20170276 Ver 1_COMPLETE SET_20170315

STONY CREEK SANITARY SEWER OUTFALL
Nashville, North Carolina
TOWN of NASHVILLE
499 SOUTH BARNES ST.
P.O. BOX 987
NASHVILLE, N.C. 27856
Phone: [phone]
Stocks Engineering, P.A.
801 East Washington Street
Nashville, NO 27856
Phone: [phone]
Fax: [phone]
Contact: J. Michael Stocks, PE
m8tock8astocksengineering.com
James G. Strickland Land Surveying, P.A.
123 West Washington Street
Nashville, North Carolina 27856
Phone: [phone]
Contact= James G. Strickland, PLS
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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1/24/17
COVER
SHEET
REVISIONS
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1 1"=200'
1 VERT. SCALE: I NONE 1

BEFORE YOU DIG,
CALL
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
PROFILE LEGEND
i
PRO. MH 60A
I \
EX. MH 60 STONY CREEEK OUTFALL
STONY CREEEK INTERCEPTOR �'� \ \ STA 187+83.76
(15" STUB) \ \ MH TOP 137.61
\ 5' DIAMETER W/EXTENDED BASE
_ % \ AND ECCENTRIC CONE
(SEAL TOP)
PRO. MH 61A
STONY CREEEK OUTFALL
i STA 190(27.37
MH TOP 136.15
5' DIAMETER W/EXTENDED BASE
4.1c3p\ ��\�� '� AND GST FLAT TOP LID
(SEAL TOP)
�" / p. � j/ � �`n�_., � � \� � = � X69 'i • o •_ \`\. , '�
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' STONY CREEEK INTERCEPTOR
STA 185+2338
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5 DIAMETER W/E NDED BASE
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XV
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BQRE PI T 1 / s` +;'o ✓/ ,aa � �' i y ./ / STONY CREEEK OUTFALL
s...•.�i� %p6'b �t i STA 195+91.60
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EX. MH 58
STONY CREEEK INTERCEPTOR
'.
STA 182+76.89
-.-10'
— —10' LEFT
EXISTING GROUND
— — — — 10' RIGHT ALL PIPE CLASS B BEDDING
UNLESS OTHERWISE NOTED.
IMPACT ±J,087 S.F.
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STON 94 CREEEK
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0 50 100 125 150
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W
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0
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145
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O
CONCRETE PIER
INV.
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0
30" PIPE
S.S.
SANITARY SEWER
M.H.
MANHOLE
PVC
EX.
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- PIDERS PER P/PE
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FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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19843
FNGINVC
STA 182+76.89
STA 197+00.00
REVISIONS
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
VERT. SCALE: NONE
CE -01

BEFORE YOU DIG,
CALL
0
A�
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
M NA
rN ori
Q
o S.R. 1670 - FIRST STREET EXT
(AlY
S71REE EXT
S R �67p
- FIR, ST ,CST
LEGEND
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30" PIPE
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4, -
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ENCASEMENT
PIPE
5' DIA. M. H.
TEMPORARY WETLAND
IMPACT ±2,578 S.F.
_— _— / —%
—
20' WIDE PERM. — _
20' TEMPORARY CONSTRUCTION/FILL EASEMENT Tm_ ACCESS —��' --_--—
— AC I�3( �
— — — — — — _
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— — — AR/A LE W/DTH TEMPORARY CONSTRUCTION/FILL EASEMENT ��� ( — � — "`
J 132 _ �� . .
20' SEWER EASEMENT 17g° )/ _ _ OTHER
MSE) LF 30" PVC CIOD PS113 SS-� 0:06%—�'�d° � — — — �Mi/. 129.64 20' SEWER EASEMEIa , . _ 20'�JOINTS REQUIRED. *UNLES NOTED OTHE SE) _
— — — 733 _ — — — — — — — — — — — — — — — _rte-
,:w —-------
v—136 ------- – – – –
132 --------
Q 400.71 LF 30" PVC CIOD PS115 SS � 0.069
20' TEMPORARY CONSTRUCTION/FILL EASEMENT
--------------- PRO. MH 65 ----
- _ � I STONY CREEEK OUTFALL
STA 200+08.24
MH TOP 139.25
•Y,, 5' DIAMETER W/EXTENDED BAS
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r
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PROFILE LEGEND
—
—.-10' LEFT
EXISTING GROUND
-- --10' RIGHT
r► �
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CENTERLINE
EOP
EDGE OF PA VEMENT
DIP
DUCTILE IRON PIPE
PVC
POLY VINYL CHLORIDE
CIOD
CAST IRON OUTSIDE DIAMETER
INV.
INVERT
RCP
REINFORCED CONCRETE PIPE
S.S.
SANITARY SEWER
M.H.
MANHOLE
EX.
EXISTING
DIA.
DIAMETER
PRO.
PROPOSED
STA.
STATION
LF
LINEAR FEET
F L
FLOW LINE
ST
GROOVED SLAP TOP
ENC.
ENCASEMENT
S. R.
STATE ROAD
YR.
YEAR
TYP.
TYPICAL
PRO. MH 68
STONY CREEEK OUTFALL
STA 210+69.24
MH TOP 139.89
5' DIAMETER W/EXTENDED BASE
AND GST FLAT TOP LID
136—'---- -L_13� — —
-------------------.— 133 --------------- 261.71-LF3B LASS 50 DP SS 00.06=
— — — — — — — — — — — — —
RELOCA EGUY WIRE 0° 131 385.71 LF 30" PVC -CDD PSTT5�S 0 0.06% 1g0° J 1
1$ 40 LF, 16 RCP ®1.09 20'—T,- ORARY CONSTRUCTION FILL EASEMENT EXCAVATE EX. DITCH
----------- (AS NEEDED) --- �—
INV. `129.12 Wf2-6 FES /
----��_�— — — — — — — _ _ ±1.5 FOR ±SO LF BEGI i
/ �/ / / _ PRO. MH 67 MIN/MUM CLEARANCE EX -6. n
/ ,� NY*CREEK OUTF �L/ /�� — �' STONY CREEEK OUTFALL 0 PIPE X—ING 18" / 20I
STA 208+03.24 �,
MH TOP 139.73 0 1
MH TOP 1t39.9,,9 —�— — — 5' DIAMETER W/EXTENDED BASE �,30� N I
5' DIAMETER TENDED ASE ® 1 TUR
E*AND ; SC T TOP�tID AND GST FLAT TOP LID i (Dp NOY D �j
-Al.,
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ALL P/PE CLASS B BEDDING
UNLESS OTHERWISE NOTED.
SCALE: 1 " = 50'
0 50 100 125 150
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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SEAL
19843
FNGINVC--
ZOHAEL 5\, \\'I
if 1%0
1-2 17
STA 197+00.00
STA 211+00.00
REVISIONS
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50•
VERT. SCALE: NONE
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—
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PROPOSE GRADE ABOVE PIPE _ 100 YEAR CSD 135.4'
— —
130
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400.71 LF 30" PVC CIOD PS115 SS 0 0.069— _ — . _ _
— —
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110
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198+00 199+00
200+00 201+00 202+00 203+00
204+00
205+00
206+00 207+00
208+00 209+00 210+00
211+00
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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SEAL
19843
FNGINVC--
ZOHAEL 5\, \\'I
if 1%0
1-2 17
STA 197+00.00
STA 211+00.00
REVISIONS
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50•
VERT. SCALE: NONE
cE o2

BEFORE YOU DIG,
CALL
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
3,239 Sq Ft
1,252 Sq Ft
L
PROFILE LEGEND
—
—.-10' LEFT
EXISTING GROUND
— — __10' RIGHT
TEMPORARY
ZONE 1
BUFFER IMPACT
1,252 S.F.
TEMPORARY \
ZONE 2
BUFFER IMPACT
3, 239 S. F. \
PRO. MH 69
STONY CREEEK OUTFALL
STA 213+56.62
MH TOP 139.56
5' DIAMETER W/EXTENDED BASE
AND GST FLAT TOP LID
PRO. MH 70
STONY CREEEK OUTFALL
STA 215+33.79
MH TOP 139.67
5' DIAMETER W/EXTENDED BASE
AND GST FLAT TOP LID
— U.S. 64 BY—PASS —
��ti
CALCULATED TOP OF 30" DIP GRADE IS 134.78
CALCULATED BOTTOM OF DITCH GRADE IS 134.71
PRO. MH 72
STONY CREEEK OUTFALL
STA 221+02.91
MH TOP 140.09 U.S. 64 BY --PASS Q
_ . 5' DIAMETER W/EXTENDED BASE Q
AND ECCENTRIC CONE
12 LF 18" �/ .. — QNB; — ' — — \ ��, a� — .E3EtENT _ _ _ — — — — 400.71 LF 30" PVC CIOD PS115 SS ®0.06% - -
_________ RCP Q 1.0� `L_� —— _ -
20' CONSTRUCTION/ FER T �� p ' 1 I - fi _ CONSTRUTIA SEMENT _ =20=SEWER EASEMENT
FILL EASEMENT ,PP% P Z�N� 2 // 1 �I — n9• / \ INV. 130.12 1 \ n5' 1 ormwSE��PVC CIOD PS11� ®0.0)� _ — — — — _ — ��s — ^ -/ �`_ N
20' SEWER EASEMENT 19• c 20' SEWER SEMENT \ — _ 24F 3 — _ _ _ _ — _ — — _ �•
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50=L7j-�►�_r, - - -_ - 135 - - -\ - - _—_— STRUCTION/FILL EASEMENT--- --- \-----�----—=--------
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L• L -
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283.09 LF
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ASO CLASS 50 DIP SS ® 0.069 - — S — H\ . \ —
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\ — 0'I TEMPORARY CONS7RUCTlON/FILL EASEMENT l _ _ _ i�
T T_ — _
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-7-'PRO. MH 71
STONY CREEEK OU7FALL �` T
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STA 217+94.37
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_ / T 5' DIAMETER W/EXTENDED BASE % V
AND GST FLAT TOP LID
TEMPORARY WETLXND T * T T T I,_a5�`'1(NI(IIfW 'T R• T ..,,3M �, , ' ROR
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IMPACT
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CLEAN OUT EX. DI TfCH ��`'° - i •^ T T T I' / � ^' T � T , T '' ^' R "' ^' ^' ' '" "' ^' T � ,,,< r"' "' T ' T "'
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GRADE FLAT FR0fd 130 \ "' ^• � R T T T T T �'" ' T T T T T � i
� CONTOUR TO EN OF
i PROPOSED PIPE (STAY
W /N THE BANKS OF \\" i T T� � T ... R.... _?." ..� .^• ... �.. ". �..........R...... ?.. �. ..R.
