SW8150905_Approved Plans_20170607

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LOT 27
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LOT 25
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LOT 23 LOT 21 \ �-
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LEGEND
--- SD - w - PROPOSED STORM DRAIN
_SS PROPOSED SEWER MAIN
-W -W --- PROPOSED WATER MAIN
LIMITS OF DISTURBANCE
PROJECT BOUNDARY
J w - EXISTING WETLAND
LINE TABLE
LINE
BEARING
DISTANCE
L1
S 00°31'25" E
36,87`
L2
S 00°3i'25" E
28,91`
L3 IS
00°28'36" E
42,55'
L4
S 44°14'47' E
28,53'
L5
S 44°44`38' E
1924'
L6
S 81°13'59" E
20,42'
L7
S 55043'34' E
18,62'
L8
S 34°11'48' E
7,72'
L9
S 46'01'47' W
25.97'
LIO
S 08°43'23' W
28.94'
L11
S 10°13'33' W
23.90'
L12
S 30°49'48' E
26,17'
L13
S 50°03'33" E
39.25'
L14
S 67°51'20' E
22,71'
L15
S 46°55'28' E
37.66'
L16
S 09°31'18' E
29.07'
L17
S 06°38'37' W
14.45'
L18
S 49602'14' W
21.48'
L19
S 10°5842' E
23.52'
L20
S 88047'09' E
26,85'
L21
S 19°31'16' E
24.59'
L22
S 46°32'09' E
28.99,
L23
S 56°37'12" E
18,40'
L24 IN
21°26'40' E
14.39`
L25
N 07°40'58' W
20.59'
L26
N 74°11'17' E
21,09,
L27
S 20°16'56' E
23,01'
L28
S 08°19'38' W
22,35'
L29
S 43*21'51-4 E
15,88'
L30
S 50°09'01' E
14.81'
L31
N 72°15'09' E
24,52'
L32
N 47°19'31' E
24.57'
L33
N 78°25'18" E
18.19'
L34
S 73°43'14' E
30,11'
L35
S 25931'43" E
0,75'
1�36
S 64°28'17' W
2&72'
L37
S 23°34'30' W
47.84'
L38
S 21°3729" W
50,78'
L39
S 57018'47" E
13.52'
L40
S 26054'14" E
27.43'
1-41
S 81°05'49' E
27,23'
L42
S 70°2423' E
26.01'
L43
S 74°48'23' E
23.74'
L44
S 85°2543' E
39.26'
L45
N 64643'28' E
26,48'
L46
N 85°00'29' E
36,79'
L47
N 74008'39' E
26.37'
L48
N 77628'14" E
20.48'
L49
S 00°00'00' E
118.62'
L50
N 61°14'35" W
8,62'
L51
IN 32°34'56' W
22,81'
L52
N 45003'58' W
27.32'
L53
S 75°31'07' W
53.67'
L54
N 17°4547" W
11,16'
L55
S 28°54'38' W
20.58'
L56
S 07°42'15' W
36,88'
L57
IN 50°01'20' W
14,14'
L58
N 22608'14' W
28,02'
L59
N 09°37'19' W
20,88'
L60
N 20°25'43' W
23,65'
L61
N 74°47'48' E
13,57'
L62
IN 46°43'57' W
17,73'
L63
N 72°04'35' W
23,99'
L64
S 55°20'00' W
12.90'
L65
N 85045'40' W
33.10'
L66
IS 72'30'I1' W
31,94'
L67
N 87015'22" W
26,53'
L68
N 78°33'14" W
25,65'
L69
S 41°21`-1' W
36,73'
L70
S 36016'16" E
107,23'
L71
S 32°42'03' E
24,98'
L72
S 59907'07" E
26,75'
L73
IS 44°3256' E
33,61'
L74
S 63058'40' E
27.26'
L75
S 78°27'16' E
26.99'
L76
S 55°35`37' E
28.45'
L77
S 58°13'52' E
27.04'
L78
S 56'48'24' E
23.96'
L79
S 23006'47' E
18,19,
L80
S 66°09'53' W
31.15'
L81
N 71°24'44" W
26,68'
L82
N 81°43'25" W
30,69'
L83
S 59606'21' W
25,28'
DEVELOPER:
AFTEW PROPERTIES, LLC
DR. ARNOLD SOBOL, MANAGER
2020 S. CHURCHILL DRIVE
WILMINGTON NC 28403
PHONE [phone]
LINE TABLE
LINE
BEARING
DISTANCE
L84
S 21056'47" W
30,09'
L85
S 24°i3'20' E
123,42'
L86 IS
86°1351" E
25,60'
L87
S 36°35'55' E
24,01'
L88
S 52°42'47' E
23.25'
L89
S 40°4847' E
20,10'
L90
S 20°51'48' E
54,07'
L91
S 02°13'14' W
24,78'
L92
S 05°43'36' W
23,52'
L93
S 03°15'35' W
29,58'
L94
S 07°13'01' W
21,21'
L95
S 88°12'02' E
21,91'
1-96 IN
28°27'00" E
15,95'
L97
N 43'35'41" E
14.75'
L98
N 65°20'16' E
20.78'
L99
N 83°55'10' E
24,10'
LI00
S 72°49'17' E
21,76'
L101
N 85°38'40' E
34.55'
L102 IS
85°02'14' E
35,95'
L103
S 87°33'36' E
30,02'
L104
S 79°57'01' E
32.36'
L105
N 55°24`51" E
22,54'
L106
N 11°33'04' E
23A7'
1-107
N 18°00'01' W
16,43'
L108
N 25605'56' W
24.90'
L109
N 7D°38'02' E
88,00`
L110
S 27637'22' W
23,73'
Llll
S 34°30'39' W
19,26'
1-11.2
S 18'5739' W
20.87'
L113
S 72°3T22' E
2015'
L114
L115
N 72°13'15`--,E
S 75°18'26" E
32,76' -
L116
_:4�29`
N 07°10'35" W
136.27"
L117
N 43°47'09' E
24,59'
L118
N 53°28'17" E ,
23.73'
L119
N 29`54'09' E
23.64'
L120
-
IN 01°45'34' W:< -
23,69'
L121
S 51°50'32'` E "` .:_
25.21'
L122
S 70°29'47' E` 118.98'
L123
N 0414122' W
73.15'
L124
N 73°4323' W
32,21'
L125
IN 80°20'16" W
23.17'
L126
S 78°4249' W
42,47'
L127
S 85°26'38' W
26.181
L128
S 62°17'09' W
41.63"
L129
S 36°07'17' W
35,51'
1-130
IS 61°50'32' W
130.93,
L131
S 35°14'50' W
24.68'
L132
S 49°29'53' W
27.08'
L133
S 21024'46" W
29,46'
L134
IS 83°51'13' W
41,18'
L135
S 53°4429' W
23,64'
L136
N 86°3837' W 122.27'
L137
S 31°23'01" W
44,29'
L138
S 34°35'01' E
120,23'
L139
IS 13°11'29' E
27,91'
L140
IS 13°59'S8' E
40.55'
L141
IS 28446'09' E
22,67'
C)
s �o
SR 11©R� Q
C9
^ M
M� C. 1187
RO S�
LOCATION MAP
NTS
LINE TABLE
LINE
BEARING
DISTANCE
L142
N 07°10'25' W
38,89'
i 1 7
L14J
AI 4l 01-771 .1 1l
iv .10 1/ 12 w
n/' /
Co,91
L144
N 12°07'00' W
26,29'
L145
IN 38°5642" W
17,26'
L146
N 51°27`24' W
18.00'
L147
S 89°15'03' W
39,06'
L148
N 74°3425' W
32,85'
L149
N 46°42'52' W
31.70'
L15D
IS 53°58'23' W
26,25'
L151
S 85°5646" W
27,44'
L152
S 70°48'15' W
18,59'
L153
S 80°04'14' W
12.11'
L154
N 66"2151' W
15,78'
L155
N 59°54'03' W
32,82'
L156
N 77°32'17' W
42,88'
L157
S 72°13'15' W
40.17'
L156
S 89°09'12' W
32.53'
L159
S 89°44'36' W
29.13'
L160
N 73°18'08' W
21,46'
L161
S 66°49'53' W
19.42'
L162
S 62°46'43' W
18.09`
L163
S 67°2737' W
22,00'
L164
S 89°12'41' W
29,94'
L165
S 69°29'55' W
39.93'
L166
IS 74°37'31' W
28,45'
L167
S 66°38'03' W
30,67'
L168
S 29°36'03' E
22,75'
L169
S 38°55'38' E
19,94'
L170
IS 71015'19' E
35,88'
L171
S 71°55'09' E
49.26'
L172
S 64°4231' E
9,40'
L173
S 14°53'40' E
53,51'
L174
N 62°50'09' W
22,59'
L175
N 48°13'38' W
41,29'
L176
N 48°04'48' W
26,22'
L177
N 65008'14' W
22.74'
L178
S 39°52'19' E
33,04'
L179
S 34°25'20' E
30.05'
L180
S 33°2343' E
26,75'
L 181
S 32°07'25' E
34,63'
11-182
S 38°59'18' E
48,34'
1-183
N 3361255' W
42.07`
L184
N 35°58'50' W
29,29'
L185
N 30°46'03' W
40.87'
L186
N 42°47'51' W
33.15'
L187
N,4t1°05'00' W
32.73'
L188
5-, 52°45'47' W
14,31'
L189
N 43°14'22' W
28.98'
L190
N 00°00'00" W
93.98'
L191
N 71°40'2l' E
33.77'
L192
N 74°02'04' E
93,46'
L193
N 81058'57' E
72,07'
L194
N 84°57'28' E
21,29'
L195
S 86°56'41' E
26,37'
L196
S 73°14'15' E
14,76'
L197
N 71°02'14' E
17,16'
L198
N 47°30'59' E
22.09'
L199
S 89°40'11' E
19,93'
L200
S 69°23`56' E
15,93'
L201
N 83°12'06' E
22,87'
L202
S 54°00'37' E
53,89'
L203
S 4803729" E
20.03'
L204
N 34°20'09' E
62.95'
L205
N 05°15'37' E
40.23'
L206
N 13°58'20' E
75,43'
L207
N 17°45'51' W
23.79'
L208
S 09°45'39' E
34,10'
L209
S 04°05'26' W
59,10'
L210
S 09°44225' w
15,57'
L211
S 06°56'50' W
49,55'
L212 J�SK4-09'20'
E
18,48'
LINE TABLE
LINE
BEARING
DISTANCE
L213
S 75°35'40' W
2939'
I �l1
LC14
S 1!O 1/ C• /
J l0 21 �i1) �'!
"11 A /
C1,'t7
L215
S 04045'07' E
24,66'
L216
S 63°41'54' E
24,48'
L217
S 81°31'25' E
14,32'
L218
S 88040'20' E
21,33'
L219
S 82°30'14' E
19,62'
L220
N 43°12'25' E
8.91'
L221
N 43012'25' E
37.08'
L222
N 42°57'41' E
88A2'
L223
N 43°20'21' E
40,89'
L224
N 35°35'11' E
23.03'
L225
N 32*3713' E
27.64'
L226
N 73°44'32' E
33.38'
L227
N 50044'03' E
21.51'
L228
S 64°19'43' W
52,01'
L229
S 55002'29' W
22,21'
L230
S 72°42'02' W
25,92'
L231
S 5400941' W
43,60'
L232
S 23°5257' W
1,67'
L233
S 16"35'18' E
142,76'
L234
N 01°42'15' E
30.12'
L235
N 01"40'03' E
51,64'
L236
N 05°35'11' W
66,49'
L237
N 81015'55' W
69,33'
L238
S 65°16'36' W
119,88'
L239
N 75°30'24" W
35,96'
L240
N 08°55'28' W
27,62'
L241
N 03°19'57' E
16,81'
L242
N 65°50'47' E
35.05'
L243
N 42004'57' E
33,83'
L244
N 33*36'16" E
33,27'
L245
IN 47*05/51' E
35,04'
L246
N 32'02'17' E
32,72'
L247
N 31'30'22' E
22,80,
L248
N 27007'39' E
40.51'
L249
N 20°11'49' E
27.08'
L250
N 08°23'16" E
42,65'
L251
IN 13°38'53' E
30.29'
L252
IN 04°55'29' W
26.34'
L253
N 18629'56' W
28,10'
L254
N 08°2947' W
53,42'
L255
N 30°37`54' W
34,69'
L256
N 26*17152' W
22.89'
L257
S 14°37'04' E
28,09'
L258
S 55°02'50' E
27.17'
L259 IS
02°34'17' E
17.62'
L260
S 55°2323' W
21,77'
L261
S 64°19'28' W
33.57'
L262
S 01°58'29' W
32,93'
L263
S 40°04'24' E
25,83'
L264
S 62°5553' E
28,18'
L265
S 54058'07' E
24.04'
L266
S 15°19'22' E
26,70'
L267 IS
05°57'52' W
5.37'
L268-A
S 54°25'47' W
23.73'
L268-B
S 86°37'19' W
42,06'
L269
N 09018'35' E
26.50'
L270
N 12038'42' W
18,01,
L271
N 43'53'49' W
36,97`
L272
N 54°47'28' W
25.76'
L273
N 64655'18' W
32,93'
L274
N 36°51'25' W
24,92'
L275
N 38°2536' W
20,36
L276
N 10°10'15' E
25.65'
L277
N 06°17'22' E
25.32'
L278
N 14°37'04' W
30,90'
A Pik
lt �I D
nl
c i r
WY 1 7/1
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REVISIONS
Date Description By
R3 SW, EC, AND MLV
12.01.16 NCDOT REVISIONS
R5 SW,EC&NCDOT REVS MLV
4.24.17 REV'D POND 1
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17374
BY:
DATE 03--22-16
DESIGN PGT
FOR OVERALL SITE LAYOUT PURPOSES ONLY DRAWN MLV
SITE PLANC 0 P
a BAR SCALE 1 "- too'
°0 SHEET 1 OF 1
100' 50' 0' 100' 200' 30D' 14026
I CURVE TABLE
'CURVE IRADIUS
DELTA ANGLE
CHORD LENGTH
CHORD BEARING
Cl 1260.00'
7°15'05'
32,88'
S 03°37'33' W
C2 340,00'
12°08'35'
71.92'
S 88°07'17' E
C3 400,00'
26°15'18'
181,69'
N 83°31'09' E
C4 `200,00'
3027'07'
12,05'
S 01043'34' W
C5 1470,00'
9°23'36'
76,97'
N 78°06'30' E
C6 260.00'
5°15'10'
23,83'
S 57°03'23' W
2 1530,00,
2°11'40'
20,30'
N 81°20'11' E
C8 280.00'
6°07'10"
29.89`
IN 75°40'41' E

_,
cn -< - _ ,� o oDS ED E REVISIONS
N H
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is / Designer's Plan Certification. ��P1 'S%�%!qw, NG' DeSCri tiOn B
N N-
N Op,i,r.-
"J Date P Y
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_< __q \-, - * - , - . --- -.-- -_ Nply =�- .; _ \ `CI h�enrebty 0 dinancesy certify aand Stt thisorm Water Delan has been sign
prepared al accordance with the latest New Hanover
S ITE DATA:
P"
W
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OWNER:
AFTEW PROPERTIES, LLC
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SITE ADDRESS (PER NHC CIS):
6004 MOTTS VILLAGE ROAD
Q
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NHCo. PARCEL No.
R07600-006-010-000
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.. OR w
_. -= - -
__ _ _
-
`� 10`k10 SIGN �'
w �4�ii_
�-Y._. M i�T
CI '
,�_ r __ w - a ,r _._., .1�`��,..�--X RIM 16 35
i'I, -
::: �, y!�',�" CI No. 1 """'� \_' w w ;� _zw�� ' FIB --IAA/ fi5�.�;,t- PROPOSED WET DETENTT BASIN N0. 1_'
". a INS 11>60 `b � ,x »
� I 1 w w o� RIM 15.8 W 12x-�1-:5 w w
u .v w w = TOP OF BANK 14.0 \_ C//
SITE PLANBY:..
