIGHT-OFWAY
•A N
•
VEGETATIVE STRIP
CURB AND GUTTER
N
•
si
PROPERTY LINE T/P:-
WATER METER
PER CRM DET. 5.5
LIGHT POLE (I' BEHIND
C4G.AT PROPERTY LINE)
•
L-31
PER CRM
STD DETAIL 5.5
TYPICAL RESIDENTIAL
UTILITY LOCATIONS
DATE: AUGUST 20I 8
APPROVED: DRAFT
STANDARD #: TBD
SHEET # 1. OF 1
REVISION:
r
1
�
ELECTRIC METER
(TYPICAL. -J-
GA5 METER
(TYPICAL)
P ..
MIX (VARIES BY ZONE)
BL
n . -MC. N5FORMER
c
RAV1
CONCRETE Ct6 TY?.
5.5. Mil
55
r 7•
IGHT POLE (I' BEHIND
C4G AT PROPERTY UNE)
PROPERTY LINE TNT.
5! PUBUC DRAINAGE 4 UTILITY EASEMENT (TOT]
T
• GAS 4 ELECTRICAL SERVICE MAY BE
LOCATED ON OPPOSITE S1DE OF LOT
THAN DRIVEWAY (TO BE COORDINATED 1
WITH ENERGY RESOURCES).
(IYPeLECTRICICAL)AL SERVICE
I 1 GAS SERVICE
! I (TYPICAL -,A1
Gy„ -
SECONDARY '.•,
JUNCTION BOX
I a PO4UeA5eMeNr(IYP.)
•
ADC AVE.
-3
•I, GAS MAIN (TYPICAL)
._.-4-WATER SERVICE (TYP CAL) (1
-PF---SEWER SERVICE (11P CAL)
5.5 MH
NOTES:I. DRIVEWAYS TO BE LOCATED TO REDUCE IMPACT TO SERVICE CONECTIONS.
2. wAres MAIN LOCATION TO DE COORDINATED WITH CITY OF ROCKY MOUNT DURING CONSTRUCTION PLAN REVIEW.
3. SEE CITY OP ROCKY MOUNT STANDARD DEVELOPMENT PLANNOTES POR ADDITIONAL UTILITY INFORMATION.
r - - - I DATE: AUGUST 2018
CKY
MOUNT
DEPARTMENT OF
ENGINEERING
TYPICAL PLOT PLAN
DETAIL
APPROVED: DRAFT
STANDARD #: TBD
SHEET #1 OF I -
REVISION:
TELE: [phone]
FAX: [phone]
www.bortlett.us.com
DETAILS
c-•2:1 OR PLATTER
F E• 5'- D
1 i
j.}
HIIln,� ll
rI'I
i=h
STREET TYPE
RESIDENTriAt O^AL
RESIDENTIAL. I.00AI.
RESIT/ENRON colleCTOR
COMMERCIAL LOCAL
~
COMMERCIAL COLLECTOR
INDUSTRIAL LOCAL
INDUSTRIAL COLLEGToR
46 27 135 2.0 4
GO 30 150 2O 8
STANDARD CROSS-SECTION WITH SIDEWALK
.. .0..
APPROVED
P' SURFACE 7
Lt t!Ii (Il Ili IIIi1 1li II -
Itit I_Di- iIIIIIIIiII,JI{)II IIIII-CIA
ArrroviD
SUL BASE
-.2:1 OR PLATTER
12'
jl iI lj1 111 tI,j Iii I :Ili ilJ
�I�}utll;(4ill lll.l(l......III -Ir,i L iil�R Ir
42 27 13.5 2.0 45 TNCIJOC150EED
5 ENCOURAGED
a Ei7QME G SIDU:
0 35 i 175 2.0 '., 8.0 R wesIRO
__. _.,..,. ONE SIDr.
65 40 200 2.0 5 5 REOIJIPJ'.D ..
ONE SIDE
50 35 17 2.0- 0.5 ENCOURAGED. ONE SIDE
-10 2........--- ET000RAGED
6 40 POO 2.0 5 ONE SIDE
MINOR ARTEPJAL 90 A51'FTWPJAIN.DOYCITYEFGINCCR RI' -a 1IRE0
REOUiIxED
OOT'H RAGESE
ERCNUSIP
.ONE 510
GED
ENCOURAGED
MAJOR ARTERIAL AS OCTERMIIIED BYCRY ENGINEER
PRIVATE LOCAL (ONE WAY) ` 42 17 :8.5 2.0 8.0
PRIVATE IDCAL (TV/0 WAY)
ROCKY
MOUNT
' DEPARTMENT OF
.ENGINEERING
STANDARD CURB 4 GUTTER
CROSS-SECTION
�;- APPROVED BASE
NOTES.
I . MINIMUM LONGITUDINAL GRADE OP GUTTER IS O.4Y
2. SLOPES SHOWN POP. SIDLWAI.K-UTILTYY 511UP ARC MINIMUM.
3. SLOPES siIOWIJ OLFLADE RIGHT OP WAY ARE MAXIMUMS.
4. ALL RIGHT-OF-WAY SNAIL DE CLEARED OF TREES AND VEGETATION THAT ARE
GREATER, THAN 'nIRCE WET (3) TAU. POR ADISTANCE OP 5' BACK OF THE CURD AND
GUTTER. RIGFT-OF-WAY CLEARANCE ON Tt1OROUGI IPARf5 SHALL .DE A5
DETERMINED BY TIIC CITY ENGINEER.
5. WHEN DESIGNING TIIOROUGHPa2Es, Die DESIGNER 15 T0, 0.5 MUCH A5 PRACTICAL.,
CARRY LONGITUDINAL GRADE or DIE STREET 'El ALL EXISTING AND
PROPOSED INTERSECTING STREETS TO PREVENT HUMPS NEAR GUTTER.
G. STANDARD CURB 4 GUTTER PER STD NO. 2.4 RCOUIRED ONALL COLLECTORS,
h(INOR MDEPJAL5, 4 MAJOR M;TEKIAI5.
7. STANDARD CURB OK ROLL TYPE (3TD. NO. 2.4 OR 2.5) SHALL BC RCOUIREO ON
LOCAL AND CULDE.SAC STRELT TYPES,
e. PRIVATE. SIREEl9 MAY DE REQUIRED 10 HAW GIG AT SPL'CIf1L'D LOCATIONS ALONG
THE STREET AS DETERMINED DY CITY ENGINEER.
'DATE: JULY2O18
REV. MAY 2019
;APPROVED:„- _
STANDARD # 2 I
,,HEFT C 1 OF)
REVISION:
A.H.C. (AVG. DEPTI
2'-6" CURB AND GUTTER
4')
1/0' RAD.
JOINT SEALER
I/W RAO.
SURFACE OF GUTTER
v2‘....-N JOINT FILLER
TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
GENERAL NOTE S1
ALL CURB AND GUTTERS ARE TO BC POURED WITH CLASS -A'
CONCRETE (3000 PSI)
fLE%ABLE FORMS ARE TO DE USED WHEN RADII IS LESS THAN
200'.
CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS,
EXCEPT THAT A 15' SPACING MAY DE USED WHEN A MIACHINE
IS USED OR WHEN SATISFACTORY SUPPORT FOR THE FACE
FORM CAN BE OBTAINED WITHOUT THE USE OF TEMPLATES
AT 10' INTERVALS. JOINT SPACING MAY BE ALTERED BY THE
ENGINEER TO PREVENT UNCONTROLLED CRACKING,
CONTRACTION. JOINTS MAY BE INSTALLED BY THE USE OF
TEMPLATES OR FORMED BY OTHER APPROVED METHODS. WHERE
SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM
DEPTH OF 1 1/2' SHALL BE OBTAINED.
ALL EXPANSION JOINTS SHALL BE FILLED WITH JOINT FILLER
AND SEALED.
EXPANSION JOINTS SIIALL BE SPACED AT 90' MAX. INTERVALS
AND ADJACENT TO ALL RIGID OBJECTS (I.E: EXISTING DRIVE-
WAYS, CURD D GUTTER. SIDEWALK, ETC.).
STANDARD 30' CURB & GUTTER CROSS-SECTION
REVISIONS
Nn
DATE
DESCRIPTION
CITY =1F ROCKY MOUNT
DEPT OF ENGINEERING
APPROVED
STD. NO.
2.4
DAIL
09-24-08
REVISION '
E-111=HE1111±1
III---I_1
II_.1,� I
.
6' MIN.
NOTES:
I . PLEASE REFER TO NCOOT STANDARD DETAIL 300.01.
2. ALL REINI'ORCED CONCRETE PIPE MUST 0E NCODT APPROVED (STAMPED),
ROCKY
MOUNT
DEPARTMENT OF 1
ENGINEERING
WHEN NO TRENCH BOX
REQUIRED (IYPICAtJ
STANDARD BEDDING DETAILS
FOR
REINFORCED CONCRETE PIPE
COMPACTED BACIPILL, TAMPED IN G' LIFTS.
BACKPILL ACCORDING TO NCDOT
^-" SPECIFICATIONS, SECTION 1016
SELECT MATERIALS
UNDISTURBED SOIL
#57 STONE
DATE: AUGUST 2017 STANDARD"# 1.6
APPROVED:
• SHEET # IOF 2 '_.
REVISION:
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC -
•
•
VW
'
t+ 4', R
ry
6-3/4)
A/41R
4
6"
MEDIAN CURB AND GUTTER
SIDE ELEVATION
I/O' RAD.
+
JOINT SEALER
t/8' RAD.
SURFACE OF GUTTER
GENERAL NOTES.
ALL CURB AND GUTTERS ARE TO DE POURED WITH CLASS 'A'
CONCRETE, C3000 PSI)
FLEXABLE FORMS ARE TO BE USED WHEN RADII IS LESS THAN
200'.
CONTRACTION JOINTS SHALL. BE SPACED AT 10' INTERVALS.
JOINT SPACING MAY BE ALTERED BY THE ENGINEER TO
PREVENT UNCONTROLLED CRACKING.
CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF
TEMPLATES OR FORMED BY OTHER APPROVED METHODS. WHERE
SUCH JOINTS ARE NOT FORMED BY TEMPLATES A MINIMUM
DEPTH OF 1 t/2' SHALL BE OBTAINED.
ALL CONTRACTION JOINTS SHALL BE FILLED WITH JOINT
FILLER,
EXPANSION JOINTS SHALL BE SPACED AT 90' MAX. INTERVALS,
1/2' JOINT FILLER ADJACENT TO ALL RIGID OBJECTS.
TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
STANDARD 18' MEDIAN CURB & GUTTER
REVISIONS
NO
PATF
DFSCRTPTTPN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
STD. NO.
2,6
DATE
02-26-03
0 \
a h��4
44
1)1
0
a;
Lv CV N
to4
11111e.11.111119
* ROW SHALL BE 46' WHERE SIDEWALK
IS PROVIDED ON BOTH SIDES
tP�
•s.
NoP
STANDARD CUL-DE-SAC TURN -AROUND
REVISION
REVISIONS
Nn
WIT
hrSCRTPTIFIN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
STD. NO.
2.8
DATE
07-15-04
REVISION
NOTES
MATERIAL CLASSIFICATIONS:
cCLLAA55551 SHELECT MATLFJAL 15 A SE TY OR CLAYEY SOIL MATERIAL MELTING AASILITO M 145 FOR S011 CLASSINCATION A.4. SOIL
MCALTAESRISALI5 %LATCH MEET APSITTO Pi 145 FOR 5011- CIASSINCADON A-2, A-5, A.6 AM) A-7 ARE ACCEPTABLE PROVIDED SUCH
MATEIRAL5 DO NOT NAVE A LL GREATER THAN 50, NOR. A PI OF 1.1155 LILIAN 7 OR GREATF.R THAN 20.
TYPE: / SELECT MATERIAL
'TYPE I SELECT MAI 22bv. 15 A NTT AGGREGATE MATERIAL CONSISTING OF CRUSHED STONE SCREENINGS (WASHED OR
TWE 2 SELECT t4ATERIAL 15 A GRANULAR SOIL MATEPJAL MEETING AASMO M 145 FOR SOIL CLA55IEICATION5 A•2.41 WITI1 A
MAXIMUM Fl OP G AND A-4 SOIL CONTAINING 45% MAXIMUM PASSING A NO. 200 SIEVE AND A MAXIMUM PI OIL G.
WcHLEA:5TYPHE1 15 NETT sreanco, citherelyee MAY BE USED. But NO ADDITIONAL COMPENSATION WEL BE MADE.
TYPE / SELECT MMEIJA1
WEE I SELECT MATERIAL IS A NATURAL Ok MANUFACTURED FIN AGGREGATE MATERIAL MEETING TIT GRADMION
TYPE 2 SELECT MATERIAL
TYPE 2 SWOT MATERIAL 15 A GRANULAR 50IL MATEPJAI. MEETING PASHTO M 145 FOR SOIL CLASSIFICATION A -I OR A-3.
MIEN A TYPE IS NOT SPECIPIED. Ell HER TYPE MAY BE USED, BUT NO ADDITIONAL COMPENSATION WILL HE MADE.
CLASS IV
AchAsc A55 1V0L551!cligertAIDAITNEsgrlAtTli5oNA ?00AR..0.91! AGGREGATE MATERIAL MetTING THE GP.ADATION REQUIREMENTS OF STANDARD IZE
CLASS V
cm55 V SELECT MATERIAL IS A COARSE AGGREGATE MATfr7.1AL MEETING THE GRADATION REQUIREMENTS Of STANDARD SIZE
PI tin" "Fin OPIA
DEPARTMENT OF
ENGINEERING
STANDARD BEDDING DETAILS
FOR
REINFORCED CONCRETE PIPE
REVISION:
•
DATE AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA ZONE: R-6 & 0-1
REVISIONS:
CRM 2ND REVIEW COMMENTS 10/28/2020
CRM 1ST REVIEW COMMENTS 10/13/2020
SHEET CP10
cn
co
0
0
0.1
a.
cy

,c
b2ia.s.4••sii
r
VEGETATED SHELF
EMERGENCY SPILLWAY WITH
TURF REINFORCEMENT MAT
X ."
X X /
` X
X X ?��
X X
X_.. �..
v , X >` .\
X1; <X1\
1
1
30 PUBLIC SE _. ;'
w�R GSM T.
/
WET POND 1
1" = 301
`•.
X 1 )
Xi/
-- - 1 .
/
'• X '
)4."
�
X
i
�`X` ;\X
7j X\.\ XX .
N 4.
4') •--50'_-
. \
20' EMERGENCY
SPILLWAY (EL. 124.
\ � \
\` \`r rr X
�`
i
\�i \ /""!
\
•
•
\1•"\%/CN \
"r
•
i
•
X
fiX "
HORIZONTAL
.,LUMINUM
EARS ARE NOT
HOW'N FOR
CLARITY
r_
CUB
ID
1
4'
N
4"
A'
4'
4'
6"
SECTION V EW IF
WALL IS a"
HINGE ONE OUADRANT FOR
MANLVAY ACCESS
�4
PLAN VIEW
6„
SQUARE
36"' I.D. SQUARE
SECTION VIEW
2"x 2" Xi" ALUMINUM
ANGLES i EACH
CORNER
DLA. MTG HOLES
(p9 REQ'O) V.%TH?
SST V.EDGE
ANCHORS HOLE
CENTERS TO BE A"
FROM THE
OUTSIDE EDGE OF
THE PLATE)
ir Xl"ALUMINUMBARS
SPACED 4` O.C. ig BASE
FRAME
--a" ALUMINUM- PLATE FRAME
4E' X 4a' X 6' WIDE
-- :2"X.2"XI"
ALUMINUM
ANGLE IQ EACH
CORNER
LIFT LUG PER FABRICATOR
6" X 6 X2" ALUMINUM TOP
=-.-PLATE
.�" Xi" ALUMINUM EARS
SPACED HORIZONTALLY
\,A S SHOWN:
'
4„
SECTION WEW IF
WALL IS 4"
ACCOMMODATES A
35' X 36" I.D. FOR
BOTH A 4" AND 5'
WALL
I'`O MONA
RE
P�ODUC1'9
WwtMCM! *UPPLY CO411NIIY
STANDARD ALUMINUM BAR 8 ANGLE
PEAKED ROOF TRASH RACK WITH ONE.
QUADRANT HINGED FOR MANWAY
ACCESS TO flT AM' X 36" I.D..
CONCRETE RISER WITH 4 „ 5 „ OR 6"
THICK WALLS
TRASH RACK
NO SCALE
0
EL. 124'
3' WEIR EL. 122.3'
4" PVC INV. EL. 121'
24" RCP INV. EL. 121'
SAMIIIIIIN
.4112/411/1111111111111,111�
RISER ANTI -FLOATATION BLOCK
ALUMINUM TRASH RACK
MOUNTED ON STRUCTURE
EL. 124'
4" PVC CAP WITH 2"0J
ORIFICE HOLE DRILLED
4" PVC STUBBED INTO BOX
(INVERT ELEV.= 121')
/
121'
EL
//
.: CONCRETE
FILL •.'/
46" CONCRETE BASE
RISER BOX(C nde Blocks) I ANTI -FLOTATION BLOCK TOTAL
LENGTH I WIDTH , THICKNS DEPTH # BLOCKS WEIGHT IDISPLACD: LENGTH WIDTH THICKNS I PROP. WT
INCH 1 INCH INCH , FT PCS LBS I H2OLBS FT FT INCH l LBS
*REQ. W T.'i
LBS
3
* REQUIRED WEIGHT MUST BE 110% OF THE WEIGHT OF4DISPLACED WATER''
OUTLET STRUCTURE
NO SCALE
3 6 5185.96 14942.08
24" RCP
BERM SOIL AND COMPACTION SPECIFICATIONS:
1 ALL FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT, NO BLASTED MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT SHRINK/SWELL
OR DISPERSIVE CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEOTECHNICAL
ENGINEER SHALL ALSO SPECIFY THE METHODS TO BE USED FOR PLACEMENTS OF FILL. IF ADDMONAL USES PLANNED UPON THE BERM SECTION (BUILDINGS, ETC.),
THE GEOTECHNICAL ENGINEER SHALL SPECIFY SOILS SUITABLE FOR THAT ADDMONAL USE, IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHALL BE
CONDUCTED EACH 2500 SQUARE FEET PER VERTICAL FOOT OF FILL.
2. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION.
3 FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8 UFT. EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL
FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
SEEDBED PREPARATION:
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3" DEEP OVER ADVERSE SOIL CONDMONS, IF AVAILABLE. RIP ENTIRE AREA 8" DEEP. REMOVE ALL LOOSE ROCK, ROOTS,
AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. APPLY AGRICULTURAL LIME AND FERTILIZER UNIFORMLY AND MIX WITH SOIL, CONTINUE
TILLAGE UNTIL A WELL PULVERIZED, REASONABLY UNIFORM SEEDBED IS PREPARED 4" TO 8" DEEP. SPREAD SEED ON FRESHLY PREPARED SEEDBED AND COVER UGHTLY
WITH SEEDING EQUIPMENT OR CULTIPACKER AFTER SEEDING. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH,
VEGETATION:
UPON CONVERSION FROM SEDIMENT BASIN, THE SCM SHELF WILL BE PLANTED AND DAM & SLOPES SEEDED AS PER NCDEQ MANUAL TOPSOIL STRIPPED FROM SITE TO
BE PLACED BACK ONTO THE VEGETATIVE SHELF (PLANTING SHELF) PRIOR TO PLANTING. NO FERTILIZATION IS TO BE USED AFTER THE INITIAL PLANTING. THE LANDSCAPE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING SOIL CHARACTERISTICS AND NEEDED FERTILIZER APPLICATION. AT THE END OF THE FIRST YEAR AND AGAIN AFTER THE
SECOND YEAR OF OPERATION, ANY PLANTS THAT Do NOT SURVIVE MUST BE REPLACED WITH A SIMILAR VARIETY AND PLACEMENT BY THE LANDSCAPING CONTRACTOR. DMA
AND SLOPES TO BE RE -SEEDED AS NECESSARY.