T T T
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SCALE: 1 " = 50'
0 50 100 125 150
145
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PRI
POSED GRADE ABOVE PIPE I
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—
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212+00
213+00
214+00 215+00
216+00
217+00
218+00
219+00 220+00 221+00
222+00 223+00 224+00
225+00
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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SEAL
19843
I..... .
.lCHAEL 5�
1-24-17
` G1
STA 211+00.00
STA 224+00.00
I REVISIONS 1
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50•
VERT. SCALE: NONE
CE 03

BEFORE YOU DIG,
CALL
0
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
fi m
I I -11111��� ±.24 x IJ4b'I P r p�
1— — -� —1 �IIIIIII I o
\ 20' WIDE PRM.
CCESS EAS MENT
Lei -
157.
1 0 �,DDDNNN!!! aAm
-
MH 77.
_ — — _— / �r J J� r j' I I •S Y CREEEK OUTFALL
STA 236+9;6.66
MH TOP 148.00
^ 5' DIAMETER W/EXTENDED BASE
\ 1 . • — • �=, ' '— - �o \� AND ECCENTRIC CONE
yep\pT � l�LM3M31Yd aJ
3NV7 ONnos 1SV3 )
0
Yd JO
\ \ v ]YMWIY/w5"w /
1 M
Y64 BY—PASS —
\ \ ( WEST BOUND LANE)
PRO. MH 73 PRO. MH 74 PRO. MH 75 `. t\
STONY CREEEK OUTFALL STONY CREEEK OUTFALL STONY CREEEK OUTFALL
STA 225+07.91 STA 229+12.91 STA 233+17.91
MH TOP 143.34 — U. S. 64 BY --PASS MH TOP 144.58 �-T
5' DIAMETER W/EXTENDED BASE MH TOP 152.82
5' DIAMETER W/EXTENDED BASE 5' DIAMETER W/EXTENDED BASE 1 )oa
AND ECCENTRIC CONE ' =':
O AND ECCENTRIC CONE TEMPORARY CONSTRUCTION/FILL EASEMENT AND ECCENTRIC CONE
----- _____ __- _ _ i
0 i M/a 400.71 LF 30" PVC CIOD PS115 SS ®0.069 - - - - - _ - - 400.71 LF 30" P'V CIOD PS115 S (� 0.0690 \� \ \ \\ 1(\ 133:36�L
�— -- -- --- 20'SEWEREASEMENT —\ — ~ -- ----� T R�\� �j6
�{ — — — — — — — — )1
N — 80 TEMPORARY CONSTRUCTION/FILL EAS MENT T y T % 2r ' TEM ORARY ON �\tIt120'
— \T/ON,(FILL EASEMEN%\\\ \\ Op�4 g�
\\\\
IMPA TEMPORARY f265 SIWAIEETL�N�D' „� -"' m _ � � T � "� IMP ��� 87 S.F. �
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mow.
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T �� T "• / I A\ \ \ \ \ \ d 1 \ \ p l/
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PROFILE LEGEND ` L�v� _
—
—.-10' LEFT /
EXISTING GROUND m
— —
--10' RIGHT ALL PIPE CLASS B BEDDING 100' R/141
UNLESS OTHERWISE NOTED.
o /
Q
„HN'.M11
_RO. MH 76
CREEEK OUTFALL
S Tl1 234 55.5,6
I Tgf�'V49.91
/rjj R W/EXTENDED BASE
~ \ I TRIC CONE
1
PIT
\\\III11\
I . \� \
\ Iv 50"xT05' TEMP RA \Y 11\ 1 \ \ \
\
(1 q5 GRAD/NEAS ONSTII2UC i1�N
\_ N \ 1\111111\\�
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1_�
j_\ bil \,o)
OU
W10,
Z U eF Lu U
oAQ o0
(o(ohQ
I- U.S. 64 CONTROLLED ACCESS
TEMPORARY
ZONE 2
BUFFER IMPACT
1,249 S.F.
SCALE: 1 " = 50'
0 50 100 125 150
155
I
W
m
W
ti
Wrn�3�
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= U �
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140
I
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140
100 YEAR @ 142!0'
----- � //
13 5
100 YEAR ®139.2'CLAS
B MOD/F/ED 8 DD/NG
CL SS B MODIFIED
EDDING
1 3 5
(STONETO TOP OF PIPE NULA WLOWABLE FILL (STONE TO TOP OF WE PIPE
L ANNULAR VOID--
_W1_F1 QWABLF-FLL-
3.8 L 3 S 0 /P ®. q C R l / 312.59 LF 30' PVC CIOD
130
400.71 LF 30" PVC CIOD PS115 SS 0 0.06X
400.71 LF 30" PVC CIOD PS115 SS @ 0.069
13 .3 LF 3 A P 06 0
2 L
6
l S
0.2
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l R PR lP
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13 0
CARRIER PIPE W11100 LF
DRY BORE AND ACK
WALL THICKNESS 0.625 -inch
-SPIDERS PE -R
125
125
N
N
-
120
120
_75
115
1115
224+00
225+00
226+00 227+00 228+00 229+00
230+00 2,31+00 232+00 233+00
234+00
235+00
236+00
237+00 238+00
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
For --
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STA 224+00.00
STA 238-00.00
REVISIONS
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50•
VERT. SCALE: NONE
CE 04

BEFORE YOU DIG,
CALL
0
O
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
PROFILE LEGEND
-
-.-10' LEFT
EXISTING GROUND
-- --10' RIGHT
r
/ /+I/T T T T T T T T T T•
i
/ J
J
PRO. MH 78 T T T T T T T T T T T T
STONY CREEEK OUTFALL
STA 240+13.54
MH TOP 139.66
5' DIAMETER W/EXTENDED BASE
AND GST FLAT TOP LID
(SEALED M.H. W/6" DIP
VENT AT 145.5) �j �1 • T T T T T T T T T T T �I �I /
PRO. MH 79
STON9A-,Y 2 OUTFALL
T T T T T T T T T T T T
d1�
PRO. MH 80
STONY CREEEK OUTFALL
STA 247+62.12
MH TOP 141.60
5' DIAMETER W/EXTENDED BASE
AND GST FLAT TOP LID
� // / T T T T T T T T T T T T (SEALED M.H. W/6" DIP
/`�/� / MH TOP 140.36 TEMPORARY VENT AT 145.5)
5' DIAMETER W/EXTENDED BASE IMPAC ±J,284
T S F. D
Ll
SEALED M. H. W6DlP T T T T T -----------
( /
VENT AT 145.5) - ----------------- - - - - - - ---
20' T40RARY ONS -
\ / T �T TRUE \ \ �2L -�- - \`VV\��
TTF�/4ACT YTW��HD„ T T T/ -_- �� Tl� T ���------------ -� - 110NE� E_i ��-
�-\ IMPACT 12, 959 S.F. - - _ S L - \ �`� - - - \ `\�-
�1_�- -
'',f'.-0EM6'9/• -�/�`' /� /�6-// -,�_/- /�/_ S'/ T '�I =Ta =T -aYT TS la_li. _T E T_� T T T �I T -T _ _-
-100.71 '+1LF- T 30" C
0"CLJA"aS.- S1T 5-0TT -DIP
TTS�S TT -®��II 0-.0I 6 9
_
!2 -7pS "
57ssy 0 1
`-Q\s19SS
lT-
20 TEMPORARYCONSTRUCTION\+EN T/ 339.29 LF 50
3_ 7s•
-- EASEMEN TC/0D-P15 0
_» �
\\\�
- _
20'
`� • \ \ \ � �. � � -_ ..`�,gSEMEA�fi i / � \ __, T T T T T T � i_= � � T T T T T T T T T T T� 7�T�� � r T• T T T .p, - � �-fit � `• \ \ \
TRUC
P-
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J \ J =` j/ / / 3.= =T T T T T II =T T--4 t TT
\ �� '`/ /®(4^ / T %L� �'� �T�� �
- / 1/ JA� �T
'f y'PTI,lq�' y/�f/ �I �I T �I �I T T T �I T T i T T T- / T �I T T T T T �- � �I T T T� T T T � / �I T '� �I �I • T, . T �.