EX. ,aUTLET STRkTUi J __ __
! C2
INV 12.5
r S`' / / y � - 36 CMP (VERTIC L r i __ _
_ .. ,. - V I N=O. 2A P , � cow �o �s '... ��. "'"_ v .. w w `� w w r � \ Q O ,
W L/
TD. ENDWALL No. 6 w ,�, _, y _ "_v .,- w v`� ,• TEMPORARY POOL 1 0 - AR CALF 6
NCD w w - o PERMANENT POOL` 8.0 L [ S
INVERT EtEV.- 4. CI N0. 1A \.. RIM �6.35 % /1N _
2-30NV 6.0 w w y w w SDMH No. 1H` `: ((, VINYLSIET PILE IETINGv BOTTOM 3.0 _ .- - CIF N/F N/F
" \V
y w w �. I RIM 15.8 RIM 16.25 \ INV 12:35 , w w' wWALL SEE DETAIL SKEET- C1 F° r N/F F/ MATTHEWS CLIFF JR `IMA1_r itEWS DONALD ETAL HORNE �ENJAMIN N ETAL SHEET 2 OF 11
PUBLI DRAINAGE EASEMENT w w » " -7 INV 12.8 » � -� --ID T T*� MATS ,1. �S SANDRA S CLIFF �� SR
w. w w X. 0 FES w INV 12.0 \ �'36 w INVw 7.0- y` 6; w = I . ' C�L11V A -A LOT 27 LOT 25 -OT 23 I LOT 21w w INV. 1,5.Ow .y ., , . _ d\ 1 so 30 o so 120 180
14026

BAFFLE CONSTRUCTION SPECIFICATION:
1. GRADE THE BASIN SO THAT THE BOTTOM IS LEVEL FRONT TO BACK AND SIDE TO SIDE.
2. INSTALL THE COIR FIBER BAFFLES IMMEDIATELY UPON EXCAVATION OF THE BASINS.
3. INSTALL' POSTS ACROSS THE WIDTH OF THE SEDIMENT TRAP.
C STEELPOSTS SHOULD BE DRIVEN TO A DEPTH OF 24 INCHES AND SPACED A MAXIMUM OF 4 FEET APART. THE TOP OF THE FABRIC SHOULD BE 6
INCHES HIGHER THAN THE INVERT OF THE SPILLWAY. TOPS OF BAFFLES SHOULD BE 2 INCHES LOWER THAN THE TOP OF THE EARTHEN EMBANKMENT.
5. INSTALL AT LEAST THREE ROWS OF BAFFLES BETWEEN THE INLET AND OUTLET DISCHARGE POINT. BASINS LESS THAN 20 FEET IN LENGTH MAY USE 2
BAFFLES.
6. ATTACH A 9 GAUGE HIGH TENSION WIRE STRAND TO THE STEEL POSTS AT A HEIGHT OF 6 INCHES ABOVE THE SPILLWAY ELEVATION WITH PLASTIC TIES
OR WIRE FASTENERS TO PREVENT SAGGING, IF THE TEMPORARY SEDIMENT BASIN WILL BE CONVERTED TO A PERMANENT STORMWATER BASIN OF A
GREATER DEPTH, THE BAFFLE HEIGHT SHOULD BE BASED ON THE POOL DEPTH DURING USE AS A TEMPORARY SEDIMENT BASIN.
7. EXTEND 9 GAUGE MINIMUM HIGH TENSION WIRE STRAND TO SIDE OF BASIN OR INSTALL STEEL T-POSTS TO ANCHOR BAFFLE TO SIDE OF BASIN AND
SECURE TO VERTICAL END POSTS.
8. DRAPE THE COIR FIBER MAT OVER THE WIRE STRAND MOUNTED AT A HEIGHT OF 6 INCHES ABOVE THE SPILLWAY ELEVATION. SECURE THE COIR FIBER
MAT TO THE WIRE STRAND WITH PLASTIC TIES OR WIRE FASTENERS. ANCHOR THE MATTING TO THE SIDES AND FLOOR OF THE BASIN WITH 12 INCH WIRE
STAPLES, APPROXIMATELY 1 FT APART, ALONG THE BOTTOM AND SIDE SLOPES OF THE BASIN.
9. DO NO SPLICE' THE FABRIC, BUT USE A CONTINUOUS PIECE ACROSS THE BASIN.
10. ADJUSTMENTS MAY BE REQUIRED IN THE STAPLING REQUIREMENTS TO FIT INDIVIDUAL SITE CONDITIONS.
SUPPORT ROPE
TO WIRE TO SUPPORT POST STAKE TO SUPPORT WIRE
PREVENT SAGGING 24" INTO BOTTOM
OR SIDE
POROUS BAFFLE DATA r� l 3 ^Eu w ..� �:�
BASIN # OF SPACING
# BAFFLES BETWEEN
BAFFLES OIR MESH OR SIMILAR, STAPLES OR TRENCHED
1 3 37.5' INTO BOTTOM OR SIDE
2 3 41.5' CROSS SECTION OF, POROUS BAFFLE
NTS
A A
z
Q
a
w
w
SEE PLAN
SEE PLAN
FILT R FABRIC
SECTION A - A APPROVED EQUAOL)
ENERGY DISSIPATOR.
ENERGY DISSIPATOR DATA
STR, #
Q25 (CFS)
L ((t)
W (ft)
D (ft)
PIPE SIZE (inch)
1
27.10
14
14
1.5
36
1 A
29.41
12
12
1.5
30
2
21.53
12
12
1.5
36
3A
30.26
16
16
2
36
4A
21.43
12
12
1.5
36
5A
41.36
22
22
2
48
5C
41.36
22
22
2
48
6A
41.14
18
18
2
36
A
5.63
5
5
1
18
2A
19.42
12
12
1,5
1 36
OUTLET STRUCTURE DATA
BASIN #
TOP ELEV.
BOTTOM
ELEV.
INLET (ORIFICE)
SIZE/INVERT
WEIR SIZE/INVERT
OUTLET
SIZE
OUTLET
INV. IN/
INV. OUT
1
11.1
7.1
2.01t/8.0
24"/10.00
36 inch
8.0/7.8
2
12.60
7.60
2.5"/8.5
18"/10.00
36 inch
8.0/7.0
NV I L:
WHILE SKIMMER IS FUNCTIONING,
CLOSE ALL OPENINGS OF THE OUTLET STRUCTURE
EXCEPT THE TOP AND THE INLET (ORIFICE). WEIR
PVC END CAP
I\)l VILYY
PVC ELBOW
PVC TEE \ PVC END CAP
PVC PIPE j- HOLES
IN UNDERSIDE
FLEXIBLE HOSE
CONNECTED TO ORIFICE
"C" ENCLOSURE
PVC PIPE VENT / PVCSCEHPIPE
DULE 40
SCHEDULE 40
PVC PIPE ORIFICE PLATE
PVC TEE
a BASIN #1: 3" SKIMMER W/2.6" ORIFICE
j BASIN #2: 4" SKIMMER W/3.2" ORIFICE
END VIEW FROM VIEW
FAIRCLOTH SKIMMER DETAIL,
NTS
PERM. POOL TO
5D PLANTS
QUANITY
SHELF BOTTOM
PER 200 SF
BASIN#1
BASIN#2
BASIN#1
BASIN#2
PLANT TYPE
BASIN#1
BASIN#2
BOTANICAL NAME
COMMON NAME
ROOT
CALIPER
1000 SF
250
125&125
386
SAGITTARIA LATIFOLIA
DUCK POTATO
CONT.
4" POT
&
3092 SF
&
773
HERBACEOUS
3675 SF
919
459&460
3$7
PONTEDARIA CORDATA
PICKEREL WEED
CONT.
4' POT
PERM. POOL TO
50 PLANTS
QUALITY
SHELF TOP
PER 200 SF
BASIN#1
BASIN#2
BASIN#1
BASIN#2
PLANT TYPE
BASIN#1
BASIN#2
BOTANICAL NAME
COMMON NAME
ROOT
CALIPER
1112 SF
278
139&139
409
HIBISCUS LAEVIS
HALBERDLEAF ROSE MALLOWCONT.
4" POT
&
3812 SF
3275 SF
&
953
819
HERBACEOUS
476&477
410
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
CONT.
4" POT
HALBERDLEAF ROSE MALLOW
& JOE PYE WEED
SEE CHART FOR # OF PLANTS
i110 i
�•i••�i•••••••••••-11
••••i••�.
cn
A A SHALLOW WATER
0
OUTLET
INLET (ORIFICE) SHALLOW LAND
PLAN
GALV. BAR GRATING - 1"x1/8n BEARING BARS (MAX OPENING 4").
FASTEN WITH TYPE J CLIPS. ATTACH TO 1-1 /4"x 1-1 /4"x 1 /4"
TOP OF BANK 3 GALVANIZED ANGLE FRAME. MORTAR FRAME TO TOP OF OUTLET
I -7 1 STRUCTURE. --�
TOP
PVC ORIFICE STUBBED INTO OUTLET STRUCTURE
(1) PVC SCREW TYPE PLUG (TOP)
(1) PVC TEE
OUTLET
INLET
(ORIFICE)
BOTTOM
SECTION A - A
WET DETENTION BASIN OUTLET STRUCTURE
NTS
.r�
NO PLANTINGS WITHIN
10' OF OUTLET
STRUCTURE,
NTS
EMERGENCY SPILLWAY DATA
BASIN #
TOP OF BANK
ELEV.
BOTTOM OF
SPILLWAY ELEV.
WIDTH
(FEET)
1
14.0
13.0
20
2
14.00
12.95
40
WIDTH
TOP OF BANK
3
1
2-1/2 GA. a m
EDiATE WIRES U
u_
STEEL POST
WIRE FABRIC
FILTER FABRIC
ANCHOR FABRIC SKIRT
AS DIRECTED BY ENGINEER
NOTES:
1. FENCE FABRIC SHALL BE A MIN. OF 32" IN WIDTH AND
SHALL HAVE A MIN. OF SIX LINE WIRES WITH 12" STAY
SPACING.
2. FABRIC SHALL BE FOR EROSION CONTROL AND MIN. OF
36" IN WIDTH. FABRIC SHALL BE FASTENED
ADEQUATELY TO THE WIRE FABRIC AS DIRECTED BY THE
ENGINEER.
3. STEEL POST SHALL BE 5'-0" IN HEIGHT AND BE OF THE
SELF -FASTENER STEEL ANGLE TYPE.
TEMPORARY SILT FENCE
NTS
NOTES: 6.7 .5 � 5
1) NO PLANTINGS WITHIN 10' OF OUTLET STRUCTURE. � '�. �, 4 '
2) ALL LANDSCAPE MATERIAL, INCLUDING GRASS, �n
SHOULD BE PLANTED IN GOOD TOPSOIL NATIVE 4
UNDERLYING SOILS MAY BE SUITABLE FOR PLANTING IF
AMENDED WITH 4' OF WELL -AGED COMPOST TILLED INTOTHE
OULD MEET
SPECIFICATIONS FOR GRADE AE. COMPOST HCOMPOST QUALITY. WET DETENTION BASIN NO. 1 PERMANENT POOL DIMENSIONS
3) A MINIMUM TWO-YEAR WARRANT( PERIOD STIPULATING 1 "=40'
REQUIREMENTS FOR PLANT SURVIVAL/REPLACEMENT. <n
4) PERMANENT VEGETATED STABILIZATION OF THE POND
SIDESLOPES WILL BE REQUIRED PRIOR TO FINAL
INSPECTION,
r r
-j-j( 4' X 4' x 4' X x x
e a j T x• fo�
;s x x x a_wx x
3'
x x x x
x x
.7 SrAPI£S PER SQ W 1.2 STAPLES PER SQ YO 1.73 SrNXJM PER SO YO 3.5 STAPLES PER SQ YD 3.5 STAPU3 FIR SQ YO
4:1 SLOPES 3:1 SLOPES 2:1 SLOPES MED. CM HHIGHH CHANNEL
FL(
FLOWr--T -
BOTTOM OF SPILLWAY DIAGRAM A� DIAGRAM ® DIAGRAM �l DIAGRAM l�1 DIAGRAM lgl DIAGRAM OF DIAGRAM
BASIC INSTALLATION GUIDELINES
THESE GUIDELINES ARE RECOMMENDATIONS ONLY. ANY QUESTIONS ABOUT THE INSTALLATION SHOULD BE CONFIRMED WrTH YOUR LOCAL. DISTRIBUTOR.
-TOP OF BANK 1. PREPARE THE SOIL SURFACE INCLUDING RAKING. SEEDIIG'i. AND FEKnUZ1NG.
2. BLOW THE INSTALLATION PROCESS BY DIGGING A TRDY'H 6' DEEP BY 6' WIDE AT THE TOP OF THE SLOPE PLACE 12' OF BL AWET OVER THE UP -SLOPE
E TRENCK
- BOTTOM OF SPILLWAY AP APPLY m AN � THE REMAINING 1ION OF THE IRENCH, SECURE THE �� BLANKET OSIER SOIL. SECURE WITH A ROW OF STAPLES PLACED 1WITH SLAPLIES PLACED 12* � APART ACROSS THE WIM . BACKFILL AND COMPACT OF THE BLANKET.
.
((SEE DIAGRAM A)
3. ROLL THE BLANKET VERTICALLY DOWN THE SLOPE SECURE LONG THE APPROPRIATE STAPLE PATTERN SHOWFN HEREON SPfCIFlEO B7 SLOPES.
4. PARALLEL. BLANKETS MUST BE OVSV_ PPED BY A MINIMUM 4' AND SECURED WITH A RW OF STAPLES PLACED APPROXIMATELY 3'-0- APART. (SEE DIAMW B)
3 3. ADDITIONAL VFRMAL BLANKETS CAN BE JOINED USING A MINIMUM 4' OVERLAPPING (SHINGLE STYLE) IN THE DIRECTION OF WATER FLOW. CONNECT THE
BLANKETS BY USING STAPLES APPROXIMATELY 12' APART ACROSS THE VADTH OF THE BLANKET. (SEE DIAGRAM C)
1 S. FOR WVGMUM PERFORMANCE A CHECK SLOT SHOULD BE PLACED AT 25'-40' INTERVALS. A e' DEEP BY S' WDE TRENCH IS MADE THE BLANKET Ls PLAAED
AT THE BOTTOM OF THE TRENCH AND COVERED WITH APPROXIMATELY 2' OF SOIL. THE BLANKET IS ROLLED OVER COMPACTED SOIL AND SECURED WITH STAPLES
IIIII -III 1 \ PLACED 4' APART. A SECOND ROW SHOULD BE PLACED 4' BELOW IN A STAGGERED PATTERri. 13ACKFlLL AND COMPACT THE TRENCH. APPLY SEED me cONTowi
I WITH OI7�RAL INSTALLATION. (SEE DW3RAMS D& E)
7. THE END OF BLANKET MUST BE SECURED IN A 6' X 6' TRENCH wrrH A ROW OF STAPM PLACED AT 12' INTERVALS (SEE OPWAM F)
COMPACTED SUBGRADE EXCELSIOR MATTING INSTALLATION
NTS
EMERGENCY SPILLWAY DETAIL
NCDOT #5 OR #
WASHED STONE
NOTE:
TREES TO BE SAVED'
BE CLEARLY MARKED
TO CONSTRUCTION AN
PROTECTIVE BARRIER
BE INSTALLED AT THE
DRIPLINE.