DAM & EMBANKMENT SLOPES
FPDING MIXTURE SPECIES JjATF(I R/ACRF), SEEDING DATES
BERMUDA GRASS 80 4/15-8/15
PFRIMFTER SHELF
AREA = 2300 SF
REQUIREMENT= 50 PLANTS/200 SF OF SHELF
PLANTS REQUIRED= 2300/200+50 = 535 PLANTS
PLANT NAME
ASCELEPIAS INCARNATA (SWAMP MILKWEED)
HIBISCUS COCCINEUS (SCARLET ROSE MALLOW)
LOBELIA ELONGATA (LONGLEAF LOBELIA)
QTY
70
70
395
SPACING
3'
3'
1.5'
REQUIRED SIZE
4" POTS
4" POTS
4" POTS
DRAINAGE
BASIN
SUMMARY
STORM
EVENT
EXISTING
POST
WITH
SCM
%
REDUCTION/
INCREASE
1-YR
25.74CFS
15.18CFS
-41%
10-YR
129.59CFS
106.98CFS
-17%
25-YR
205.63 CFS
188.28 CFS
-8%
TOP ELEV 126'
1
FROM STORM
DRAINAGE SYSTEM
FOREBAY BOTTOM
0 ELEV. 116'
FOREBAY SEDIMENT
CLEANOUT ® ELEV. 115'
Main
Pool
Volume
Elevation
Area
Incremental
Storage
Volume
Volume
115.00
5,212.54
0.00
0.00
116.00
5,916.38
5,560.75
5,560.75
117.00
6,651.44
6,280.33
11,841.08
118.00
7,411.64
7,028.11
18,869.19
119.00
8,196.97
7,801.01
26,670.20
120.00
9,007.43
8,599.02
35,269.22
121.00
9,843.02
9,422.14
44,691.35
OKI
44
691
35
Total
storage volume
-
Required
volume:
44,269.98
POND DESIGN DATA
Wet Detention
Pond
#1 1 j
Drainage
Built
BUA/DA
Runoff
Storm
Water
Area
Upon
Coefficient
Rainfall
Quality
Area
(DA)
(BUA)
Depth
Volume
(Rv)
(Rd)
(WQv)
552,620sf
211,609Isf
0.38
0.39'
11in
- 18,173!cf
Main
Pool
(HRT
Method)
Provided
Required
Provided
Pond
and
(VMP)
(MPV)
Volume
ForebaV
44,2701cf
44,691
1,1791cf
2
i
!cf
64j%
Main Pool
Main Pool
Forebay Volume
Forebay Volume/Main
Volume
Volume
•
Drawdown
Orifice
(WQv)
18,173cf
122
121
2
0
0
I 2
301
00'ft
OO,in
461 ft
07icfs
95'days
Water
Temporary
Normal
Orifice
Driving
Discharge
Drawdown
Quality
size
Head
Pool
time
Pool
Elevation
(Ho/3)
Volume
Elevation
NORMAL POOL EL.= 121'
4" PVC CAP WITH LED
ORIFICE HOLE DRILLED
TYPICAL PREFORMED SCOUR HOLE LAYOUT AND COMPONENTS (NCDOT BMP TOOLBOX V2 2014)
PIPE d-24
PLUNGE POOL 10'x12.e'
(RIPRAP NOT SHOWN
FOR CLARITY)
UNER. CLASS 8 RIPRAP
d50-6" WITH TYPE 2
FILTER FABRIC
PIPE d=24"
DEPTH OF
SCOURHOLE-1.5'
W=STANDARD
ROLL WIDTH
PERMANENT SOIL
REINFORCEMENT
MATTING (PSRM).
PSRM SHALL BE
SEEDED WITH
VEGETATION AT
INSTALLATION.
PRSEM
INSTALL LEVEL AND
FLUSH WITH
NATURAL GROUND
GROUND
DEPTH OF
RIPRAP-1.0' I 1.9
ASE WID
MIN. 1' TUCK
NOTE:
SIDE SLOPES ALONG
THE WIDTH IS 2:1
SCOUR HOLE
No Scale
3.0' RECTANGULAR
WEIR (ELEV= 122.3')
POND BOTTOM 0 ELEV. 115'
-- -- -- -- -- -- -- -- --
POND BOTTOM WITH 1.0SEDIMENT CLEANOUT ® ELEV. 114'
WET RETENTION POND & RISER SECTION
No Scale
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
WET POND 1
DETAILS
TOP ELEV 126'
20' WEIR
ELEV 124.4'
46 LF ® S=1.0% 24" RCP
6' VEGETATED
SHELF (S=6:1)
36"x36" OUTLET STRUCTURE
TOP ELEV= 124'
3.0' RECT. WEIR ELEV= 122.3'
INV. IN (4" PVC) = 121'
INV. OUT (24" RCP) = 121'
ANTI -SEEP COLLAR
MINIMUM PROJECTION
1.5 FT. OUTSIDE OF PIPE
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99)
(Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
JOB: Olds Mill Stream Pond 1 Outlet
DESIGNER:
CHECKER*
INPUT DATA:
Conduit Diameter
Conduit Discharge:
Conduit Slope at Outlet:
Conduit Outlet Invert Elevation:
Tailwater Elevation:
Outlet Channel Invert Elevation:
Water Density:
Bed/Riprap Particle Density: (Default 2.64)
D, 50 Riprap Size:
Riprap Thickness: (2.5*D, 50 recommended)
Bedding Thickness: (6 inch min. rec.) (Enter 0 for geotextile)
Side Slope Ratio:
Upstream End Slope Ratio:
Downstream End Slope Ratio:
Combined End Slope Ratio:
OUTPUT ---POOL LOCATION AND DIMENSIONS:
Vert. Dist. from Tailwater to Conduit Invert:
Submergence Check: (If Zp < 0 , Use Zp = 0)
Beaching Check: (Q/(gD^5)^0.5 <_ (1 0+25*D150/D))
**Beaching Controlled**
Distance from Conduit Exit to C/L Pool:
Pool depth at C/L Below Conduit Invert:
Pool Bottom Elev:
Pool Bottom Length:
Pool Bottom Width:
Upstream Pool Length at Tailwater Elev.:
Downstream Pool Length at Tailwater Elev.:
Pool Width at Tailwater Elev.:
Check Side Slope Ratio: (Wr>=We)
**Side Slope Ratio Zw O.K.**
Check Min. End Slope Ratio: (Lru & Lrd >= Le)
**End Slope Ratios O.K.**
Check Upstream Length: (Lru >= Xm)
**End Slope Ratio ZIu O.K.**
Pool Bottom Elev. at Bottom of Riprap:
Pool Bottom Elev. at Bottom of Bedding:
OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION:
Volume of Excavation (measured from bottom
surface of bedding):
Volume of Rock Riprap:
Area of Geotextite:
Date:
Date:
D=
Q=
S=
El, CO =
EI, TW =
El CH =
RHO =
RHOS =
RS =
RT =
BT =
Zw =
ZIu =
Zid =
Z1 =
Zp =
Use Zp =
Xm =
Zp+0.8Zm =
EI,PB =
2Lr2 =
2Wr2 =
Lru =
Lrd =
2Wr=
El, BR =
El, BB =
V,pbs =
V,rs =
A,gt =
Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90
Spreadsheet modified by M. Dreischmeier, Eau Claire TC, Wis., 3/98
Design Note No. 6 (Second Edition), Jan. 23, 1986
8/14/2020
2.00
17.59
0.01
120.54
120.00
120.00
1.00
2.64
0.50
1.00
0.00
2.00
2.00
2.00
2.00
ft
cfs
ft/ft
ft
ft
ft
ft
ft
ft
ft/ft
ft/ft
ft/ft
ft/ft
0.54 ft
0.54 ft
O.K.
2.94
2.05
118.49
1.27
1.19
3.64
3.64
7.21
O.K.
O.K.
O.K.
ft
ft
ft
ft
ft
ft
ft
ft
117.49 ft
117.49 ft
5.0 cu yd
3.8 cu yd
22.2 sq yd
OLDE MILL STREAM (PHASE 2)
- CITY OF ROCKY MOUNT, NC
TOP ELEV 126'
ELEV=124.4'
ELEV=122'
1,0' 1 + FREEBOARD
3
ELEV=121'
6' PERIMETER SHELF
POND X SECTION
No Scale
FULL POOL 121'
POND BOTTOM © ELEV. 115'
POND BOTTOM WITH 1.0' SEDIMENT
CLEANOUT © ELEV. 114'
TOP ELEV 126' TOP ELEV 126'
1
3
1.0'± FREEBOARD
3
EMERGENCY SPILLWAY ELEV 124.4' TURF REINFORCEMENT MAT
(NORTH AMERICAN GREEN SC-250)
EMERGENCY SPILLWAY X-SECTION
No Scale
PRINCIPAL SPILLWAY
USE ONLY APPROVED WATERTIGHT ASSEMBLIES FOR ALL PIPE CONNECTIONS.
PLACE BARREL AND RISER ON FIRM, EVEN FOUNDATION. INSTALL ANTI -SEEP COLLAR(S) SUGHTLY DOWNSTREAM OF DAM CENTERLINE
(MINIMUM PROJECTION 1.5 FT.).
PLACE MOIST, CLAYEY, WORKABLE SOIL AROUND PIPE AND ANTI -SEEP COLLARS. DO NOT USE PERVIOUS MATERIAL SUCH AS SAND,
GRAVEL, OR SILT. COMPACT 4-INCH LAYERS OF SOIL, BY HAND, UNDER AND AROUND PIPE AND COLLARS TO AT LEAST THE DENSITY
OF FOUNDATION SOIL. AVOID RAISING PIPE FROM FIRM CONTACT W1TH FOUNDATION WHILE COMPACTING MATERIAL UNDER PIPE
HAUNCHES. •
COVER PIPE TO A DEPTH OF 2 FT. MINIMUM OF HAND -COMPACTED BACKFILL BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT.
DATE: AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
REVISIONS:
PIN # SHEET SCM1
cn
•
tr
0
0
a.
oI

•
i'i�i�i�i�i�i•
.sovo�
175-l-
-123
i
VEGETATED SHELF
EMERGENCY SPILLWAY WITH
TURF REINFORCEMENT MAT
n ri
11.
as
so
so
IsmI
PAM & EMBANKMENT SLOPES
REDING MIXTURE SPECIES RATE(LB/ACRE) SFFDING DATES
BERMUDA GRASS 80 4/15-8/15
PERIMETER SHELF
AREA = 3956 SF
REQUIREMENT= 50 PLANTS/200 SF OF SHELF
PLANTS REQUIRED= 2300/200+50 = 989 PLANTS
PLANT NAME
ASCELEPIAS INCARNATA (SWAMP MILKWEED)
HIBISCUS COCCINEUS (SCARLET ROSE MALLOW)
LOBELIA ELONGATA (LONGLEAF LOBELIA)
QTY
129
129
731
SPACING
3'
3'
1.5'
REQUIRED SIZE
4" POTS
4" POTS
4" POTS
DRAINAGE
BASIN
SUMMARY
STORM
EVENT
EXISTING
POST WITH
SCM
%
INCREASE
REDUCTION/
1-YR
25.74CFS
1518CFS
-41%
10-YR
129.59 CFS
106.98 CFS
-17%
25-YR
205.63 CFS
188.28 CFS
-8%
30" RCP -3
FROM STORM
DRAINAGE SYSTEM
TOP ELEV 126'
FOREBAY 2
BOTTOM © ELEV. 119'
FOREBAY SEDIMENT
CLEANOUT ® ELEV, 118'
•
-1-
1
1
1
1
30' EMERGENCY
SPILLWAY (EL. 124.3')
•
N.
N.
NNN
•
•
`
•
•
•
P
Niet
PLUNdE,f COL
-L 120-I- 1-I- -I- + -I- -I { + I I -k _
.dr` + + + + + + + +1 + + + + + ��+ + + + "
+
+ + + + -I- + -I- + 1 + + -I- -I- + + I F - - +120- + + -I- -+ "-:3:4;
+ + -I- + + + + + + 11 -I- + + + + -I- + + + + - + + �\
•
•
•
7
•
•
184,
\
•
•
WET POND 1
1"=30'
Main
Pool
Volume
POND DESIGN DATA i
Wet Detention Pond #2
1
Elevation
Area
Incremental
Storage
Volume
Volume
Dranage
Built
BUA/DA
Runoff
Storm
Water
Upon
Area (DA)
Area (BUA)
Coefficient (Rv)
Rainfall Depth
Quality Volume
(Rd)
(WQv)
1,067,143
304,227
0.29
0.31
i 1
27,263
sf
sf
in
cf
1
,
I
118.00
18,403.74
0.00
0.00
119.00
20,180.86
19,285.47
19,285.47
120.00
21,987.39
21,077.67
40,363.14
121.00
23,821.20
22,898.17
63,261.32
121.50
24,747,53
12,141.45
75,402.76
Total
storage volume
-
OKI
75,402.76
Required
volume:
i
66,413.72
Main Pool
(HRT Method)
Required
Protided
Provided
Pond
and
(VMP)
(MPV)
Volume
Forebay
66,414
75 403icf
1,179
1.56
cf
cf
Main Pool Volume
Main Pool Volume
Forebay Volume
Forebay Volume/Main
Orifice
(WQv) 27,263
122.40
! 121.50
I 3.00
1 0.34
i 0.14
• 2.28
cf
ft
ft j
in
ft i__..._
cfs i
days
........_
Drawdown
Water
Temporary
Normal
Onfice
Doting
Discharge
Drawdown
Quality Volume
Pool Elevation
Pool Elevation
size
Head (Ho/3)
time
30' WEIR
ELEV 124.3'
NORMAL POOL EL= 121.5'
_POND BOTTOM ® ELEV. 118'
POND BOTTOM WITH 1.0 SEDIMENT CLEANOUT ® ELEV. 117'
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
WET RETENTION POND SECTION
No Scale
WET POND 2
DETAILS
2�\
TYPICAL PREFORMED SCOUR HOLE LAYOUT AND COMPONENTS (N000T BMP TOOLBOX V2 2014)
PIPE d=18"
PLUNGE POOL 8.8'x11
(RIPRAP NOT SHOWN
FOR CLARITY)
LINER. CLASS B RIPRAP
d50=4" WITH TYPE 2
FILTER FABRIC
PIPE d=18"
DEPTH OF
SCOURHOLE=0.4'
WaSTANDARD
ROLL WDTH
PERMANENT SOIL
REINFORCEMENT
MATTING (PSRM).
PSRM SHALL BE
SEEDED WITH
VEGETATION AT
INSTALLATION.
PRSEM
INSTALL LEVEL AND
FLUSH WITH
NATURAL GROUND
GROUND
DEPTH OF
RIPRAP=1.0'
1.6
ASE WD
MIN. 1' TUCK
NOTE:
SIDE SLOPES ALONG
THE WIDTH IS 2:1
SCOUR HOLE
No Scale
TOP ELEV 126'
FOREBAY 1
BOTTOM 0 ELEV. 119'
FOREBAY SEDIMENT
CLEANOUT © ELEV. 118'
42" RCP
FROM STORM
DRAINAGE SYSTEM
EL. 124'
0
3' WEIR EL. 122.4'
6" PVC INV. EL. 121.5'
18" RCP INV. EL. 121.5'
RISER ANTI -FLOATATION BLOCK
RISER BOX(C ode Blocks)
LENGTH I WIDTH I, THICKNS DEPTH #BLOCKS
INCH INCH INCH FT PCS
ALUMINUM TRASH RACK
MOUNTED ON STRUCTURE
(DETAILS ON SHEET SCM2)
EL. 124'
6" PVC CAP WITH 3"0
ORIFICE HOLE DRILLED
6" PVC STUBBED INTO BOX
(INVERT ELEV.= 121.5')
WEIGHT DISPLACD
LBS H2OLBS
EL
121.5'
2
Z
7
CONCRETE
4:
ALL
•
• ;'46" CONCRETE
BASE
ANTI -FLOTATION_ BLOCK TOTAL I
LENGTH WIDTH l THICKNS PROP. Wf *REQ. WT.
FT FT ; INCH LBS I LBS
36 1 36 1
.___..6 3.5 47.5 394709 3993.60 3 3
, * REQUIRED WEIGHT MUST BE 110% OF THE WEIGHT OF DISPLACED WATER
OUTLET STRUCTURE
NO SCALE
6
4622.09 4392.96
18" RCP
BERM SOIL AND COMPACTION SPECIFICATIONS:
1 AU. FILL SOILS FOR BERM SECTION SHALL BE CLEAN, IMPERMEABLE MATERIAL AND COMPACTED TO AT LEAST 95% STANDARD PROCTOR MAXIMUM DRY DENSITY, AT
OPTIMUM MOISTURE CONTENT. NO BLASTED MATERIALS SHALL BE USED IN THE EMBANKMENT CONSTRUCTION. SOILS SHALL NOT EXHIBIT SIGNIFICANT SHRINK/SWELL
OR DISPERSIVE CHARACTERISTICS. ON -SITE GEOTECHNICAL ENGINEER SHALL APPROVE THE SOILS FOR PLACEMENT WITHIN THE BERM SECTION. THE GEOTECHNICAL
ENGINEER SHALL ALSO SPECIFY THE METHODS TO BE USED FOR PLACEMENTS OF FILL. IF ADDMONAL USES PLANNED UPON THE BERM SECTION (BUILDINGS, ETC.),
THE GEOTECHNICAL ENGINEER SHALL SPECIFY SOILS SUITABLE FOR THAT ADDITIONAL USE. IN ALL FILL AREAS OF THE BERM, A SOILS COMPACTION TEST SHALL BE
CONDUCTED EACH 2500 SQUARE FEET PER VERTICAL FOOT OF FILL.
2. NO TREES OF ANY TYPE MAY BE LOCATED ON THE BERM SECTION.
3 FILL PLACEMENT SHALL NOT EXCEED A MAXIMUM 8 UFT. EACH LIFT SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENT. BEFORE PLACEMENT OF FILL
FOR THE BERM SECTION ALL UNSUITABLE MATERIAL SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL PLACEMENT.
SEEDBED PREPARATION:
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3" DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. RIP ENTIRE AREA 6" DEEP. REMOVE ALL LOOSE ROCK, ROOTS,
AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. APPLY AGRICULTURAL UME AND FERTILIZER UNIFORMLY AND MIX WITH SOIL. CONTINUE
TILLAGE UNTIL A WELL PULVERIZED, REASONABLY UNIFORM SEEDBED IS PREPARED 4" TO 6" DEEP. SPREAD SEED ON FRESHLY PREPARED SEEDBED AND COVER LIGHTLY
WITH SEEDING EQUIPMENT OR CULTIPACKER AFTER SEEDING. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
VEGETATION:
UPON CONVERSION FROM SEDIMENT BASIN, THE SCM SHELF WILL BE PLANTED AND DAM & SLOPES SEEDED AS PER NCDEQ MANUAL. TOPSOIL STRIPPED FROM SITE TO
BE PLACED BACK ONTO THE VEGETATIVE SHELF (PLANTING SHELF) PRIOR TO PLANTING. NO FERTIUZATION IS TO BE USED AFTER THE INITIAL PLANTING. THE LANDSCAPE
CONTRACTOR IS RESPONSIBLE FOR DETERMINING SOIL CHARACTERISTICS AND NEEDED FERTILIZER APPUCATION. AT THE END OF' THE FIRST YEAR AND AGAIN AFTER THE
SECOND YEAR OF OPERATION, ANY PLANTS THAT DO NOT SURVIVE MUST BE REPLACED WITH A SIMILAR VARIETY AND PLACEMENT BY THE LANDSCAPING CONTRACTOR. DAM
AND SLOPES TO BE RE -SEEDED AS NECESSARY.
RIPRAP LINED PLUNGE POOL FOR CANTILEVER OUTLET (Version 8.99)
(Reference Design Note No. 6 (Second Edition), Jan. 23, 1986
JOB:
DESIGNER:
CHECKER:
Olde Mill Stream Pond 2 Outlet
INPUT DATA:
Conduit Diameter
Conduit Discharge:
Conduit Slope at Outlet:
Conduit Outlet Invert Elevation:
Tailwater Elevation:
Outlet Channel Invert Elevation:
Water Density:
Bed/Riprap Particle Density: (Default 2.64)
D, 50 Riprap Size:
Riprap Thickness: (2.5*D, 50 recommended)
Bedding Thickness: (6 inch min. rec.) (Enter 0 for qeotextile)
Side Slope Ratio:
Upstream End Slope Ratio:
Downstream End Slope Ratio:
Combined End Slope Ratio:
OUTPUT ---POOL LOCATION AND DIMENSIONS:
Vert. Dist. from Tailwater to Conduit Invert:
Submergence Check: (If Zp < 0 , Use Zp = 0)
Beaching Check:(Q/(gD^5)^0.5 <=(1.0+25*D,50/D))
**Beaching Controlled**
Distance from Conduit Exit to C/L Pool:
Pool depth at C/L Below Conduit Invert:
Pool Bottom Elev:
Pool Bottom Length:
Pool Bottom Width:
Upstream Pool Length at Tailwater Elev.:
Downstream Pool Length at Tailwater Elev.:
Pool Width at Tailwater Elev.:
Check Side Slope Ratio: (Wr>=We)
**Side Slope Ratio Zw O.K.**
Check Min. End Slope Ratio: (Lru & Lrd >= Le)
**End Slope Ratios O.K..**
Check Upstream Length' (Lru >= Xm)
**End Slope Ratio Ziu O.K.**
Pool Bottom Elev. at Bottom of Riprap:
Pool Bottom Elev. at Bottom of Bedding:
OUTPUT ---VOLUMES BELOW WATER SURFACE ELEVATION:
Volume of Excavation (measured from bottom
surface of bedding):
Volume of Rock Riprap:
Area of Geotextile:
Date:
Date:
D=
Q=
S=
El, CO =
EI, TW =
EI, CH =
RHO =
RHOS =
RS =
RT =
BT =
Zw =
Ziu =
Zid =
Z1 =
Zp=
Use Zp =
Xm =
Zp+0.8Zm =
EI,PB =
2Lr2 =
2Wr2 =
Lru =
Lrd =
2Wr=
8/14/2020
1,50 ft
10.29 cfs
0.01 ft/ft
121.12 ft
121.00 ft
121.00 ft
1.00
2.64
0,33
1.00
0,00
2.00
2.00
2.00
2.00
ft
ft
ft
ft/ft
ft/ft
ft/ft
ft/ft
0.12 ft
0.12 ft
O.K.
2.77
1.47
119.65
1.16
1.08
3.29
3.29
6.50
O.K.
O.K.