_ y/ ,e. . T• T T T T T T T T T T �I � T T T �"F T T T T ?I
T, .T. .-. CALCULATED BOTTOM OF 30" DIP GRADE IS 133.90
CALCULATED TOP OF 30" DIP GRADE IS 136.47
Y CigLc�c - CALCULATED BOTTOM OF DITCH GRADE /S 135.75
DIP PIPE WILL CROSS 19" ABOVE FLOWLINE
OF DITCH. EXISTING DITCH WILL NATURALLY
"SILT" IN. i
CALCULATED BOTTOM OF 30" DIP GRADE IS 133.60 .
CALCULATED TOP OF 30" DIP GRADE IS 136.16 . -
CALCULATED BOTTOM OF DITCH GRADE IS 134.36
DIP PIPE WILL CROSS ±22" ABOVE FLOWLINE 1 /
OF DI TCH. EXISTING DI TCH WILL NA TURALL Y /
"SILT" IN. 1 /
imine �duvi
SCALE: 1 " = 50'
0 50 100 125 150
`K
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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IL
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IREVISIONS 1
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50•
VERT. SCALE: NONE
W
W W
W . W
W O�
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155
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150
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CLASS B MODI IED BEDDING
STONE TO To OF ThLr-
-P
I
\
145
\
%145
6" DIP
6" DIP
6" DIP
p
140
145.5
100 YEAR 0 143.17'
_
100 YEAR ® 143.17'
_
_
140
p
p
cry
\
- ,-
135LZS
135
---
5 S 0 9
- 4 0. 1 0" C P ® 400.71LF 30" PVC CIOD PS 115 SS ®0.069 r
1,30
Q
312.59 LF
0" PVC CIOD PS 15 SS ®0.06971-1-71711111
CALCULATED BO I TOM OF 3D" DIP I RADE IS 133.60
CALCULATED TOP. OF 30"-D/FLGRA E IS -1-36.1
CALCULA TED BO OM OF DI TCH G DE IS 134.36
Li
13 0
re
V
12 5
DIP PIPE WILL ROSS 122" AB VE FLOWLINE
OF DIC-H--WIL NA-TURALL
"SILT" IN.
CALCULATED BO r7OM OF 30" DIP GRADE IS 133.90
ALCUtATEB TO OF­36�-BIP GRADE IS
CALCULATED BO r TOM OF DITCH G ADE IS 135.75
DIP PIPE WILL CROSS 19" ABOVE FLOWLINE
F DI TCI-EXI TING-8/-FGl4-40L NATURAL
"SILT" IN.
125
uo
_49
120
z
120
S
115
1115
238+00
239+00
240+00
241+00 242+00
243+00 244+00
245+00 246+00
247+00 248+00
249+00 250+00 251+00
252+00
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
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19843
FNGINE��.�
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-24-17
IL
STA 238+00.00
STA 251+00.00
IREVISIONS 1
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50•
VERT. SCALE: NONE

BEFORE YOU DIG,
CALL
0
A�
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
PROFILE LEGEND
—
—.-10' LEFT
EXISTING GROUND
— — — — 10' RIGHT
T9�A�Z
q
0�
s EX. CHAIN LINK FENCE
£x. s s AO BEX STIN�u
LL TO BE REMOVED.
CONTRACTOR TO COORDINATE
SALVAGE ALL PARTS, PUMPS,
NASHVILLE DIRECTOR OF PUBLIC FENCE, ETC. WILL TOWN OF
0 \ ' T/L/T/ES. EX. FORCH MAIN TO
\ ABANDONED.
SCALE. 1 =30
�- �pgtiy
F 2'
PRO. MH 81 \ z�+> 1 s / \ ^ »�af�° z� .181p"2p '9sss R
STONY CREEEK OUTFALL0010
STA 251+6712 mot) ER 000MH TOP 154.93 / /�' ® 2``a`�R A ?1'
\ 5' DIAMETER W/EXTENDED BASE
IPA�
ND ECCENTRIC CONE �R20' TEMPORARY
G'�X2sj
CONSTRUCTION
EASEMENT 400.71 4�
�
LF,3B"
o
CIOD PS115
o z tis \ �Z>� ooNo
Q S0.06% tio,, PRO. MH 84 (REPLACE EX. MH)
STONY CREEEK OUTFALL / �, ' /
STA 255+54.OJ
MH TOP 153.79
5' DIAMETER W/EXTENDED BASE
AND ECCENTRIC CONE �p,O\R� \®
PRO. MH 85 (REPLACE EX. MH)
0� STONY CREEEK OUTFALL
\ �G EX. S. S. M. H. ( / �\ STA 257+33.45
o_ \ TOP 152.65 6$ / l `1 s s� / �b` \ "o- MH TOP 145.27
y INV. IN 148.36 / J
' 20' TEMPORARY \ �1 N\ oZ \ `� �\ INV. OUT 14734 / i 1Q�P 1 / ` �1� v \ . l / r . Q �G I \ �a 5 DIAMETER W/EXTENDED BASE
CONSTRUCTION \ o �P`�0�� I \ \ a �o AND GST FLAT TOP LID
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152*_,,
20' SEWER EASEM ►`
/a06 ---
137-351F
30" PVC CIOD PS115 SS @
jy bh�y
�/
PRO MH 82 — — — _ ` / -b
STONY CREEEK OUTFALL
STA 253123.42
MH TOP 147.53 � NOANYa�a ro�—�. \ � % \� T � I � Ilk
5 DIAMETER W/EXTENDED BASE
AND GST r LID
�(SS,
O 0 OM.H. 1 T I ` a T T TNYLiM T a T /
4LL M. .'s II 11 I I \ RF - �T T T T T T T 1C91, O�
& I 80VE GRADE) PRO. MH 83ANYl/NYS 30M .OZ
TONY CREEEK OUTFALL I _ _ _ _ _ _
/ I� 1 \' I I ` T �'�r \--
S 3TMF6- MOl -
STA 254165.06 IL. -r. - - - - - - -
. MH TOP 147.91��,,� / -�"----------I
5' DIAMETER W/EXTENDED BASE I
AND CST FLAT TOP LID
SCALE: 1 " = 50'
0 50 100 125 150
155
Q �
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m
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SCALE: 1 " = 50'
0 50 100 125 150
155
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150
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100 YEAR @ 145.7 '
-
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\ - —
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\
DIFI D BE
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/
CLASS B MODIFIED BEDDING
E fIPE 11 EX. ��
" \ I GMP
/ -
140
142.25' \ \
140
_ ---
Fx
135
84.68 LF 30" PVC CIOD I 177.88 I LF 30" PVC COD PS115 SS ?1.
PS115 S 0 0.06% (RE LACE EXIS77N 8" LINE W/30) 0,9
135
400.71 LF 30 _ 152.01 LF 30" PVC CIOD
PVC CIOD PS11 Psi SS 0 0.06%
137.35 LF 30" PVC CIOD
PS115 SS 0 0.06%
— —.;—
FROM WEST
SS 0 0.069Lj
I�
—
W
130
130
`
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r;
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g
125
120
120
Z
115
1115
251+00 252+00 253+00 254+00 255+00 256+00 257+00 258+00 259+00 260+00 261+00 262+00 263+00 264+00
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
rn
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19843
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"./70HAEL
fill
1-24-17
STA 251+00.00
STA 257+33.45
REVISIONS
1/24/17 NCDOT
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
VERT. SCALE: NONE
CE -06
NN L

BEFORE YOU DIG,
CALL
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
t�
I 1 PRO. MH 60A
EX. MH 60\ STONY CREEEK OUTFALL
STONY CREEEK INTERCEPTORS i \ \ STA 187+83.76
(15" STUB) I ' — MH TOP 137.61
„ \ \ \ 5' DIAMETER W/EXTENDED BASE
AND ECCENTRIC CONE
(SEAL TOP)
�r
PRO. MH61A
STONY CREEEK i(TFALL
i a** ` \ zo STA 190+27.37
/ \ MH TOP 136.15
5' DIAMETER W/EXT ED BASE
AND GST FLAT TOP LI
(SEAL TOP)
SIL 711,
FENCE i \
4" / 'e OUTLET '� \ _ . �!_�\��
C. '� SIL T
I^R� FENCE\—
Notification of Land Resources Sediment and Erosion Control Self Inspection Program:
The Sedimentation Pollution Control Act was amended in 2006 to require persons responsible for land disturbing activities
inspect a project after each phase of the project to make sure that the approved erosion and sedimentation control plan is
being followed. Rules detailing the documentation of these inspections took effect October 1, 2010. To simplify
documentation of Self -Inspection Reports and NPDES Self -Monitoring Reports, a combination form is now availible. The new
form was developed to satisfy the requirements of the Sedimentation Pollution Control Act and the NPDES Stormwater
Permit for Construction Activities, NCG 010000. Beginning August 1, 2013, the Division of Energy, Mineral, and Land
Resources is responsible for administering both the SPCA and the NPDES Stormwater Permit for Construction Activities, NCG
010000. The combined form should make it easier to comply with self -inspection requirements.
The Combined Self -Monitoring form is availible as a PDF and Word document from the Land Quality web site,
http_//portal.ncdenr.org/web Ir erosion
If you have questions, please contact the Land Quality Section at a DENR Regional Office.