DRIP LINE - THE ARE
SOIL DIRECTLY BENEA`
THE TREE EXTENDING
TO THE TIPS OF THE
OUTERMOST BRANCHE`
DRIPLINE
PROTECTI
BARRII
STEEL
NCDOT #5 OR
WASHED STON
REVISIONS
TREE pate Description By
R 3 REV. ERGY DISSIPAOR
12,01.16 VEG. SHELF LANDS. M LV
EMER. SPILLWAY, WILT
DET. BASIN DETAILS -
ADDED SWALE DETAIL
R4 ADDED TYPICAL LOT MLV
01.03.17 GRADING DETAIL
494 1 Rp'ln &an DO i REVS M LV
3' MIN. STAKE
HEIGHT ABOVE
GRADE
METHOD OF TREE PROTECTION DURING CONSTRUCTION
NOT TO SCALE ~
+' MAX. ' Q
19-GAUGE HARDWARE CLOTH
(1/4 MESH OPENINGS)
CONSTRUCTION SPECIFICATIONS:
1. UNIFORMLY GRADE A SHALLOW DEPRESSION APPROACHING
THE INLET. FILTERED C O
2. DRIVE 5-FOOT STEEL POSTS 2 FEET INTO THE GROUND
SURROUNDING THE INLET. SPACE POSTS EVENLY AROUND WATER 124
THE PERIMETER OF THE INLET, A MAXIMUM OF 4 FEET APART. ++'"�''��
3. SURROUND THE POSTS WITH WIRE MESH HARDWARE CLOTH.
SECURE THE WIRE MESH TO THE STEEL POSTS AT THE TOP, T 1
MIDDLE, AND BOTTOM. PLACINGA 2-FOOT FLAP OF WIRE v
MESH UNDER THE GRAVEL FOR ANCHORING IS RECOMMENDED.
4. PLACE CLEAN GRAVEL (NCDOT #5 OR #57 STONE) ON A 2:1 INSPECT INLETS AT LEAST WEEKLY AND AFTER EACH SIGNFICANT Q INCH OR GREATER) RAINFALL EVENT.
SLOPE WITH A HEIGHT OF 16 INCHES AROUND THE WIRE, AND CLEAR THE MESH WIRE OF ANY DEBRIS OR OTHER OBJECIS TO PROVDE ADEQUATE FLOW FOR
SMOOTH TO AN EVEN GRADE. SUBSEQUENT RNNS. TAKE CARE NOT TO DAMAGE OR UNDERCUT THE WIRE MESH DURING SEDIMENT
5. ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVAL REPLACE STONE AS NEEDED.
REMOVE ACCUMULATED SEDIMENT, AND ESTABLISH FINAL GRADING ELEVATIONS.
6. COMPACT THE AREA PROPERLY AND STABILIZED IT WITH GROUNDCOVER.
HARDWARE CLOTH AND GRAVEL INLET PROTECTION z
NTS
ft
SILT" FENCE E- {
co z
T> I r-ARTHEN BERMo
O !•--�
'2'.,IvII�i •TaP AREA t � �" C\2
10% SETTLEMENT F-
2' ABOVE' ;;. :-. DITCH MUST
T.O.B. .�� ` . ..R.' q.
?�"'/.T. BT✓, .FTI;LED
..........
TM:MED%ATELY � o
`�• . ' .. .. , PRIOR TO
......... ''.1:•' ANY RAIN
I.. EVENT`
G.E--.-.- RAL NOTES_._Fo..R 'JEEP `PLUG DETAIL. E-'i
1. BUILD IRIDGE HIGHER THAN DESIGN AND COMPACT WITH WHEEL$ OF W W
GRADE AT.ION EQtSIP LENT:; COMPACTEfl RIDGE MUST AT OR ABOVE DESIGN Q � � wz
GRADE AT.ALL POINTS.- -
2. LEAVE SUI•FICI�NT AREA : TO . PERMIT CLEAN OUT AND REGRADING,
3. CONSTRUCT' SILT FENCE ON , DOWNSTRAM SIDE OF BERM,
TEMPORARY, PLUG DETAIL
CC)
NPDES GROUND STABILIZATION CRITERIA Z,.3 GROUND ■■i■r,r�
-I � � WET DETENTION BASIN NO 2 PERMANENT POOLDIMENSIONS
WET DETENTION BASIN DATA
BASIN #
TOP OF BANK ELEV.
TEMPORARY
POOL ELEV.
PERMANENT
POOL ELEV.
SHOUT
EMERGENCY
SPILLWAY EL.
BOTTOM
MAIN/FOREBAY
SEDIMENT BOTTOM
MAIN/FOREBAY
1
14.0
10.0
8.0
7.69
13.0
3.0/3.5
2.0/2.5
-- 2
14.0
10.0
8.5
8.84
1 12.95
1.50/5.50
0.50/4.50
10' VEG.
TOP OF BANK
i L
3 1 0
MAIN POOL
BOTTOM
10' VE
TOP OF BANK sHE F
TOP OF WALL
1 3
1 110
TOP OF BANK
1
OP
t 1=i I 1=IT�
zl
3•� SL 3�1 I�I�,;-,III- �
TYPICAL GRASS SWALE C
FOREBAY 1
3 NTS NTS
)TTOM
NT BOTTOM 10' VEG. 10' VEG.
SHEET PILE WALL 10' VEG.
� 1 3
TOP OF BANK
TOP OF WALL
-r t-t r I-
1I-1 3 III=1 I I-1 I
SHEET PILE WALL BOTTOM SHEET PILE WALL
(SEE DETAILS SHEET C11) SEDIMENT BOTTOM 1 (SEE DETAILS SHEET 011)
* POND SLOPE TO BE SEEDED IN ACCORDANCE TO SEEDING SPECIFICATIONS
* 10:1 VEGETATED SHELF TO BE PLANTED WITH WETLAND SPECIES I.E. PICKEREL WEED, DUCK POTATO, SWAMP ROSE, BLUE FLAG
AND CARDINAL FLOWER
* A PUMP WILL BE PROVIDED TO DRAIN THE BASIN FOR MAINTENANCE AND EMERGENCIES
WET DETENTION BASIN NO. 1 SECTION
NTS
TOP OF BANK
1�
3 1 10 1
0 1
TOP OF BANK
1 3
MAIN POOL
3 1
1 L-
FOREBAY 3
3
3
BOTTOM
BOTTOM
SEDIMENT BOTTOM
SEDIMENT BOTTOM
* POND SLOPE TO
BE SEEDED IN ACCORDANCE TO SEEDING
SPECIFICATIONS
* 10:1 VEGETATED
SHELF TO BE PLANTED WITH WETLAND
SPECIES I.E. PICKEREL WEED, DUCK
POTATO, SWAMP ROSE, BLUE FLAG
AND CARDINAL FLOWER
* A PUMP WILL BE
PROVIDED TO DRAIN THE BASIN FOR
MAINTENANCE AND EMERGENCIES
WET
�__
DETENTION BASIN
& FOREBAY
NO.
2 SECTION,
NTS
SITE AREA
STABIUZATION
STABIUZATION
DESCRIPTION
TIMEFRAME
TIMEFRAME
EXCEPTIONS
PERIMETER DIKES,
7 DAYS
NONE
SWALES, DITCHES
AND SLOPES
HIGH QUALITY
7 DAYS
NONE
WATER (HQW)
ZONES
SLOPES STEEPER
7 DAYS
IF SLOPES ARE 10 OR
THAN 3:1
LESS IN LENGTH AND
ARE NOT STEEPER THAN
2:1,' 14 DAYS ARE ALLOWED.
SLOPES 3:1 OR
14 DAYS
7 DAYS FOR SLOPES
FLATTER
GREATER THAN 50 FEET
IN LENGTH
ALL OTHER AREAS
14 DAYS
NONE (EXCEPT FOR
WITH SLOPES
PERIMETERS AND
FLATTER THAN 4:1
HOW ZONES
z
n,a
O
W
U
O
v
0
co
u�J
V1
O
�
�
Z-t'••3
�
j�..l
z
L�,
ry
I
Li
O
O
O
C�
�LIJ
CDa
Fr
F---�1
r4co
0
�
a)
• 1 Pf NOTE: PROVIDE GROUND STABILIZATION IN ALL AREAS OUTSIDE OF THE PAVEMENT � •� 4 It C
TO THE LIMITS OF DISTURBANCE PER THE NPDES CRITERIA.
SEE PLAN FOR PIPE TEMPORARY SEEDING SPECIFICATION PERMANENT GRASSING DETAIL
ORIENTATION SEEDING MIXTURE SEEDING MIXTURE
SPECIES RATE (Ib jacre) SPECIES RATE (Ib/ocre�
Rye (grain) 120 PENSACOLA BAHIAGRASS 50
Annua( lespedeza (Kobe in SPRING SERICEA LESPEDEZA 30
LATE WINTER & Piedmont and Coastal Plain, COMMON BERMUDAGRASS 10
Ij EARLY SPRING Korean in Mountains) 50 SUMMER GERMAN MILLET 10
j CASTING Omit annual lespedeza when durdm of temporary TALI FESCUE 50
NOTE. USE DEWEY BROS. cover is not to extend beyond Jw*_ FALL TALL FESCUE 200
C H- B N 3A FOR CATCH iNlITER (BLEND OF 2 OR 3 IMPROVED VARIETIES)
BASINS AND CH-BN-47 German Millet 40 RYE (GRAIN) 25
FOR YARD INLETS SUMMER In the Piedmont and mountains, o ���\'`C ` CARq
small -stemmed sundangrass may be SEEDING NOTES (SPRING -SUMMERS
ONC. COLLAR substituted at a rate of 50 If/acre 1. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA.
2. USE COMMON BERUDAGRASS ONLY ON ISOLATED SITES WHERE IT CANNOT BECOME "_� •Q�..'•
FAIL German Millet 40 A PEST. BERMUDAGRASS MAY BE REPLACED C
E - S E A L E VE
PLAN SEEDING DATES SEEDING DATES - -p
Mountains - Above .2500 ft: Feb. 15-May 15 SPRING , '� ••'. 17374 ;• `�
APRIL 1 - JULY 15
» LATE WINTER dt Below 2500 ft: Feb. 1-May 1 SUMMER x
CONC. COLLAR 1 -0 EARLY SPRING Piedmont - Jan. 1-May t •'• FiyG+rLF; •••,`�\
ASPHALT PAVEMENT Coostol Plain - Dec. 1-APr. 15 FALL JANUARY _
ELEV. VARIES - WINTER AUGUST' - 0� LIMBER '£s£pY, / /�� • •' • • • •(•`• • ���\ \\
Moy 3 GRE�7��
Mountoine
SUMMER Piedmont - May 1-Aug 915 5
Coastal Plain -APT. 15-Aug ,s .SOIL AMENDMENTS
" 2' O" FALL Coastal
-Aug 15-Dec i 5 SPRING APPLY LINE AND FETiiIL1ZER ACCORDNG TO SOIL TESTS, OR APPLY 3,000 tb/(ae GROUND AGRICt1LTURE -
SUMMER LIMESTONE AND 5W lb/ocre 10-10-10 FERTLIZER.
Coastal Plain and Piedmont - Aug 15-Dec 30 DATE 0 3 - 2 2 1 6
BRICK MASONRY V) F&L APPLY LIME" ITIMI.1ZER ACCORDNG TO SOL IBIS, OR APPLY 3,000-5PM lb/me GROUND
L�vIL AMENDMENTS WINTER AGRICULFOULTURE LIMIMME (USE THE LOWER RATE ON WO SOILS) AND 1,000 b/om 10-10-10 DESIGN PGT
FLOW 4» j FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,00D LF/ACRE GROUND D RAW N MLV
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER. MULCH
L MULCH APPLY 4,000 lb/acre GRAIN STRAWOR EQUIVALENT COVER OF ANOTHER SUITABLE
cDl MULCH. ANCHOR BY TACKING WITH ASPHALT, RCMNG, OR NETTING OR BY CRiMPiNG
APPLY 4.00D LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, WITH A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE
i000 PSI CONC. a,- OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED As A MULCH ANCHORING TOOL
`"'� USED AS A MULCH ANCHORING TOOL.
MAINTENANCE MAINTENANC
REFERT1iIZE IF GROWTH S NOT FULLY ADEQUATE, RESEED, MMUE AND MULCH SPRING REFERTLIZE THE FOLLOWING APRL WITH 50 6/ocm NTfROGEN. REPEAT AS GROWTH RFAURES. MAY BE C 6
MOWED ONLY ONCE A YEAR. WHERE A NEAT APPEARANCE IS DESIRED, OMTT SERICEA AND MOM' AS OFTEN
SECTION IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE SUMMER AS NEEDED.
FERTILIZE ACCORDING M SON. TESTS OR APPLY 40 OF/AM NiTRO(;F11 N JANUW OR FEBR M, 40 LB
DROP INLET DETAIL- FN'I- IN SEPIEMBFR AND 4E1 LB IN NOVEilM FROM A S IMS , 16- M OR SIMILAR TURF FERTILIZER, AVM
YYIN7'ER FERTILIZER APPLiCATK1Ns DURING WARM wEATHETt, As THIS DMCRFJiSfS'sTAND L.055Q TO DL5EA5E. SHEET 6 OF 11
RESEED. FEITTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY. MOW TO A HEIGHT OF 2.5-3.5 NM AS
�. 14026
NTS

DE'IREDREPARQUO
ALL VALVES.F
STANDARD
VALVE gaX
TOP SECTION
11
VE
C__- - 2' ---� I
PAVEMENT
Q a
e a
GRADE
• 5" HEAVY WEIGHT
° a
� /
V � � •
f- CAST IRON SOIL
PIPE FOR EXTENSIONS
12 THHN
GATED
LOCATING WIRE
VALVE COLLARS
�, * . , I . . . <� < .. I I -
''I' I / -, -
��. . . . '/ �
12' IiI
MAX
_:;::;:
II
PERMANENT '. ,,
:';\12 THHN COATED
LOCATING WIR11
E
2" GALV. •.
2" GIP THREADED COUPLING .......
"\ \ 48
SLOPE UP - . 0000
0 0 01
00000
,'o°o°c
0 0 0 //
>"O O 'O o O 0�\�.
a o 0 0 0 0
RODDED 2" THREADED SQUARE '//�/�• ''/••�/%
TO BLOCKING NUT BLOW -OFF VALVE1 #67 STONE
REDUCING CAP
12 VALVE COLLARS
VAL �-�•-. �
BOX ,
-f- C-
/ i / / / / / // // // /// // // // / 4
///// \ / \
\ �.�.�.
\ \ ,�
2" SO, NU 36" MI --I\ L_ml_-W\ ""''. .� I. I-. - ..-�\. -.g.-. .1::"Il I� �a _')��\II IIII� .11IIIII 6---..�16 1
N.. _. _�_. '.__. . ,
:12" MAX
/ A\ ..... ... k �, ... ................ I
VALVE BOX NOT TO .I". -
STAB -IN
N SOIL
CONTACT WATER TEMPORARY
S :�
MAIN NO R VALVE
PIPE CASKET
\
1 THH N COATED
2
P BAC KFILL
TAM ED
5 WIRE N ATI G LOC
»
AV 2 GL
i
R ADED CO UPL{NG \
TH
Z GIP E
5 12 --558
�10.0' 0oU
SLOPE UP -�-- °°O°
VALVE MAIN)0000. 0.:
MAIN ooc /
STANDARD ,'o°o°c
VALVE BOX o 0
BOTTOM SECTION 'o°o°o°°°°°o°�
REDUCING CAP �0�0 0°°O/. / .............. I ........ ...... 1. � '......................... I IOaO°°•/
RODDED BLOW OFF VALVE
N I MAIN SIZE 7 STONE N
EQ
UAL
U AL TO 6 5 O E
TO BLO
CKING G B
48
......................................................... .