O.K.
ft
ft
ft
ft
ft
ft
ft
ft
El, BR = 118.65 ft
El, BB = 118.65 ft
V,pbs =
V,rs =
A,gt =
Spreadsheet developed by D. Hurtz, Midwest NTC, 1/90
Spreadsheet modified by M. Drelschmeler, Eau Claire TC, Wis., 3/98
Design Note No. 6 (Second Edition), Jan. 23, 1986
4.1 cu yd
32 cuyd
19.9 sq yd
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
1
36"x36". OUTLET STRUCTURE
TOP ELEV= 124'
3.0' RECT. WEIR ELEV= 122.3'
INV. IN (6" PVC) = 121.5'
INV. OUT (18" RCP) = 121.5'
FULL POOL 121.5'
6" PVC CAP WITH 3"0 ----�
ORIFICE HOLE DRILLED
j POND BOTTOM © ELEV. 118'
$ POND BOTTOM WITH 1.0' SEDIMENT
CLEANOUT © ELEV. 117'
EL. 122.5'
TOP ELEV 126'
30' WEIR
ELEV 124.3'
38 LF © S=1.0% 18" RCP
6' VEGETATED
SHELF (S=6:1)
POND Sc RISER SECTION
No Scale
ANTI -SEEP COLLAR
MINIMUM PROJECTION
1.5 FT. OUTSIDE OF PIPE
TOP ELEV 126'
1
3
1.O'± FREEBOARD
EMERGENCY SPILLWAY ELEV 124.3'
30'
3
TOP ELEV 126'
TURF REINFORCEMENT MAT
(NORTH AMERICAN GREEN SC-250)
EMERGENCY SPILLWAY X-SECTION
No Scale
PRINCIPAL SPILLWAY
USE ONLY APPROVED WATERTIGHT ASSEMBLIES FOR ALL PIPE CONNECTIONS.
PLACE BARREL AND RISER ON FIRM, EVEN FOUNDATION, INSTALL ANTI -SEEP COLLAR(S) SLIGHTLY DOWNSTREAM OF DAM CENTERLINE
(MINIMUM PROJECTION 1.5 FT.).
PLACE MOIST, CLAYEY, WORKABLE SOIL AROUND PIPE AND ANTI -SEEP COLLARS. D0 NOT USE PERVIOUS MATERIAL SUCH AS SAND,
GRAVEL, OR SILT. COMPACT 4-INCH LAYERS OF SOIL, BY HAND, UNDER AND AROUND PIPE AND COLLARS TO AT LEAST THE DENSITY
OF FOUNDATION SOIL. AVOID RAISING PIPE FROM FIRM CONTACT WITH FOUNDATION WHILE COMPACTING MATERIAL UNDER PIPE
HAUNCHES.
COVER PIPE TO A DEPTH OF 2 FT. MINIMUM OF HAND -COMPACTED BACKFILL BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT.
DATE: AUGUST 2020
SCALE(HORZ):
AS SHOWN
SCALE(VERT):
AS SHOWN
REVISIONS:
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20_.
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA ZONE: R-6 & 0-1
PIN #
SHEET
SCM2
0
0
rei
z°
n
U
0 0
N
0
0
/
U
ce
ce
0
a

1
F
CHARGE JOHNSON
MITT 247Np0 6%
38301303 A_1
/ONE: LAND)
(FARM
OUTSIDE CITY U
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH TELE: [phone]
WILSON, N.C. 27893-1726 FAX: [phone]
License No. C-1551 www.bortlett.us.com
4
++ +
DRAINAGE AREA
TO SCM
Am 011
NY at_ awn errs., „
t%.r1.• i
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
OLDE MILL STREAM
CITY OF ROCKY MOUNT, NC
36
+ .++ +..nnPF L
GRAPHIC SCALE
80 0 40 BO 180 320
DATE: AUGUST 2020
SCALE(HORZ):
1 : 80
SCALE(VERT): N/A
REVISIONS:
( IN FEET )
1 inch = 80 ft.
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD 800K:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY
MOUNT TWNSP
15
61
NASH COUNTY
NORTH
PIN #
CAROLINA
ZONE: R-6 & 0-1
SHEET SCM3
N
0
0
M
z
9
a
0
0
0
0
c
O
O
N
U
U
a
O
3
a
oI

SEDIMENTATION & EROSION CONTROL PLAN
PHASE TWO
OLDE MILL STREAM
Rocky Mount Township
Nash County, North Carolina
DEVELOPER:
HODGE MORRIS, LLC
2101 F. MILLER ROAD
WILSON, NC 27893
SHEET INDEX
SP1 OVERALL SITE PLAN
SE1 SEDIMENTATION & EROSION CONTROL PLAN
(PHASE 1)
SE2 SEDIMENTATION & EROSION CONTROL PLAN
(PHASE 2)
SE3 SEDIMENTATION & EROSION CONTROL PLAN
(DRAINAGE AREAS)
SE4 SEDIMENTATION & EROSION CONTROL PLAN
(FINAL PHASE WITH SCM)
DT1 DETAILS
DT2 DETAILS
DT3 DETAILS
DT4 DETAILS (NCGO1 GROUND STABILIZATION
AND MATERIALS HANDLING)
DT5 DETAILS (NCGO1 SELF -INSPECTION,
RECORD KEEPING AND REPORTING
PREPARED BY: RT
BARTLETT ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, NORTH CAROLINA 27893-1726
1
poem
siSHAD ICRIEST RIOAD
SHADYBROOK COURT
MIS
175
173 174
SITE DATA:
TOTAL ACREAGE
PHASE 1
PHASE 2
TOTAL NUMBER OF LOTS
PHASE 1
PHASE 2
ROADWAY IMPERVIOUS
PHASE 1
PHASE 2
TOTAL
TOTAL BUA
LOT 1-61
TOT 62-203
TOTAL
OPEN SPACE (LOT 206-207)
PROPOSED IMPERVIOUS
PHASE 1
PHASE 2
TOTAL
PIN NUMBERS
111
sy
Stu
it
139129PHASE 2127 ®
p 128
= 95.3 AC.±
= 20.31 AC.±
= 38.42 AC.th
= 61 (INCLUDING SCM LOT 48)
= 142
= 2.42t AC. (105,337t SF)
= 4.05t AC. (176.397± SF)
= 6.47t AC. (281,734th SF)
= 3.25 AC. (141,600t SF)
= 9.57 AC. (416.940± SF)
= 12.82 AC. (558,540t SF)
= 31.2t ACRES (INCLUDING SCM'S)
= 5.67 AC. (246,937t SF) (5.95%)
= 13.62 AC. (593.337± SF) (14.29%)
= 19.23 AC. (840,274t SF) (20.24%)
= 383018310386
= 383018311671
NOTES:
208
OPEN SPACE
PRIOR TO RECORDING THE FINAL PLAT, THE FOLLOWING ITEMS WILL NEED TO
BE SUBMITTED TO THE CITY OF ROCKY MOUNT DEPARTMENT OF ENGINEERING:
1. ENGINEER'S CERTIFICATION, RECORD DRAWINGS, AND TAP CARDS
FOR THE PUBLIC SEWER LINES.
2. ENGINEER'S CERTIFICATION, RECORD DRAWINGS, AND SIGNED AND
NOTARIZED OPERATION AND MAINTENANCE AGREEMENT FOR THE
STORMWATER FACILITIES.
3. ENGINEER'S CERTIFICATION, RECORD DRAWINGS, AND FINAL
APPROVAL FROM NCDENR PUBLIC WATER SUPPLY FOR THE PUBLIC
WATERLINES.
4. COPY OF RECEIPT FROM NCDENR FOR FINAL SEWER CERTIFICATION MUST
BE RECEIVED.
5. PDF COPY OF ALL CORRESPONDENCE RELATED TO WATER AND SEWER
PERMIT WITH NCDENR, INCLUDING PLAN SETS AND REVISED PLANS MUST
BE CCD TO NEGRETE SILVER ® negrete.silver®rockymountnc.gov
(252-972-1127).
THIS PLAN IS VALID FOR 2 YEARS FROM DATE OF APPROVAL BY CITY OF
ROCKY MOUNT.
198 197
it
LOCATION MAP
NO SCALE
NO ADDITIONS, DELETIONS, CHANGES OR MODIFICATIONS WERE MADE TO
THIS PLAN OTHER THAN THOSE REQUESTED BY THE CITY OF ROCKY
MOUNT DEVELOPMENT REVIEW COMMITTEE, OTHER THAN LISTED BELOW:
REVISIONS: A CRM 2ND REVIEW COMMENTS 10/28/2020
REVISIONS: A CRM 1ST REVIEW COMMENTS 10/13/2020
VICINITY MAP
NO SCALE
ZONE R-6 ZONE 0-1
46
PHASE 1 ' 10
207
OPEN SPACE
( 49
61
206
OPEN SPACE
ZONE R-6 ' ZONE 0-1
1
44. goo
_ - h
204
205
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20 .
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
1
1
La I
c
1
1
0
0
N
17
N
z°
3
r
0
0
0
0
N
0
0
0
0 U
Director of Engineering
1/

LOCATION MAP
NOT TO SCALE
N/F
CHARLES &
MATTIELEEN JOHNSON
DB 947 PG 643
3830130373000
ZONE: A-1
(FARM LAND)
OUTSIDE CITY LIMITS
N/F
HAZEL H. POWELL HEIRS
08 1134 PG 240
P8 19 PG 103
373900092172U
ZONE: R-30
(RESIDENTIAL)
SITE DATA:
TOTAL AREA
TOTAL Na OF LOTS
T
TOTAL UN. FT. OF ST.
ZONING
BUILDING SETBACKS
PROPOSED LAND USE
OWNER/DEVELOPER
REFERENCE:
TAX MAP:
ZONE X
An0N roo..
FC000
I
1
.+++
+ mot + +
+_.+
+.{. + + + .+T+�++
*+ I+ +
SHADY
48'
ZONE AE
ROOK CO
27'&B
00.
• 04. + ,
+ +
OUTSIDE CITY LIMITS
+ ++'C1�•�
• J{ + +
+ +I+ ++ \ • ++\
+ + + + + + 4 + + +
+*+*+1 + + + + + + +
+ + +\+'\••+
:\..
1+ 0 +
N/F
PAUL D. WHITLEY, JR. et at
DB 972 PG 254
383013139352U
ZONE: A-1
(FARM LAND/RESIDENTIAL
USAGE)
tg
++OPEN.+SPACE,+++
�-
++�+`
+
++ + + + *=+�+ +r•i++�+
+
+
+
+F+++++++++++i+ ++++++ + +..
+++++I++++++++++++++ ++ + + + ++++++
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\\- RODNER P. & MAZIE P.
HOLLLOMAN
DB 1561 PG 305
PB 29 PG 335
383017102255
ZONE: R-30
(RESIDENTIAL)
95.3 ACRES±
203
9,092 LF
0-1 & R-6
FRONT
SIDE
STREET SIDE
REAR
SINGLE FAMILY
25'
10'
12.5'
20'
HODGE-MORRIS, LLC
1708 TRAWICK RD, STE 209
RALEIGH, NC 27604
DEED BOOK 2162 PAGE 770
3830-18-31-0386 RECORD # 21760
38 0-18-31-1671 RECORD # 21755
+ + + + + + +
+ + + + + + + + +"*+_:
N/F
JONATHAN 8. WALSTON
JENNIFER L. WALSTON
DB 2843 PG 991
PB 39 PG 218
373905108577
ZONE: R-30
(RESIDENTIAL)
NOTE:
AT LEAST ONE (1) LARGE TREE AND ONE (1)
SMALL TREE SHALL BE PROVIDED ON ALL
SINGLE-FAMILY RESIDENTIAL LOTS.
GRAPHIC SCALE
100 0 50 100
200
+{,�+� +++++++
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OUTSIDE CITY LIMITS
400
( IN FEET )
1 inch = 100 ft.
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
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TEMPORARY ACCESS ROADS SHALL REMAIN IN PLACE UNTIL
ANOTHER ACCESS POINT HAS BEEN PROVIDED AND APPROVED
BY THE CITY OF ROCKY MOUNT FIRE DEPARTMENT.
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WINSTEAD FARMS, LLC
DB 1835 PG 682
373905199138U
7ONF: R-30
OVERALL SITE
PLAN
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FAYE P. CAPPS
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383018302307
ZONE: A-1
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207
OPEN SPACE
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Director of Development Services
Certification by the City Engineering Department that this conetruction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
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OLDE MILL STREAM (F'HASE 2)
CITY OF ROCKY MOUNT, NC
DATE: AUGUST 2020
N/A
PROJECT: 20-042
CLIENT CODE: RHC
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
REVISIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
ROCKY MOUNT TWNSP NASH COUNTY
0
0
NORTH CAROLINA
SHEET SP1
a.

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CONSTRUCTION SEQUENCE:
•
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•
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OUTSIDE CITY LIMITS
•
•
•
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DEPTH: 2'
SPILLWAY LENGTH: 30'
SKIMMER SIZE: 4'
ORIFICE 2.75'
RISER: 3'x3'
BARREL: 18' RCP
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1. NO WORK TO BE DONE ON SITE UNTIL THE SEDIMENTATION AND EROSION CONTROL PLAN HAS BEEN APPROVED AND PERMIT ACQUIRED. NOTIFY THE CITY OF ROCKY MOUNT OF
START DATE,
2. BEGIN WITH THE INSTALLATION OF CONSTRUCTION ENTRANCE AND STREAM CROSSING FOR THE TEMPORARY ACCESS LOCATED AT LOTS 42 & 83. INSTALL SILT FENCE AS
NEEDED TO PREVENT MATERIALS FROM GOING INTO THE EXISTING CREEK.
3. INSTALL APPLICABLE E&S CONTROL MEASURES PRIOR TO ONSET OF ANY LAND DISTURBING (INCLUDING DEMOLITION) ACTIVITIES. INSTALL PERIMETER SILT FENCE ACCORDING TO
PLANS AND AS NEEDED.
4. CONSTRUCT TEMPORARY SKIMMER BASINS AND SEDIMENT BASIN WITH BAFFLES AND TEMPORARY DIVERSION CHANNELS WITH LINERS AND CHECK DAMS AS SHOWN ON PLANS.
EARTH BERMS OF TEMPORARY SKIMMER BASINS AND DIVERSIONS ARE TO BE STABILIZED WHEN BUILT. OUTLET STRUCTURES FOR SKIMMER BASIN#2 AND SEDIMENT BASIN#1 ARE
THE SAME STRUCTURES FOR POND#1 AND POND#2 (SEE SHEET SCMI & SCM2). INSTALL 42" RCP LINES "LA2" & "LA3" TO ROUTE STORMWATER FROM TEMPORARY DIVERSION#2
TO THE SKIMMER BASIN#2. INSTALL NECESSARY PIPE INLET PROTECTION
5. BEGIN GRADING AND MAINTAIN DEVICES AS NEEDED.
6. BEGIN INSTALLATION OF UTILITIES AND THE REST OF THE STORM DRAINAGE SYSTEM. INSTALL NECESSARY PIPE INLET PROTECTION. USE PUMP AROUND PRACTICE (SEE CRM
DETAILS 3.26 ON SHEET DT3) DURING CONSTRUCTION AT THE SHADYBROOK DRIVE CROSSING.
7. UNTIL BOXES ARE BUILT AND YARD INLET DEVICES INSTALLED, INSTALL AND MAINTAIN PIPE INLET PROTECTION DEVICE FOR STORM DRAIN UNDER CONSTRUCTION AT END OF DAY
OR ONSET OF RAIN.
8. INSTALL CATCH BASIN/YARD INLET PROTECTION AFTER BOXES ARE BUILT AND BEFORE CONSTRUCTION OF CURB AND GUTTER.
9. CURB INLET PROTECTION TO BE INSTALLED AFTER GRATES ARE SET OR AS SOON AS CURBS ARE CONSTRUCTED.
10. INSTALL SILT FENCE OVER AND AROUND PIPE OUTLETS.
11. GROUND COVER TO BE ESTABLISHED ON SLOPES OR OTHER AREAS (INCLUDING STOCKPILE AREAS) WITHIN THE GROUND STABILIZATION TIME FRAMES AS SHOWN ON SHEET DT4
FOLLOWING COMPLETION OF ANY PHASE OF GRADING. ANY DISTURBED LOTS AND SPOIL, TOPSOIL, WASTE PILES TO BE STABILIZED, SEEDING TO BE DONE AT RATES AS
INDICATED ON PLAN.
12. AFTER GRADING IS COMPLETED, TOPSOIL STOCKPILE.AND WASTE AREAS TO BE REMOVED AND AREA STABILIZED.
13. AFTER ROADWAYS ARE PAVED AND ALL DISTURBED AREAS ARE STABILIZED COMPLETELY, INCLUDING EASEMENTS, LOT IMPROVEMENTS, AND WASTE PILES. REMOVE TEMPORARY
MEASURES INCLUDING SKIMMER BASINS#I AND ALL UNSTABLE SEDIMENTS. SMOOTH AREAS TO BLEND WITH ADJOINING AREAS AND STABILIZE PROPERLY. REMOVE ALL
TEMPORARY MEASURES ONLY AFTER AN INSPECTION FROM THE LAND QUALITY SECTION AND/OR THE CITY OF ROCKY MOUNT.
14. ALL APPLICABLE E&S CONTROL MEASURES TO BE PROPERLY MAINTAINED UNTIL A VIGOROUS STAND OF PERMANENT VEGETATION IS ESTABLISHED.
15. AFTER UPLAND AREAS HAVE BEEN STABILIZED, REMOVE SEDIMENTS AND CONVERT TEMPORARY SKIMMER BASINS#2 & SEDIMENT BASIN#1 INTO WET PONDS AS SHOWN ON
"SCM1" & "SCM2" PLAN SHEETS.
16. STABILIZE SIDE SLOPES WITH PERMANENT VEGETATION AND PROVIDE REQUIRED LANDSCAPE PLANTINGS.
#''...T ............
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH TELE: [phone]
WILSON, N.C. 27893-1726 FAX: (252) 399-'0804
License No. C-1551 www.bartlett.us.com
SHEET
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DEPTH: 2'
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BARREL: 4' PVC
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EXISTING CONTOUR
PROPOSED CONTOUR
UMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
CHECK DAM
SILT FENCE OUTLET
INLET PROTECTION
OUTLET STRUCTURE
TEMPORARY DIVERSION
TEMPORARY DIVERSION
W/ TEMP UNER
TEMPORARY SEDIMENT BASIN
TEMPORARY CONCRETE
WASHOUT AREA
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by the city planning board on day of 20..
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE. AUGUST 2020
N/A
80
0 40
GRAPHIC SCALE
80
180
320
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP
NORTH CAROLINA
NASH COUNTY
ZONE: R
CRM 2ND REVIEW COMMENTS 10/28/2020
CRM 1ST REVIEW COMMENTS 10/13/2020
SHEET
SE1
01
CC

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DEPTH: 2'
SPILLWAY LENGTH: 30'
SKIMMER SIZE: 4'
ORIFICE: 2.75'
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BARREL: iB' RCP
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START DATE,
2. BEGIN WITH THE INSTALLATION OF CONSTRUCTION ENTRANCE AND STREAM CROSSING FOR THE TEMPORARY ACCESS LOCATED AT LOTS 42 & 83. INSTALL SILT FENCE AS
NEEDED TO PREVENT MATERIALS FROM GOING INTO THE EXISTING CREEK.
3. INSTALL APPLICABLE E&S CONTROL MEASURES PRIOR TO ONSET OF ANY LAND DISTURBING (INCLUDING DEMOLITION) ACTIVITIES. INSTALL PERIMETER SILT FENCE ACCORDING TO
PLANS AND AS NEEDED.
4. CONSTRUCT TEMPORARY SKIMMER BASINS AND SEDIMENT BASIN WITH BAFFLES AND TEMPORARY DIVERSION CHANNELS WITH LINERS AND CHECK DAMS AS SHOWN ON PLANS.
EARTH BERMS OF TEMPORARY SKIMMER BASINS AND DIVERSIONS ARE TO BE STABIUZED WHEN BUILT. OUTLET STRUCTURES FOR SKIMMER BASIN#2 AND SEDIMENT BASIN#1 ARE
THE SAME STRUCTURES FOR POND#1 AND POND#2 (SEE SHEET SCM1 & SCM2). INSTALL 42" RCP LINES "LA2" & "LA3" TO ROUTE STORMWATER FROM TEMPORARY DIVERSION#2
TO THE SKIMMER BASIN#2. INSTALL NECESSARY PIPE INLET PROTECTION
5. BEGIN GRADING AND MAINTAIN DEVICES AS NEEDED.
8. BEGIN INSTALLATION OF UTILITIES AND THE REST OF THE STORM DRAINAGE SYSTEM. INSTALL NECESSARY PIPE INLET PROTEC11ON. USE PUMP AROUND PRACTICE (SEE CRM
DETAILS 3.26 ON SHEET DT3) DURING CONSTRUCTION AT THE SHADYBROOK DRIVE CROSSING.
7. UNTIL BOXES ARE BUILT AND YARD INLET DEVICES INSTALLED, INSTALL AND MAINTAIN PIPE INLET PROTECTION DEVICE FOR STORM DRAIN UNDER CONSTRUCTION AT END OF DAY
OR ONSET OF RAIN.
8. INSTALL CATCH BASIN/YARD INLET PROTECTION AFTER BOXES ARE BUILT AND BEFORE CONSTRUCTION OF CURB AND GUTTER.
9. CURB INLET PROTECTION TO BE INSTALLED AFTER GRATES ARE SET OR AS SOON AS CURBS ARE CONSTRUCTED.
10. INSTALL SILT FENCE OVER AND AROUND PIPE OUTLETS.
11. GROUND COVER TO BE ESTABLISHED ON SLOPES OR OTHER AREAS (INCLUDING STOCKPILE AREAS) WITHIN THE GROUND STABILIZATION 11ME FRAMES AS SHOWN ON SHEET DT4
FOLLOWING COMPLETION OF ANY PHASE OF GRADING. ANY DISTURBED LOTS AND SPOIL, TOPSOIL, WASTE PILES TO BE STABIUZED. SEEDING TO BE DONE AT RATES AS
INDICATED ON PLAN.
12. AFTER GRADING IS COMPLETED, TOPSOIL STOCKPILE AND WASTE AREAS TO BE REMOVED AND AREA STABIUZED.
13. AFTER ROADWAYS ARE PAVED AND ALL DISTURBED AREAS ARE STABILIZED COMPLETELY, INCLUDING EASEMENTS, LOT IMPROVEMENTS, AND WASTE PILES. REMOVE TEMPORARY
MEASURES INCLUDING SKIMMER BASINS#1 AND ALL UNSTABLE SEDIMENTS. SMOOTH AREAS TO BLEND WITH ADJOINING AREAS AND STABILIZE PROPERLY. REMOVE ALL
TEMPORARY MEASURES ONLY AFTER AN INSPECTION FROM THE LAND QUALITY SECTION AND/OR THE CITYOFROCKY MOUNT.