IIVV/�� l f I I I S"I //R R R R /' R\/� \ \ \ J \\\\\`�\(\��(/e�\\/.�. � \ ♦� \\!\\\ I \ 2�
II
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0
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TOTAL AREA DISTURBED - 5.36 Ac.
CONSTRUCTION ENTRANCE
■—■—■
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SILT FENCE OUTLET
PS
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- SIL T /
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'.FNOINEE?.'�C-7
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REVISIONS -11
FILE NO. 2014-045
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19843
'.FNOINEE?.'�C-7
gNAEL C
1-1244-6117
EROSION
CONTROL
REVISIONS -11
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
VERT. SCALE: NONE
CE 07

BEFORE YOU DIG,
CALL
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
�x
PRO. MH 69 PRO. MH 70
STONY CREEEK OUTFALL STONY CREEEK OUTFALL
STA 213+56.62 STA 215+33.79
CALCULATED TOP OF 30" DIP GRADE IS 134.78
CALCULATED BOTTOM OF DITCH GRADE IS 134.71
MH TOP 139.56 MH TOP 139.67PRO. MH 72
5' DIAMETER W/EXTENDED BASE 5' DIAMETER W/EXTENDED BASE - U.S. 61-4-T3 Y -FA SS — // STONY CREEEK OUTFALL 64 BY --PASS -
AND GST FLAT TOP LID AND GST FLAT TOP LID �� STA 221+02.91 — US.
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a — -r ` 400.71 LF 30" P '"LaIOD PSll ,S� Q 0.069
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CALCULATED BOTTOM OF DITCH GRADE IS 134.71
MH TOP 139.56 MH TOP 139.67PRO. MH 72
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TEMPORARY
ZONE 2
BUFFER IMPACT
1,249 S.F.
SCALE: 1 " = 50'
0 50 100 125 150
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19843
FNO I N0E -.'�`
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1-1244-17
EROSION
CONTROL
REVISIONS -11
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
VERT. SCALE: NONE
• 1:
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FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
TEMPORARY
ZONE 2
BUFFER IMPACT
1,249 S.F.
SCALE: 1 " = 50'
0 50 100 125 150
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FNO I N0E -.'�`
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1-1244-17
EROSION
CONTROL
REVISIONS -11
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
VERT. SCALE: NONE
• 1:

BEFORE YOU DIG,
CALL
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
i
Al
PRO. MH 78 T T T T T T T T T T T T
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MH TOP 139.66 /
5' DIAMETER W/EXTENDED BASE
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(SEALED M.H. W/6" DIP
VENT AT 145.5)
PRO. MH 79
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i. T T T T T T T F i1 T T T T T T T T T T T T T T T T T T T T T T T T T T
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1.7
CALCULATED BOTTOM OF 30" DIP GRADE IS 133.90
L�\ _ CALCULATED TSP OF 30" DIP GRADE IS 136.47
CALCULATED B TTOM OF DITCH GRADE IS 135.75
DIP PIPE WILL CROSS f9" ABOVE FLOWLINE
" — OF DITCH. EXISTING DITCH WILL NA TURALL Y
"SILT" IN. 1
CALCULATED BOTTOM OF 30" DIP GRADE IS 133.60 \
CALCULATED TOP OF 30" DIP GRADE IS 136.16 — \
CALCULATED BOTTOM OF DITCH GRADE IS 134.36
DIP PIPE WILL CROSS ±22" ABOVE FLOWLINE
OF DITCH. EXISTING DITCH WILL NATURALLY /
"SILT" IN. /
1 \
20' TEMPORARY
CONSTRUCTION
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SCALE: 1 50'
SCALE: 1 " = 50'
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1-/2!4-17
EROSION
CONTROL
REVISIONS -11
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
VERT. SCALE: NONE
CE 09

BEFORE YOU DIG,
CALL
0
NORTH CAROLINA
ONE CALL CENTER
www.ncocc.org
EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this project is for construction of a municipal sewer outfall.
The property is owned by the Town of Nashville. The site Is currently mostly undeveloped.
Approximately 5.36 acres will be disturbed during construction. The maximum fill will be 5-7 feet.
The pro1'ect is scheduled to begin construction in April 2017 with project completion and final
stabilization by August 2017. The erosion and sediment control program for this project will include
the installation of a suitable construction entrance, silt fence, silt fence outlets, etc.
ADJACENT PROPERTY
The adjacent properties are zoned Al (Agricultural).
SOILS
The soil at this site is a sandy clay.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the Dept. of Environmental Management, Land Quality Section and the Town of
Nashville. The contractor shall also follow any additional requirements as outlined by the Project
Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. Construction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this
drawing.
3. Silt Fence: Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
Management Strategies
1. Perimeter measures are to be installed prior to grubbing or grading.
2. Tail Ditches shall be stabilized immediately following their construction. As an alternate, rock
check dams may be provided at their outlets and/or the terminal downstream end of
disturbance untir ground cover is implemented.
3. Stockpile and/or waste areas must be maintained within the limits of the areas protected b the
proposed measures and otherwise temporarily seeded if to be left stockpiled over 15 calender days.
4. Construction shall be planned so that grading operations can begin and end as quickly as
�ossible.
. Silt Fences shall also be installed prior to or as a first step in construction.
6. The Contractor shall be responsible for the installation and maintenance of all erosion and
sediment control practices.
Vegetative Ground Cover
Immediately following grading, all areas shall receive either permanent or temporary seeding, as
applicable, as follows:
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptions:
Perimeter dikes, swales,
7 Days
None
ditches & slopes.
High Quality Water (HQW)
7 Days
None
Zones.
i 41r. W ISI T FENCE
Sloe steeper than 3:1
P P
7 Da Ys
If slopes are 10' or less in length & are
P 9
SEE PLAN
TOP VIEW
SILT FENCE
not steeper than 2:1 14 da are allowed.
P Ys
Slopes 3:1 or flatter.
14 Days
7 Days for slopes greater than 50 feet
_Z00
=
N
in length.
All other areas with slopes
14 Days
None (Except for perimeters and HQW
flatter than 4:1
()
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w=
Zones)
IMMEDIATELY FOLLOWING GRADING ALL AREAS SHALL RECEIVE EITHER PERMANENT
OR TEMPORARY SEEDING, AS APPLICABLE, AS FOLLOWS:
FEB -MAY JUNE -OCT NOV-JAN
PERMANENT SEED: KY 31 TALL FESCUE KY 31 TALL FESCUE KY 31 TALL FESCUE
1,000 LBS/ACRE ® 1,000 LBS/ACRE 0 1,000 LBS/ACRE
PLUS CENTIPEDE GRASS PLUS RYE GRAIN
@ 5 LBS/ACRE @ 40 LBS/ACRE
TEMPORARY SEED: RYE GRAIN ® GERMAN MILLET RYE GRAIN
120 LBS/ACRE ® 40 LBS/ACRE 120 LBS/ACRE
NURSE PLANTS
BETWEEN APR. 15 AND AUG. 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO MAY 1
OR AFTER AUG. 15 ADD 25 LB/ACRE RYE (GRAIN).
SEEDING DATES
BEST
EARLY SPRING: FEB. 15 -MAR. 20
FALL: SEPT. 1 -SEPT. 30
POSSIBLE
FEB. 15 -APR. 30
SEPT. 1 -OCT. 31
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST. IF SOIL TEST IS NOT AVAILABLE APPLY 2 TONS/ACRE AGRICULTURAL
GRADE LIMESTONE AND 1,000 LBS/ACRE OF 10-20-10 FERTILIZER, OR APPLY 3,000-5,000 LB/ACRE SEDANGRASS.
PRIOR TO MAY 1 OR AFTER AUG 15, ADD 25 LB/ACRE RYE (GRAIN).
MULCH
APPLY 2 TONS/ACRE WHEAT STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT AT
A RATE OF 450 GAL/ACRE, NETTING, OR ROVING OR BY CRIMPING WITH A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING TOOL
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILIZE THE SECOND YEAR. ACCORDING TO SOIL TESTS OR
TOPDRESS WITH 500 LB/ACRE 10-10-10 FERTILIZER. MOW AS NEEDED WHEN SERICEA IS OMITTED FROM THE
MIXTURE. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots larger than 9 square feet (limited to 5
2. Maintain all seeded areas until uniform stand Is acceptable.
3. If growth is not established by final project inspection, continue specified attention until the
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re-enter pit / trap.
SEED BED PREPARATION SEQUENCE
1. TILL OR DISC THE PREPARED AREAS TO BE SEEDED TO A MINIMUM DEPTH OF FOUR (4)
INCHES
2. REMOVE STONES LARGER THAN THREE (3) INCHES ON ANY SIDE, STICKS, ROOTS AND
OTHER EXTRANEOUS MATERIALS THAT SURFACE.
3. IF NOT INCORPORATED DURING THE SOIL PREPARATION PROCESS, ADD pH MODIFIER
AND FERTILIZERS AT THE RATE SPECIFIED IN THE SOIL TEST REPORT.
4. IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTILIZE THE SECON YEAR.
OTHER EXTRANEOUS MATERIALS THAT SURFACE.
NRCS SOIL TYPES ASSOCIATED WITH PROPOSED SITE
Ra - RAINS FINE SANDY LOAM.
THIS SOIL IS POORLY DRAINED AND NEARLY LEVEL. IT IS ON THE LOWEST
LANDSCAPE POSITION OF BROAD, SMOOTH UPLANDS OF THE COASTAL PLAIN
THIS SOIL IS POORLY DRAINED AND NEARLY LEVEL. TYPICALLY THE SURFACE
LAYER IS VERY DARK GRAY FINE SANDY LOAM ABOUT 6 INCHES THICK. THE
SUBSURFACE LAYER IS LIGHT BROWNISH GRAY SANDY LOAM TO A DEPTH OF
11 INCHES. RAINS SOIL HAS A HIGH WATER TABLE AT OR NEAR THE SURFACE
DURING ALL BUT THE DRIEST TIMES OF THE YEAR.
NrB - NORFOLK GEORGEVILLE AND FACEVILLE SOIL
TYPICALLY NORFOLK SOIL HAS A GRAYISH BROWN SANDY LOAM SURFACE
LAYER 10 INCHES THICK. THE SUBSURFACE LAYER IS VERY PALE BROWN
SANDY LOAM TO A DEPTH OF 19 INCHES. NORFOLK AND FACEVILLE SOILS
HAVE A MODERATE SURFACE RUNOFF. PERMEABILITY IS MODERATE AND THE
AVAILABLE WATER CAPACITY IS HIGH. GEORGEVILLE SOIL HAS MODERATE
TO RAPID SURFACE RUNOFF. PERMEABILITY IS MODERATE, AND THE AVAILABLE
WATER CAPACITY IS HIGH.
Calculations
The practice utilized for the proposed site did not require formal calculations.
OWNER
Town of Nashville
399 South Barnes Street
Nashville, N.C. 27856
PHONE: [phone]
S/LTFEWT
NOT TO SCALE
cnasraucrina E, vrRAacE
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS.-
1.
PECIFICATIONS: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 TOPDRESSING WITH 2 -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.
MIRAn 100X OR TREwRA 51115
FILTER CLOTH. SECURE TO POST.
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BACKFILL MIN. B' FILLER FABRIC- METAL POST FUER FABRIC -
THICK LAYER OF
GRAlk7.
EXTENSION OF FABRIC
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NOT TO SCALE
12" OF #57SILT FENCE
WASHED STONE
FRONT VIEW
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
V-8" MIN.
CONSTRUCTION SPECIFICATIONS:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24
INCHES ABOVE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF
WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE).
J. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET
MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO
THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON
THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD
HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF
8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE
GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC
DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP
ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE
TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND
COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT
FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING
THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
CONSTRUCTION SPECS:
1. CLEAR & GRUB THE AREA AROUND THE SILT FENCE
OUTLET AND PROPERLY DISPOSE OF DEBRIS.
2. PLACE GRAVEL TO THE SPECIFIC GRADE AS SHOWN
PER THE DETAIL.
J. PROPERLY OVERLAP STONE BEYOND EDGES OF SILT
FENCE OPENING.
MAINTENANCE:
INSPECT OUTLETS WEEKLY AND AFTER EACH RAIN EVENT.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA
AND REPAIR AS NEEDED. CAREFULLY CHECK OUTLETS
FOR EROSION AND REPAIR IMMEDIA TEL Y. ENSURE THERE
IS NO SCOURING APPARENT DOWNSTREAM OF OUTLET
IMMEDIA TEL Y STABILIZE ANY AREAS THAT NEED REPAIR.
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SEE PLAN
CLASS B
EROSION CONTROL
STONE
2:1
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FILTER SILT FENCE
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FABRIC
Z
CROSS SECTION
SILT FENCE
SEE PLAN
TOP VIEW
SILT FENCE
FRONT VIEW
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
V-8" MIN.
CONSTRUCTION SPECIFICATIONS:
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD OR EXTRA STRENGTH
SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24
INCHES ABOVE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF
WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE).
J. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE
LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY,
SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET
MINIMUM OVERLAP TO THE NEXT POST.
4. SUPPORT STANDARD FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO
THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT TO THE
BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON
THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD
HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF
8 FEET APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE
GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT
REQUIRE WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC
DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50
POUND TENSILE STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP
ALONG THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE
TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND
COMPACT. THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
MAINTENANCE:
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY. SHOULD THE FABRIC OF A SEDIMENT
FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE
STORAGE VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE
FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING
THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
CONSTRUCTION SPECS:
1. CLEAR & GRUB THE AREA AROUND THE SILT FENCE
OUTLET AND PROPERLY DISPOSE OF DEBRIS.
2. PLACE GRAVEL TO THE SPECIFIC GRADE AS SHOWN
PER THE DETAIL.
J. PROPERLY OVERLAP STONE BEYOND EDGES OF SILT
FENCE OPENING.
MAINTENANCE:
INSPECT OUTLETS WEEKLY AND AFTER EACH RAIN EVENT.
IMMEDIATELY REMOVE SEDIMENT FROM THE FLOW AREA
AND REPAIR AS NEEDED. CAREFULLY CHECK OUTLETS
FOR EROSION AND REPAIR IMMEDIA TEL Y. ENSURE THERE
IS NO SCOURING APPARENT DOWNSTREAM OF OUTLET
IMMEDIA TEL Y STABILIZE ANY AREAS THAT NEED REPAIR.
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19843
07
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�11-24'-117
EROSION
NOTES/DETAILS
REVISIONS
FILE NO. 2014-045
HORZ. SCALE: 1"=50'
1 VERT. SCALE: I NONE 1
M-10

Sewer Notes
1. No Sewer line installation shall take place until an approved Site Plan has been issued.
2. Sewer Pipe:
a. PVC CIOD PS 115
b. CLASS 50 DIP
3. Pipe bedding shall be Class B modified (i.e. stone to top of pipe).
4. Any well pointing, dewatering, etc. needed during sewer construction is to be included in the cost of
the line laid. Utilize select fill from on-site for trench borrow when needed. If material of a select
nature is not available, bring in from off-site.
5. The minimum clearances for water, sewer and storm drainage lines shall be as follows:
Between Horizontal Vertical
Water and Sewer 10' 18" w/water
above sewer
Water and Storm Drainage - 12" w/water above
storm drainage
Sewer and - 24" w/storm drainage
Storm Drainage above sewer
6. The Contractor shall make arrangements with the local utility authority when connecting to existing
manholes or mains.
7. Location, size and invert elevations of clean outs shown on "private" services are to be coordinated
with the approved Plumbing Plans for the building. All plumbing is to meet the requirements of the NC
State Building Code, Volume II, Plumbing, latest revision.
8. Contractor shall seed, mulch and tack all disturbed areas within 7 days after backfilling trench. All
sedimentation control measures shall be kept in operable condition until a stand of grass is established
and the area is capable of resisting erosion by wind and rain. All erosion control measures shall be
removed when authorized by the Engineer after the completion of the project.
9. All excavated wood and rocks shall be disposed of offsite by the Contractor. Bury will not be
10. �@ fA@r0 6•take proper precautions not to disturb existing property corner markers. All
disturbed property corner markers shall be replaced by a Registered Land Surveyor.
11. All cost for the provision of erosion control rip rap, jute meshing, matting, grass seeding and silt
fence shall be included in total base bid.
12. Manholes or Wetwells qualify as "confined" and require compliance with OSHA "Confined Access
Entry" requirements. Certified equipment, proper notification and other applicable equipment and or
devices may be necessary to protect workers, after system is operational, from hydrogen -sulfide gas
build-up or an otherwise oxygen -less environment.
13. The contractor shall provide to Engineer, upon completion of water and sewer construction record
drawings of the sewer installation specifically showing/depicting any deviations from the permitted plans.
Plans are to be marked surveyed and submitted to Engineer. The final payment request will not be
submitted to the owner nor will a "certificate of substantial completion" be issued until these "surveyed
plans" have been completed and received by the Engineer.
14. Utility contractor is responsible for notifying local authority of time and date he plans to commence
construction.
15. Where lines cross gravel/asphalt driveways, Contractor is to restore driveways to the original condition.
Drives shall be repaired within 7 -days of open cut.
16. All Sanitary Sewer shall be in accordance to City of Wilson Standards and Specifications.
17. All Frames and Lids to receive a bituminous coating.
AERIAL PIPE CROSSING
GENERAL NOTES:
1. ALL MATERIALS UTILIZED ON THESE DETAIL SHEETS SHALL CONFORM TO
THE APPROPRIATE SECTIONS OF THE TOWN OF NASHVILLE PUBLIC
UTILITIES HANDBOOK UNLESS NOTED OTHERWISE HEREIN,
2.
RESTRAINED JOINT PIPE AND FITTINGS SHALL CONSIST OF BOLTED
RETAINER RINGS AND WELDED RETAINER BARS OR BOLTLESS TYPE WHICH
INCLUDE DUCTILE IRON LOCKING SEGMENTS AND RUBBER RETAINERS, BOLTS
FOR RESTRAINED JOINTS (IF APPLICABLE) SHALL CONFORM TO ANSI B18.2.