..............................................
NOTES:
TAMPED BACKFILL
1. BLOW -OFFS ARE REQUIRED ON ANY PERMANENT AND/OR TEMPORARY
NOTES: DEAD END MAINS AND ARE TO CONSTRUCTED PER APPROVED PLANS.
_ 1. GATE VALVES SHALL COMPLY WITH AWWA C-500 AND BE IRON BODY, PARALLEL SEAT 2. ALL BENDS, TEES, VALVES AND BLOW -OFFS SHALL BE BLOCKED IN
TYPE, BRONZE FITTED W/ RESILIENT SEAT. LEFT HAND OPEN (CCW). ACCORDANCE WITH AWWA STANDARDS.
INSTALLATION
o
z
O >_
0
NOTES:
H�
<.
z
1.
THIS DETAIL THE TYPICAL FINAL FIRE HYDRANT
5.
HYDRANT LOCATION APPLIES TO PROPOSED AND RELOCATED FIRE
z
_ �
O O
.SHOWS
CONFIGURATION AFTER INSTALLATION OF A PROPOSED FIRE HYDRANT,
HYDRANTS.
71= O v
O
rr---�`ri�
�
RECONNECTION OF AN EXISTING FIRE HYDRANT, OR RELOCATION OF
6.
LOCATE FIRE HYDRANT WITH 3' HORIZONTAL CLEARANCE FROM
o o � = z
m z
�
--3 =
AFIRE HYDRANT.
ABOVE GROUND OBJECTS .
z
= O
D n
2.
KEEP DRAIN PORTS FREE FROM OBSTRUCTION.
F_ Uj v `=E.) =
O
M
z m
7.
PROVIDE A MINIMUM OF 3` COVER OVER ALL SECTIONS OF
Q H
=
Cn O O
3,
RESTRAIN ALL PIPE JOINTS AND FITTINGS. ACCEPTABLE TYPES OF
HORIZONTAL PIPE. USE FITTINGS AS NECESSARY.
l-- = z w
ACC
z a)
O H
RESTRAINT INCLUpE RESTRAINING GLANDS; RESTRAINED, PUSH -ON
LL-O --1
O `t
0 =
x z
JOINTS; AND 3/4 BITUMINOUS COATED, ALL -THREAD RESTRAINING
8.
TAPPING SLEEVES MAY BE USED ON EXISTING MAINS IN LIEU OF
O U) °C
D
RODS. THRUST BLOCKS ARE NOT AN ACCEPTABLE TYPE OF
DI TEES.
z H
�•At
�,
RESTRAINT.
9.
LOCATE FIRE HYDRANT OUTSIDE OF THE VEHICLE RECOVERY AREA,
I'v!.
�'t=•+
IZ o
z
,
4.
FOR RELOCATED OR RECONNECTED FIRE HYDRANTS,VERIFY THE VALVE
ADJACENT TO THE R/W LINE, OR IN A PROTECTED AREA.Q
N
IS RESTRAINED TO THE MAIN. PROVIDE APPROPRIATE RESTRAINT.
1' TO RIGHT-OF-WAY
OR AS NOTED
FIRE HYDRANT
;,11
C_4e, --- ORIENT TOWARD ROADWAY
HQ
��
FINAL GRADE
_ _
_
T-d'
" rr tt
18x18x6 CONC COLLAR
(IN UNPAVED AREAS ONLY}
:: �' -
ma�y}--- ,•
6 VALVE
z
''
AND VALVE BOX
�
" 0,70 o 0 6" WATER --
p0� PIPE °
o�
r
DI TEE
WATER MAIN
co
Gov �a�, vo
.o, o, pO .1 !
D
Aga
!
v v,7v I
`o oV to ,V Ill
� 9v III
Voo
c' • v- • v'
r tr 1C1 -9' 'O' .O• •6. .O�
4" X 8 `X 16 PRECAST �
CONC. BLOCKING
7 CU. FT. CLEAN 6" WATER PIPE
#57 STONE
SITE WORK NOTES
REVISIONS
1. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIARIZED WITH EXISTING CONDITIONS BOTH ON AND IMMEDIATELY ADJACENT TO
No.
THE SITE.
2. CLEARING: CONTRACTOR SHALL REMOVE ALL TREES AND VEGETATION WITHIN LIMITS OF CONSTRUCTION' UNLESS OTHERWISE DESIGNATED
Date
Descrtptton
By
TO REMAIN.
RS
04.24.17
SW,EC&NCDQT REVS
M LV
3. GRUBBING AND STRIPPING: CONTRACTOR SHALL RAKE AND REMOVE ROOTS, STUMPS, VEGETATION, DEBRIS, EXISTING STRUCTURES ABOVE
AND BELOW GRADE, ORGANIC MATERIAL OR ANY OTHER UNSUITABLE MATERIAL WITHIN LIMITS OF CONSTRUCTION.
4. MUCKING: CONTRACTOR SHALL COORDINATE WITH OWNER AND THEIR GEOTECHNICAL REPRESENTATIVE TO COORDINATE REMOVAL OF ANY
SOFT AREAS.
5. DISPOSAL: CLEARED, GRUBBED, STRIPPED OR OTHER WASTE MATERIAL SHALL BE REMOVED FROM SITE AND DISPOSED OF IN A
PROPERLY PERMITTED FACILITY.
6. FILL AND COMPACTION SHOULD COMPLY WITH GEOTECHNICAL REPORT.
7. THE CONTRACTOR SHALL NOTE THAT THE GRADING PLAN MAY NOT REPRESENT A BALANCED EARTHWORK CONDITION. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR CUT AND FILL QUANTITIES AND COMPLETE INSTALLATION TO SPECIFIED GRADES,
8. THE CONTRACTOR SHALL FURNISH SUITABLE BORROW MATERIAL FROM AN OFF -SITE PROPERLY PERMITTED FACILITY AS REQUIRED.
9. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES DURING CONSTRUCTION. BEFORE
COMMENCING ANY EXCAVATIONS IN OR ALONG ROADWAYS OR RIGHT-OF-WAYS, PUBLIC AREAS OR IN PRIVATE EASEMENTS, THE
CONTRACTOR SHALL NOTIFY ALL APPROPRIATE PERSONNEL OF THEIR INTENT TO EXCAVATE, IN WRITING, NOT LESS THAN 10 DAYS PRIOR
TO EXCAVATING. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE DISCONNECTION/ RECONNECTION AND/OR THE RELOCATION
OF ALL EXISTING UTILITIES WITH APPROPRIATE PERSONNEL.
11. EXISTING SURVEYING PERFORMED BY SHERWIN CRIBB AND SUPPLIED BY THE OWNER.
12. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AT THE SITE. FURTHERMORE THE CONTRACTOR SHALL REPORT ALL
DISCREPANCIES OR QUESTIONS TO THE ENGINEER PRIOR TO INSTALLATION.
13. THE CONTRACTOR SHALL PROVIDE ANY AND ALL LAYOUT REQUIRED TO CONSTRUCT HIS WORK UNLESS 'OTHERWISE DIRECTED BY OWNER.
14. ALL PVC UTILITY MAINS SHALL BE INSTALLED WITH A MINIMUM OF 36" COVER AT FINAL GRADE.
15. ALL SERVICE CONNECTIONS SHALL BE INSTALLED TO MEET ALL LOCAL AND STATE CODES. METERS, TAPS, MATERIALS, WORKMANSHIP AND
ALL FEES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL COMPLY WITH ALL REQUIREMENTS, ALL WATER SERVICES
A A AQUA SPECIFICATIONS.
CONNECTIONS SHALL ALSO MEET Q
C.�
16. ALL PAVEMENT, BASE AND SUBGRADE SHALL CONFORM TO NCDOT STANDARDS INCLUDING WORKMANSHIP, MATERIALS AND EQUIPMENT.
APPROPRIATE BARRICADES, SIGNS, LIGHTS OR OTHER TRAFFIC CONTROL DEVICES SHALL BE PROVIDED IN ACCORDANCE WITH NCDOT TO
MAINTAIN SAFETY AND TWO WAY TRAFFIC.
17. ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE. THE CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR
ITN_ {
TO INSTALLATION. ALL AREAS SHALL BE SLOPED TO DRAIN AWAY FROM BUILDINGS AT ALL TIMES.
18. CONCRETE STORM DRAINAGE PIPE SHALL BE CLASS III WITH RUBBER GASKETED JOINTS AND INSTALLED' IN ACCORDANCE WITH
MANUFACTURERS REQUIREMENTS.
P CHLORINATED RUBBER ALKYD, FS TT-P- P P N AlNT SHALL BE A CHLO NA ED UBBE LKY 115 TYPE
9 WHIT NE MARKING PANT FOR ALL PAVEMENT MARKINGS.
1 USE E LA KI G i , t
NR PINF f T RIA MAY BE ADDED AT OWES 0 T 0 OR N GHT REFLECTING. F NG NON BLEEDING. REFLECTIVE MA E L III ACTORY MIXED DICK DRYf
20. DUCTILE IRON SHALL BE CLASS 50.
21. CONCRETE FOR WALKS, CURBS AND DRIVES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI 0 28 DAYS - AIR
ENTRAINED.
22, FIELD TESTING SHALL BE DONE BY AN INDEPENDENT TESTING LABORATORY PAID FOR BY THE OWNER. FURTHER TESTING REQUIRED DUE
TO A FAILED TEST WILL BE PAID FOR BY THE CONTRACTOR.
.
23. SEE GEOTECHNICAL REPORT NO. _______, DATED -------- BY _________ ___ -_ FOR ADDITIONAL REQUIREMENTS.
GENERAL WATER NOTES
FOR WATER WELL CONSTRUCTION.
1 A CONSTRUCTION HALL BE IN ACCORDANCE WITH AQUA SPECIFICATIONS 0
LL WATER MAIN CONSTRUC IO S Q
U)
2. WATER MAIN MATERIAL SHALL BE C900 DR 14 PVC.
3. HORIZONTAL AND VERTICAL SEPARATION REQUIREMENTS SHALL BE PER DIVISION 3, ITEM 14.3 OF AQUA SPECIFICATIONS FOR WATER WELL
&M-4 <�
CONSTRUCTION.
4. PRESSURE TEST AND DISINFECTION REQUIREMENTS SHALL BE PER DIVISION 3, ITEMS 14.5 AND 14.6 OF AQUA SPECIFICATIONS FOR
WATER WELL CONSTRUCTION.
5. NOTIFICATION OF CONNECTIONS TO EXISTING MAINS SHALL BE PER DIVISION 3, ITEM 12.3 AND REQUIREMENT THAT AN AQUA
C) O
REPRESENTATIVE BE ONSITE DURING ANY CONNECTIONS TO EXISTING SYSTEM PER DIVISION 2, ITEM 5.4.1 OF AQUA SPECIFICATION FOR
04
WATER WELL CONSTRUCTION.
"W"
6. CURBS ARE TO BE MARKED WITH A WHERE THE WATER SERVICE CROSSES UNDER THE CURB PER DIVISION 3, ITEM 14.9 OF AQUA
2, BROOKS 24" VALVE BOX COLLAR MAY BE USED. 3. BLOW -OFF TO BE APPROVED BY UTILITY PRIOR TO .
SPECIFICATIONS FOR WATER WELL CONSTRUCTION,
N BLOW -OFF DETAIL 7. 48 HOURS NOTIFICATION TO AQUA BEFORE CONSTRUCTION IS TO BEGIN AND BEFORE ANY CONSTRUCTION IS BURIED PER DIVISION 1, ITEM
GATE VALVE AN E) V NTS V CON2.1.7 OF AQUA STRUCTION SEQUENCES FOR WATER WELL CONSTRUCTION. z
NTS " Ey
FINISHED
4' X 4' PRECAST .
CAST IRON FRAME Cq' Y I -
i
GRADE
CONCRETE VAULT
AND COVER W/ 1 i1
-
.•..
U.S. FOUNDRY USF 170-E-ORS _
OR EQUIVALENT '',,� .•
.Y
.
Y
GROUT
4" MAX.
316 S.S. PIPE W/ ELLS
P
L VALVE (TYP.)
MIN. BEARING AREA EACH DIRECTION
OF THRUST IN SQUARE FEET
(based on soil supporting value of 2000 psf ® 200 psig test pressure)
PIPE
SIZE
TEES &
DEAD ENDS
90,
ELBOWS
45' ELBOW
&CROSSES
22-1/2'
ELBOWS
6"
4
6
3
2
8"
7
10
5
3
12"
15
21
11
6
WHE HALF
1. NO CUT SLOPE OR FILL SLOPE SHALL EXCEED A RISE OR FALL OF ONE FOOT FOR
EVERY RUN OF 3 FEET (1 VERTICAL TO 3 HORIZONTAL).
11
2. NO SEDIMENT WILL BE ALLOWED TO EXIT THE SITE. ALL EROSION SHALL BE CONTROLLED
411111!::�
O
INCLUDING SIDE SLOPES DURING AND AFTER CONSTRUCTION.
3. INSTALL PRIMARY EROSION CONTROL MEASURES BEFORE BEGINNING CONSTRUCTION INCLUDING
BUT NOT LIMITED TO GRAVELED CONSTRUCTION ENTRANCE, SILT FENCE, CHECK DAMS, ETC.
INSTALL ALL SECONDARY EROSION CONTROL MEASURES AS SOON AS POSSIBLE AFTER BEGINNING�'"�V.
METER PROVIDED BY UTILITY
CONSTRUCTION.
4. ALL EROSION CONTROL MEASURES TO BE INSPECTED AFTER EACH RAIN.
SILT FENCE AND INLET PROTECTION ARE TO BE CLEANED WHEN 0.5 FEET OF SEDIMENT HAVE
C.�z
E-4
ACCUMULATED IN FRONT OF THE DEVICE OR WHEN THEY LEAK OR FAIL. SEDIMENT TRAPS ARE
R FU
W
I- DUAL BACKFLOIN PREVENTION CLEANED OUT AS STATED 0 N LL. _ - ( O
PR' PLASTIC -�- ,; ' - a .4 . 2EPORTEWiTH ELBOivr I CONCRETE THRUST 5. IF APPLICABLE, CONSTRUCT PROPOSED RETENTION POND TO ACT AS A SEDIMENT BASIN
JOINT FILLER . .
5" WALLS (MIN) °• THREADED PLUG M.J. PLUG I BLOCK (Tl'P) DURING CONSTRUCTION. REMOVE ACCUMULATION OF SILT AS REQUIRED TO ALLOW PROPER O U
CUT OUT FOR FORCE BROOK PLASTIC METER $ FUNCTIONING. RESTORE POND TO DESIGN LEVELS AT THE COMPLETION OF CONSTRUCTION.z CQ
PIPE PLUG (TYP) I e, MAIN OR WATER MAIN -- . I WITH BLANK METAL LID
6. IF APPLICABLE INSTALL DROP INLETS WITH INLET PROTECTION TO ACT AS SILT TRAPS
2" NIPPLE .. ° • p' : AS REQUIRED �� I NOTES: DURING CONSTRUCTION. REMOVE ACCUMULATED SILT AS NEEDED TO PREVENT SILT FROM
2" S.S. ° ' 1. THRUST BLOCKS SHALL BE INSTALLED ON ENTERING STORM DRAIN PIPING. A �-"""� W
BALL VALVE SEE NOTE 2 I I 1 III PVC WATER DISTRIBUTION LINES 6" THRU _ CONCRETE METER BOX 7. A 4" LAYER OF TOPSOIL SHALL BE APPLIED TO ALL NEW AREAS TO BE GRASSED. T, r>
'' �.'. i. 12" DiA, IN THE MANNER SHOWN. ROADWAY f ; _-tit,;,--1 ~ �` ��
2" NIPPLE 11
° - DUCTILE IRON -ttt„ TRAFFIC RATED W/ TOP 8. ALL DISTURBED AREAS WELL BE STABILIZED WITHIN 21 DAYS OF CEASE OF ANY PHASE OF „� O
:: `� ttt '` " �i1 LOCKABLE ACTIVITY. THIS INCLUDES SLOPES, SWALE5, STOCKPILES AND OTHER UNSTABILIZED AREAS. /'�
co
SERVICE SADDLE WITH z DEAD END 2. PIPE GREATER THAN 12 INCH DIAMETER ti =t�t�t STAMPED "SEWER"J 1
. ° - I11, VALVE" iit 9. MAINTAIN ALL EROSION CONTROL MEASURES UNTIL PROJECT IS COMPLETE.
o .. • I.P.S. THREAD SHALL REQUIRE RESTRAINT JOINT PIPE FOR
FITTINGS AND . c . °'_ ' . HOR IZONTAL BEND THE PROPER LENGTH. _ II' :1L 10. MORE STRINGENT MEASURES MAY BE REQUIRED TO HALT EROSION IF THOSE ON THIS
°` 36" MIN PLAN PROVE TO BE LESS EFFECTIVE. II�
PIPE FOR = °' _
°. .