14. ALL APPLICABLE E&S CONTROL MEASURES TO BE PROPERLY MAINTAINED UNTIL A VIGOROUS STAND OF PERMANENT VEGETATION IS ESTABLISHED.
15. AFTER UPLAND AREAS HAVE BEEN STABILIZED, REMOVE SEDIMENTS AND CONVERT TEMPORARY SKIMMER BASINS#2 & SEDIMENT BASIN#1 INTO WET PONDS AS SHOWN ON SHEET
"SCM1" & "SCM2" PLAN SHEETS.
18. STABILIZE SIDE SLOPES WITH PERMANENT VEGETATION AND PROVIDE REQUIRED LANDSCAPE PLANTINGS.
BARTLETi"
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH TELE: [phone]
WILSON, N.C. 27893-1726 FAX: [phone]
License No. C-1551 www.bartlett.us.com
+••
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PLAN (PHASE 2) A
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OUTLET
SafilUt BASIN 1
DEPTH: 2'
SPILLWAY LENGTH: 24'
SKIMMER SIZE: 2.0'
ORIFICE: 1.75'
BARREL: 4' PVC
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TE ORARY
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Silk FENCE •
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WITH 2-24 \HDPE .
LIMITS OF k ` •
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♦ /�//+ + I--9'�k + + + + + +.h + + j.--.4"-+ + +
\ ', * +/+ + + + +>"+-+41-'+ + +,.+-1h + + + +
\ \ •"• , .J +/+ + t + + + + + + t-'F'+ + + + + + +.
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+ c9f'-+�"9+ +'+ +�h + /+ + + -+- + + + + +, + + + + + + + +
+ +♦ '
+ µ +
Certification by the Department of Development Services that this
by the city planning board on _ day of 20_.
construction plat
was approved
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
OLDE MILL STREAM (PHASE 2)
a- CITY OF ROCKY MOUNT, NC
DATE: AUGUST 2020
SCALE(VERT):
N/A
80
0
40
LOCATION MAP
NOT TO SCALE
IDISTURBED AREA = 41 AC.±
EROSION
CONTROL LEGEND
ELEV EXISTING CONTOUR
ELEV PROPOSED CONTOUR
- LOD- LIMITS OF DISTURBANCE
- SF-SF- SILT FENCE
c
CONSTRUCTION ENTRANCE
CHECK DAM
SILT FENCE OUTLET
INLET PROTECTION
OUTLET STRUCTURE
TEMPORARY DIVERSION
TEMPORARY DIVERSION
W/ TEMP LINER
TEMPORARY SEDIMENT BASIN
TEMPORARY CONCRETE
WASHOUT AREA
DISSIPALOR
60
DEPTH: 2'
SPILLWAY LENGTH: 34'
SKIMMER SIZE: 2.5.
ORIFICE: 2*
RISER: rxr
BARREL: 24. RCP
GRAPHIC SCALE
80
180
•
aivikok
55
320
PROJECT: 20-042
CLIENT CODE: RHC
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KPI J8
1 inch = 80 ft.
ROCKY MOUNT TWNSP
NASH COUNTY
11:23AM EST
ter
0
14-1
444
.419
NORTH CAROLINA
REVISIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
SHEET
SE2
CC
CL

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BARTLETT
\
OUTSIDE CITY LIMITS
•
•
•
•
•
•
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DEPTH: 2'
SPILLWAY LENGTH: 30'
SKIMMER SIZE 4"
ORIFICE 2.75"
RISER: 3'x3'
BARREL: 18" RCP
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
I N. \
..• \ 7z,
,Tr§,9F +'ram + + + + b-f
DISTURBAI G+ + +�•-12a+_t + + + �:
+ ++ ++++}+�-t++a. 1�
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+ + + + + + + + + + + \ �
+ + +•. IN
SILT
FENCE
N +
+ "4 +
I +
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
+ + + +\.•
+ + + + \ \
+ + + +•\ \ \
+ + '\
+ + + •.
+ + +\., \
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PAUL\ D. WHITLEY, JR. et al
\DS 972 \QG 254
83013139352U
\ ZONE: A-1 -,
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1
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•
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LIMITS
DISTURBANCt \
SILT FENCE
OUTLET
------_. + +\t 1
+ -•+\+ +
•
SILT FENCE
OUTLET
FR RASIN 1
DEPTH: 2'
SPILLWAY LENGTH: 24'
SKIMMER SIZE: 2.0"
ORIFICE: 1.75"
BARREL: 4" PVC
+ .+ t
+ + + \+ +
+ + + •+ _+
+ + + +
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20_.
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
SEDIMENTATION &
EROSION CONTROL PLAN
(DRAINAGE AREAS)
+•+
+ .+ + r\
•
ORARY
CON \TRUCTION
ENTRANCE
`\\
SIL\� FENCE •
TEMPORA Y
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"�� \\\ WITH 2-24 \ HDPE
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\\
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+\ + + + + + + iF•"+.. //
;SILT FENCE + +`\t + + + + '+ + '• ,•.,.._„r
+ + + + t + $.. + + h + • • , • • -
+ OUTLET \ + + + t t + +/+ + ,+ + +
•., + -+' + + r T r r r -r + + + + t_-_+ + � + + + + + - +
'+ +-r-f"+ + + + + + .r--r-r--F + + .4 + + f + + + + + +- .
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+y+y+ +1+y+11+'1�„� �.1 \\\\ ...•�"r r+1+�+1+yt\\+ + + +
•
•
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE. AUGUST 2020
REVISIONS:
N/A
80
40
LOCATION MAP
NOT TO SCALE
DISTURBED AREA a 41 AC.±
EROSION CONTROL LEGEND
ELEV
ELEV
-LOD-
—SF—SF—
t1
•ZC
.17.00
61
DISSIPATOR
PAD "LC"
60
EXISTING CONTOUR
PROPOSED CONTOUR
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
CHECK DAM
SILT FENCE OUTLET
INLET PROTECTION
OUTLET STRUCTURE
TEMPORARY DIVERSION
TEMPORARY DIVERSION
W/ TEMP UNER
TEMPORARY SEDIMENT BASIN
•
SPILLWAY LENGTH: \
ORIFICE: 2"
BARREL: 24" RCP
GRAPHIC SCALE
80
160
k \:' 1 /
lit
ai
iff
320
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP
NASH COUNTY
0
0
441*
0
0
0
CC
ce
a.
NORTH CAROLINA
SHEET
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SITE NOTES:
ALL WORK SHALL CONFORM TO THE CITY OF ROCKY MOUNT'S LAND
DEVELOPMENT CODE AND THE MANUAL OF SPECIFICATIONS AND
DETAILS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL WORK ZONE
TRAFFIC CONTROL IN OR ADJACENT TO NCDOT OR CITY
RIGHT OF —WAY. ALL METHODS SHALL CONFORM TO THE MANUAL
ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AND NCDOT
STANDARDS.
CONTRACTOR TO COORDINATE INSTALLATION OF CONDUITS FOR
PHONES & UGHTING.
PRIMARY ELECTRIC LINES AND RELATED FACIUTIES SHALL BE
INSTALLED 10—FT BEHIND THE CURB/EDGE OF PAVEMENT AT A
DEPTH OF NO LESS THAN 48 INCHES OF FINISHED GRADE.
CONTACT DARRYL STROTHER (252 467-4808) TO COORDINATE THE
PROPOSED ELECTRIC INSTALLATION ROUTE.
UNUSABLE EXCAVATED MATERIALS AND ALL WASTE RESULTING FROM
CLEARING AND GRUBBING SHALL BE DISPOSED OF AT AN APPROVED
PERMITTED OFF —SITE LOCATION BY CONTRACTOR.
ASPHALT PAVING TO BE A MINIMUM OF 8" CABC AND 2" SF9.5A.
CONTRACTOR RESPONSIBLE FOR COMPLYING WITH ALL
REQUIREMENTS/ CONDITIONS OF ALL ENCROACHMENTS & PERMITS
INCLUDING PROVIDING BONDS/INSURANCE IF REQUIRED.
CONTRACTOR IS RESPONSIBLE FOR COORDINATING REQUIRED
INSPECTIONS.
CALL ONE CALL CENTER AT 1-800-632-4949 FOR LOCATIONS OF
EXISTING UTILITIES 48 HOURS MINIMUM PRIOR TO EXCAVATION.
ZONE AE
i
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•
•
\
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OUTSIDE CITY LIMITS
•
•
•
•
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07+ + +i•.+ + + +
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LIMITS OF
DISTURBANCE
„�..
!•+ + + + + +
+
+
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�i'+ + +
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+ + + + + +
+ +
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EXCAVATION AND GRADING PI AN NOTES:
ALL AREAS NOT COVERED BY PAVING TO BE GRASSED, LANDSCAPED
OR LEFT NATURAL AS INDICATED.
CONTRACTOR SHALL NOTIFY AND COOPERATE WITH ALL UTILITY
COMPANIES OR FIRMS HAVING FACIUTIES ON OR ADJACENT TO THE
SITE BEFORE DISTURBING, ALTERING, REMOVING, RELOCATING,
ADJUSTING OR CONNECTING TO SAID FACIUTIES. CONTRACTOR
SHALL RAISE OR LOWER TOPS OF EXISTING MANHOLES AS REQUIRED
TO MATCH FINISHED GRADES.
BEFORE ANY MACHINE WORK I5 DONE, CONTRACTOR SHALL STAKE
OUT AND MARK ITEMS ESTABLISHED BY THE SITE PLAN. CONTROL
POINTS SHALL BE PRESERVED AT ALL TIMES DURING THE COURSE
OF THE PROJECT. LACK OF THE PROPER WORKING POINTS AND
GRADE STAKES MAY REQUIRE CESSATION OF OPERATIONS UNTIL
SUCH POINTS AND GRADES HAVE BEEN REPLACED TO THE OWNERS
SATISFACTION.
EXISTING CONDITIONS:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEWING ALL
EXISTING JOB CONDITIONS. ANY ADVERSE CONDITIONS AFFECTING
WORK SHOWN ON THESE DRAWINGS SHALL BE BROUGHT TO THE
ATTENTION OF THE ENGINEER FOR POSSIBLE CLARIFICATION OR
RECONCILIATION.
CONSTRUCTION SAFETY:
THESE DRAWINGS DO NOT CONTAIN THE REQUIREMENTS FOR JOB
SAFETY. ALL PROVISIONS FOR SAFETY SHALL BE SOLE
RESPONSIBILITY OF THE CONTRACTOR.
STQjkill IRAI FILL:
SEE SPECIFICATIONS FOR STRUCTURAL FILL INFORMATION.
OFFSITE BORROW / TRENCH BORROW:
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
SILT
FENCE
*\\—- ��
+ ••\ \
s.
+ \. \ \
+ \, \
+ +•\
OFFSITE BORROW MATERIAL PLACED ON SITE SHOULD BE LOW
PLASTICITY (PI LESS THAN 25 AND LL LESS THAN 50) AND SHALL
BE FREE OF ORGANIC MATERIAL OR DEBRIS PLACE FILL IN 8" TO
10" LOOSE LIFTS AND COMPACT TO 95% OF THE STANDARD
PROCTOR MAXIMUM DRY DENSITY, ASTM D698. THE MOISTURE
CONTENT OF THE SOIL SHOULD BE MAINTAINED WITHIN t 3
PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT
DETERMINED BY THE SAME TEST. OFF —SITE BORROW MATERIAL TO
BE OBTAINED FROM A PERMITTED SOURCE.
ADA AND LEGAL DISCLAIMER:
THIS DOCUMENT IS NOT REPRESENTED TO COMPLY W1TH ALL
REQUIREMENTS CONTAINED IN THE ADA OR OTHER LAWS.
ENGINEERS ARE NOT LICENSED TO INTERPRET LAWS OR GIVE ADVICE
CONCERNING LAWS, THE OWNER SHOULD HAVE THIS DOCUMENT
REVIEWED BY HIS ATTORNEY TO DETERMINE LEGAL COMPLIANCE.
DISCLAIMER:
THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM
FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE
SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND
UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN HE AREA,
EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES
NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN
THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT
THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM
INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY
LOCATED THE UNDERGROUND UTILITIES.
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
SEDIMENTATION &
EROSION CONTROL
PLAN (WITH SCM S)
PAU'b D. WHI EY, JR. et - al-
--------
DD8 972 `EG 254
83013139352U
I ZONE: A-1 '---.
(FARM\*AN D/RESIDENTIAL\\
'USAGE) \\\
+++1\ \ \ •
+ +\,
+ +'\ \:«\
+ +•
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+ + \+ + + +, + + + +. � •-! \ •\
+ + + +
N.
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ZONE X
+ + fi/ \\
+ + r \ \ \
++6\• ` •\\
•
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+ +
+ + \ \ \ OUTLET
+ r
•
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•
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``\LIMITS
DISTURBANCt \
\ \ SILT FENCE t
+'\+++ h`
•
•
•
SILT FENCE
OUTLET
•
+ + + \ram-.ram_.-_�.+ +
+�+1.,
•
•
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. SILT FENCE
OUTLET
1
1
1
11
II
1
1
i
111•
I
111
i
1
11
II
1
11
11
TElk\ORARY
CON&?RUCTION
ENTRANCE
\\\
SILT FENCE •
TEMPORA Y
`` \ STREAM CROSSING
� \\ WITH 2-24 \\ HDPE
DISTURBAKE
•
+" +
�,.
; i + „++ + r +\, + + + + +
-- • + + + �r + + + + + + + + + + + +
,iR• +4 + +,•4 + + A•• i + T- -A.. _ _
i' SILT FENCE + + `t + + + +. + + /+ •T• •-,.._,
•
+ + + + + �+ +
+ OUTLET + + + �- + +,-� t +/+ + ,( + +
� r tom+ + .—+ + + + + + + + + + + + + +
+ + +\ + + +\ �.... i
•
•
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE: AUGUST 2020
i✓+ + .r + +
+ + /4 + + +
+ + h + + +
+/ { + + + +
+ + +/ + +
REVISIONS:
N/A
PROJECT: 20-042
CLIENT CODE: RHC
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
LOD
SF
LOCATION MAP
NOT TO SCALE
EROSION CONTROL LEGEND
ELEV
ELEV
nip
1
61
DISSIPATOR
60
•
•
SKIMMER SUE: 25'
ORIFICE: 2"
RISER: tx3.
BARREL: 24" RCP
•
58
EXISTING CONTOUR
PROPOSED CONTOUR
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
CHECK DAM
SILT FENCE OUTLET
INLET PROTECTION
OUTLET STRUCTURE
TEMPORARY DIVERSION
TEMPORARY DIVERSION
W/ TEMP LINER
TEMPORARY SEDIMENT BASIN
if
57
•
tr
•
GRAPHIC SCALE
ROCKY MOUNT TWNSP
NORTH CAROLINA
•
55
NASH COUNTY
ZONE: 8c 0-1
SHEET SE4
til
acC
re
re
0
61
DISSIPATOR
60
•
•
SKIMMER SUE: 25'
ORIFICE: 2"
RISER: tx3.
BARREL: 24" RCP
•
58
EXISTING CONTOUR
PROPOSED CONTOUR
LIMITS OF DISTURBANCE
SILT FENCE
CONSTRUCTION ENTRANCE
CHECK DAM
SILT FENCE OUTLET
INLET PROTECTION
OUTLET STRUCTURE
TEMPORARY DIVERSION
TEMPORARY DIVERSION
W/ TEMP LINER
TEMPORARY SEDIMENT BASIN
if
57
•
tr
•
GRAPHIC SCALE
ROCKY MOUNT TWNSP
NORTH CAROLINA
•
55
NASH COUNTY
ZONE: 8c 0-1
SHEET SE4
til
acC
re
re
0

PROVIDE HIGH STRENGTH
DOUBLE STITCHED J
TYPE SEAMS
HEAVY DUTY
DIRTBAG 55
OR EQUAL
15'
AGGREGATE UND RLAYMENT
10"THICK NCD OT 0 ?STONE)
SEWN IN SPOUT
HIGH STRENGTH
STRAPPING FOR
HOLDING HOSE
IN PLACE
WATER FLOW
FROM PUMP
OPENING TO ACCOMODATE UP TO
4" DISCHARGE HOSE
NOTES:
1. THE DEWATERING BAG SHALL BE MADE OF NONWOVEN
GEOTEXTILE WITH A MIN. SURFACE AREA OF 225 SQUARE FEET PER
SIDE.
2. ALL STRUCTURAL SEAMS SHALL BE SEWN WITH A DOUBLE
STITCH USING A DOUBLE NEEDLE MACHINE WITH HIGH STRENGTH
THREAD.
3. THE SEAM STRENGTH SHALL WITHSTAND 100 LBSN USING ASTM
D4884 TEST METHOD.
4, THE GEOTEXTILE FABRIC SHALL BE A 100Z NONWOVEN
FABRIC.
5. DISCHARGE FROM THE DEWATERING BAG SHALL BE DIRECTED
SUCH THAT PRE -DISTURBANCE HYDROLOGY 19 NOT CHANGED.
DEWATERING BAG
REVISIONS
NO
DATEDESCRIPTION
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
HAY BALES ARE NOT AN ACCEPTABLE ALTERNATIVE
TO SILT FENCING.
TOP AND BOTTOM STRAND "/_.
SHALL BE 10 GAUGE MIN.
NOTES:
WIRE SHALL BE A MINIMUM Or 32'
IN WIDTH AND SHALL HAVE A MINIMUM
OF 6 I.HIEWIRES WITH 12' STAY SPACING.
FILTER FABRIC SHALL BE A I1IIIINUM OF
36' IN WIDTH, SHALL NEET THE REQUIRE-
MENTS OF NC DOT SSRS SECTION 1056 FOR
TYPE 3, CLASS A FILTER FABRIC. AND SHALL
BE FASTENED ADEQUATELY TO THE WIRE AS
DIRECTED BY THE ENGINEER
STEEL POST SHALL DE 5'-0' IN HEIGHT
AND DE OF THE SELr-FASTNER ANGLE STEEL
YPE.
WOOD POST SILT FENCE IS NOT AN
ACCEPTABLE ALTERNATIVE.
:niu wlBwmw-L-
WIRE
SYMBOL
APPROVED
STD. NO.
3.25
DATE
02-26-10
6 LAX exIRA 3140.1c1., 0111111( WflICUR um( mice
MIDDLE AND VERTICAL. WIRES
SHALL BE 12 1/2 GAUGE MIN
FILTER FABRIC
8' DOWN E 4"
FORWARD ALONG
THE TRENCH
FILTER FABRIC
CONIPACTED FILL
UPSLOPE
TI
4 MIN. ---
REVISION
Ada
FILTER FABRIC
Ili
�14113
-24"
.I
I
Mall
II
II
1111
crT
-NCI
I"NI=III"iii"IT1:
24'
WIRE
STEEL
POST
_11111 I(
EXTENS ON OF FABRIC AND
WIRE INTO FABRIC
TEMPORARY SEDIMENT (SILT) FENCE
REVISIONS
Nn PATF
PFSrRIPTInN
:I'p ..RCcn0
CITY OF KICKY MCUNJ
DEPT OF ENGINEERING
STEEL FENCE POST
WIRE FENCE
HARDWARE CLOTH
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
FILTER OF 1 INCH DIAMETER
# 57 WASHED STONE
NOM
SILT
SILT FENCE FABRIC TO OVERLAP
HARDWARE CLOTH BY 12 INCHES
SILT FENCE
FABRIC
SIDE VIEW
SILT FENCE FABRIC
ON WRE FENCE
HARDWARE CLOTH
FRONT VIEW
18
6"
GRADE
MAINTENANCE:
APPROVED
STD. NO.
3.3
DATE
06-26-07
INSPECT SEDIMENT FENCE OUTLET AT LEAST
ONCE A WEEK OR AFTER EACH RAINFALL
MAKE ANY REQUIRED REPAIRS IMMEDIATLELY.
SHOULD THE FABRIC OF A SEDIMENT FENCE
COLLAPSE, TEAR, DECOMPOSE OR BECOME
INEFFECTIVE, REPLACE IT PROMPTLY.
REMOVE SEDIMENT AND RESTORE IRE SEDIMENT
STORAGE AREA DEPOSITS AS NECESSARY TO
PROVIDE ADEQUATE STORAGE VOLUME FOR THE
NEXT RAIN. RESTORE OR REPLACE STONES AS
NECESSARY.
REMOVE ALL FENCING MATERIAL AND UNSTABLE
SEDIMENT DEPOSITS AND BRING THE AREA TO
GRADE AND STABILIZE IT AFTER THE
CONTRIBUTING DRAINAGE AREA HAS BEEN
PROPERLY STABILIZED.
SEDIMENT STORAGE
HARDWARE CLOTH
ON WIRE FENCE
PLAN VIEW
STEEL FENCE POST SET
MAXIMUM 2 FEET APART
HUE;
BURY WIRE FENCE, HARDWARE CLOTH,
AND SILT FENCE FABRIC 8 INCHES INTO.
THE TRENCH
STEEL FENCE POST
WIRE FENCE
11=11 1-11=11=11=1111=Ildlldll-ll=
n...4 II- =T1= -TI
I
STANDARD SILT FENCE OUTLET
NO SCALE
REVISION
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WI LSON, N.C. 27893-1726
License No. C-1551
'r>;NTIENS '.;rERF v
IaCIILL L
DESIGN. CRI TC.F.n ,....c..,., .,n
I la
r:J' )1IN.
tt-k
to. al ttata t
91 N.
I.: \(1iILIiRAII.