RESTRAINED PIPE AND FITTINGS SHALL BE FLEX -RING OR LOK-RING TYPE
JOINTS AS MANUFACTURED HY AMERICAN CAST IRON PIPE CO,1 TR FLEX AS
3. MANUFACTURED BY US PIPE, SUPER -LOCK AS MANUFACTURED BY CLOW,
BOLT-LOK OR SNAP-LOK AS MANUFACTURED BY GRIFFIN PIPE PRODUCTS, OR
EQUAL,
CONCRETE PROPERTIES SHALL BE AS FOLLOWS,
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
NOMINAL SLUMP = 4 INCHES
WATER/CEMENTITOUS MATERIALS RATIO = 0.45 (MAX)
AIR CONTENT = 6% M 1.5%
CONCRETE SHALL BE COMPOSED OF CEMENT, WATER, COARSE AGGREGATES,
FINE AGGREGATES AND AIR. CEMENT SHALL BE TYPE I/II OR II IN
4, ACCORDANCE WITH ASTM C-150. MATERIAL REQUIREMENTS FOR ALL FINE AND
COARSE AGGREGATES SHALL CONFORM TO ASTM C-33, COARSE AGGREGATE
5. SHALL BE SIZE No. 57 OR 67. AN APPROVED CLASS 'F' FLYASH MAY BE
SUBSTITUTED FOR AN EQUAL AMOUNT OF CEMENT BY WEIGHT UP TO 25%,
ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4'.
CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE
6, 60 AND SHALL BE PLACED IN ACCORDANCE WITH 'RECOMMENDED PRACTICE
FOR PLACING REINFORCING BARS' (LATEST EDITION) AS PUBLISHED BY THE
7, CONCRETE REINFORCING INSTITUTE. SPLICES SHALL BE CLASS 'B'
CONFORMING TO THE PROVISIONS OF ACI 318 - 'BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE'.
NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY
UNVULCANI ZED, 100% VIRGIN NEOPRENE, WITH DUROMETER HARDNESS = 50,
PILES SHALL BE STRUCTURAL STEEL HP12x53 PILES AND SHALL CONFORM
TO THE REQUIREMENTS OF ASTM A36, PILES SHALL BE DRIVEN TO DEPTHS
REQUIRED TO OBTAIN AN ULTIMATE BEARING CAPACITY OF NOT LESS THAN
TWO TIMES THE DESIGN LOADING OF 30 TONS, PILES SHALL PENETRATE A
MINIMUM OF FIFTEEN FEET INTO UNDISTURBED SOIL. IN DRIVING PILES, A
METHOD APPROVED BY THE ENGINEER SHALL BE USED WHEREBY THE HEAD
OF THE PILE IS NOT DAMAGED. IF REQUESTED BY THE ENGINEER, PILES
SHALL BE TESTED TO DETERMINE THE ULTIMATE CAPACITY OF THE PILES.
THE METHOD OF LOAD TESTING SHALL CONFORM TO ASTM D1143 AND THE
NORTH CAROLINA STATE BUILDING CODE. WHERE PILES ARE EXPOSED, PILES
SHALL BE PAINTED AND/OR COATED IN ACCORDANCE WITH THE CITY
SPECIFICATIONS.
PILE SUPPORTED PIER FOUNDATION DESIGN
SHOWN ON THIS DETAIL IS BASED ON THE
FOLLOWING PARAMETERS,
��gqT�MIIINIMUM CAPACITY OF HP12x53 PILE =
q8T"'CONCRETE COMPRESSIVE STRENGTH =
14000 PSI
GRADE 60 REINFORCING STEEL
MAXIMUM STREAM VELOCITY = 10
FT/SEC
IF FIELD CONDITIONS REQUIRE ANY
DEVIATION FROM THESE PARAMETERS, THE
FOUNDATION DESIGN SHALL BE REVIEWED BY
THE ENGINEER.
LENGTH OF PILES SHALL BE AS REQUIRED
$0 DEVELOP 30 TON CAPACITY BY EITHER
END BEARING, FRICTION OR A COMBINATION
OF END BEARING AND FRICTION. AS A
MINIMUM, PILES SHALL BE DRIVEN AT LEAST
15 FEET INTO UNDISTURBED SOIL.
3WELVE-INCH AND FOURTEEN -INCH WIDE
PIERS SHALL BE REINFORCED WITH #5 BARS
AT 12 INCHES OC IN EACH DIRECTION ON
EACH FACE. EIGHTEEN -INCH WIDE PIERS
SHALL BE REINFORCED WITH #7 BARS AT 12
INCHES OC IN EACH DIRECTION ON EACH
FACE. FOOTINGS SHALL BE REINFORCED
TYPICALLY TO PIERS.
EIGHTEEN -INCH WIDE PIERS SHALL REQUIRE
TWO STRAPS OVER THE PIPE INSTEAD OF
ONE CAS SHOWN).
WHEN CONCRETE SUPPORTS ARE REQUIRED TO
BE LOCATED WITHIN A STREAM AND ARE NOT
COVERED WITH BACKFILL, SEE DRAWING
S-19 FOR MODIFICATIONS TO UPSTREAM FACE
OF SUPPORT.
'x2 1/2'PNEOPRENE�PADJ�R"r =P�"
ERED TO STRAP
NOTE 4)
'x6' NEOPRENE PAD
ERED TO SADDLE D 3/4. 0 STAINLESS
STEEL ANCHOR BOL
M •
ASTM A307 O2 A36
NOTE SEE NOTE 3
PACING AND SPACI GE
FOR BARSPACING
3
'_x53 STEEL PILE -2
PILE SPLICE,
DWG S-19 18' F 18'
E
CASING
IPE DIA
'D' (IN.)
PIER
rHICKNESS
'A' (IN.)
FOOTING
THICKNESS
'B' (IN.)
PIER
WIDTH
'C' (FT.)
FOOTING
WIDTH
'D' (FT.)
FOOTING
LENGTH
'E' (FT.)
PILE
SPACING
'F' (FT.)
6-12
12
20
2'-4'
3'-0'
W-0'
3'-0'
14-20
12
20
3'-0'
3'-0'
8'-0'
5'-0'
22-28
18
26
3'-8'
4'-0'
8'-9'
5'-9'
30-36
18
26
4'-4'
V-0'
9'-0'
6'-0'
38-48
IB
26
5'-4'
5'-0'
9'-6'
6'-6'
51-60
18
26
6'-4'
S'-0'
9'-10'
6'-10'
PIPE SPRINGUNE
6"
6" MIN. 112"MAX
WHEN NO TRENCH BOX
REQUIRED (TYPICAL)
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ENCOUNTERED 12' O.D. OF PIP 12' MAXIMUM SIDE
CLEARANCE
NOTES,
1, TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM
THE INSIDE FACE OF THE SHORING AND BRACING.
2. NO ROCKS OR BOULDERS 4' OR LARGER TO BE USED IN INITIAL BACKFILL,
3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
4. BACKFILL SHALL BE TAMPED IN 6' LIFTS IN TRAFFIC AREAS 12' IN
NON -TRAFFIC AREAS.
5, ACHIEVE 80% COMPACTION IN NON -TRAFFIC AREAS, AND 95% COMPACTION IN
TRAFFIC AREAS.
6. IF IN EASEMENT 4- TOPSOIL, AND 12' CLEAN SELECT FILL MAY BE REQUIRED.
7. NO BOULDERS 8' IN DIAMETER OR GREATER ALLOWED IN FINAL BACKFILL.
TOWN OF NASHVILLE
DEPARTMENT OF PUBLIC UTILITIES
TRENCH BOTTOM DIMENSIONS & BACKFILLING
REQUIREMENTS FOR DUCTILE IRON
DWG, NO, REVISIONS DATE REVISIONS DATE
S-4
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n n
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a.•
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OF PUBLIC
UTILITIES
MASTERFLOW 713' BY MASTER BULDERS,
oe
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OR EQUAL. AERIAL
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PIER
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DWG NO. REVISIONS
DATE
REVISIONS DATE
S-17
S'-0'
38-48
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FINAL
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2'.0.'-
INITIAL
BACKFILL
6' #67 STONE MINIMUM SIDE
WHEN ROCK I 6- O.D. OF PIP 6' CLEARANCE
ENCOUNTERED 12' O.D. OF PIP 12' MAXIMUM SIDE
CLEARANCE
NOTES,
1, TRENCHES REQUIRING SHORING AND BRACING, DIMENSIONS SHALL BE TAKEN FROM
THE INSIDE FACE OF THE SHORING AND BRACING.
2. NO ROCKS OR BOULDERS 4' OR LARGER TO BE USED IN INITIAL BACKFILL,
3. ALL BACKFILL MATERIAL SHALL BE SUITABLE NATIVE MATERIAL.
4. BACKFILL SHALL BE TAMPED IN 6' LIFTS IN TRAFFIC AREAS 12' IN
NON -TRAFFIC AREAS.
5, ACHIEVE 80% COMPACTION IN NON -TRAFFIC AREAS, AND 95% COMPACTION IN
TRAFFIC AREAS.