°. 1 �i 11 1 1lii l 1i111 1 '_
A.R.V SHALL BE 316 1I 4- SIDE EXCAVATIONS (TYP} 3. COMPACT FITTINGS ARE NOT ACCEPTABLE. ( �-� •r .t ;'{°• r: i:�,+,�' '' s; 1 N.
1 REMOVE ALL TEMPORARY EROSION CONTROL MEASURES UPON COMPLETION OFF CONSTRUCTIO E"'�
STAINLESS STEEL ' `� _ STANDARD FITTINGS SHALL BE USED WITH
-- CONCRETE THRUST BLOCKING. BACKFILL, TAMPED IN 6" LIFTS .- - ALL PERMANENT MEASURES SHALL BE WELL ESTABLISHED PRIOR TO PROJECT' COMPLETION.
,i '.
6„ r - . ; _ I li = *I. CAMLOCK FITTING (MAX MAINTENANCE PLAN W W
` ' 1 �'.: .4' i.• 4. THRUST BLOCKS SHALL BE INSTALLED ON 3 -Q' MIN-. TYP. 022CA�{iHG lO TE � � ; , '` MIPT} W/ LOCKABLE CAP 1. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND1. ^
&--q Q.,
BEDDING ROCK " WATER MAIN IN THE MANNER SHOWN. # 6 T RE OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL BUT IN NO CASE LESS THAN
8 X 16 REINFORCED 611 �� ' H
CONCRETE FOOTING
5. IF SAC-CRETE IS USED, MIXING MUST BE ON i ..1 II Iu11 0 0 "Il ii_IT' 111-11 ui�
ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL
.. .-• : SITE UTILIZING A MECHANICAL MIXER AND F'' '-111III" 1-1 'III" 'IIII_iIT=`i1I' ` i," `IIf�111=1II NOTES: _.. 2. ALL POINTS OF EGRESS WILL HAVE CONSTRUCTION ENTRANCES THAT WILL BE PERIODICALLY T �
= - PLUG VALVE FIPT X FIPT
NOTEs: ...: . . THE MIX APPROVED BY AN ACI LEVEL kl / - 1. GASKETED OR GIVE JOINT PIPE :',* ( } TOP -DRESSED WITH AN ADDITIONAL 2 INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH. V
VA
.•.. • • '• +•,` - 1 1 ' ..... - OPERATOR. ** .,* ** �. * *** **+* THEY WILL BE MAINTAINED IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING •
1. ABOVE DETAIL 1S BASED ON 2" AIR RELEASE VALVE. CHANGE PIPE AND FITTINGS ACCORDINGLY FOR - I �UNDISTURBED SOIL PER APPROVED PLANS.
* r
�# **}«'#+: * #� t *;:; ,* '", **. THE SITE. IMMEDIATELY REMOVE OBJECTIONABLE MATERIAL SPILLED WASHED OR TRACKED
OTHER VALVE SIZES. VALVE SIZES SHALL BE DETERMINED BY THE ENGINEER AND APPROVED BY AQUA I -' I -' = 6. NO CONCRETE SHALL BE PLACED ON BOLTS. -� 0 L MUELLER MODEL#1404-2 METER YOKE 2. RESTRAINED JOINTS SHALL BE
CT5 200 Si *** *** **** **** *; *** *�*r; i '
* `** **�* *** ** `' ADAPTER (GLUE JOINT ONTO THE CONSTRUCTION ENTRANCE OR ROADWAYS. `�
WRAP JOINT FITTINGS WITH PLASTIC. p * * * * * * * * * '" * ° * ' * ` *'
NORTH CAROLINA, INC. PRIOR TO INSTALLATION. 1 FOR DOUBLE SERVICE INSTALLED PER CFPUA ;* * * ` * * * * * ' * �' ` * * * ::.A,
* * °
' ** ** '' `* ° ** * 3. SEDIMENT WILL BE REMOVED FROM HARDWARE CLOTH AND GRAVEL INLET PROTECTION, BLOCK
�* ;''# ***k''* '**: �'*; *** OR RJ X MIPT) �+
SEA 1�i�ll�/i tri 3 oeo i 3/4" FOR SINGLE SERVICE r ntrl ►1� � *' - . * * _ * * * # * * ., 11, * W. . * r t * * a # * *
i11 MINIMUM DIMENSION FROM TOP OF PIPE TO FINISHED GRADE SHALL BE 4.0 FEET. C�� ALL BEARING SURFACES r. COCRETE SHAD 211.21.1�1.1 psl SPCt,tl ICHTIU'tvo. x * * Y * * *, * * *+* *; *; ;; Aivv G2 C_L iivLC_, , Pc`OCK uuuU 2riNUT IivLE T PR^v T EC T I^vN AND ROCK PIPE INLET PROTECTION
2. ItIE I,�IP * * ** ** ** ** ** ' A
3. THRUST BLOCKING IS MANDATORY. * * * * * * * * * * **' " *' *` +' *' * ` WHEN THE DESIGNED STORAGE CAPACITY HAS BEEN HALF FILLED WITH SEDIMENT. ROCK WILL 0 N
co
SHALL BE AGAINST AND THE TICKETS TURNED INTO THE UTILITY. * . * • * * . * * * .
3. FOR POTABLE WATER MAINS VALVE SHALL BE APCO #200 (2") OR EQUIVALENT UNDISTURBED GROUND CONCRETE SHALL BE WATER MAIN BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS AS DESIGNED.
(TYP) KEPT CLEAR OF $ ALL BEARING SURFACES SHALL BE AGAINST .''��
UNDISTURBED SOIL AND SHALL BE :�t' DEBRIS WILL BE REMOVED FROM THE ROCK AND HARDWARE CLOTH TO ALLOW PROPER
,AIR RELEASE VALV PIPE JOINTS (TYP} APPROVED BY AQUA PROJECT COORDINATOR MUELLER SINGLE STRAP SADDLE WIT °', ... F" OF GRAVEL BEDDING DRAINAGE. SILT SACKS WILL BE EMPTIED ONCE A WEEK AND AFTER EVERY RAIN EVENT.Z ct
NTS TEE PRIOR TO PLACEMENT OF CONCRETE. COMPRESSION CORPORATION STOPS ,, ',•;:;-. .,,, SEDIMENT WILL BE REMOVED FROM AROUND BEAVER DAMS, DANDY SACKS AND SOCKS ��
�I' ONCE A WEEK AND AFTER EVERY RAIN EVENT. .�
CROSS 450 BEND : ' .`''�. .. •:,*:
THRUST . . O
60' RIGHT-OF-WAY UNDISTURBED 9, USE OF RESTRAINED JOINT DUCTILE IRON r.:*, �•...; '• >� 4. DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS
SOIL WILL BE REQUIRED IF SOIL CONDITIONS DO NOTES: t,.::. '`. FROM THE FLOW AREA. THE DIVERSION RIDGES WILL ALSO BE REPAIRED. SWALES MUST BE
BLOCK $:. _ "'..,:•..•.:.
NOT ALLOW THE USE OF THRUST BLOCKS. "' �• $"1
AREA OF ....
1. LOCATING WIRE SHALL TERMINATE AT MAIN AND METER BOX. ''r••" ' TEMPORARILY STABILIZED WITHIN 21 CALENDER DAYS OF CEASE OF ANY PHASE OF �
BEARING 10. ALL VERTICAL BENDS SHALL BE RESTRAINED ACTIVITY ASSOCIATED WITH A SWALE. w +, U
PLAZA SIDEWAL CONCRETE BLOCKING 5. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED.
USING RESTRAINED JOINT DUCTILE IRON + , Q)
' !' 2. ALL FITTINGS SHALL BE BRASS MUELLER COMPRESSION TYPE. A PLASTIC INSERT SHALL THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. STAKES MUST 0
2 5 MIN. 5 PIPE.
• _' .
2 18 0
: . �w • � z
`- :=: AT ALL TERMINATIONS WHERE POLYETHYLENE PIPE IS USED. 45 BEND �,j.._..., :�,;.. �, A SPACING W 6 FEET MAX. WITH THE USE OF EXTRA STRENGTH r-� 5 co
BE INSTALLED ,,.�:.-`i :...,,•.,...,, BE STEEL. STAKE S A G ILL BE
.I... :.,c :,.:; CONCRETE BLOCKING FABRIC, WITHOUT WIRE BACKING. STAKE SPACING WILL BE 8 FEET MAX, WHEN STANDARD '+-�
----'' 3, ALL SERVICE PIPES UNDER ROADS OR DRIVEWAYS SHALL BE SLEEVED WITH SCH 40 '` "'" t?' BE STEEL. STAKE SPACING WILL BE 8 FEET MAX. WHEN STANDARD STRENGTH FABRIC 0 U) `'
1 �4"�FT 1 �4"�FT PVC A MINIMUM 1 FOOT OUTSIDE OF PAVEMENT EDGE. STANDARD STRENGTH FABRIC AND WIRE BACKING ARE USED. IF ROCK FILTERS ARE � �
* ELBOWESIGNED AT LOW POINTS IN THE IN THE SEDIMENT FENCE THE ROCK WILL BE REPAIREDZ .�.� CO CO
......
::.
4" TOPSOIL .SERVICE COC NN,ECTION DETAIL END OF LINE PRESSURE SEWER CLEANOUT OR REPLACED IF IT BECOMES HALF FULL OF SEDIMENT, NO LONGER DRAINS AS DESIGNED W � w
SEED & STABILIZE TYPICAL THRUMNTS NTS 6 OR SEDIMENT
T WILL
ED.BB REMOVED FROM SEDIMENT TRAPS WHEN THE DESIGNED STORAGE CAPACITY HAS � �'-•1 I I z
8 NCDQT STONE BASE SHEETED OPEN BEEN HALF FILLED WITH SEDIMENT. THE ROCK WILL BE CLEANED OR' REPLACED WHEN V) CO � O w
1-I1 /2" 9.5A NCDOT ASPHALT VALLEY CURB PER 24 NTS - 7
NCDQT STANDARD „ TRENCH TRENCH THE SEDIMENT POOL NO LONGER DRAINS OR WHEN THE ROCK IS DISLODGED. BAFFLES CL, 0) o-
12 12 WILL BE REPAIRED OR REPLACED IF THEY COLLASPE, TEAR, DECOMPOSE OR BECOME
OA COURT INEFFECTIVE. THEY WILL BE REPLACED PROMPTLY. FSEDIMENT FWILL LOATING S SKIMMERS
P.., �+ 0 itGIB SHUT"TOFF VALVE - 1 1/2" OR 2" SINKING BALL CHECK VALVE C-) .,-t Q)~1 1/2 OR 2 IPT MUELLER 300 BALL DEPOSITS REACH HALF THE HEIGHT OF THE 1ST BA LE. LO�
1 CUL-K-SAC
ROAD
/, j �� „� �,n ..r FEMALE IPS x IPS; MODEL 2O8 tr�SocCrcn �nicc-KLY AND W11 t R� i I rL�ptl 1"�"'� TYP1C'**AxL
CROSS-SECTION,
- - -w\� /� \/ \� \/ CUr�rs VALvt t3-LJILL, Orc E�3A� AS MANUFACTURED BY " "� '"� ' "` `" ` „ o
) PART NO. 2142, c�
(�= ���/\��/��//� ///���\����� W/MUELLER 110 COMPRESSION FLOWMATIC, OR EQUAL WITH MUELLER 110 7• SEDIMENT WILL BE REMOVED FROM THE SEDIMENT BASIN WHEN THE DESIGN STORAGE CAPACITY HAS z O� Q
NOTES: CONNECTION TO MATCH TUBING SIZE BEEN HALF FILLED WITH SEDIMENT. ROCK WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT r.-I •r-t ,.�
NTS i� U0 =I I =� �/ \�/ ALL BE INSTALLED FROM THE FORCE MAIN TO THE VALVE BOX. W/ LEVER ACTUATOR COMPRESSION CONNECTION TO MATCH TUBING SIZE POOL NO LONGER DRAINS OR IF THE ROCK IS DISLODGED. BAFFLES WILL BE REPAIRED OR `��.,.: �],, �., �'
3000 PSI I I IT M 4 �� �\ 1. TRACER WIRE SH REPLACED IF THEY TEAR, DECOMPOSE OR BECOME INEFFECTIVE. THEY WILL BE REPLACED
CONC. _ me / / 2. THE HOMEOWNER IS RESPONSIBLE FOR THE GRAVITY CONNECTION, THE GRINDER PUMP STATION
I - - _- n� / 36 MIN COVER /\/ CONTRACTOR TO INSTALL VALVE BOX PROMPTLY. SEDIMENT WILL BE REMOVED FROM BAFFLES WHEN DEPOSITS REACH HALF
Iil1 _ I j I-) I I_1 1-1 =1 I I-1 I I -I I I=1 I I -I I I= \ AND FOR THE ELECTRICAL WIRING TO PROVIDE POWER TO THE PUMP PANEL. ON PRIVATE PROPERTY THE HEIGHT OF THE 1ST BAFFLE. FLOATING SKIMMERS WILL BE INSPECTED WEEKLY AND
\ (ti6 THHN COATED �, ,� �_
60' RIGHT-OF-WAY / / // OR LARGER LOCATING WIRE.. VALVE BOX AND LID ARE NOT REQUIRED ON SHORT SIDE TAPS. 12 X17 X12 STANDARD BOX, #D120O-B/O, WILL BE KEPT CLEAN.
8" ABC "� TERMINATED AT VALVE BOXES AS MANUFACTURED BY NDS OR APPROVED
"� �\ �$" �� EQUAL WITH CAST IRON LID #LC-5285 AS 8. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING
16' 16' S' SIDEWALK STONE BASE Q // ROCK
K FREE \� MANUFACTURED BY SIGMA CORPORATION, TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS, DENSE
2% MAX SLOPE � �� WITH "SEWER" ON TOP OF LID IN 1" HIGH VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 21 CALENDER DAYS. ALL aftno
5'-O' 2' 24' 0" 2' 6' 5' 5' » »f �°' // /� SHAPE TRENCH TO FIT LETTERS. OTHER AREAS WILL BE STABILIZED WITHIN 15 WORKING DAYS.
3:1 SLOPE TYPE H CURB DETAIL 2" , 2„ BOTTOM OF PIPE RIGHT OF IN PUBLIC RIGHT-OF-WAY 9. FLOCCULANTS WILL BE USED TO ADDRESS TURBIDITY ISSUES. THE PUMPS, TANKS, HOSES AND
1Y /4�"%Ft 1/4"/FT NTS W w % / /� WAY/PROPERTY RECTANGULAR CAST IRON BOX, 18"X30", INJECTION SYSTEMS WELL BE CHECKED FOR PROBLEMS OR TURBID DISCHARGES DAILY.