I.1eV-1:" n.A
dttA VI wanly
III I1.A11
GRAVEL CONSTRUCTION ENTRANCE
CITY OF ROCKY MOUNT
DEPT. OF' ENGINEERING
APPROVED
STD. NO.
3.17
DATE
09-22-2010
REVISION
EMI
, esr'6° ✓T :27 Ars
P rr«rr� J
II.II�I.
IIIL=1111-ati=1 I/-U I=�j',freer U111111
_-r=u=n
= TI_r=1�11=11�=
r=111=1I11-
TERMINUS DETAIL A
NOTE BURY THE TOP END OF THE
MATTING STRIPS IN A TRENCH
a 4 OR MORE IN DEPTH,
a
m tt
las
TERMINUS DETAIL C
44
TERMINUS DETAIL B
NOTE. TARP THE TRENCH FULL OF SOIL.
SECURE WITH A ROW OF STAPLES, 10'
yyy SPACING, 4' DOWN FROM THE TRENCH.
• rm�y MAW
_ 1 r- " ro"-" /-
44
Jib
1111=1L_Ih1LI=L11=Ill=11)i=III .Ip=I1�=1111
-n=rn=n-r=r=
ITiI_iil =�i-I =III =r
NOTE' OVERLAP - BURY UPPER END OF
Ov LOVER STRIP AS IN 'A' AND 'Be.
..�_ OVERLAP END OF TOP STRIP
ID' AND STAPLC,
A 1r_. _r r - :77 1111=1m-(L(// II-1111-)III-110111r1
414
I11=jjp-I - I -L
=_n=n=r1=11=r=11r1=u=n
)III?. =1�fLI =r_��� �IIJ'=
=n=lrll= �I( I=_
44
'fi•'4.4"•„h' =j iv.
ir
/,•A1/�jlj�_. fps%caf.. .. r/
.���t g riff•e fjae rl
thrtte
rroir,, Ja/--srr
a
TERMINUS DETAIL D
NOTE. EROSION STOP - FOLD OF MATTING
BURIED IN SLIT TRENCH AND
AND TAMPED WITH DOUBLE ROW
OF STAPLES.
IA
CHANNEL STABILIZATION W/EROSION MATTING (SHEET 2 OF 3)
REVISIONS
NO
DATE
DESCRIPTION
114' WIRE MESH
A
L
MAXIMUM POST SPACING 4 FT.
SEDIMENT
CONTROL
STONE
FILTERED
WATER
SECTION A -A
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
A
j
AVERAGE BOX
DIMENSION
VARIABLE
MULTI -DIRECTIONAL FLOW
SYMBOL
NOTE
SEDIMENT CONTROL STONE
SHALL BE NO. 5 OR NO, 57.
WIRE MESH SHALL BE
HARDWARE CLOTH 23 GAUGE MIN
AND SHALL HAVE 1/4' INCH
MESH OPENINGS.
TOP OF WIRE MESH SHALL BE
A MINIMUM OF ONE FOOT BELOW
THE SHOULDER OR ANY
DIVERSION POINT.
STEEL POST SHALL DE 5 FT,
IN HEIGHT, BE INSTALLED 1,5
FT. DEEP MINIMUM, AND BE OF
THE SELF -FASTENER ANGLE
STEEL TYPE.
WORD POST SHALL BE 6 FT. IN
HEIGHT, BE INSTALLED TO 1.5
FT. DEEP MINIMUM, AND BE 3
INCHES IN DIAMETER.
POST SPACING SHALL BE A
MAXIMUM OF 4 ET,
fay.
SED
CONTROL
STONE
APPROVED
STD. NO.
3.13
DATE
04-10-00
Y
1/4' WIRE MESH
BEE NOTE FOR POST DESCRIPTION
FILTERED
WATER
SECTION Y-Y
FLOW
AVERAGE BOX
DIMENSION
VARIABLE
SINGLE -DIRECTIONAL FLOW
REVISION
ROCK INLET SEDIMENT TRAP TYPE IC'
Nn
DATE
REVISIONS
ITFSCRTPTVIN
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
DETAILS
APPROVED
STD. NO.
3.7
DATE
01-31-03
REVISION
SEE TERMINUS DETAILS A & B
CONSTRUCTION NOTES
L FINE GRADE, L ME, FERTILIZE, AND SEED
PRIOR TO INSTALLING EROSION MATTING,
2. INSTALL MATTING WITH DIRECTION OF FLOW,
EXCEPT AT LAP JOINTS AS ILLUSTRATED IN
TERMINUS DETAIL C.
3. LAY MATTING FLAT WITHOUT STRETCHING
OR WRINKLING AND SECURE W TH STAPLES
AS SHOWN ON TYPICAL CONFIGURATION.
SEE TERMINUS
DETAILS C & D
PRESS ENDS 4' INTO SOIL
AROUND STRUCTURES AND
STAPLE SECURELY,
SEE TERMINUS DETAIL A & B
CHANNEL STABILIZATION W/EROSION MATTING (SHEET 1 OF 3)
REVISIONS
Nn
DATE
OFSCRIPTTnN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
STD. NO.
3.12
DATE
10-09-03
REVISION
TRIANGULAR SWALE
THICKNESS (T)
4 MIN
SLOPE 24 OR
FLATTER
2
FILTER LAYER
(GRAVEL OR FABRIC)
DESIGN FLOW DEPTH
PLUS 6' FREEBOARD
STONE SIZE
THICKNESS (T)
CLASS A
9"
CLASS B
12"
CLASS I
18"
CLASS II
24"
TRAPEZOIDAL CHANNEL
5 IN
THICKNESS <T>
SLOPE 1MN OR
FLATTER
SLOPE 211 OR
FLATTER
2
FILTER LAYER
(GRAVEL OR FABRIC)
DESIGN FLOW DEPTH
PLUS 6' FREEBOARD
GENERAL NOTES]
STONE SHALL BE CLASS 'A', 13', 'I', OR Mt STONE AS DESCRIBED IN SECTION
1042 OF THE NCDOT STANDARD SPECIE CATIONS FOR ROADS B. STRUCTURES <SSRS.)
FILTER FABRIC FOR UNDERLAYMENT SHALL MEET REQUIREMENTS OF SECTION 1056
OF THE NCDOT SSRS,
GRADED GRAVEL FOR UNDERLAYMENT SHALL BE CLEAN STONE MEETING GRADATION
REQUIREMENTS FOR N57 OR 067 STONE <41 MIN. THICKNESS.)
WIDTH AND SHAPE OF DITCHES SHALL BE AS SHOWN ON THE APPROVED PLAN
OR AS DIRECTED BY THE ENGINEER.
ALL DIMENSIONS ARE MINIMUM UNLESS OTHERWISE NOTED ON PLANS,
STANDARD RIP RAP CHANNEL LINING
NO
DATE
REVISIONS
DESCRIPTION
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
STD. NO.
3.10
DATE
04-10-00
REVISION
6'
TYPICAL STAPLE
PATTERN "A"
TYPICAL STAPLES
TYPICAL STAPLE
PATTERN "C"
TYPICAL STAPLE
PATTERN "B"
TYPICAL STAPLE
PATTERN "D"
20"
MTV
CHANNEL STABILIZATION W/EROSION MATTING (SHEET 3 OF 3)
REVISIONS
DFSCRIPTION
CITY OF ROCKY MOUNT
DEPT OF ENGINEERING
APPROVED
3.14
DATE
04-10-00
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
REVISION
SYMBOL
CONSTRUCTION 1, LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE
AND INSERT A 2' X 4' WOOD STUD THREIUGH THE
BLOCK VOID AWAY FROM THE INLET OPENING TO
ALLOW FOR OVERFLOW. LAY A ROW OF BLOCKS
AGAINST THE WOOD STUD ACROSS THE FRONT OF
THE BASIN.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE
WIRE MESH WITH 1/2' OPENING OVER ALL BLOCK
OPENINGS ALLOWING ENOUGH APRON FOR THE GRAVEL
FILTER TO ANCHOR THE MESH AND ENOUGH MESH
TO OVERLAP CASTING AND COVER OVERFLOW.
3. USE KOUT 1157 OR EQUAL CLEAN GRAVEL TO TOP OF
BLOCKS PLACED AT 24 OR FLATTER SLOPE.
SPECIFICATICINS
MAINTENANCE 1. INSPECT THE BARRIER AFTER EACH RAIN AND MAKE
REPAIRS AS NEEDED.
2. REMOVE SEDIMENT AS NECESSARY TO PREIVIDE
ADEQUATE STORAGE VOLUME FOR SUBSEQUENT RAINS.
3, WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN
ADEQUATELY STABILIZED. REMOVE ALL MATERIALS
AND ANY UNSTABLE SOIL. AND EITHER SALVAGE OR
DISPOSE OF PROPERLY. BRING THE DISTURBED
AREA TO PROPER GRADE. THEN SMOOTH AND
COMPACT IT. APPROPRIATELY STABILIZE ALL BARE
AREAS AROUND THE INLET.
PAVEMENT OR
STREET STONE
BASE
FLO
CONCRETE MASONARY
BLOCKS
.41
PLAN
WIRE SCREEN
ELEVATION
SOIL OR GRAVEL DIKE
MAY BE NECESSARY
BEHIND CURB IF GROUND
IS LOWER THAN TOP OF
CONCRETE
CURB 11 GUTTER
CL1RB INLET
TEMPORARY BLOCK AND GRAVEL CURB INLET PROTECTION
NO
DATE
REVISIONS
DESCRIPTION
OPTIONAL TYPE.,:ig
SILT BASIN
•
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
BASE OF DITCH
12' SEDIMENT
TRAP
TEMP. STONE
DITCH CHECK
12' MIN.
STRUCTURAL STONE
SEDIMENT CONTROL STONE
ELEVATION VIEW
alatAkilit
•
CROSS SECTION
VEE DITCH
NATURAL GROUND
NOTES'
APPROVED
BACK
SLOPE
ISOMETRIC VIEW
STD. NO.
3.5
REVISION
EDGE OF PAVEMEN
- NATURAL GROUND
CROSS SECTION
TRAPEZOIDAL DITCH
STRUCTURAL STONE SHALL BE 'CLASS B' STONE
FOR EROSMN CONTROL.
TEMPORARY ROCK SILT CHECK TYPE-B
REVISIONS
NO
DATE
DESCRIPTION
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
3.9
DATE
04-10-00
REVISION
1/3 PIPE
LDIAMETER
1/3 PIPE
LDIAMETER
UPSTREAM END OF
STORM DRAIN
3/4' EXTERIOR
PLYWOOD
PLYWOOD INLET PROTECTION
UPSTREAM END OF
STORM DRAIN
HARDWARE CLOTH
STONE FILTER INLET PROTECTION
BURY BOTTOM
OF PLYWOOD
STEEL FENCE
POST <TYR)
WASHED STONE FILTER
ACROSS PIPE INLET
NOTE' ALL PARTIALLY COMPLETED STORM DRAINS
SHALL BE PROTECTED AT THE END OF
EACH DAY IN ACCORDANCE WITH THESE
REVISIONS
PIPE INLET PROTECTION (PLYWOOD & STONE)
Nn
DATE
DFSCRIPTMN
DATE: AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
•
APPROVED STD. NO.
3.16
DATE REVISION
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: JB
ROCKY
MOUNT TWNSP NASH COUNTY
NORTH
PIN # SHEET
DT1
11:27AM EST
0
al
ro
0
cc
ra
a.
DATE I
01-31-03

(SEDIMENT BASIN SCHEDULE'.
RISER STRUCTURE
SEDIMENT
BASIN
SB#
TOTAL I DISTURBED' Tc Cc I
AREA AREA : RUNOFF INTENSITY; Q-10
ACRES ACRES I MN COEFF • N/HR CFS
REQ
SURFACE
SO FT
REQ WEIR j
VOL ;LENGTH; WIDTH DEPTH LENGTH; BAFFLES
CF FT 1 FT 1 FT. E FT I REQ
PROP PROP j AREA - PROP BAFFLE PLACEMENT SKIMMER ORIFICE DEWATERING
SURFACE:SIDE SLOPE; BOTTOM -VOLUME (MEASURED FROM INFLOW END ). SIZE SIZE TIME
SO FT 1 FT/FT SO. FT. ! CF BAFFLE1' BAFFLE BAFFLE3 IN I N. DAYS
1 ; 22.17 I 18.52
5 0.5 7.51 1 69.53
30246
33330
AS SHOWN
2.0 30 1 YES 39600 3:1 33560
54299
AS SHOVMV
4.0
2.75 3.3
MINIMUM WEIR WIDTH =
;WET
MINIMUM SURFACE AREA =
SKIMMER SEDIMENT BASIN SCHEDULE
435 jSF/CFS Q10
1 MNMUM VOLUME =
1800 CU FT/DISTURBED ACRE
SKIMMER TOTAL
BASH AREA
SK# ACRES
DISTURBED
AREA
ACRES
Tc
MIN
Cc I
RUNOFF INTENSITY
COEFF H/HR
0-10
CFS
REQ REQ
SURFACE; VOL L:W LENGTH
SQ FT .1 CF RATIO FT
WIDTH DEPTH
FT FT
WEIR
LENGTH
FT
PROP I PROP 1 AREA
BA FFLES1 SURFACE SIDE SLOPE BOTTOM
REO SQ FT FT/FT 1 SQ.FT.
PROP 1 BAFFLE PLACEMENT ISKMMER ORIFICEIDEWATERNG
VOLUME(MEASURED FROM INFLOW END) SIZE SIZE j TIME
CF i BAFFLE I; BAFFLE 2,BAFFLE 3 IN N.[ DAYS
1 6.76
2 j 952
6.76
9.52
7.51
7.51
25.38 j 8250 12169 j 2.00
35.75 1 11620 17138 ; 2.58
130 66 1 2.0 I 24 ; 3 8450 3:1 ( 6254
186 72 2.0 ; 34 3 13375 i 3:1 1 10426
14649 1 33
23739� 46
65
9
98
139
2.0 1.75 j 4.20
2.5 2.00 4.05
'MINIMUM WEIR WDTH = 4'
"REQUIRED VOLUMED IS 1800 CU FT/DISTURBED ACRE
DITCH CALCULATIONS
10 YEAR DESIGN STORM
LOCATION
n=
0.015
DRAINAGE
AREA
SQ.FT.
DRAINAGE] RUNOFF RAINFALL REQUIRED]
---AREA COEFFICIENT]
10-YEARFLOW
ACRES 1 IWHR Q
DITCH BOIT
SLOPE WDT
s ! d
OM FLLOOH1 SIDE !FLOWWETTED IHYDRAULICMANN.i ACTUAL TOP
H SLOPEiA
._-1 REA PERIMETER] RADIUS i VEL. 1CAPACRYIVNDTH
y I M( A j P R IV; Q 1 W
SHEAR PERiMt
STRESS LINER
(Ibs/sq.ft,) I REWIRED
TEMP.
LINER
REQUIRED
TEMPORARY
LINER TYPE
SWALE#1
SWALE#2A
SWALE#2B
SWALE#3A
SWALE#3B
TEMPORARY
TEMPORARY
TEMPORARY
TEMPORARY
TEMPORARY
TEMPORARY
DIVERSION #1
DIVERSION #2
DIVERSION #3
DIVERSION #4
DIVERSION #5
DIVERSION#6
364291 0.84
25554; 0.59
132941 0.31
50727 1.16
24585 • 0.56
269877;
94834'1
1 2768641
I 2575041
4330551
1268301
0.50 7.51 I 3.14 10.0075 0
0.50 7.51 2.20 10,0030 0
0.50 ! 7.51 1.15 0.0200
0.50 7.51 ,.I. 4.37 �� 0.0145
0.50 1 7.51 2.12 1 0.0033
6.200.50 7.51 ; 23.26 0.0080
2.18 0.50 7.51 8.17 0.0048
6.36 0.50 7.51 23.87 0.0033
5.91 I 0.50 1 7.51 22.20 ; 0.0075
9.94 d 0.35 1 7.51 .0 26.130 0 � 45
2.91 0.35 I 7.51 7.65 ! 0,0045
0.55
0.57
0.31
0.55
0.55
3 ! 0.90
0.97
0.29
0.90
0.91
0.87 j 3
0.85 3
1.08 3
0 1.14 ; 3
2 1.05 3
0 0.84 3
3.46
3.60
1.97
3,46
3.48
0.26
0.27
0.15
0.26
0.26
3.50 ; 3.14 1 3 28 0.26
2.27 1. 2.20-,_I3.41 0,11
3.93 ' 1,15 I 1.87 0.39
487 1 437 I 3.28 0.50
2.33 i 2.12 1 3.30 0.11
3.98 7.48 0.53 5.84 23,26
2.17 5,38 0.40 3.76 8.17
5.64 8.81 0.64 4.24 23,87
3.89 7.20 0.54 15.71 j 22,20
5.37 1 8.61 0.62 ! 4,86 j 26.13
12.12 5 32 1 0.40 1 3.61 ; 7.65
7.20 0.43
5.11 0.25
8.46 0.22
6.83 0.53
8.27 0.29
5.04 0 24
NO
NO
NO
YES
NO
YES
NO
YES
YES
YES
NO
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
YES
STRAW W/ NET
STRAW W/ NET
STRAW W/ NET
STRA W W/ NET
STRAW W/ NET
STRAW W/ NET
STRAW W/ NET
STRAW W/ NET
STRAW W/NET
STRAW W/ NET
STRAW W/ NET
PLANNING AND DESIGN
-_..
1
HYDRAULIC; MANN I ACTUAL
;
.....
MANUAL)!
ITOP
WIDTH
I.
SHEAR
VR
n _.
FROM CHART
10
DITCH
YEAR
....
CALCULATIONS
DESIGN
LOCATION
STORM
(n
VALUES
-FULLY
I
I
OBTAINED
PERM
VEGETATED
;DRAINAGE:
FROM
CHART
:... _
C
CHANNELS
8.05c
I REQUIRED
OF
THE
DITCH
NC
EROSION
BOTTOM
FLOW
AND SEDIMENT
SIDE
. !__..
;FLOW
CONTROL
,1
I
I LINER ' AREA 1COEFFI FLOW SLOPE'1 WIDTH
!
;REQUIRED!...ACRESs . I Q d
DEPTH SLOPE] AREA I FERIMETER
y I M I A ..1... P
RADIUS VEL. 1 CAPACITY 1 _(FLOW) STRESS
R i V i Q 1 W ;(Ibs/sq.fi)
(RxV)
8.05c
p8.05.07
SWALE#3A NO 0.00 1 0.50 4.37
TEMPORARY DIVERSION#1 ! NO 1 6.20 1 0.50 23.26
TEMPORARY DIVERSION#3 I NO 6.36 1 0.50 23.87
1-
I
0.0145
0.0080
0.0033
1 0
2
2
0.99
1.41
1.79
1 3 1 2.94
3 I 8.75
3 13,181
6.26
10.89
13.32
0.47 i 1.49
0.80 i 2,66
0.99 1 1.81
0.81 1 2.54
0,94 ( 2.18
i 4.37 1 5.94 0.90
23.26 1 10,44 0.70
23.87 1 12.73 0.37
22.20 1 10.23 0.80
26.13 I 12.15 I 0.48
1 0.70
2.14
1.79
2.06
2.06
0.07
0.04
0.05
0.04
0.04
TEMPORARY DIVERSION#4 NO 1 0.50
22.20
0.0075
0
1.71
3 8.72 ! 10.79
TEMiPORARY DNERSION#5
„591
NO j 9.94 1 0.35
26.13
0.0045
2
1.69
3 1 11.971 12,70
FLOW DEPT
(Ya SEE TABLE)
TEMPORARY DITCH
SECTION
NO SCALE
FLOW DEPT
(Y- SEE TABLE) --
SYMBOL
SIDE SLOPES
(M =3:1)
DITCH SLOPE
(5 = SEE TABLE)
SIDE SLOPES
(M= 3:1)
DITCH SLOPES
(Si- SEE TABLE)
SWALES &
TEMPORARY DIVERSIONS
TYPICAL SECTION
NO SCALE
CONSTRUCTION
SPECIFICATIONS
MAINTENANCE
TD
3
TYPE A
PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL
A
PUN MEW
5EOm0N A -A
PROVIDE GEOTEXIILE UNDERUNER OR (MADED GRAVEL FILTER
(4' MITI. - /57 WASHED STONE BEDDING MATERIAL)
NOTES:
A
(1) d MI 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN
SIX (6") INCHES.
(2) d t " 1' ABOVE MAXIMUM TAILWATER OR TOP OF CHANNEL BANK
(WHICHEVER IS LESS.)
(3) Lot= LENGTH OF RIPRAP APRON, (TO OBTAIN Lo, USE FIG. 8.06a
FOR TYPE A INSTALLATION AND FIG. 8,086 FOR TYPE 8.) REFER TO;
NCDENR EROSION AND SEDIMENT CONTROI PI ANNING AND OFSIGN MANUAI
TYPE B
PIPE OUTLET TO WELL- DEFINED CHANNEL
B
e
•
:f•G•
-
PUN NEW
• ,•; t A.,
5Ean0N B-0
PROMOS GEOTEXIILE UNDERUNER OR GRADED GRAVEL FILTER
(4' MIN. - /57 WASHED STONE BEDDING MATERIAL)
NEI. BOTTOM
CULVERT OUTLET PROTECTION
NTT
DATE
REVISIONS
DFSCRIPTInN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED STD. NO.
3.22
DATE
01-31-03
REVISION
DISSIPATOR PAD/OUTLET PROTECTION SCHEDULE
'(NYDOT METHOD)
LOCATION
Qmax ( 010
CFS I CFS
V10 Vmax
FPS FPS
PIPE DIA _.. L.__..