6. IF IN EASEMENT 4- TOPSOIL, AND 12' CLEAN SELECT FILL MAY BE REQUIRED.
7. NO BOULDERS 8' IN DIAMETER OR GREATER ALLOWED IN FINAL BACKFILL.
TOWN OF NASHVILLE
DEPARTMENT OF PUBLIC UTILITIES
TRENCH BOTTOM DIMENSIONS & BACKFILLING
REQUIREMENTS FOR DUCTILE IRON
DWG, NO, REVISIONS DATE REVISIONS DATE
S-4
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PROVIDE 2' 0 GALV STEEL
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22-28
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TYPICAL
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PLUG
CARRIER PIPE
3/8' STEEL PLATE, TY
3/8'x4' STEEL
PLATE, TY
5/8' 0 A325 BOLT
CASING PIPE
3/16 V 4
I
V R ON ALL CORNER
PIPE ALIGNMENT GUIDE
DVG Ni
S-18
/NOTE,
USE A MINIMUM OF 2 SPIDERS PER
JOINT PLACED ONE FOURTH OF
THE PIPE JOINT LENGTH IN FROM
BOTH THE BELL AND SPIGOT,
TOWN OF NASHVILLE
DEPARTMENT OF PUBLIC UTILITIES
AERIAL PIPE CROSSING
CASING PIPE DETAILS
ANCHOR BOLTS & STRAPS
NEW MANHOLES USE A BUTYL
SEALANT BETWEEN FRAME
AND MANHOLE TOP SECTION
SEE C.O.R. STANDARD WHEN SECURING FRAME TO
S-25 FOR MANHOLE MANHOLE TO PROVIDE A
FRAME AND COVER ATER TIGHT SEAL.
..•. 2'-0'
t... cuECCENTRIC M.H. CONE
..
r< .p•� MAY BE USED ON 8'
10' AND 12' SEWER
j „ p; MAINS.
MANHOLE CONE AND
�•e BARREL SECTIONS
:P SHALL BE AS PER
4'-6' DIA. AS ASTM, STANDARDS
v REQUIRED J
Pq
Q:.v
� - 'O' RING
j :!R SEAL OR
4'
a
O1W
EXISTING GRADE
RAM- CK
K6
�.r
STEEL CASING PIPE
JV
LATERAL INVERT SHALL
SHELF
PIPE ALIGNMENT GUIDE
• .o
i. -
NOT BE LOWER THAN
UBBER BOOT
LOCATED AT EACH JOINT,
'. a ,Q > .
'
.'
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SEE DWG S-39
STEEBOLTS,
PIPE JOINT, TYP
NON -SHRINK
DIP CARRIER PI
EP
GROUT PLUG,
2'-4'
STANDARD SEE DWG 5-17
Ld
MANHOLE
3/4' STAINLESS STEEL
ANSI
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DEPARTMENT OF PUBLIC UTILITIES
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S-7
ANCHOR BOLTS & STRAPS
NEW MANHOLES USE A BUTYL
SEALANT BETWEEN FRAME
AND MANHOLE TOP SECTION
SEE C.O.R. STANDARD WHEN SECURING FRAME TO
S-25 FOR MANHOLE MANHOLE TO PROVIDE A
FRAME AND COVER ATER TIGHT SEAL.
..•. 2'-0'
t... cuECCENTRIC M.H. CONE
..
r< .p•� MAY BE USED ON 8'
10' AND 12' SEWER
j „ p; MAINS.
MANHOLE CONE AND
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:P SHALL BE AS PER
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v REQUIRED J
Pq
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4'
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LATERAL INVERT SHALL
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PIPE ALIGNMENT GUIDE
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LOCATED AT EACH JOINT,
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SEE DWG S-39
STEEBOLTS,
PIPE JOINT, TYP
NON -SHRINK
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STANDARD SEE DWG 5-17
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MANHOLE
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ANCHOR BOLTS & STRAPS
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S-25 FOR MANHOLE MANHOLE TO PROVIDE A
FRAME AND COVER ATER TIGHT SEAL.
..•. 2'-0'
t... cuECCENTRIC M.H. CONE
..
r< .p•� MAY BE USED ON 8'
10' AND 12' SEWER
j „ p; MAINS.
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v REQUIRED J
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FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
GRADE. OUTSIDE STEPS
1800 MUST BE PROVIDED. SEE
STANDARD S-28 FOR
STEP DETAIL. IN NON
TRAFFIC AREAS, TOP OF
FRAME AND COVER SHALL
BE INSTALLED A MIN. OF
V ABOVE FINISHED
A GROUND SURFACE.
SEE SEWER
DESIGN SECTION
MIN. 9' COMPACTED #67
STONE BASE TO BE
INSTALLED UNDER NEW
MANHOLE,
a
O1W
PIER FOOTING FOOTING
WIDTH LENGTH WIDTH
'B' (FT.) 'C' (FT.) 'D' (FT.)
RAM- CK
K6
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j
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NOT BE LOWER THAN
UBBER BOOT
SLOPE
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MAIN SPRING- LINE.
MANHOLE SHALL BE 2'
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2'-4'
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12
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9'-0'
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A
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FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
GRADE. OUTSIDE STEPS
1800 MUST BE PROVIDED. SEE
STANDARD S-28 FOR
STEP DETAIL. IN NON
TRAFFIC AREAS, TOP OF
FRAME AND COVER SHALL
BE INSTALLED A MIN. OF
V ABOVE FINISHED
A GROUND SURFACE.
SEE SEWER
DESIGN SECTION
MIN. 9' COMPACTED #67
STONE BASE TO BE
INSTALLED UNDER NEW
MANHOLE,
CASING
PIPE DIA.
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a
O1W
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WIDTH LENGTH WIDTH
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AIR RELEASE VALVE
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DATE REVISIONS DATE
S-9
CASING
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'D' (IN.)
1/4'x3' STAINLESS STEEL STRAP WITH
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12
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3'-0'
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(SEE NOTE 5)
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6'-3'
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3/4' 0 STAINLESS
10
12
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3'-0'
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OR A36
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12
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8'-0'
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8
12
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14-20
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12
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3'-0'
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12
SEE NOTE 4
3'-0'
10'-6'
T -0-
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K6
S 6
14
3'-8'
8'-9'
4'-0'
FOR BAR SIZE
8
14
3'-8'
FOR BAR SIZE
4'-0'
22-28
10
14
3'-8'
AND SPACING
4'-0'
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AND SPACING
3'-8'
11'-10'
4'-0'
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4'-0'
8
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4'-0'
30-36
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11'-6'
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4'-4'
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CASING
PIPE DIA.
'D' (IN.)
'H'
FT.)
HICKNESS
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PIER FOOTING FOOTING
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W
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7'-2'
3'-0'
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12
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14-20
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3'-0'
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14
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10'-6'
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10'-0'
4'-0'
22-28
10
14
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14
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11'-10'
4'-0'
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18
4'-4'
9'-0'
4'-0'
8
IB
4'-4'
10'-6'
4'-0'
30-36
10
18
4'-4'
11'-6'
4'-0'
12
18
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12'-4'
4'-0'
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18
5'-4'
9'-6'
S'-0'
8
18
5'-4'
11'-0'
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38-48
10
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5'-4'
12'-0'
5'-0'
12
18
T-4'
12'-10'
T-0'
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18
6'-4'
9'-10'
5'-0'
8
18
6'-4'
11'-4'
S'-0'
51-56
10
18
6'-4'
12'-4'
S'-0'
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6'-4'
13'-2'
S'-0'
NOTES,
1 SHALLOW FOUNDATION DESIGN SHOWN ON THIS DETAIL IS BASED ON
THE FOLLOWING PARAMETERS-
ALLOVABLE SOIL BEARING CAPACITY = 2000 PSF
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
GRADE 60 REINFORCING STEEL
MAX
STREAM VELOCITY = 10 FT/SEC
MAX MUM SUPPORT HEIGHT OH) = 12'-0'
IF FIELD CONDITIONS REQUIRE ANY DEVIATION FROM THESE
PARAMETERS, THE FOUNDATION DESIGN SHAT BE REVIEWED BY THE
ENGDEER
2• 7 SUBGRADE AT LOCATION [I SUPPORT IS DEEMED UNABLE M
WITHSTAND 2000 PSF BEARING PRESSURE, A PILE SUPPORTED
FOUNDATION SHALL BE UTILIZED AS PER DRAWING S -IS
3• 7 BEDROCK IS ENCOUNTERED WHICH VILL PREVENT 3 -MET MINIMUM
COVER OVER FO)TI DOWELS SHAT BE DRILLED DIM BEDROCK
NG
PRIER TO PLACING FOMMTION SEE DRAWING S-17.
4 TWELVE -INCH AND FOURTEEN -INCH THICK PERS AND FOOTINGS SHALL
BE REINFORCED WITH N5 BARS AT 12 INCHES O: IN EACH DIRECTION
ON EACH FACE EIGHTEEN -INCH WIDE PIERS AND FOOTINGS SHALL BE
REINFORCED WITH #7 BARS AT 12 INCHES OC IN EACH DIRECTION ON
EACH FACE
EIGHTEEN -INCH THICK PIERS SHAT REQUIRE TWO STRAPS OVER THE
5• PIPE INSTEAD OF ONE (AS SHOWN).