"" / LINE/EASEMENT LINE ASPHALT COATED, #MBX-5A, A5 \\111 1 I i 11 !/
z ° m¢ �\ xxxxx xxxx �\
FINISHED GRADE \\ / //
o // x x x x x x x x x MANUFACTURED BY FASTEC, WITH "SEWER" __- \\\ t o ///
e ° G ° -.-
"'� l �o, �� xxXxxx xxxxx �� SEE NOTES `�
ON CAST IRON LkD IN 1" HIGH LETTERS. :(If=III-III= ,\ q \ •• .�/ �/'
O 8 ABC STONE BASE 'Pyo ,RpO j/ x x x x x x x x x x x x x x // VALVE &VALVE BOX PAVEMENT- CURB TRACER WIRE, TYP I =III=11i-11 \ _� •,��FESS/ •.•. P -
1-1 /2 9.5A NCDOT ASPHALT 50 / !Y
PROPOSED \� x x x x x x x x x x x x x x {SEE NOTE 6} I FINISHED GRADE w • Q
PROPOSED SEE DETAIL SAN. SEWER j //\// �/ //��/�// \/// I - BRASS ADAPTER BY HOMEOWNER SEAL `
WATER MAIN �� �� �� �� �� �� �� `� �' T 18 -24 GRINDER PUMP STATION BY HOMEOWNER MANHOLE CONSTRUCTION v -.,d ; -
KING DAVID COURT / t o ib ._ SIMILAR TO STANDARD a •, 17374 Q =
D NOTES: UNDISTURBED EARTH MANHOLE
ROAD CONTRACTOR TO USE TAPPING
GLEN ELLEN - '
i / \
RED BY I Z /j •FNG I NEB- .•',�� 1
O' R ' 60 RADIUS SADDLE AS MANUFACTU WATER MAIN • • ��
60 RADIUS 1, WHERE ROCK OR NON -CUSHIONING MATERIAL IS ENCOUNTERED SMITH-BLAIR MODEL 317 W/304- �p --nI g '� G • �� \�
TYPICAL ROAD CROSS-SE"ON lal t t C ttr /1AI op A GIGO 11 !1C S2" t IAtf1CA DI C r T x c n Inc^ e, to stt tTC 68" TYP 6 » TYP OR SERVICt 1 n / R O `\\\
NTS IN TRENCH, USE ffV STUtvE FOP, n VttTr, Ur v vls�u. Pam. 5S JIRAPJ, JIUU3 t1Ili lYiiIJ,
f/1/IlIII 00 \\'
' OR EQUAL I 16'j `MIN CULVERT EXIST. Ld
2. WHERE UNSTABLE SOIL OR MUCK IS ENCOUNTERED, EXCAVATE Polywrap I
2' B- THE SOIL AND BACKFILL WITH #5 STONE TO FORM A PIPE BED. I I DIAMETER EQUAL. TQ
100 ;I (8 mil) �t I SEWER P US 4 -0 w DATE 03-22-16
60' RIGHT-OF-WAY TAPPING SADDLE .4 :. w
3. SHEET AND BRACE TRENCH AS REQUIRED BY SOIL I z cn
CONDITIONS. I � RESIDENTIAL -- 1 1 2" CTS TUBING, NEW OR EXIST. C.f. DESIGN PGT
1 � SDR 9, 200 PSI
SEWER-[ V. VARIES l
3:1 SLOPE 12 2� SMAX� SLOPE 4. PVC MAINS SHALL BE SDR 21 CLASS 200, DUCTILE IRON w ' w DRAWN MLV
5 -0 36 0 6 1 5 30 RADIUS a
30 RADIUS RESIDENTIAL-1 1 /2" CTS o
3:1 SLOPE SHALL MEET AWWA SERVICE TUBING-SDR-9 a.l
C100 STANDARD. Ductile Iron 2OQ PSI I
or PVC Pipe
1/4.,/FT 1 4„:>� TRENCH ,, DETAIL B-25028,OR EQUAL W/MUELLE 2- IPT MUELLER 300 BALL 10 COMPRESSION VALVE COMMERSERVICE TUBING SDR-9 MAINTAINAL-2" CTS ED BYINSTALLED
HOMEOWNER
- " z 4 . e ° NTS CONNECTION TO MATCH SERVICE TUBING SIZE 200 PSI
8" ABC STONE BASE
1-1/2" 9.5A NCDOT ASPHALT
PROPOSED SEE DETAIL SAN POSEWER
WATER MAIN
JACOB MOTT DR. ROAD CROSS-SECTION 60' R
NTS
GILBOA COURT
°CUL-DE-SAC DETAIL
NTS
1NV A INV B 4
�Q- In
3000 PSI CONC. O ° ° _ e _ a
FOOTING o. I 00 r, 7
"ISTANCE VARIES :III=III=iil=
-1 I I=1 I I=1 I
1 SHEET 7 OF 11
„IAI rNMIc��IE 101IT' C%CtAIC'D _ _ TYPICAL INTERFERENCE MANHOLE
CONNECTION C.PRIVATE��„�,,,,, UL DE ,SAC OETAIL
NTS NTS 1402 �
INTERFERENCE
MANHOLE INVERT DATA
IFMH N0.
INV A
INV B
1
8.90
12.55
to
9,70
11.60

1.0 Materials 5.0 Drainage
1.1 Sheet Piling 5.1 The contractor will be responsible for surface water control during construction. The
All vinyl sheet piling shall be manufactured entirely from a rigid, high impact, UV- contractor will restore proper grading after construction to ensure proper surface
inhibited, weather able vinyl compound. All exposed surfaces of the sheet piling shall water control.
be UV resistant, and comprised of virgin material with a minimum ASTM D4216 Cell 5.2 Subsurface water control measures are not intended to compensate for lack of proper
Classification of 1-42443-33 to ensure reliable performance and color consistency. surface water control measures.
Sheet pile material shall be I SG-425 vinyl sheet pile as detailed. Design stress for vinyl 5.3 All new walls constructed shall receive 2.5" ABS Jet -Filters installed C@ 6'-0" O.C. as
sheet pile shall', not exceed 3,200 psi. Vinyl sheet pile shall be supplied in Grey or Clay shown in plans.
color.
1.2 Aluminum Materials 6.0 Construction
All Aluminum shall be properly alloyed and tempered to achieve the 6061-T6 marine 6.1 The contractor shall be responsible for establishing the alignment of the wail.
grade aluminum ASTM B 221 standards. 6.2 Pulling and Splicing
1.3 Alternate Materials Splicing of vinyl sheet piles will not be allowed. Piling may be pulled if necessary and
Alternate products will not be allowed with this design. Use of alternate sheet pile or may be re -used at the direction of the Engineer. Reuse of pulled vinyl sheet piling is
other products'' specified will result in invalidation of this design and breach of generally discouraged.
contract. Alternate products may be used if submitted with calculations and 6.3 The contractor shall submit descriptions of sheet pile driving equipment prior to the
supporting drawings from a qualified engineer up to 10 days prior to the bid date. commencement of the work for approval by the Engineer.
1.4 Backfill 6.4 Sheet piling shall be placed and driven to allow for interlock throughout their entire
Backfill shall be free from all unsuitable and deleterious materials. All backfill supplied length. Piling shall be placed plumb and true to line.
shall meet the requirements for NCDOT Select Backfill Materials 1016-3 Class 3. 6.5 Provide temporary wales, templates and other guide structures necessary to ensure
piles are driven to the correct alignment. It may be necessary to employ leading edge
2.0 Acceptable Material Providers guide piles to ensure correct alignment. Where possible drive sheet pile with the male
Crane Materials International edge leading,
1165 Northchase Pkwy 6.6 The contractor shall submit records of the completed sheet piling operations, including
Suite 300 a system of identification which shows the deposition of the approved piling in the
Marietta, GA 30067 work, driving equipment performance data, piling penetration rate, piling dimensions
Phone: [phone] and top and bottom elevations of installed piling.
6.7 If obstructions restrict driving of piling to the specified penetration, the obstructions
3.0 Submittals shall be removed or penetrated. Pre-augering or spudding of piling may also be used.
The contractor shall submit material certifications for all sheet piling. 6.8 The contractor will perform continuous inspection of the work to ensure proper
alignment.
4.0 Backfill
4.1 Backfill materials shall be provided in accordance with the requirements of Section 1.4 7.0 Measurement and Payment
and the project specifications. Payment for the sheet piling wall will be made in accordance with the contract
4.2 The contractor shall clear and grub the existing surface area to remove all organic and documents.
other deleterious materials prior to construction. if found, unsuitable soil materials
shall be over -excavated and replaced at the direction of the Engineer. The Engineer 8.0 References
shall inspect and approve the existing area prior to commencement of the backfill 8.1 EM 1110-2-2504 Design of Sheet Pile Walls, US Army Corps of Engineers, 1994
placement. 8.2 Report of Subsurface Exploration by RFTS, 4/6/17.
4.3 All backfill shall be placed and compacted in accordance with the contract 8.3 2012 NCDOT Standard Specifications and Revisions.
specifications and these general notes. Backfill shall be placed and compacted in no
greater than 10" loose lifts. Backfill shall be compacted to 95% of maximum dry
density in accordance with ASTM D698, Standard Proctor.
4.4 All backfill placed within 3-feet of the wall face shall be compacted with hand operated
equipment.
$ EL 14.00
_ TOW
FINISHED GRADE
N TIMBER CAP _
(SEE DETAILS)
EL 12.00
3 1117WALE
1•C) � i-• t i.-._! j ;_ i #_.__.' I ,----I 1y1y _--# r L"'_-_I ((? i {{ l I ?----'- ;
WB-6 ALUMINUM WALE
1 ;-- i I.- __ 11=1 ILL--F,! EL 10.00
-�I I_.�._? ! !•= --I , i=i I !-_�� _--; ! !-_-! l -._ - ! I-i I != -! _-M! i �", ? ? ==-i ! !.-..--.-- • ,-.- HWL
R--- ,•t ; - - ! #----1 t---. I �-_; Imo!-�_ ,._.
FINISHED GRADE rO ALUMINUM ROD _ ` i i !.. =i ' t + I �' EL 9.00 {
-- -ii- -w �06-0O.C. (MAX) W/ L117
WL;!rl1
1 if
DMA-9
1
(SEE DETAILS)
9'-0" (MIN)
I;1#I11 '
(II SG-425
- LENGTH=10'-0"
WALL SECTION R EL 4.00
SCALE: r=1'-0"
� EL 14.00
lil
_ TOW
FINISHED GRADE
N TIMBER CAP
(SEE DETAILS) ii�-=�=1(�M ��1 �(�i=ii�,1E_._
EL 12.00
�____ ,_.____1 I ; ..1 ! ;_._; l ill # ;----• i- 1
WALE
I I -_ =I 6---1 ,-.__- jj- I ,_ ilt
3 1
10
WB-6 ALUMINUM WALE-• ''� # 1-' I��' #•_.�?
-1i�T-iiE-i#I-�� !- 1 - 1=��i=i1._Ii--111--► #-
! I EL10.00
a I t�f - 4 i-• # ' _-1 ,_-= ?_-=�; . '= 1 : ?_.._...I , -- ! -I - = t-- - HWL
j 3_#---'j 3 �- - S��° 1 } {� 1 � !- � 1-� � }..-..__i � -� �.�1 l 1
;HED GRADE --_ _ _. ___ 1 _
i,-ii�-1! ;i��'�ALUMINUMROD900wi�I
s.:..._._i ._-....i I -r. { •.___--f1--=- t - ._� "-., j.___,_# -! ;- -# 2 i f s ! 'BOW L y 3
I_ / i -
_ - - # --# 0 6 -0 O.C. (MAX} -- -- - --
•-I
TI
_ -
-#(.-i #
�� - VARIES (11--0" MIN)
CONTRACTOR WILL DETERMINE ACTUAL
r.
_ DMA-9
LENGTH BASED ON FIELD CONDITIONS
(SEE DETAILS)
;fl
LO
SG-425
I-
LENGTH=16-0"
-DEL 4.°°
WALL SECTION B
SCALE: f=1"-T
rn Inc
WALER PARTIAL ELEVATION DETAIL
SCALE: 1 /2"=1'-0"
N
N
13,
8
SG 225-425 CORNER
SCALE: 3"=1'-0"
8'" _ -
2
3.
101�
AW-850 CAP
SCALE: 1 "=1'-O"
o
M
3'-011
�31
D
SCALE: /8"=V-0"
1 /2' 0 HDG THRU
TIMBER WALE BOLTS (TYP)
-IFFY PILE
SS SCREWS (TYP)
UMBER DECK
PLANKS
SCALE: 1 /2"=V-0"
(12) rx6" S.S. BO
(2) SPLICE PLATE
(12) PIPE SPACE
(2) 6"x2r C-CHANNEL
WA
A.ER SPLICE DETAIL
SCALE:
n"..C" ""'TER DECK PLANK
3" WOOD DECK SCREWS PER BOARD
1/2' 0 HDG THRU BOLT
0 2'-0' O.C.
SG-425
W DETAIL
SCALE: 1 "=V-0"
it
Lco
co
CNI
2'-0"
SCALE: 1 "=1'-O"
r TIMBER WALES
STA. 3+91.36
DETAIL E
(SEE PLAN VIEWS;
NOTES:
1. PLAN VIEW I
ILLUSTRATIVI
FIELD LAYOL
ANCHORS WI
2. STATIONS All
INSIDE FACE
OF SHEET P
3. A CORNER F
EVERY STAT
rO ALUMINUM ROD
SG-4
WB-6 I
SG-425
rO ALUMINUM ROI
DMA-9
11U_V win"
DETAIL A
SCALE: r =1-4
5-425
R
)MA-9
DETALD
SCALE: C =1-0
NOTE:
PLAN VIEW IS PROVIDED FOR ILLUSTRATIVE
PURPOSES ONLY. ACTUAL FIELD LAYOUT OF SHEET
PILE AND ANCHORS WILL VARY.
i
WB-6 WAI
SG 225-425
CORNER
Su-TLV ETAI B
SCALE: r=1'-O"
WB-6 WAI
SG-425
rO ALUMINUM
en nnc Anc
DETR� E
SCALE: r =1-0
VINYL WALL ELEVA11ON BEEN FOREBAY MD MAIN POND 1
NTS
DMA-9
IA-9
rO ALUMII
SG-425
WB-6 WALE
MAIN BOTTOM
ELEV. 3.0
iL F
PLAN VIEWS)
STA. 0+00.00
BEGIN WALL
LOCATIONS WHERE
"WALL SECTION B" APPLY
(SEE CROSS SECTIONS)
DETAIL C
SCALE:
WB-6 WALE
"0 ALUMINUM ROD
iET
SCALE: r4-0"
2x6x2' CAP
46 WHALER
RIP RAP
2
GEOTEXTILE SEPARATOR
LOCATIONS WHERE
'WALL SECTION B" APPLY.
(SEE CROSS SECTIONS)
ELEV. 10.0
WEIR ELEV. 8.0
FOREBAY BOTTOM
ELEV. 3.5
lit
��'Iil!TII��iI � Ilill� i 1
12' CMI CL9900 VINYL
SHEET PILING
VINYL W-LLLSELTION B/T FOREBLYMD..MAIN POND 1
NTS
N � •
REVISIONS
Date Description By
R5
4.24.17 ADDED SHEET C 11 M LV
Emmq
�J
O
� w
W
E- 4 �?
o
z E-4
A �
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cQ
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n.