1;
INCHES 'ZONE! M
NUMBER APRON
OF PIPES LENGTH2
(La) FEET
APRON
VNDTH3
FEET
CLASS
STONE
STONE D50
DEPTH4STONE
INCHES SIZE
PIPE "LA2' 64.20 26.54 3.03
PIPE "L62' 68.63 - 20.13 195
PIPE "LB21" 27.98 15.57 4.76
PIPES "LC" ' 94.00 67.00 16.51
1. REMOVE AND PROPERLY DISPOSE OF ALL TREES, BRUSH. STUMPS, AND OTHER OBJECTIONABLE MATERIAL.
2. ENSURE THAT THE MINIMUM CONSTRUCTED CROSS SECTION MEETS ALL DESIGN REQUIREMENTS.
3. ENSURE THAT THE TOP OF THE DIKE IS NOT LOWER AT ANY PRINT THAN THE DESIGN ELEVATION
PLUS THE SPECIFIED SETTLEMENT.
4. PROVIDE SUFFICIENT ROOM AROUND DIVERSIONS TO PERMIT MACHINE REGRADING AND
CLEANOUT.
5. VEGETATE THE RIDGE IMMEDIATELY AFTER CONSTRUCTION, UNLESS IT WILL REMAIN IN
PLACE LESS THAN 30 WORKING DAYS.
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY
REMOVE SEDIMENT FROM THE FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY
CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN THE AREA. PROTECTED IS
PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNEL TO BLEND WITH THE
NATURAL GROUND LEVEL AND APPROPRIATELY STABILIZE IT.
COMPACTED SOIL
2' MIN,
I1 �1-111 i �11�1IIII�I_I�I 11�11)
III
6' TYPICAL
18' MIN.
TEMPORARY DIVERSION BERM
REVISIONS
Nfl BATE
PFSCRIPTLN
CITY OF ROCKY MOUNT
DEPT. OF ENGINEERING
APPROVED
STD. NO.
3.15
DATE
04-10-00
REVISION
BARTLETI"
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
7.07
7.56
6.04
6.75
ELIBUAUEf1'(
OWLET RPRAAP
5• cars; -•
NOEL
T. DRivE STEEL
ENCE POST AT LEAST le INTO
SOLID Moulin
2. wOoo POSTS ME NOT ACCEPTABLE
3. USE STAPLES I• APART 10 ATTA[II rARRIC
10 -HOG WIRE'
42
42
30 2
3-30 2
POSOVOePVCCRPROO DUA
6
6
6
PERSPECTIVE VIEW
14
14
10
30
B
B
B
B
22 9
22 9
22 9
22
,"LET ZONE
35 Or
SURFACE AREA
St CRUDER
25e Or
SURFACE AEA
SEC ND CHAMBER
suRrACE ARCA
OWLET ZONE
SUrt RFACE AREA
FABRIC FOLDED
OVA HORIZONTAL
PO
HORTZONIAL P05
FENCE N.O EABRI
BURIED m TRENCH
DACKFILLED •wD
COMPACTED
F
i�-
SECTION AT OPENIING
BAFFLE PLACEMENT FOR TRAPS BASINS:
REVISIONS
Nn
IATFJ DFSFRIPTITIN
TELE: [phone]
FAX: [phone]
www.bortlett.us.com
CITY OF ROCKY MOUNT
DEPT CF ENGINEERING
DETAILS
APPROVED
STD. NO.
3.23
DATE
07-03-07
REVISION
PLASTIC SLOPE DRAIN PIPE
(PRACTICE STANDARD 6.32)
OR
GEOTEXTILE LINING
TEMPORARY OR
PERMANENT DITCH
STEEL POSTS (QUANTITYVAR.)
COIR FIBER BAFFLES
(PRACTICE STANDARD 6.65)
RISER STRUCTURE
SKIMMER -1'
CLASS &STONE PAD
(4'X4'X 1' MIN.)
11
PLAN ViEW
TRASH RACK
:A xf
ANTIFL A ION BLOCK
%\ cl .l
SKIMMER (SIZE VAR.)
h
STONE PAD--�
(below sk mmer
TOP OF EMBANKMENT
EMBANKMENT
i• WOOD -STAKE
OR METAL POST
3 P MIN.'�.',(7j:y(,
FREEBOARD- 1L I (U �((/s taint
i' MIN. �1 III �111 aI Aria Ain
:Il iTlliiiul (N )III) eip, l lliil( `
Isla m 111 alidc i AIM tot I l=
+; .:..,,
SECTIONAL VIEW ti
CUT-OFF
TRENCH
2' DEEP
1.1
STONE ENERGY
DISSIPATOR
014*
EMERGENCY SPILLWAY
4- EMERGENCY SPILLWAY
k'..c °P
�x Iule4
lIII1m1-111
ANTI -SEEP
COLLAR
1
NOTES
1. SEED AND PLACE MATTING FOR EROSION CONTROL ON INTERIOR AND EXTERIOR SIDESLOPES.
2. INSTALL A MINIMUM OF 3 COIR FIBER BAFFLES IN ACCORDANCE WITH PRACTICE STANDARD 6.65,
3. INSTALL SKIMMER AND COUPLING TO RISER STRUCTURE OR DIRECTLY INTO EMBANKMENT 1 FT. FROM BOTTOM OF BASIN.
4. THE ARM PIPE SHALL HAVE A MINIMUM LENGTH OF 6 FT. BETWEEN THE SKIMMER AND COUPLING.
Figure 6.61d Sediment Basin (milli. Riser Barrel Pipe)
CONSTRUCTION SPECIFICATION
BARREL
[- PIPE
STABILIZED
OUTLET
NOT TO SCALE
1. SITE PREPARATIONS- CLEAR, GRUB, AND STRIP TOPSOIL FROM AREAS UNDER THE EMBANKMENT TO REMOVE TREES, VEGETATION, ROOTS, AND OTHER OBJECTIONABLE
MATERIAL. DELAY CLEARING THE POOL AREA UNTIL THE DAM IS COMPLETE AND THEN REMOVE BRUSH, TREES, AND OTHER OBJECTIONABLE MATERIALS TO FACILITATE
SEDIMENT CLEANOUT. STOCKPILE ALL TOPSOIL OR SOIL CONTAINING ORGANIC MATTER FOR USE ON THE OUTER SHELL OF THE EMBANKMENT TO FACILITATE VEGETATIVE
ESTABLISHMENT. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW THE BASIN AS NEEDED.
2. CUT-OFF TRENCH- EXCAVATE A CUT-OFF TRENCH ALONG THE CENTER LINE OF THE EARTH FILL EMBANKMENT. CUT THE TRENCH TO STABLE SOIL. MATERIAL BUT IN
NO CASE MAKE IT LESS THAN 2 FEET DEEP. THE CUT-OFF TRENCH MUST EXTEND INTO BOTH ABUTMENTS TO AT LEAST THE ELEVATION OF THE RISER CREST, MAKE
THE MINIMUM BOTTOM WIDTH WIDE ENOUGH TO PERMIT OPERATION OF EXCAVATION AND COMPACTION EQUIPMENT, BUT IN NO CASE LESS THAN 2 FEET. MAKE SIDE
SLOPES OF THE TRENCH NO STEEPER THAN 1:1. COMPACTION REQUIREMENTS ARE THE SAME AS THOSE FOR THE EMBANKMENT. KEEP THE TRENCH DRY DURING
BACKEILLING AND COMPACTION OPERATIONS.
3. EMBANKMENT- TAKE FILL MATERIAL FROM THE APPROVED AREAS SHOWN ON THE PLANS. IT SHOULD BE CLEAN MINERAL SOIL, FREE OF ROOTS, WOODY VEGETATION,
ROCKS, AND OTHER OBJECTIONABLE MATERIAL. SCARIFY AREAS ON WHICH FILL IS TO BE PLACED BEFORE PLACING FILL. THE FILL MATERIAL MUST CONTAIN SUFFICIENT
MOISTURE SO IT CAN BE FORMED BY HAND INTO A BALL WITHOUT CRUMBLING. IF WATER CAN BE SQUEEZED OUT OF THE BALL, IT I5 TOO WET FOR PROPER
COMPACTION. PLACE FILL MATERIAL IN 6 TO 8 INCH CONTINUOUS LAYERS OVER THE ENTIRE LENGTH OF THE FILL AREA AND COMPACT IT. COMPACTION MAY BE
OBTAINED BY ROUTING THE CONSTRUCTION HAULING EQUIPMENT OVER THE FILL SO THAT THE ENTIRE SURFACE OF EACH LAYER IS TRAVERSED BY AT LEAST ONE
WHEEL OR TREAD TRACK OF HEAVY EQUIPMENT, OR A COMPACTOR MAY BE USED. CONSTRUCT THE EMBANKMENT TO AN ELEVATION 10 PERCENT HIGHER THAN THE
DESIGN HEIGHT TO ALLOW FOR SETTLING.
4. CONDUIT SPILLWAYS- SECURELY ATTACH THE RISER TO THE BARREL OR BARREL STUB TO MAKE A WATERTIGHT STRUCTURAL CONNECTION. SECURE ALL CONNECTIONS
BETWEEN BARREL SECTIONS BY APPROVED WATERTIGHT ASSEMBUES. PLACE ME BARREL AND RISER ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT
USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE OR ANTI -SEEP COLLARS. PLACE THE FILL MATERIAL AROUND
THE PIPE SPILLWAY IN 4-INCH LAYERS, AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE ADJACENT EMBANKMENT, CARE
MUST BE TAKEN NOT TO RAISE THE PIPE FROM FIRM CONTACT 'MTh ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF
2 FEET OF COMPACTED BACKFILL OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. ANCHOR THE RISER IN PLACE BY CONCRETE OR
OTHER SATISFACTORY MEANS TO PREVENT FLOTATION. IN NO CASE SHOULD THE PIPE CONDUIT BE INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE
EMBANKMENT IS COMPLETE.
5. EMERGENCY SPILLWAY- INSTALL THE EMERGENCY SPILLWAY IN UNDISTURBED SOIL. THE ACHIEVEMENT OF PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE
AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE EMERGENCY SPILLWAY.
6. INLETS- DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO
THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY (REFERENCES: RUNOFF CONTROL MEASURES AND OUTLET PROTECTION).
7. EROSION CONTROL- CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM BARE AREAS. COMPLETE THE
EMBANKMENT BEFORE THE AREA IS CLEARED. STABIUZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE ME CREST OF THE
PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION (REFERENCES: SURFACE STABILIZATION).
8. INSTALL POROUS BAFFLES.
9. SAFETY- SEDIMENT BASINS MAY ATTRACT CHILDREN AND CAN BE DANGEROUS. AVOID STEEP SIDE SLOPES, AND FENCE AND MARK BASINS WITH WARNING SIGNS IF
TRESPASSING IS LIKELY. FOLLOW ALL STATE AND LOCAL REQUIREMENTS.
MAINTENANCE
INSPECT TEMPORARY SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER) RAINFALL EVENT AND REPAIR IMMEDIATELY. REMOVE
SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN IT ACCUMULATES TO ONE-HALF THE DESIGN DEPTH. PLACE REMOVED SEDIMENT IN AN AREA WITH
SEDIMENT CONTROLS. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE
ALL NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE RISER AND POOL AREA.
PVC End
Cap
PVC Tee
Arm Assembly
PERSPECTIVE VIEW
END VIEW
PVC Elbow
Read
Cap
Flexible
Iicm
5chedule40
PVC Pipe
SEDIMENT BASIN
NO SCALE
Water Entry
Unit
PVC Vent
Pipe
FRONT VIEW
a
nomIroNton
&hc411e 40
PVCPipc
PVC Toe Orifice
Note.
Bottom Surface
Figure 6.64a Schematic of a skimmer,, from Pennsylvania Erosion and Sedln cnt Pailulon Control Manual,
March. 2090.
SKIMMER DETAIL
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20_.
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
Plan View
Influx
stru:tiir
Awvcragcidthw Arve"
L
Arcot basin water su-(ace of
top of pr mirth pilaw elevahe 1
Side elopes
Inflow Z•1 or flatter Bernes
strutter
intent
storage zone
Wood Stake
or Metal Post
Dam 8 Stale Pad
(41(4'XI' min,)
Figure 6.04e Exampleeta sediment basinwith a Dkimmerautet and emelgenoy DpltA•ay, From Pennsylvania
Botha and &Himont Pollution Centel Manual, March, 2000.
Emergency
spfilwcy
Embankment
(wld(h= 5' min.)
CONSTRUCTION SPECIFICATION
1. CLEAR GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL
CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL AU. OBJECTIONABLE
MATERIAL TO THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER
OBJECTIONABLE MATERIAL. PLACE THE FILL IN UFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT OVERFILL THE
EMBANKMENT 6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTUNG INTO THE MUCH BY
EXCAVATING A SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4-INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT
USE PERVIOUS MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL
MATERIAL AROUND THE PIPE SPILLWAY IN 4-INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST ME
SAME DENSITY AS ME ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH
ITS FOUNDATION WHEN COMPACTING UNDER THE PIPE HAUNCHES. PLACE A MINIMUM DEPTH OF 2 FEET OF COMPACTED BACKFILL
OVER THE PIPE SPILLWAY BEFORE CROSSING IT WITH CONSTRUCTION EQUIPMENT. IN NO CASE SHOULD THE PIPE CONDUIT BE
INSTALLED BY CUTTING A TRENCH THROUGH THE DAM AFTER THE EMBANKMENT IS COMPLETE.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED,
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE.
ATTACH THE FLEXIBLE JOINT TO THE BARREL PIPE AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE
TO ATTACH A ROPE TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO
THE SIDE FOR MAINTENANCE,
7. EARTHEN SPILLWAYS -INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE, THE ACHIEVEMENT OF
PLANNED ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL
OPERATION OF THE SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXIILE FABRIC.
THE FABRIC MUST BE WIDE AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR
ANCHORING IN A TRENCH. THE EDGES MAY BE SECURED WITH 8-INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH
TO EXTEND DOWN THE SLOPE AND EXIT ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR
SPLICED: OTHERWISE WATER CAN GET UNDER THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENURE
LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTIONS(S) SHOULD
OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT FLOW UNDER THE FABRIC, SECURE THE UPPER EDGE AND SIDES OF
THE FABRIC IN A TRENCH WITH STAPLES OR PINS. 8. INLETS -DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT
EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH OUTLET PROTECTION TO DIVERT SEDIMENT -LADEN WATER TO THE
UPPER ENO OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL -CONSTRUCT THE STRUCTURE 50 THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY
FROM BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY
EMBANKMENT AND ALL OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER
CONSTRUCTION.
10. INSTALL POROUS BAFFLES AS SPECIFIED IN PRACTICE. 6.65
11. AFTER ALL THE SEDIMENT -PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE
UNSTABLE SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABIUZE PROPERLY,
MAINTENANCE
INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH SIGNIFICANT (ONE-HALF INCH OR GREATER) RAINFALL
EVENT AND REPAIR IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT
ACCUMULATES TO ONE-HALF THE HEIGHT OF THE FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR
THE FIRST CELL MAKE SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD DOWN THE SKIMMER.
REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE -ANCHOR THE BAFFLES IF WATER IS FLOWING UNDERNEATH OR AROUND THEM.
IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN, USUALLY JERKING ON THE ROPE WILL MAKE THE
SKIMMER BOB UP AND DOWN AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THESE DOES NOT WORK, PULL THE SKIMMER
OVER TO THE SIDE OF THE BASIN AND REMOVE THE DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS
CLOGGED; IF SO REMOVE THE DEBRIS.
IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE REMOVED AND THE OBSTRUCTION CLEARED WITH A
PLUMBER'S SNAKE OR BY FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE REPOSITIONING THE SKIMMER.
CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH FABRIC THAT SPANS ME FULL WIDTH
OF THE SPILLWAY. CHECK THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND INSPECT THE EMBANKMENT
FOR PIPING AND SETTLEMENT. MAKE ALL NECESSARY REPAIR IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS FROM THE
SKIMMER AND POOL AREAS.
FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME SPECIAL PRECAUTIONS SHOULD BE TAKEN IN. THE WINTER
TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE.
TEMPORARY SKIMMER SEDIMENT BASIN
NO SCALE
Pipe Flow
(outlet control)
Full
Into Invert a 121,50
Outlet Invert = 121.12
Metaeal RCP
Dlamolar (Ina) a 18
Ke • 1.0
0.013
Length (11) =38
24.00
24.101
24.20
4.30
4.40
24.50
24.60
4.70
24.80
4.90
25.00
25.08
25.10
5.20
5.30
5.40
5.50
2.13
2.23
2.33
2.43
2.53
2.63
2.73
2.03
2.93
3.03
3.13
3.10
3.23
3.33
3.53
3.63
CF
PIPE FRICTION COEFFICIENTS
PIPE
12.60
12.00
13.18
13.46
13.74
14.01
14.27
14.53
14.78
15.03
15.28
16.42
16.52
15.76
1098
16.23
16.45
Outlet
7.1
7.30
7.46
7.62
7.77
703
8.07
0.22
8.37
8.51
0.85
0.72
13.70
8.92
9.18
9.31
COEFFICIENT
SMOOTH CEMENT
ROUGH CEMENT
CORRUGATED METAL
SMOOTH STEEL
RIVETED STEEL
CAST IRON
0.013
0,014
ca
Pipe FloW
(Inlet Contra')
Orifice
1.75
1.05
1.95
2.05
2.15
2.25
2.35
2,45
2.55
2.65
2.75
2.81
2.85
2.95
3.05
3.15
3.25
CFS
12.47
12.76
13.04
13.31
13.84
14.10
14.25
14.35
14.81
1405
15.09
15.33
Welr Flow
Riser
0.6 Creel Elev.
Pipe Diameter (Ins.)
Box
Cw
0.00
0.10
0.20
0.30
0.40
0.50
0.80
0.70
0.80
0.00
1.00
1.08
1.10
1.20
1.30
1.40
Spillway Capacity Spreadsheet
Chocked:
CF
124
3
6.11
13.15
17.29
21.79
28.62
31.78
37.20
40.40
42.92
46.90
55.14
61.62
68.34
By:
Orlfic Flow
Riser
Crest Elev. ▪ 124
Pipe Diameter (Ins.) 0
Bo
CO
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
000
1.00
1.06
1.10
1.20
1.30
1.40
1.60
▪ 0.6
Primary Emergency Spillway Flow Total Spillway Capacity
Spillway
Flow
9
a MU
CFS.
0,00
1.18
3.33
6.11
BAI
12.76
13.04
13.31
13.58
13.84
14.10
14.25
14.36
14.61
14.85
1509
15.33
0.00
13.70
1037
23.72
27.39
30.82
33.55
36.23
38.74
41.09
43.31
44.52
45.42
47.44
49.38
51.24
53.04
Bollom Width 30
Elevation Head
124.00
124.10
124.20
124.30
124.40
124.50
124.60
124.70
124.80
12000
125.06
125.10
125.20
125.30
125.40
125.50
0.00
0.00
000
0.00
0.10
0.20
0.30
0.40
0.50
0.80
0.70
0.76
0.80
0.90
1.00
1.10
1.20
0.00
0,00
0.00
MOO
2.66
7.51
13.80
21.25
29.70
39.04
49.20
55.20
60.11
71.72
84.00
00.91
110.42
alien
0.00
1.16
3.33
6.11
12.07
20.27
26.84
34.58
43.28
52.88
63.30
69.63
74.46
00.33
95.85
112.00
125.75
24.00
24.10
24.20
24,30
24.50
24.60
4.70
4.80
4.90
25.00
25.06
5.10
25.20
25.30
25.40
5.50
Elavallon Notes
EMERGENCY SPILLWAY
APPROX MAX WATER ELEV
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE: AUGUST 2020
REVISIONS:
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP
NASH COUNTY
NORTH CAROLINA
SHEET DT2
11:29AM EST
P: \_CADD\J.ANDPROJECTS\RHO\20042\DWG\20042CP7.dwg, Nov 23, 2020

P
NOW .mncNli rin,cnn:
Ur.S111vr10N.
ADDITIONAL EROSION CONTROL NOTES;
1. APPROVAL OF THIS PLAN PERMITS ONLY THOSE CLEARING AND GRADING ACTIVITIES LISTED WITHIN THIS PLAN. THIS PLAN DOES NOT
PERMIT THE CONSTRUCTION OF ANY IMPERVIOUS SURFACE OR STRUCTURE.
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartiett.us.com
2-311 COARSE AGGREGATE
6' THICK (MIN.)
• isisri i:i:i:i:i i:i:rfi:i:i:i:i:i_ •:i i • •i:i:i:i:i:i:•_•.• .
4dP Art Ark Airy- 41,40,401r
10' MIN.
FILTER FABRIC
TO PUBUC ROAD
CLASS B RIPRAP
1/2 DIAMETER OF PIPE OR
12" WHICHEVER IS GREATER
CAPACITY OF PIPE = DITCH CAPACITY
/I\ TEMPORARY STREAM CROSSING
NO SCALE
CONSTRUCTION SPECIFICATION:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND
PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN LOCATIONS SUBJECT TO
SEEPAGE OR HIGH WATER TABLE
MAINTENANCE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION
SITE. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-3 INCH STONE. AFTER EACH RAINFALL INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY. IMMEDIATELY REMOVE ALL
OBJECTIONABLE MATERIALS SPILLED, WASHED, OR TRACKED ONTO PUBLIC ROADWAYS.
FOR CROSSINGS OVER CHANNELS/DITCH, INSPECT BLOCKAGE, EROSION OF ABUTMENTS, CHANNEL SCOUR, RIPRAP
DISPLACEMENT, OR PIPING. MAKE ALL REPAIRS IMMEDIATELY TO PREVENT FURTHER DAMAGE TO THE INSTALLATION.