WHEN CONCRETE SUPPORTS ARE REWIRED TO BE LOCATED WITHIN A
6. STREAM AND ARE NOT COVERED WITH BACKFILL, SEE DRAWING S-19
FOR MODIFICATIONS TO UPSTREAM FACE OF SUPPORT.
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DETAILS
FILE NO. 2014-045
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NOTES,
1 SHALLOW FOUNDATION DESIGN SHOWN ON THIS DETAIL IS BASED ON
THE FOLLOWING PARAMETERS-
ALLOVABLE SOIL BEARING CAPACITY = 2000 PSF
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
GRADE 60 REINFORCING STEEL
MAX
STREAM VELOCITY = 10 FT/SEC
MAX MUM SUPPORT HEIGHT OH) = 12'-0'
IF FIELD CONDITIONS REQUIRE ANY DEVIATION FROM THESE
PARAMETERS, THE FOUNDATION DESIGN SHAT BE REVIEWED BY THE
ENGDEER
2• 7 SUBGRADE AT LOCATION [I SUPPORT IS DEEMED UNABLE M
WITHSTAND 2000 PSF BEARING PRESSURE, A PILE SUPPORTED
FOUNDATION SHALL BE UTILIZED AS PER DRAWING S -IS
3• 7 BEDROCK IS ENCOUNTERED WHICH VILL PREVENT 3 -MET MINIMUM
COVER OVER FO)TI DOWELS SHAT BE DRILLED DIM BEDROCK
NG
PRIER TO PLACING FOMMTION SEE DRAWING S-17.
4 TWELVE -INCH AND FOURTEEN -INCH THICK PERS AND FOOTINGS SHALL
BE REINFORCED WITH N5 BARS AT 12 INCHES O: IN EACH DIRECTION
ON EACH FACE EIGHTEEN -INCH WIDE PIERS AND FOOTINGS SHALL BE
REINFORCED WITH #7 BARS AT 12 INCHES OC IN EACH DIRECTION ON
EACH FACE
EIGHTEEN -INCH THICK PIERS SHAT REQUIRE TWO STRAPS OVER THE
5• PIPE INSTEAD OF ONE (AS SHOWN).
WHEN CONCRETE SUPPORTS ARE REWIRED TO BE LOCATED WITHIN A
6. STREAM AND ARE NOT COVERED WITH BACKFILL, SEE DRAWING S-19
FOR MODIFICATIONS TO UPSTREAM FACE OF SUPPORT.
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NOTES/
DETAILS
FILE NO. 2014-045
HORZ. SCALE:
1"=50'
VERT. SCALE:
NONE
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VENT OPENING TO BE TWO FOOT
ABOVE HUNDRED YEAR FLOOD
ELEVATION SEAL AROUND
CAM-LOK WATER VENT PIPE
TIGHT MANHOLE THROUGH
FRAME AND COVER MANHOLE
CENTERED IN TOP
MIN. 12' PRE -CAST e6
TOP SLA <
WALL COLLA
SLOPE FINISHED MANHOLE TO
GRADE AWAY FROM e: HAVE CAST IN
MANHOLE ALL RISER
SIDES, OPPOSITE
STEPS TO
4% ACCOMODATE
4' HOT
DIPPED'
GALVANIZED
_ PIPE.
1`
3'-0'
hE'F
YFE
'E
VENT DETAIL
OTHER
ACCEPTABLE
COVERS
NOTES,
1, VENT MUST BE FACTORY
WELDED FABRICATED AND
'HOT DIPPED' GALVANIZED,
2,HYFE- Hundred Year
Flood elevation
LN SEE VENT DETAIL
VENT OPENING
TO BE
SCREENED
4'HOT DIPPED'
GALV, PIPE
FACTORY CAST IN
PLACE GALVANIZED
PIPE FLANGE 12'
BOV E MH TOPPROPOSED
GRADE
s.1 FLANGE
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t.
STONE
CARRIER PIPE
3/8' STEEL PLATE, TY
3/8'x4' STEEL
PLATE, TYP
5/8'¢ A325 BOLT
CASING PIPE
3/16 4
1' RAD ON ALL CORNERS
NOTE,
1) USE A MINIMUM OF TWO SPIDERS PER PIPE
JOINT ONE FOURTH OF THE PIPE JOINT LENGTH IN
FROM BOTH THE BELL AND SPIGOT ENDS,
TOWN OF NASHVILLE
DEPARTMENT OF PUBLIC UTILITIES
PIPE ALIGNMENT GUIDE
DWG, NO. REVISIONS DATE REVISIONS DATE
S-39
COVER 120 LBS, MINIMUM
BUTYL-NEK OR
APPROVED
SEALANT
BETWEEN FRAME
AND COVER
NOTES,
1) ALL MANHOLE FRAMES SHALL BE
DOMESTICALLY CAST.
2) FRAME SHALL BE A MINIMUM WEIGHT
OF 182 LBS, WITHIN PUBLIC ROW AND
160 LBS. WITHIN EASEMENTS.
3) COVER SHALL WEIGH A MIN. OF 120
LBS.
4) ALL MANHOLE FRAMES OUTSIDE OF
PAVED SURFACES SHALL BE BOLTED
TO THE CONE SECTION OR RING WITH
A MINIMUM OF 4 BOLTS PER FRAME.
MANHOLE FRAME AND COVER
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PLAN
SLIP RESISTANT CLEATS
O O
12'
ELEVATI❑N
#3 OR #4 REBAR
CORROSION RESISTANT
MATERIAL RUBBER, PLASTIC
SECTI❑N A - A
SECTION A -A
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
r
4'
SIDE
4" MIN. CLEAR FROM
2'
JOINT (ABOVE OR BELOW)
VERT. SCALE:
NONE
CUT TO FIT
9 LF.
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DEPARTMENT OF PUBLIC UTILITIES
I I naC eco
LJ 2 0 0 0
AERIAL SEWER SERVICE
DWG. NO. REVISIONS
DATE REVISIONS
DATE
S-51
PLAN
SLIP RESISTANT CLEATS
O O
12'
ELEVATI❑N
#3 OR #4 REBAR
CORROSION RESISTANT
MATERIAL RUBBER, PLASTIC
SECTI❑N A - A
SECTION A -A
FOR I KNOW THE PLANS I HAVE FOR YOU, DECLARES THE LORD, PLANS TO PROSPER YOU AND NOT TO HARM YOU, PLANS TO GIVE YOU HOPE AND A FUTURE. JEREMIAH 29:11
r
4'
SIDE
4" MIN. CLEAR FROM
2'
JOINT (ABOVE OR BELOW)
VERT. SCALE:
NONE
CUT TO FIT
9 LF.
D.I.P.
12 PIPE 1.).
1/4"xY SONLESS
STEEL STRAP WITH 2
in
A.B.C.
ANCHOR BOLTS
MANHOLE
2!3�
BACKFILL
HOLE FOR INFLUENT
WITH CORING MACHINE
TOTAL
NSTALL FLEXIBLE RUBBER
ENLARGED
D ETAI L
UNG. (SEE NOTE /5)
CHIMNEY NOT
R=1/2 O.D. PIPE
1/4"x2"
STAINLESS STEEL
STRAP WITH 2
ANCHOR BOLTS
SECTION B -B
1. PIPE FOR INSIDE DROP SHALL BE SDR 35 PVC CONFORMING TO ASTM
SPECIFICATION 03034,
2. BOTTOM BEND TO BE 901 SHORT BEND, BELL SPIGOT, OF SDR 35
PVC. SPIGOT OF BEND TO REST DIRECTLY ON EXISTING SHELF.
CONSTRUCT MASONRY TROUGH FROM DROP EFFLUENT TO MAIN
CHANNEL
3. NOTCH BELL OF PVC DROP TO ACCEPT D.I.P. SPIGOT AS SHOWN.
4. LOCATE STRAPS AT PIPE BELL AND ABOVE BELL OF 901 BEND AS
SHOWN. ADD EXTRA STRAPS AS NECESSARY TO MAINTAIN MAXIMUM
SPACING OF TO FEET.
5. HOLE IN MANHOLE WAIL TO BE MADE WITH A CORING MACHINE. INSTALL
FLEXIBLE RUBBER COUPLING.
a. CORE HOLE SHALL NOT ENTER CONE SECTION.
7. STEPS SHALL BE RELOCATED IF THEY CONFLICT WITH INSIDE DROP.
2'-0' v' v 3000 P.S.I. CONCRETE
TYP. �• e - Q ENCASEMENT
ADJUST FLUSH PLAN
WITH FINAL GR DE STANDARD MANHOLE
FRAME AND COVER
2'
1"=50'
VERT. SCALE:
NONE
A.B.C.
STANDARD
MANHOLE
COMPACTED
BACKFILL
TOTAL
CHIMNEY NOT
SECTI❑N
PRECAST CONCRETE
SPACER (DONUT RINGS)
IN TRAFFIC AREAS
ONLY. DONUT RINGS
NOT ALLOWED IN
TOWN OF NASHVILLE
EASEMENTS.
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SEAL
19843
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//-6/24/116 P
NOTES/
DETAILS
FILE NO. 2014-045
HORZ. SCALE:
1"=50'
VERT. SCALE:
NONE
CE f "