0
w
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V l a:
Z-����z
z
0 0 o
,may ~
:� 0
0
0
1 t5 Q
E-� (:L� w
C�?O�
ck
SEAL
17374 Q-
DATE 03-22-16
DESIGN PGT
DRAWN MLV
C11
SHEET 11 OF 11
14026

0- . -
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: 1 , TOP OF BANK 14.0 t4
/ � / TEMPORARYp
POOL 10.0 _ I
.. 36' FES No. 2 PERMANENT POOL 8.5 /_
.­­
.
. . .... -
. . I D E REVISIONS
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LIMITS OF DISTURBANCE
PROJECT BOUNDARY
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41
LINE TABLE
LINE
BEARING
DISTANCE
Ll
S 00°31'25' E
36,87'
L2
S 00°31'25' E
28,91'
L3
IS 00°28'36" E
42,55'
L4
S 44°14'47' E
28.53'
L5
S 44°44'38' E
19.24'
L6
S 81°13'59' E
20,42'
L7
S 55943'34' E
18,62'
L8
S 34°11'48" E
7.72'
L9
S 46901'47' W
25,97'
L10
S 08043'23' W
28.94'
Lll
S 10°13'33' W
23,90'
L12
S 30°4948' E
26,17'
L13
S 50"03'33" E
39.25'
L14
S 67051'20' E
22.71'
L15
S 46°55'28' E
37.66'
L16
S 09°31'18' E
29,07'
L17
S 06038'37' W
14.45'
L18
S 49002'14' W
21,48'
L19
S 10"58'42' E
23.52'
L20
IS 88°47'09' E
26,85'
L21
S 19°31'16' E
24,59'
L22
S 46°32'09' E
28.99'
L23
S 56°37'12" E
18.40'
L24
N 21°26'40' E
14,39'
L25
N 07°40'58' W
20,59'
L26
N 74°11'17' E
21,09'
L27
S 20"16'56' E
23.01'
L28
S 08°19'38' W
22.35'
L29
S 43°21'51" E
15,88'
L30
S 50°09'01' E
14,81'
L31
N 72'15'09' E
24,52'
L32
N 47°19'31' E
24,57,
L33
N 78*25'18" E
18,19,
L34
S 73°43'14' E
30,11'
L35
S 25'31'43' E
0,75'
L36
S 64928'17' W
26,72'
L37
S 23°34'30' W
47,84'
L38
S 21°37'29" W
50,78'
L39
S 57'1847' E
13.52'
L40
S 26°54'14" E
27.43'
L41
S 81005'49' E
27,23'
L42
S 70°2423' E
26,01'
L43
IS 74°48'23' E
23,74'
L44
S 85°25'43' E
39,26'
L45
N 64043'28' E
26.48'
L46
N 85°00'29' E
36,79'
L47
N 74°08'39' E
26,37'
L48
N 77°28'14" E
20.48'
L49
S 00°00'00' E
118,62'
L50
N 61°14'35" W
8.62'
L51
N 32634'56' W
22,81'
L52
N 45°03'58' W
27,32'
L53
S 75631'07' W
53.67'
L54
N 17°45'47' W
11.16'
L55
S 28°5438' W
20,58' . =,
L56 IS
07°42'15' W
3688'
L57 11N
50`01'20' W,
14,14'
IL58 iN
22'0814' W
28.02'
L59
N 09*37'19' W
20.88'
L60�-
N 20"2543' W
23,85'
L61
N 74°47'48' E
13,57'
L62
N 46°4357' W
17.73'
L63
N 72°04'35' W
23,99'
L64
S 55°20'00' W
12,90'
L65
N 85°45'40' W
33,10'
L66
S 72°30'11' W
31.94`
L67 IN
87915'22' W
26.53'
L68
N 78'33'14' W
25.65'
L69
S 41°21'21' W
36.73'
L70
S 36°16'16" E
107,23'
L71
S 32°42'03' E
24,98'
L72 IS
59°07'07" E
26.75'
L73
S 44°32'56' E
33,61'
L74
S 63°58'40' E
27,26'
L75
S 78'27'16" E
26.99'
L76
S 5563537' E
28,45'
L77
S 58°13'52' E
27,04'
L78
S 56°48'24' E
23,96'
L79
S 23°06'47' E
18.19,
L80
S 66°09'53' W
31.15'
L81
N 71°24'44' W
26.68'
L82
N 81°4325" W
30,69'
L83
S 59606'21' W
25.28'
LINE TABLE
LINE
IBEARING
DISTANCE
L84
S 21°56'47" W
30,09'
L85
S 24°13'20' :E
23,42'
L86
S 86'13'51" f
25.60'
L87
S 36°35'55' E
24.01'
L88
S 52'42'47' E
23.25'
L89
IS 40°4847' E
20,10'
L90
S 20°51'48' E
54.07'
L91
S 02°13'14' W
24,78'
L92
S 05°43'36' W
23.52'
L93
S 03"15'35' W
29.58'
L94
S 07°13'01' W
21,21'
L95
S 88°12'02' E
21,91'
L96
N 28'27'00' 'E
15.95'
L97
N 43°3541' E
14,75'
L98
N 65°20'16' 'E
20,78'
L99
N 83'55'10' E
24,10'
L100
IS 72'49'17" E
21,76'
L101
N 85°38'40'.;E _;
34,55'
L102
S 85°02'14' E
35.95'
L103
S 87'33'36' E
30,02'
L104
S 79"57'01' E
32.36'
L105
N 55'24'51" E
22,54'
L106
N 11033'04' E'
23,17'
L107
N 18"00'01' 4/=
16,43'
L108
N 25°05'56' W
24,90'
L109
N 70°38'02" E
88,00'
L110
S 27'37'22' W
23.73'
Llll
S 34'30'39' W
19.26'
L112
S .' 18e57'39" W
20.87'
L113 -
S 72°33'22r E
20,15'
L114
N 72'13'15' E
32.76'
34,29'
L115
S 75°18:.26" E
L116
_
N 07°101351 W z.
36,27'
L117
N 43'47'09' _
24,59'
L118
N 53'28'17' E `
23.73'
L119
N 29 54'09 E_
23,64
L120
N 01*45'34' Wl
23.69'
L121
S 51"50'32' `E ' `25.21'
L122
S 70*29,47, E " -`h
18.98`
L123
N 04*14'22' W
73.15'
L124
N 73',4n3' V
32,21'
L125 IN
"80"20'16' W
23,17'
L126
S 78°42'49 W
42.47'
L127
S $5'26'38 W
26.18'
L128
$ ;-68 7'09' W _
41.63`
L129
S 36°07'17' W
35,51'
L130
S 61*50132' W <
30.93`
L131
S 35'14'50' W
24.68' z
L132
S 49'29'53' W
27 8'
L133
S 21°2446' W
29.48'
L134
S 83'51'13' W
41,18'
L135
S 53'4429' W
23.64'
L136
N 86`38'37' W
22.27'
L137
S 31°23'01' W
44.29'
L138
S 34'35'01' E
20.23'
L139
S 13°11'29' E
27.91'
L140
S 13'59'58' E
40,55'
L141
S 28'46'09' E
22.67'
ODS ED E REVISIONS
J Date Description By
91N ��`' ��� F9� v Cv eRigR
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LOCATION MAP
NTS
LINE TABLE
LINE
BEARING
DISTANCE
L142
N 07°10'25" W
38,89'
L143
N 16'17'12' W
26.91'
L144
N 12°07'00' W
26.29'
L145
N 38°5642' W
17.26'
L146
N 51°2724' W
18,00'
L147
S 89°15'03' W
39.06'
L148
N 74°3425' W
32,85'
L149
IN 46°42'52' W
31.70'
L150
S 53°58'23' W
26,25'
L151
S 85056'46' W
27,44'
L152
S 70°48'15' W
18,59'
L153
S 80°04'14' W
12.11'
L154
N 66*2151' W
15,78'
L155
N 59°54'03' W
32.82'
L156
N 77°32'17' W
42.88'
L157
S 72°13'15' W
40,17'
L158
IS 89°09'12' W
32,53'
L159
S 89°4436" W
29,13'
L160
N 73°18'08' W
21.46'
L161
S 66°49'53' W
19,42'
L162
S 62°46'43' W
18,09,
L163
S 67°27'37' W
22.00'
L164
S 89°12'41' W
29.94'
L165
S 69°29'55' W
39,93'
L166
S 74°37'31' W
28,45'
L167
S 66"38'03' W
30.67'
L168
S 29"36'03' E
22,75'
L169
S 38"5538' E
19.94'
L170 >
S 71'15'19' E
35.88'
L171
S 71°55'09' E
49.26'
L172
S 64°4231' E
9,40'
L173
S 14°53'40' E
53,51'
L174
N 62°50'09' W
22,59'
L175 -
N 48°13'38' W
41,29'
L176
N 48'04'48' W
26.22'
L177
N 65°08'14' W
22.74'
L17B
S 39°52'19' E
33,04'
L179
S 34`25'20' E
30,05'
L180
S 33°23'43' E
26.75'
L181
IS 32°07'25' E
34.63'
L182
S 38"59'18' E
48,34'
L183
N 33°12'55' W
42.07'
L184
N 35°58'50' W
29.29'
L185
N 30`46'03' W
40,87'
L186
N 42"47'51' W
33,15'
L 187
N 41405'00' W
3273'
:aq
S 52°45'47' W
14.31'
L189
N 43"14'22" W
28.98' '
L190
N 00'00'00' W
93,98'
L191
N 71°4021' E
33,77'
L192
N 74"02'04' E
93.46'
L193
N 81°58'57' E
72.07'
L194
N 84°5728' E
2129'
L195
S 86°56'41' E
26,37'
L196
S 73°14'15' E
14,76'
L197
N 71°02'14' E
17.16'
L198
N 47°30'59' E
22.09'
L199
S 89"40'11' E
19,93'
L200
S 69'2356' E
15.93'
L201
N 83"12'06' E
22,87'
L202
S 54°00'37' E
53,89'
L203
S 48°37'29' E
20.03'
L204
N 34°20'09' E
62.95'
L205
N 05°15'37' E
40,23'
L206
N 13°58'20' E
75.43'
L207
N 17°4551' W
23.79'
L208
S 09"45'39' E
34,10'
L209
S 04°05'26" W
59.10'
L210
S 09°44`25' W
15,57'
L211
S 06°56'50' W
49,55'
L212 IS
64'0922' E
18.48'
LINE TABLE
LINE
BEARING
DISTANCE
L213
S 75"35'40' W
29.39'
L214
S 16°21'05' W
21.47'
L215
S 04°45'07' E
24,66'
L216
S 63°41'54' E
24,48'
L217
IS 81°31'25' E
14,32'
L218
S 88°40'20' E
21,33'
L219
S 82°30'14' E
19,62'
L220
N 43°12'25' E
8,91'
L221
N 43°12'25' E
37.08'
L222
I N 42°57'41' E
88.12'
- L223
N 43°20'21' E
40,89'
L224
N 35°35'11' E
23,03'
L225
N 32*3713' E
27.64'
L226
N 73`4432' E
33.38'
L227
N 50944'03' E
21.51'
L228
S 64°19'43' W
52.01'
L229
S 55°02'29' W
22,21'
L230
S 72°42'02' W
25.92'
L231
S '54"09'41' W
43,60'
L232
S '23"52'57' W
1,67'
L233
S 16°35'18' E
142,76'
L234
N '01*42'15' E
30,12'
L235
N 01*40'03' E
51.64'
L236
N 05°35'11' W
66,49'
L237
N 81°15'55' W
69.33'
L238
S 65°16'36' W
119.88'
L239
N 75°30'24' W
35.96'
L240
N 08°5528' W
27,62'
L241
N 03919'57' E
16.81'
L242
N 65°50'47' E
35,05'
L243
N 42°04'57' E '
83.83'
L244
N 33"36'16' E
33,27'
L245
N 47°05'51' E
35,04'
L246
N 32°02'17' E
32,72'
L247
N 31°30'22' E
22.80'
L248
N 27°07'39' E
40,51'
L249
N 20°11'49' E
27,08'
L250
N 08°23'16' E
42,65'
L251
N 13°38'53' E
30.29'
L252
N 04"55'29' W
26.34'
L253
N 18"29'56' W
28.10'
L254
,
N 08. 29 47 W
53.42
L255
N 30"37'54' W
34.69'
L256
N 26°17'52' W
22,89'
L257
S 14037'04' E
28.09'
L258
S 55"02'50' E
27.17'
L259 ,
S �02°3.4117' E '
17,62'
L260
S 55°2323' W
21.77'
L261
S 64°19'28' W
33,57'
L262
S 01"58'29' W
32.93'.,
L263
S 40"04'24' E
25,83'
L264
S 62°5553' E
28,18'
L265
S 54"58'07' E
24,04'
L266
S 15°19'22' E
26,70'`
L267
S 05°57'52' W
5,37'
L268-A
S 54°2547' W
23,73'
L268-B
S 86°37'19' W
42,06'
L269
N 09"18'35' E
26,50'
L270
N 12°38'42' W
18.01,
L271
N 43°53'49' W
36.97'
L272
N 54"47'28' W
25,76'
L273
N 64°55'18' W
32.93'
L274
N 36°51'25' W
24,92'
L275
N 38°25'36' W
20.36'
L276
N 10°10'15' E
25,65'
L277 IN
06"17'22' E
25,32'
L278 IN
14°37'04' W
30.90'
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DEVELOPER:
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DR. ARNOLD SOBOL, MANAGER DATE 0 2 - 01-16
2020 S. CHURCHILL DRIVE - -
WILMINGTON NC 28403 DESIGN PGT
PHONE # [phone] FOR OVERALL SITE LAYOUT PURPOSES ON DRAWN MLV
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BAR SCALE I "= 100
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100' 50' 0' 100' 200' 300' 14026
CURVE TABLE
CURVE
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32,88'
S 0303733' W
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340.00'
12°08'35'
71.92'
S 88*07'17' E
C3
400.00'
26°15'18'
181,69'
N 83°31'09' E
C4
200.00'
3°27'07'
12.05'
S 01*43'34' W
C5
470,00'
9°23'36'
76.97'
N 78°06'30' E
C6
260,00'
5°15'10'
23.83'
S 57"03'23' W
C7
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2°11'40'
20.30'
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DR. ARNOLD SOBOL, MANAGER
2020 S. CHURCHILL DRIVE
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PHONE # [phone]
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Designer's Plan Certification: ��,P ' y`29 w
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Date Description By
"I hereby certify that this plan has been prepared in accordance with the latest New Hanover N �\�J� rr`,�8�.9� 0 N
County Ordinances and Storm Water Design Manual."
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Signature: N =
Printed Name and Title: Phillip G. Tripp, P.E.
Date:
Registration Number: 17374 SEAL SR S7 Rp
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Property Owner Certification: MN sR >> RD
"I (We) hereby certify that I (we) am (are) the current owner of the property and that upon �9A
receipt of "Authorization -To -Construct" any clearing, grading, construction or development,
will be performed in accordance with this plan and that the applicable ordinances and rules of
New Hanover County, the State of North Carolina and the Federal Government and its �,5 C, Mptts fog
agencies which are hereby made part of this plan. As the owner, I (we) accept full N,O gR
responsibility for the construction and operation and maintenance of the proposed facilities. I
(We) will not attempt to transfer of this responsibility without the written authorization of \ � SrrE
New Hanover County."