DETAILS
sp:
.LVt:I tlNOI I() fatted
T^.A7 W-dill CAN aE
..t.\h:I II 1 IN ilia DAY
SEC''"ON A
-L '1
r,Ih.:tAirfare 01 .r. 'ltpef .itr
enema , of installing nlprn
,an a
(porting incitation. to irrrl flow mnm,d u
lall 1.1: 11:.1'I'A'100N 111:QUI:M'E.
i$C1 MI r"t nD1 proullin
u,nr1 a llnn should int napin.d 0n the tenanting sa
rtnind
fin 101
al :(,vchannel nod bunk
,net•ie, la lie. all 2•.1:17
1 (on t %,anon ai nail not hook: W redlines% nod
lin Inllr,l and ' ed ,1 Ile' m'pin and the edlin role jumper
Tb , , should + �� o 'male of the tialn, redlining
control
on 1111` pone
ono minimize `d.emrbance stay
int the Rork noun wlWnm,vrt• p"onalulo.
2 hint Intaallation of all moil merit control Illyti351111.0 11(01 11111111.1Voll by tint aedlnunt
co to nrpre anlil beu spot
no ha Intl prorated leeiy"nlnk with 1Ito e I,mbinent tin ,"Ill:ull construction
rnIrm ore In come nil" r appropriate.. jeTitr aogne
e riul ill:. linear
U " tui approval for dew
fee violators 10 ,1u., 0r e,,nini, tinnily. Work rhoiilil ,ott`i/4: rond,emn,n me enennel dining
rid a ore its.
11 etiolating dike odd 1 the rind ends art np inn flow"111 and
Ike wit area
,I r the mark
„ punrprt',honk dl:el . Giro n ethnic velocity dl.npnI r anode of "Apra
v dad top 10 and Huth 0 nhotdd d 1e. mined nn the 1111101111 ddde ill
01 C. enniton, nd replad In tinily r"ddrnl mttm.
5 .11 lr , A ,,idol plm anoint;n k%r flows. The lie , of ,onatrnrldn,
1ln 11101114 bet limited I a n.vhwun or .. for em , ran nth
r fount Eh 'took taro I ldl 1m puittpail In it ,,.b %,m' bad111I Wbnnn In thin° 0.20.
Th n. aura oh did bu Inc .,1
nil h 11111 Ike Wilier drn.111r b oh Into .be channel billow Ike dnnnrlrcan' anl:alnk slits.
rtt twain( 11 I:cl
prciLe outequipment W11inn 1OM work a wlitn, wool; la propnerd
ottottlt
linimentbn. I%nll1e
the (Imbue ll'mod t the
Letrtlrna n alumni bu rnnnloni, ulndll ntlnri y them 11(31.134 nil Uup,i„i.a
11 II
,Will 'Mould n krnt )led n Indicated rf Wm Vim ' all
Imo 'aided t (loath(
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PUMP AROUND PRACTICE,
N1
f'F\: iStFIVS
1 41'21.I' ' IN .
CITY OF ROCKY MOUNT
DEPT. OF' ENGINEERING
SEEDBED PREPARATION:
APPROVED
STD. NO.
3.26
DATE
05-20-10
REVISION
CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3" DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
RIP ENTIRE AREA 6" DEEP. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM.
APPLY AGRICULTURAL UME AND FERTILIZER UNIFORMLY AND MIX WITH SOIL.
CONTINUE TILLAGE UNTIL A YELL PULVERIZED, REASONABLY UNIFORM SEEDBED IS PREPARED 4" TO 6" DEEP.
SPREAD SEED ON FRESHLY PREPARED SEEDBED AND COVER LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACKER AFTER SEEDING
MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
HYDROSEEDING
SURFACE ROUGHENING IS PARTICULARLY IMPORTANT WHEN HYDROSEEDING, AS A ROUGHENED SLOPE WILL PROVIDE SOME NATURAL
COVERAGE FOR LIME, FERTILIZER, AND SEED. THE SURFACE SHOULD NOT BE COMPACTED OR SMOOTH. FINE SEEDBED
PREPARATION IS NOT NECESSARY FOR HYDROSEEDING OPERATIONS: LARGE CLODS, STONES, AND IRREGULARITIES PROVIDE CAVITIES
IN WHICH SEEDS CAN LODGE.
RATE OF WOOD FIBER (CELLULOSE) APPLICATION SHOULD BE AT LEAST 2,000 LB/ACRE.
APPLY LEGUME INOCULANTS AT FOUR TIMES THE RECOMMENDED RATE WHEN ADDING INOCULANT TO A HYDROSEEDER SLURRY.
IF A MACHINERY BREAKDOWN OF )4 TO 2 HOURS OCCURS, ADD 50% MORE SEED TO THE TASK, BASED ON THE PROPORTION OF
THE SLURRY REMAINING. THIS SHOULD COMPENSATE FOR DAMAGE TO SEED. BEYOND 2 HOURS, FULL RATE OF NEW SEED MAY
BE NECESSARY.
LIME IS NOT NORMALLY APPLIED WITH A HYDRAULIC SEEDER BECAUSE IT IS ABRASIVE. IT CAN BE BLOWN ONTO STEEP SLOPES
IN DRY FORM.
CRIMPING STRAW MULCH
CRIMPING CAN BE APPLIED TO AREAS ADJACENT TO ANY SECTION OF THE ROADWAY WHERE TRAFFIC IS TO BE MAINTAINED OR
ALLOWED DURING CONSTRUCTION IN AREAS WITHIN SIX FEET OF THE EDGE OF PAVEMENT, STRAW IS TO BE APPLIED AND THEN
CRIMPED. AFTER THE CRIMPING OPERATION IS COMPLETE, AN ADDITIONAL APPLICATION OF STRAW SHALL BE APPLIED AND
IMMEDIATELY TACKED WITH A SUFFICIENT AMOUNT OF UNDILUTED EMULSIFIED ASPHALT.
STRAW MULCH SHALL BE OF SUFFICIENT LENGTH AND QUALITY TO WITHSTAND THE CRIMPING OPERATION.
CRIMPING EQUIPMENT INCLUDING POWER SOURCE SHALL BE SUBJECT TO THE APPROVAL OF THE ENGINEER PROVIDING THAT
MAXIMUM SPACING OF CRIMPER BLADES SHALL NOT EXCEED 8".
SEEDING SCHEDULE:
TEMPORARY SEEDING
SEEDING MIXTURE
GERMAN MILLET
RYE (GRAIN)
PARTRIDGE PEA
SEEDING DATES
SOIL AMENDMENTS
UMESTONE
FERTILI ZER(10-10-10)
STRAW MULCH
EMULSIFIED ASPHALT TACK
PERMANENT SEEDING
SEEDING MIXTURE
PARTRIDGE PEA
INDIAN GRASS
GERMAN MILLET
SEEDING DATES
SOIL AMENDMENTS
UMESTONE
FERTIUZER(10-10-10)
STRAW MULCH
EMULSIFIED ASPHALT TACK
HYDROSFFDINO,
MATERIAL
SEED
FERRUZER
STRAW MULCH
TACKIFIER
MAINTENANCE:
WINTER/EARLY SPRING
RATE(LB/ACRE)
120
60
12/1-4/15
2000 LB/ACRE
750 LB/ACRE
4000 LB/ACRE
435 GALLON/ACRE
WINTER/EARLY SPRING
RATE(LB/ACRE')
200.
10
2/1-4/15
3000-5000 LBS/ACRE
1000 LB/ACRE
4000 LB/ACRE
435 GALLON/ACRE
QUANTITY
200 LB/ACRE
500 LB/ACRE
2000 LB/ACRE
100 LB/ACRE
SUMMER
RATE(LE/ACRE).
40
4/15-8/15
2000 LB/ACRE
750 LB/ACRE
4000 LB/ACRE
435 GALLON/ACRE
SUMMER
RATE(LB /ACRE)
200
10
15
5/1-8/15
3000-5000 LBS/ACRE
1000 LB/ACRE
4000 LB/ACRE
435 GALLON/ACRE
FALL
RATE() B/ACRE)
120
60
8/15-12/30
2000 LB/ACRE
1000 LB/ACRE
4000 LB/ACRE
435 GALLON/ACRE
FALL
BATE(LB/ACRE)
200
10
8/25-10/1
3000-5000 LBS/ACRE
1000 LB/ACRE
4000 LB/ACRE
435 GALLON/ACRE
SOME RECOMMENDED GRASS SPECIES MAY REQUIRE TWO YEARS FOR ESTABLISHMENT, DEPENDING ON SITE CONDITIONS. INSPECT
SEEDED AREA FOR FAILURE AND MAKE NECESSARY REPAIRS, SOIL AMENDMENTS, AND RESEEDINGS. IF WEEDY EXOTIC SPECIES
HAVE OVERTAKEN THE AREA AFTER THE FIRST GROWING SEASON, THE INVADING SPECIES MUST BE ERADICATED TO ALLOW NATIVE
SPECIES TO GROW. NATIVE VEGETATIONS ARE DIFFICULT TO MANAGE AND TAKE LONGER TO ESTABLISH. MONITOR THE SITE UNTIL
LONG TERM STABILITY HAS BEEN ESTABLISHED.
OLDE MILL STREAM (PHASE 2)
CITY Of ROCKY MOUNT, NC
2. APPROVAL OF THIS PLAN CONSTITUTES APPROVAL FROM THE CITY OF ROCKY MOUNT ONLY. ADDITIONAL APPROVALS (SUCH AS
401/404 WETLANDS, ETC.) MAY BE REQUIRED PRIOR TO AUTHORIZATION TO BEGIN CLEARING AND GRADING. COPIES OF ALL
ADDITIONAL APPROVALS MUST BE PROVIDED TO THE DEPARTMENT OF ENGINEERING UPON RECEIPT.
3. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE KEPT ON SITE AT ALL TIMES. THE APPROVED SEDIMENTATION &
EROSION CONTROL PLAN SHOULD BE REGARDED AS MINIMUM REQUIREMENTS; ADDITIONAL MEASURES SHALL BE PUT IN PLACE AS
NEEDED TO INSURE THAT NO SEDIMENT IS RELEASED FROM THE SITE.
4. EROSION CONTROL MEASURES SHALL BE CONSTRUCTED PRIOR TO ANY CLEARING OR GRADING ACTIVITIES BEYOND THAT NECESSARY TO
INSTALL SUCH MEASURES. APPROVAL OF CONSTRUCTED EROSION CONTROL MEASURES SHALL BE OBTAINED IN WRITING FROM
ENGINEERING DEPARTMENT STAFF PRIOR TO SITE CLEARING AND GRADING.
5. COPIES OF ALL PERMITS AND APPROVED PLANS MUST BE KEPT ON SITE IN A PERMIT BOX THAT IS CONSPICUOUSLY LOCATED AND
EASILY ACCESSIBLE DURING CONSTRUCTION. THIS INCLUDES APPROVED CONSTRUCTION PLANS, APPROVED EROSION CONTROL PLANS,
ENCROACHMENT AGREEMENTS, DRIVEWAY PERMITS, WATER/SEWER PERMITS, ETC.
6. CITY OF ROCKY MOUNT ENGINEERING DEPARTMENT PERSONNEL MUST BE GRANTED ACCESS UPON REASONABLE REQUEST TO ANY AND
ALL AREAS OF THE SUBJECT SITE FOR THE INSPECTION OF SEDIMENTATION AND EROSION CONTROL ADEQUACY.
7. IF ADDITIONAL EROSION AND SEDIMENTATION CONTROLS ARE REQUIRED TO PREVENT OFFSITE SEDIMENTATION, THESE PLANS MUST BE
MODIFIED AND SUBMITTED TO THE DEPARTMENT OF ENGINEERING WITHIN FIVE BUSINESS DAYS FOR APPROVAL AND ADDITION TO THEIR
RECORDS.
8. SITE LIES IN FLOOD ZONE X, PER FEMA FIRM # 3720383000J DATED NOVEMBER 3, 2004.
pi WRING CI FARING/GRADING ACTIVITIES•
a. ENSURE THAT EROSION & SEDIMENTATION CONTROL PLAN IS KEPT ON SITE AT ALL TIMES IN AN APPROPRIATE PERMIT BOX.
b. PLACE SILT FENCE PRIOR TO CLEARING/GRADING. CLEAR ONLY ENOUGH TO INSTALL ALL EROSION CONTROL MEASURES AFTER SILT
FENCE IS INSTALLED.
c. AFTER ALL EROSION CONTROL MEASURES ARE IN PLACE, CALL THE ENGINEERING DEPARTMENT FOR INSPECTION OF EROSION CONTROL
DEVICES.
d. UPON RECEIPT OF WRITTEN APPROVAL OF EROSION CONTROL IMPLEMENTATION, BEGIN CLEARING/GRADING ACTIVITIES, IN ACCORDANCE
WITH SECTION 801 OF THE CITY OF ROCKY MOUNT LDC.
e. IF OFF SITE SEDIMENTATION IS OCCURRING, IMMEDIATELY INSTALL APPROPRIATE CONTROL MEASURES TO STOP IT AS NECESSARY. A
REVISED PLAN MUST BE FILED WITH THE ENGINEERING DEPARTMENT WITHIN 5 BUSINESS DAYS. ANY OFF SITE SEDIMENTATION THAT
HAS OCCURRED MUST BE REMOVED IN ACCORDANCE WITH APPLICABLE REGULATIONS.
f. AFTER CLEARING AND GRADING ARE COMPLETE, IMMEDIATELY STABILIZE ALL DISTURBED AREAS WITH SEED AND STRAW (AND NETTING,
IF REQUIRED).
MIRING CONSTRUCTION ACTIVITIES;
a. ENSURE THAT ALL PERMITS AND APPROVED PLANS ARE KEPT ON SITE IN AN APPROPRIATE PERMIT BOX.
b. ENSURE THAT NO SEDIMENTATION IS OCCURRING OFF SITE, SEE ABOVE.
c. ENSURE THAT ALL APPLICABLE ORDINANCES AND PERMIT CONDITIONS ARE FOLLOWED.
d. AFTER ROAD BASE IS INSTALLED, THE DEVELOPER IS RESPONSIBLE FOR PROVIDING TEMPORARY STREET NAME SIGNAGE. UPON
INSTALLATION OF CURB AND GUTTER, PERMANENT STREET SIGNAGE (STREET NAMES, STOP SIGNS, ETC.) MUST BE ORDERED THROUGH
THE CITY OF ROCKY MOUNT ENGINEERING DEPARTMENT.
e. FOR PUBLIC ROADS, PERFORM TESTING ON SUBGRADE TO CONFIRM, OR MODIFY, PRELIMINARY PAVEMENT DESIGN. TESTING SHALL BE IN
ACCORDANCE WITH CITY STANDARD SPECIFICATION 02225.1.06 AND GEOTECHNICAL REPORT PROVIDED BY A REGISTERED PROFESSIONAL
ENGINEER. APPROVAL OF THE REPORT BY THE CITY IS REQUIRED PRIOR TO ACCEPTANCE OF PROOF ROLL.
CONSTRUCTION NOTES:
ALL IMPROVEMENTS SHALL CONFORM TO THE CITY OF ROCKY MOUNT'S LAND DEVELOPMENT CODE AND THE MANUAL OF SPECIFICATIONS
AND DETAILS.
PROJECT PLANS AND BENCHMARKS ARE BASED ON NAVD 88 VERTICAL DATUM AT NAD 83 HORIZONTAL DATUM TO THE ACCURACY
SPECIFIED IN 21 NCAC 56.1603 (CLASSIFICATION OF BOUNDARY SURVEYS), PARAGRAPH (1) LOCAL CONTROL NETWORK SURVEYS (CLASS
AA) AND 21 NCAC 56.1605 CLASSIFICATION OF VERTICAL CONTROL SURVEYS PHARAGRAPH (1) URBAN AND SUBURBAN VERTICAL CONTROL
SURVEYS (CLASS A). WHERE THE CORNERS ARE TIED USING GPS SURVEYING METHODS, THE PROCEDURES USED SHALL CONFORM TO 21
NCAC56.1603 GLOBAL POSITIONING SYSTEM SURVEYS. THE POSITION S OF BOTH THE REFERENCED CORNERS AND THE MONUMENTS USED
SHALL BE SHOWN IN X (EASTING) AND Y (NORTHING) AND Z (ELEVATION). THE CONTRACTOR SHALL BE RESPONSIBLE FOR ENSURING
THAT A MINIMUM OF TWO (2) PROJECT CONTROL MONUMENTS AS SPECIFIED HEREINAFTER ARE INSTALLED BY A REGISTERED
PROFESSIONAL LAND SURVEYOR AND SHALL BE FIELD LOCATED BY THE ENGINEER. ALL MONUMENTS SHALL BE CONSTRUCTED OF
CONCRETE AND BE AT LEAST FOUR (4) INCHES IN DIAMETER OR SQUARE, NOT LESS THAN THREE (3) FEET IN LENGTH AND INSTALLED
WITH THE TOP FLUSH WITH THE FINISHED GROUND. EACH MONUMENT SHALL HAVE A STANDARD METAL PLATE IMBEDDED IN ITS TOP OF
NON CORRODIBLE MATERIAL MARKED PLAINLY WITH THE BENCH POINT, THE MONUMENT NUMBER AND IDENTIFIED AS A PART OF THE CITY
OF ROCKY MOUNT GEODETIC CONTROL SYSTEM. THE PROJECT CONTROL MONUMENTS SHALL BE LOCATED ON THE STREET RIGHT OF WAY
TO FACILITATE CONSTRUCTION CONTROL BUT MAY BE INCORPORATED AS A PROPERTY CONTROL CORNER. IN ALL CASES THE
CONTRACTOR SHALL PROTECT PROJECT CONTROL MONUMENT(S) FROM DISRUPTION DUE TO CONSTRUCTION OPERATIONS. THE NORTH
CAROLINA GEODETIC SURVEY CAN BE REACHED ON THE WEB AT www.ncgs.state.nc.us.
DISTURBED AREA IS IN EXCESS OF 1 ACRE AND FORMAL SEDIMENTATION & EROSION CONTROL PLAN APPROVAL WAS REQUIRED AS A
CONDITION OF CONSTRUCTION PLAN APPROVAL. A COPY OF THE APPROVED EROSION CONTROL PLAN MUST BE KEPT ON SITE AT ALL
TIMES. THE APPROVED SEDIMENTATION & EROSION CONTROL. PLAN SHOULD BE REGARDED AS MINIMUM REQUIREMENTS; ADDITIONAL
MEASURES SHALL BE PUT IN PLACE AS NEEDED TO INSURE THAT NO SEDIMENT IS RELEASED FROM THE SITE.
OVERALL IMPERVIOUS AREA IS LESS THAN 15% OF THE SITE OR THE INCREASE IN PEAK DISCHARGE FROM THE SITE IS LESS THAN 10%
THEREFORE SITE IS EXEMPT FROM DETENTION REQUIREMENTS.
DETENTION AND NUTRIENT MANAGEMENT REQUIREMENTS MUST BE MET WITH THE NEXT PHASE DEVELOPMENT, OR AT SUCH TIME AS ANY
OF THE THRESHOLDS FOR THOSE REQUIREMENTS ARE REACHED PER THE LAND DEVELOPMENT CODE
WATER AND SEWER PERMIT APPLICATIONS HAVE BEEN
WATER PERMIT NUMBER: DEH SN: OB-01879
SEWER PERMIT NUMBER: W00033671
PAYMENT OF WATER AND SEWER SERVICES FEES MAY
972-1127 TO DETERMINE APPLICABLE FEE(S).
APPROVED BY THE NCDEQ. PERMIT NUMBERS ARE AS FOLLOWS:
BE DUE PRIOR SETTING OF TAPS OR METERS, CONTACT NEGRETE SILVER AT
NCDOT AND/OR CITY DRIVEWAY PERMIT IS REQUIRED FOLLOWNG CONSTRUCTION PLAN APPROVAL.
NCDOT ENCROACHMENT AGREEMENT IS REQUIRED FOLLOWING CONSTRUCTION PLAN APPROVAL.
PAVEMENT SECTION IS REPRESENTATIVE OF A ROADWAY GEOMETRY ONLY. A GEOTECHNICAL REPORT AND PAVEMENT DESIGN SEALED BY
A REGISTERED PROFESSIONAL ENGINEER MUST BE APPROVED BY THE CITY ENGINEER PRIOR TO THE PLACEMENT OF ANY ROADWAY
IMPROVEMENTS. ALL GEOTECHNICAL TESTING PROCEDURES AND REPORTS SHALL BE IN ACCORDANCE WITH CITY STANDARDS.
SUB -GRADE SOIL CONDITION MUST BE EVALUATED AND CERTIFIED, INCLUDING IN -PLACE DENSITY, BY A GEOTECHNICAL ENGINEER FOR
CONFORMANCE WITH PAVEMENT DESIGN CONDITIONS AND A PROOF -ROLL MUST BE WITHNESSED AND APPROVED BY CITY ENGINEERING
DEPARTMENT REPRESENTATIVE PRIOR TO PLACEMENT OF STONE BASE.
SITE LIES IN FLOOD ZONE X WITH A PORTION LOCATED IN THE FLOOD HAZZARD AREA, PER FEMA FIRM # 3830 DATED NOVEMBER 3,
2004. BASE FLOOD ELEVATION IS 118 FT.
COPIES OF ALL PERMITS AND APPROVED PLANS SHALL BE PREPARED IN ACCORDANCE WITH CITY STANDARDS AND PROVIDED PRIOR TO
FINAL PLAT APPROVAL.
THE PROJECT ENGINEER IS RESPONSIBLE FOR RESOLVING ANY DESCREPANCY BETWEEN THE FIELD CONDITIONS AND PLAN ELEVATIONS AND
IMPROVEMENTS.
FOR THE INSTALLATION OF ELECTRICAL SERVICES, LOCATION OF PAD -MOUNTED TRANSFORMER IF NEEDED AND TO COORDINATE
ELECTRICAL TEMPORARY SERVICE, CONTACT PUBLIC UTILITIES AT [phone].
PRIMARY ELECTRIC LINES AND RELATED FACILITIES SHALL BE INSTALLED 10-FT BEHIND THE CURB/EDGE OF PAVEMENT AT A DEPTH OF
NO LESS THAN 48 INCHES OF FINISHED GRADE. CONTACT DARRYL STROTHER (252-467-4808) TO COORDINATE THE PROPOSED ELECTRIC
INSTALLATION ROUTE
FOR THE INSTALLATION OF GAS SERVICES, CONTACT PUBLIC UTILITIES AT [phone].
ANY RELOCATION OF EXISTING UTILITIES WILL BE AT THE COST OF THE DEVELOPER/OWNER. THE CITY WILL NOT ACCEPT RESPONSIBILITY
FOR DAMAGES TO CURB AND GUTTER OR STREET IMPROVEMENTS IF INSTALLED PRIOR TO UNDERGROUND SERVICES, NOR WILL THE CITY
ABSORB THE COST FOR BORINGS TO INSTALL UNDERGROUND SERVICES, PAVEMENT PATCHING OR DAMAGES TO LANDSCAPING. THESE WILL
BE THE RESPONSIBILITY OF THE DEVELOPER/OWNER.
ROW EASEMENT TO BE SIGNED PRIOR TO INSTALLATION OF UTILITIES.
WATER METERS SUPPLIED BY CONTRACTORS SHALL CONTAIN ENCODER REGISTER AND I7RON 50W-2 PIT ERT MODULE FOR RADIO
TRANSMITTED READING PER CITY OF ROCKY MOUNT STANDARDS. CONTACT CRM WATER AND SEWER SERVICES DIVISION (252-297-1317)
FOR ADDITIONAL INFORMATION OR QUESTIONS.
PROVIDE FIRE FLOW CALCULATIONS FOR NEW HYDRANTS.
FIRE PROTECTION WATER SUPPLY SYSTEM INCLUDING FIRE HYDRANTS, SHALL BE INSTALLED AND IN SERVICE PRIOR TO RECORDING THE
SUBDIVISION, OR IF NO SUBDIVISION IS INVOLVED, SHALL BE INSTALLED PRIOR TO PLACING OF COMBUSTIBLE BUILDING MATERIALS FOR
STRUCTURES OR COMBUSTIBLE PRE -TESTED FABRICATED BUILDING ASSEMBLIES ON THE PROJECT SITE OR UTILIZING THEM IN
CONSTRUCTION OF BUILDING STRUCTURES. IF PHASED COORDINATION IS PLANNED, COORDINATE INSTALLATION OF THE FIRE PROTECTION
WATER SYSTEM IS PERMITTED.
FIRE DEPARTMENT VEHICULAR ACCESS TO ALL STRUCTURES UNDER CONSTRUCTION SHALL BE PROVIDED AT ALL TIMES. IN AREAS WHERE
GROUND SURFACES ARE SOFT OR LIKELY TO BECOME SOFT, HARD ALL WEATHER SURFACE ROADS SHALL BE PROVIDED AND MAINTAINED.
ADDRESS NUMBERS, BOTH COMMERCIAL AND RESIDENTIAL, MUST BE POSTED ON THE FRONT OF THE STRUCTURE NEAREST TO THE MAIN
ENTRANCE IN A POSITION TO BE PLAINLY LEGIBLE, VISIBLE, AND UNOBSTRUCTED FROM THE STREET OR ROAD FRONTING THE PROPERTY.
EVERY STREET WILL UTILIZE A COMPLETE STREET NAME CONSISTING OF A BASE NAME AND TYPE SUFFIX (Main St.)
ASSIGNED ADDRESS MUST BE ISSUED VIA CITY OF ROCKY MOUNT ADDRESSING CERTIFICATE COMPLETED BY THE CITY OF ROCKY MOUNT
PLANNING DEPARTMENT ADDRESSING AGENT AND WILL BE VERIFIED THROUGH THE CITY OF ROCKY MOUNT 9-1-1 COORDINATORS OFFICE.
ANY CHANGE OR DIVIATION FROM THIS PLAT, PRIOR TO OR DURING CONSTRUCTION, WILL CAUSE ADDRESSING AND / OR STREET NAMES
TO BE RE-EVALUATED WITH POSSIBLE SUBSEQUENT CHANGE.
CROSS CONNECTION POLICY IS AVAILABLE AT http://www.rockymountnc.gov/utilltles/crossconnectlon.html
ALL NEW COMMERCIAL WATER SERVICES AND IRRIGATION SERVICES ARE REQUIRED TO HAVE TESTABLE BACKFLOW PREVENTION ASSEMBLIES
(BFP).
FIRE SERVICES WITH FDC OR BOOSTER PUMPS ARE REQUIRED TO HAVE REDUCED PRESSURE PRINCIPLE DETECTOR ASSEMBLIES (RPDA).
REDUCED PRESSURE ASSEMBLIES ARE REQUIRED FOR HEALTH HAZZARD APPLICATIONS.
DOUBLE CHECK VALVE ASSEMBLIES MAY BE USED IN NON HEALTH HAZZARD APPLICATIONS SUCH AS SOME OFFICE, RESTAURANT, AND
RETAIL APPLICATIONS.
DATE. AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA
ZONE: R-6 & 0-1
REVISIONS:
CRM 1ST REVIEW COMMENTS 10/13/2020
PIN # SHEET
DT3
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCGO1 Construction General Permit (Sections E and F respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required
Ground
Stabilization
Timeframes
Site Area
Description
Stabilize
calendar
after
disturbance
within
ceasing
this
Timeframe variations
many
days
land
(a)
Perimeter
swales,
perimeter
ditches,
dikes,
slopes
and
7
None
(b)
High
(HQW)
Quality
Zones
Water
7
None
(c)
Slopes
3:1
steeper
than
7
If
not
allowed
slopes
steeper
are
than
10'
or less
2.1,
14
in
days
length
are
and
are
(d)
Slopes
3:1
to 4:1
14
-7
length
-7
ditches,
Zones
-10
days
days
days
and
for
for
perimeter
for
slopes
with
perimeter
slopes
Lake
greater
slopes
dikes,
steeper
Watershed
than
and
swales,
HQW
50'
than
in
4:1
Falls
(e)
Areas
flatter
with
than
slopes
4:1
14
-10
-7
ditches,
there
days
days
for
is zero
perimeter
for
perimeter
Lake
slopes
dikes,
Watershed
swales,
and
HQW
Zones
unless
Falls
slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary',Stabi ization
• Temporary grass seed covered with straw or
other mulches and tackifiers
• Hydroseeding
• Rolled erosion control products with or
without temporary grass seed
• Appropriately applied straw or other mulch
• Plastic sheeting
•
�ermanent;stabi tzation
Permanent grass seed covered with straw or
other mulches and tackifiers
Geotextile fabrics such as permanent soil
reinforcement matting
Hydroseeding
Shrubs or other permanent plantings covered
with mulch
Uniform and evenly distributed ground cover
sufficient to restrain erosion
Structural methods such as concrete, asphalt or
retaining walls
Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
A
ocifsczylo
<0
<d
0
\0
20
rSANDBAGS (TYP.)
OR STAPLES
SILT FENCE
CLEARLY MARKED SIGNAGE
CONCRETE +� NOTING DEVICE (1fl24' MIN.)
WASHOUT
PLAN
11
SIDE
(TYP
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
algae
OP LINING SANDBAGPLESS (Try.)
OR STA
LOWSIVE
FILTRATION
SOIL BERM
SFC110N A -A
NOTES•
1. ACTUAL LOCATION DETERMINED IN RELD
2. THE CONCRETE WASHDUT STRUCTURES SHALL
BE MAINTAINED WHEN THE UQUID AND/OR SCUD
REACHES 75% OF THE STRUCTURES CAPACITY.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CIEARY MARKED %W1H SIGNAGE NOTING DEVICE
BELOW GRADE T TO SCAWASHOUT STRUCTURE
NOLE
SANDBAGS (TIP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
AASNWT NOTING DEVICE (18.X24 MIN.)
PLAN
10 MIL
PLASTIC UNINO
1.1 SIDE SLOPE
TYP.)
SANDBAGS (rYP.)
OR STAPLES
OW FlLVEnoN
SOIL BERM
NOTES:
1. ACTUAL LOCATION DETERMINED IN
FIELD
2. THE CONCRETE WASHOUT
STRUCTURES SHALL BE MAINTAINED
WHEN THE UQUID AND/OR SCUD
REACHES 73.i OF THE STRUCTURES
CAPACITY TO PROVIDE ADEQUATE
HOLDING CAPACITY YAM A MINIMUM 12
INCHES OF FREEBOARD.
3.CDNCRETE WASHOUT STRUCTURE
NEEDS TO BE CLEARY MARKED YMH
SIGNAGE NOTING DEVICE
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH
WILSON, N.C. 27893-1726
License No. C-1551
TELE: [phone]
FAX: [phone]
www.bartlett.us.com
S&E
NCGO1 DETAILS
(1 OF 2)
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC -
DATE: AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
•
EFFECTIVE: 04/01 / 19
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD 800K:
DRAWN BY: RF
SURVEY BY: KP, J8
ROCKY MOUNT TWNSP
NASH COUNTY
NORTH CAROLINA
ZONE: R-6 & 0-1
REVISIONS:
PIN #
SHEET DT4
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SECTION
A: SELF
-INSPECTION
SELF
-INSPECTION,
during
inspection.
or
inspection
site
Inspection
normal
of
RECORDKEEPING
of
conditions
normal
the
PART
business
addition,
Record.
III
business
be
would
business
delayed
hours
AND
when
hours,
cause
day.
REPORTING
in accordance
until
a
the
storm
the
Any
the
safety
self
time
next
event
-inspection
of
with
business
when
of
the
equal
the
inspection
inspections
shall
table
day
to
on
or
be
Self
below.
personnel
which
greater
performed
were
-inspections
delayed
it
When
is
than
to
safe
upon
adverse
be
1.0
shall
to
are
in
inch
the
jeopardy
perform
be
occurs
noted
weather
the
outside
in
required
commencement
the
may
In
next
the
Inspect
Frequency
(during normal
business hours)
Inspection records must include:
(1) Rain gauge
maintained in
good working
order
Daily
Daily
If
holiday
available,
attended
needed).
"zero."
approved
no
rainfall
daily
periods,
record
days
Days
The
by
amounts.
rain
permittee
the
gauge
the
(and
on
Division.
and
which
cumulative
this
observations
no
no
may
individual
will
rainfall
determine
use
rain
another
are
-day
occurred
made
rainfall
measurement
if
rain
a
shall
during
site
-monitoring
weekend
information
for those
inspection
be recorded
or
is
un-
is
as
device
(2)
Measures
E&SC
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
1 Identification
2 Date
3 Name
4 Indication
properly,
5. Description
6. Description,
and
of
time
of the person
of whether
of
evidence,
the
of the
maintenance
measures
inspection,
performing
the
and
inspected,
the inspection,
were operating
for the measure,
of corrective actions taken.
measures
needs
date
(3)
discharge
outfalls
Stormwater
(SDOs)
At
7 calendar
and
hours
event
24
least
hours
once
days
within 24
of a rain
> 1.0
per
inch in
1. Identification
2. Date and
3. Name
4. Evidence
sheen,
5. Indication
6. Description,
time
of the
floating
of
of
person
of indicators
or
of visible
evidence,
the
the
discharge
suspended
sediment
inspection,
performing
of
and
stormwater
date
outfalls
the
solids
leaving
of corrective
inspected,
inspection,
pollution
or discoloration,
the
site,
actions
such
as
taken.
oil
(4)
Perimeter of
site
At
7 calendar
and
hours
event
24
least
hours
within
of
>
once
days
24
a rain
1.0
per
inch
in
If visible
of the
1. Actions
the
2. Description,
3. An
releases.
sedimentation
following
site
explanation
taken
limits,
shall
evidence,
to
as
clean
is
be
the
found
made:
up or
and date
actions
outside
stabilize
of
taken
site
the
corrective
to
limits,
sediment
actions
control
then
that
future
a
taken,
record
has
left
and
to
(5)
(where
wetlands
or
accessible)
Streams
offsite
onsite
or
At least
7 calendar
and
hours
event
24
hours
within
of
>
once per
days
24
a rain
1.0 inch
in
If
stream
activity,
1.
2.
the
stream
has
then
this
permit.
or
visible
a
of the
Office
wetland has
increased
record of the
evidence and
required
per Part
increased
turbidity
following
date of corrective
reports to
III, Section
visible
from the
shall
the appropriate
C, Item
sedimentation
be
construction
made:
(2)(a)
actions
Division
of this
taken,
or a
and
permit
Description,
Records
Regional
of
(6) Ground
stabilization
measures
After each phase
of grading
1. The phase
measures,
drainage
activity,
ground
2. Documentation
measures
timeframe
soon as
of
clearing
facilities,
construction
cover).
have
or
possible.
grading
an
that
been
(installation
and
completion
or
the
provided
assurance
grubbing,
redevelopment,
required
that
of
within
they
of
installation
all
ground
perimeter
land
the
will
-disturbing
permanent
stabilization
required
be
of
provided
E&SC
storm
as
NOTE:
rain inspection
resets
the
required
7 calendar
day
inspection
requirement.
The
SECTION
B: RECORDKEEPING
SELF
-INSPECTION,
well
kept
to
as
the
any
up-to-date
RECORDKEEPING
E&SC
approved
PART
plan
throughout
III
shall
deviation
be
AND
documented
the
shall
REPORTING
coverage
be
kept
in
under
on
the
the
this
site.
permit.
1.
E&SC
The
approved
The
described:
approved
following
Plan
Documentation
E&SC
items
E&SC
plan
must
pertaining
as
be
plan
The
manner
Item
to
Document
Documentation
Requirements
locations,
(a)
and
shown
Each
does
on
E&SC
not
dimensions
the
significantly
approved
Measure
and
has
E&SC
deviate
relative
been
Plan.
installed
from
elevations
the
Initial
of
and
E&SC
Plan.
initial
the
installation.
the
sign
E&SC
and
approved
Measure
an
date
documentation
Measures
inspection
each
shown
E&SC
the
are
E&SC
Plan
report
on
E&SC
the
Measure
is
or
required
that
approved
complete,
Measures
lists
on
upon
initial
a
each
copy
date
E&SC
or
if
the
after
This
installation
of
modified
site
(b)
A
phase
of
grading
has
been completed.
Initial
Plan
and
or complete,
to indicate
date
phase.
a copy
date
completion
of
the
and
sign
approved
of
an
the
inspection
E&SC
report
construction
(c)
in
Plan.
Ground
accordance
cover
with
is
the
located
approved
and
installed
E&SC
Initial
Plan
report
ground
or
and
complete,
to indicate
cover
date
specifications.
a copy
date
compliance
of
the
and
sign
approved
with
approved
E&SC
an
inspection
(d)
maintenance
performed.
for all
E&SC
and
repair
Measures
Complete,
date
and
sign
an inspection
report.
The
been
requirements
have
(e)
to
Corrective
E&SC
actions
have
been taken
Initial
Plan
report
corrective
and
or complete,
to indicate
date
a copy
date
the
of
and
completion
the
sign
approved
an inspection
of
the
E&SC
Measures.
action.
2.
(a)
(b)
(c)
In
and
requirement
Additional
Division
addition
available
This
Records
the
a
electronically
shown
All
maintained
upon
similar
provides
general
required
request.
Documentation
to
to
not
of
used
the
for
inspection
provide
inspections
observations
site
a
[40
complete
period
-specific
equal
Plan
inspectors
as
form
well
documents
that
the
exemption
on
three
as
41]
all
utility
above,
the
previous
the
during
the
of
required
the
project
on
Record
required
following
coverage,
unique
hard
normal
30
older
completion
days.
Form
-copy
elements
paper
site
items
inspection
business
after
The
provided
shall
it
permittee
and
is
Use
hours,
be
of
kept
that
the
be
unless
shall
allowed
available
on
record
the
the
be
this
if
or
for
agency
practical:
permit
E&SC
a
-available
to
during
conditions
copies
at
times
of
based
of
after
all
Intent
the
the
includes
Notice
in
and
years
certificate
Inspection
lieu
Division
make
shall
the
as
received.
will
records
by
made
records
access
of
122
data
records.
and
CFR
made
SECTION
C: REPORTING
SELF
deposition
-INSPECTION,
100
be
the
Act
or
and
25
on
the
regional
or
and
below
Emergency
reported
following
feet
substances
G
surface
(Ref:
aware
of
143-215.85.
in
40
office
surface
of
Occurrences
a
Requirements
but
waters
CFR
stream
RECORDKEEPING
occurrences:
an
in
Response
cannot
occurrence
within
PART
excess
110.3
of
waters
(regardless
this
or
bypasses.
III
and
the
wetland.
be
permit
outside
of
personnel
(regardless
cleaned
reportable
40
timeframes
that
CFR
of
that
AND
normal
volume),
117.3)
up
REPORTING
within
endanger
or
reported,
or
in
662-7956,
24
accordance
hours,
under
hours
health
102
he
(800)
Section
shall
may
of
or
with
CERCLA
also
the
contact
311
the
be
1.
2.
(a)
(b)
(a)
(b)
(c)
Occurrences
Permittees
Reporting
After
the
other
reported
858-0368
•
•
•
•
Visible
Oil
Releases
of
(Ref:
Anticipated
Noncompliance
environment.
appropriate
a
requirements
They
They
They
They
the
spills
permittee
40
to
shall
sediment
that
report
Water
sheen
becomes
must
gallons
733-3300.
than
listed
with
Tess
25
within
hazardous
302.4)
bypasses
Division
Division's
are
are
cause
are
if:
CFR
of
gallons
Other
more,
S.
conditions
unanticipated
of
(800)
quantities
be
volume).
and
business
Section
Clean
Timeframes
or
at
may
the
(919)
must
Occurrence
Reporting
Timeframes
(After
Discovery)
and
Other
Requirements
(a)
deposition
stream
Visible
or
sediment
in
wetland
a
•
•
•
sediment
case
If
related
Within
Within
Division
the
stream
24
7
-case
causes,
staff
federal
calendar
and
hours,
actions
may
basis.
is
named
the
additional
or
an
waive
oral
days,
permittee
state
taken
on
a
the
or
impaired
or
report
the
requirements
apply
electronic
to
requirement
NC
address
that
303(d)
notification.
contains
the
list
for
cause
a
as
needed
a description
written
of
perform
the
report
assure
deposition.
for
if
sediment
additional
staff
of
on
the
compliance
a
-
-by
the
that
inspections
impaired
to
practices
may
be
required
stringent
determine
monitoring,
with
more
to
waters
are
conditions
(b)
release
hazardous
substances
1(b)-(c)
Oil
spills
of
above
and
per
Item
•
shall
location
Within
24
include
of
hours,
the
information
spill
an
oral
or release.
or
about
electronic
the
date,
notification.
time,
nature,
notification
volume
and
The
(c)
bypasses
122.41(m)(3)]
Ant
cipated
[40
•
A
report
report
of
at
the
shall
least
bypass.
ten
include
days
an
before
evaluation
the date
of
the
of the
anticipated
bypass,
quality
if possible.
and
CFR
The
effect
(d)
bypasses
122.41(m)(3)]
Unant
[40
cipated
CFR
•
•
quality
Within
Within
24
7
and
calendar
hours,
effect
an
days,
of
oral
the
or
a report
bypass.
electronic
that
notification.
includes
an evaluation
of
the
(e)
with
of
this
Noncompliance
the
endanger
122.41(I)(7)]
permit
or
conditions
the
that
•
•
•
Within
Within
noncompliance,
including
been
continue;
prevent
Division
case
-by
24
7
reoccurrence
staff
hours,
calendar
exact
and
steps
may
basis.
dates
and
the
an
days,
waive
oral
its
anticipated
taken
and
of
causes;
a
the
the
or
report
times,
or
electronic
planned
noncompliance.
requirement
the
time
that
and
period
if
notification.
contains
the
noncompliance
to
reduce,
of
noncompliance
for
noncompliance,
[40
a
a description
eliminate,
written
CFR
is
122.41(I)(6).
expected
report
has
and
of
on
the
not
to
a
corrected,
-case
may
health
environment[40
CFR
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING
BARTLETT
ENGINEERING & SURVEYING, PC
1906 NASH STREET NORTH TELE: [phone]
WILSON, N.C. 27893-1726 FAX: [phone]
License No. C-1551 www.bartiett.us.com
S&E
NCGO1 DETAILS
(2 OF 2)
OLDE MILL STREAM (PHASE 2)
CITY OF ROCKY MOUNT, NC
DATE. AUGUST 2020
SCALE(HORZ):
SCALE(VERT):
REVISIONS:
EFFECTIVE: 04/01 / 19
Certification by the Department of Development Services that this construction plat was approved
by the city planning board on _ day of 20
Director of Development Services
Certification by the City Engineering Department that this construction plat and required
Improvement drawings meet the appropriate city standards.
Director of Engineering
PROJECT: 20-042
CLIENT CODE: RHC
CADFILE: 20042CP7
FIELD BOOK:
DRAWN BY: RF
SURVEY BY: KP, JB
ROCKY MOUNT TWNSP NASH COUNTY
NORTH CAROLINA
PIN #
ZONE: R-6 & 0-1
SHEET DT5
W
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0
N
0
a.
N
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0
0
0
0
5.
0
0
0
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5.
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