S�
. Signature:
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\ \ ' ' , \\ 36 INV 8.5 RIM 18.05 / ' i 5� / I `�II�I 23.5 15) ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
w w w w w w w w w w w w �w .: N
IPERMANENT .POOL 8.0 w w w w w w w \ \� \ \ / - `(y�y {' t JUBUC D INAGE EA S ENT t INV 13.23 .: >
.5� LEGEND
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RIM \ 17.7 r
I � �'� CI . 16A \ � � � `RIM 21.45 349
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50 GRAVEL O � � � I 3 \ \ CULVERT II�,V _ ______._ L �SE-�_ INiI 17.45 --- ----_ � - -- - - -32-- - - - - EXISTING CONTOUR
t i t 1 1 TSF
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ENT NCE \ C �Ofi=50 RIM 16.35 \ i - J CI No. 4A kY TO1�E RETAINING 1� 36 INV 9.0 /---33.0 PROPOSED SPOT ELEVATIONw w w w w w c w w w w w w f �0• w -`\ I / , \ \ \ \ / ••
\w w w W w w w� w w w w W RIM 1�6�35y w ` \ \' 1; INV 11.6 _' ?' 18 ` \2 RIM 19.6 TWA SYSTE / OR EQUAL �\\\ .t�l `. \ 34.75 • = Q
` / \ \ _ - i 'O �-- INV 15.6� \�\\� i w---'TI PROPOSED TOP OF WALL ELEVATIO S E A L
\ f �' . % TOP F WA�L 21.44\w f 351 F �s�' -
\ w w w w w w w w w w w w- �- C -� �S _ X
MATC EX. ASPHALT \ \ \ w w w w w PUBLIC � r � y :.::.'.. \ \1�� ��� � / � ( \ � . `isF - X - .��_ - w INLET w INLET PROTECTION
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�RAII�G / 8�� j s 353 \ 352 ��, _ �„ , �..._...- .._.W!-:�-.� .. _..:.� W W w SS PROPOSED SEWER MAIN F ••
NC\DQT STD. END#L N-6- �A � 42 w INV,, , • � 5 h - �= -81 � \� \ _ � �\ � -�-�- � � ••
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36" INV 11.0 \ w w w w w w SD �6 _ _ �, _
DRAINAGE _ _ �-� \
X O / , -- _ Sg -- BITCH PLUG 355 \ - �`�\ r, �"' '%, CREGO
- \ \ w 1. w w w w w w w / �'x/10' SIGNEASEMEIi, v, i ` �� (SEE DETAIL) 356 EASEMENT ` / PROPOSED STORM WATER �'�,,,,,,,,���``
-i` �� /_LIMITS OF DISTURBANCE
�' --••• • • -- - ,. - - -\��. NCDOT STD. ENDWALL No 3 �� / DATE 02-01-16
- \. _---- � � � PROJECT BOUNDARY
/ EiN-E RETAINING IFMH No. 1A 36 INV 10.0 / DESIGN PGT
lsw`.. T LL SYSTEM OR EQUAL RIM 18.0 z w w It"
CI No. 1 T P OF WALL 18.02 SS INV 11.60 S T - ---� \ w w w EXISTING WETLAND N MLV
RIM 16.6 D INV 9.70 �\
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\�
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`-� KSTONE RETAINING w/ w w J\ w W w w w -�, W w w / -v / I
WALL SYSTEM OR EQU t w/ w w PUKIC
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— — _-PETERSON DAVID R SANDRA S-
-- — t
LOT 19
I
1
Designer's Plan Certification:
"I hereby certify that this plan has been prepared in accordance with the latest New Hanover
County Ordinances and Storm Water Design Manual."
Signature:
Printed Name and Title: Phillip G. Tripp, P.E.
Date:
Registration Number: 17374 SEAL
Property Owner Certification:
"I (We) hereby certify that I (we) am (are) the current owner of the property and that upon
receipt of "Authorization -To -Construct" any clearing, grading, construction or development,
will be performed in accordance with this plan and that the applicable ordinances and rules of
New Hanover County, the State of North Carolina and the Federal Government and its
agencies which are hereby made part of this plan. As the owner, I (we) accept full
responsibility for the construction and operation and maintenance of the proposed facilities. I
(We) will not attempt to transfer of this responsibility without the written authorization of
New Hanover County."
Signature:
Printed Name and Title:
Date:
o9� ODS Eo E REVISIONS
No' Description By
Date
N �\�J� �`���Fyn v N eR/qR
l
LOCATION MAP
DEVELOPER:
AFTEW PROPERTIES, LLC
DR. ARNOLD SOBOL, MANAGER
2020 S. CHURCHILL DRIVE
WILMINGTON NC 28403
PHONE # [phone]
4P
OWNER: AFTEW PROPERTIES, LLC
SITE ADDRESS (PER NHC GIS): 6004 MOTTS VILLAGE ROAD
NHCo. PARCEL No. R07600-006-010-000
LATITUDE & LONGITUDE 3,V07'36.26"N 77.54'00.74'W
ZONING R-15 RESIDENTIAL DISTRICT
USE RESIDENTIAL
PROJECT AREA 28.58 ACRES
DISTURBED AREA 29 ACRES
TOTAL No. OF UNITS PROPOSED 61 UNITS
No. OF BEDROOMS PER UNIT 3
PROPOSED IMPERVIOUS AREA
61 LOTS @ 5,000 SF 305,000 SF
ROADS INCLUDING CURB & GUTTER 112,930 SF
SIDEWALK 16,210 SF
AMENITIES 25,600 SF
FUTURE 125,825 SF
TOTAL PROPOSED IMPERVIOUS AREA 585,565 SF
*PARKING TO BE LOCATED WITHIN PRIVATE DRIVEWAYS
PROPOSED SANITARY SEWER FLOW:
(360 GPD x 61 LOTS) 21,960 SF
PROPOSED WATER FLOW:
(400 GPD x 61 LOTS) 24,400 SF
NOTES:
1) A SMALL PORTION OF PHASE 2C IS LOCATED WITHIN 100-YR FLOOD ZONE.
2) CONSERVATION RESOURCES DO NOT EXIST WITHIN PHASE 2C.
3) TOPOGRAPHY AND TREE SURVEY COMPLETED BY SHERWIN CRIBB LAND SURVEYING.
4) STREET LIGHTS TO BE INSTALLED.
5) ALL ROADS IN 2C ARE PUBLIC AND TO BE BUILT TO NCDOT STANDARDS.
6) ALL IMPERVIOUS AREAS ARE TO DRAIN TO THE ENGINEERED STORM DRAINAGE SYSTEM.
7) CONTRACTOR SHALL FIELD VERIFY SIZE, MATERIAL, INVERTS AND LOCATION OF ALL
EXISTING UTILITIES PRIOR TO INSTALLATION OF PROPOSED CONNECTIONS.
8) MINIMUM 10' UTILITY EASEMENT ALONG ALL STREET FRONTAGE.
9) THIS SECTION SHALL NOT BE A GATED COMMUNITY.
10) NO PARKING, OBSTRUCTIONS, GATES OR ANY OTHER ENCUMBRANCES ALLOWED WITHIN
THE NCDOT RIGHT OF WAY.
11) CONSTRUCTION DRAWINGS SHALL SHOW SIDEWALK LOCATION.
12) ALL DRAINAGE EASEMENTS MUST REMAIN FREE OF OBSTRUCTIONS INCLUDING FENCES.
13) THE DEVELOPER OR HOA IS RESPONSIBLE FOR MAINTENANCE OF ALL DRAINAGE
EASEMENTS AND THE STORMWATER SYSTEMS.
14) CONTRACTOR SHALL REFER TO AQUA TYPICAL WATER SYSTEM LAYOUT IN AQUA
SPECIFICATIONS FOR WATER WELL CONSTRUCTION FOR 'PLACEMENT OF WATER SERVICES.
15) ONLY NCDOT APPROVED MATERIALS ARE TO BE USED WITHIN THE RIGHT-OF-WAY.
all
x31.9 EXISTING SPOT ELEVATION N
— — — — —32- — — — - EXISTING CONTOUR
x x —TSF TEMPORARY SILT FENCE
.41
LIMITS OF DISTURBANCE
w w w
w w w w EXISTING WETLAND
w w w
BAR SCALE 1 60'
\ �0��FESS/
S E A L =
17374 O- _
�REGo�
,,
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\\\
ATE
e
02-01-16
ESIGN
PGT
DRAWN M LV
C 3
60' 30' 0' 60' 120' 180'
SHEET 3 OF 11
14026

7 7n D
I VI V II-ff
PVC ELBOW
PVC END CAP
PVC PIPE j" HOLES
IN UNDERSIDE
FLEXIBLE HOSE
CONNECTED TO ORIFICE
"C" ENCLOSURE
vvmi�R ENTRY UNIT
PVC PIPE VENT --,
SCEHDULE 40
PVC PIPE
SCHEDULE 40
PVC PIPE ORIFICE PLATE
PVC TEE
6 BASIN #1: 3" SKIMMER W/2.6" ORIFICE
BASIN #2: 4" SKIMMER W/3.2" ORIFICI
L)# IIV BAFFLES BETWEEN 1
BAFFLES END VIEW FRONT VIEW
OIR MESH OR SIMILAR, STAPLES OR TRENCHED FAIRCLOTH1 3 37.5' ISKIMMER DETAIL
NTO BOTTOM OR SIDE
2 3 1 41.5' NTS
_. r_ancc ct=lrT1nN nt= pnRnt 1S RAM F
z
a
W
W
V)
r SEE PLAN
•
iFABRIC
SEC I
• �• OR
�••.• �
ENERGY DISSIPATOR
NTS
ENERGY DISSIPATOR DATA
STR. #
Q25 (CFS)
L (ft)
W (ft)
Q (ft)
PIPE SIZE (inch)
1
27.10
14
14
1.5
36
2
21.53
12
12
1.5
36
3A
30.26
16
16
2
36
4A
21.43
12
12
1.5
36
5A
41.36
22
22
2
48
5C
41.36
22
22
2
48
6A
1 41.14
1 18
1 18
2
1 36
OUTLET STRUCTURE DATA
BASIN #
TOP ELEV.
BOTTOM
INLET (ORIFICE)
WEIR SIZE/INVERT
OUTLET
OUTLET
INV. IN/
ELEV.
SIZE/INVERT
SIZE
INV. OUT
1
12.75
7.75
2.5
24'/10.00
36 inch
8.0/7.8
2
12.60
7.60
2.5
18./10.00
36 inch
8.0/7.0
0 WEIR
NOTE: A
WHILE SKIMMER IS FUNCTIONING, A
CLOSE ALL OPENINGS OF THE OUTLET STRUCTURE o
EXCEPT THE TOP AND THE INLET (ORIFICE). �-
INLET (ORIFICE)
�o
6►► 4f-0» 6"
PLAN
GALV. BAR GRATING - 1"x1/8" BEARING BARS (MAX OPENING 4'1).
FASTEN WITH TYPE J CLIPS. ATTACH TO 1-1 /4"x 1-1 /4"x 1 /4"
TOP OF BANK 3 GALVANIZED ANGLE FRAME. MORTAR FRAME TO TOP OF OUTLET
STRUCTURE. -
PVC ORIFICE STUBBED INTO OUTLET STRUCTURE TOP
(1) PVC SCREW TYPE PLUG (TOP)
(1) PVC TEE
WEIR
OUTLET
INLET
(ORIFICE)
BOTTOM i
I I1-1 I t0I
6.�I6„�����
SECTION A - A
WET DETENTION BASIN OUTLET STRUCTURE
NTS
PERM. POOL TO
50 PLANTS
QUANIn,
SHELF BOTTOM
PER 200 SF
BASIN#t
BASIN#2
BASIN#1
BASIN#2
PLANT TYPE
BASIN#t
BASIN#2
BOTANICAL NAME
COMMON NAME
338
395
SAGI1TARlA LATIfOLIA
DUCK POTATO
3108 SF
3159 SF
777
790
HERBACEOUS
339
395
1 ppNTEDARIA CORDATA
PICKEREL WEED
PERM. POOL TO
50 PLANTS
QUAN11Y
SHELF TOP
PER 200 SF
BASIN#1
BASIN#2
BASIN#1
BASIN#2
PLANT TYPE
BASIN#1
BASIN#2
BOTANICAL NAME
COMMON NAME
ROOT
CALIPER
413
420
HIBISCUS LAEVIS
HALBERDLEAF ROSE MALLOW
CONT.
4" POT
3305 SF
3358 SF
826
840
HERBACEOUS
413
1 420
EUPATORIADELPHUS FISTULOSUS
JOE PYE WEED
CONT.
4' POT
HALBERDLE
& JOE PYE WEED
SEE CHART FOR # OF PLANTS
NO PLANTINGS WITHIN
10' OF OUTLET
c,Tnl Inm Inr
TV r l UL I LII I IV114 IJ/1.r)1114 IT4V. I 1 L1\IMIi' I11-11 I I- VVL UIIYIL1'1JIVIVJ
1 "=40'
:�sOI�:��OI♦'��O�p'I I Id7�16%00�OI:��O�py.
i
♦�!�i�•8•�•�•g•�•g•�•�•�•�•�r�� ♦I♦ ♦I�
i 1 i i
910
DUCK. POTATO' PICKEIR.
WEED.jr
PLANTED. �
1
,• -FORi R ATS
'�1
' 1 i' '' 1 • i 'i i '
kM i �•�••1�♦♦♦�
, to ,a•, • a it
�•�•�•�•�i
•�♦I♦♦♦ip� sue• • • • • •COI♦♦I� j♦♦♦
EMERGENCY SPILLWAY DATA
BASIN #
TOP OF BANK
ELEV.
BOTTOM OF
SPILLWAY ELEV.
WIDTH
(FEET)
1
14.00
12.90
40
2
14.00
12.90
40
WIDTH
TOP OF BANK
BOTTOM OF SPILLWAY
-r•n n rn r- n A n l i i
L.vivil nk, I L-v .�vuvl�nl�t_
EMERGENCY SPILLWAY DETAIL
NTS
WET DETENTION BASIN DATA
BASIN #
TOP OF BANK ELEV.
TEMPORARY
POOL ELEV.
PERMANENT
POOL ELEV.
SHWT
EMERGENCY
SPILLWAY EL.
BOTTOM
MAIN/FOREBAY
SEDIMENT BOTTOM
MAIN/FOREBAY
1
14.0
10.0
8.0
7.69
12.90 __73.50/5.00--T
0.50/5.00
-0.5/4.00
2
14.0
10.0
8.5
8.75
12.90
2.50/4.00
10' VFG. 10' VEG.
* POND SLOPE TO BE SEEDED IN ACCORDANCE TO SEEDING SPECIFICATIONS
* 10:1 VEGETATED SHELF TO BE PLANTED WITH WETLAND SPECIES I.E. PICKEREL WEED, DUCK POTATO, SWAMP ROSE, BLUE FLAG
AND CARDINAL FLOWER
* A PUMP WILL BE PROVIDED TO DRAIN THE BASIN FOR MAINTENANCE AND EMERGENCIES
WET DETENTION BASIN & FOREBAY SECTION,
NTS
3'-10" HAND RAIL -SEE ARCH:
2 #5 CONT. IN
FILLED BOND B
A
GALV. HORIZ. JT.
REINF. 0 8" O.C.
i-r
FILL CORES SOLID x/GROUT
O REINFORCING
,A
2" PVCDRAINS
COVER
0 4'-0"
W/FILTER FABRIC
#4 0 24" O.C.
CLOTH
TO WA
SEALED do NAILED
2 1/2'
-#4 O 12" O.C.
raiip
IS
S 17
=2" CLR.
ON
L-3" CLR. L #4 O 24" O.C.
3'-4"
INTS
1. CONTRACTOR TO SUBMIT SHOP DRAWINGS TO NEW HANOVER
COUNTY FOR THE RETAINING WALL PRIOR TO CONSTRUCTION.
SEE PI
ORIENT
CONC. C
WET DETENTION BASIN NO. 2 PERMANENT POOL DIMENSIONS
=40
CASTING
NOTE: USE DEWEY BROS.
CH-BN 3A FORI CATCH
BASINS AND CH'-BN-47
FOR YARD INLETS
CONC. COLLAR €1 J-Off
I ASPHALT PAVEMENT
I I ELEV. VARIES
„Ill�l� ii
F » 21 Off
BRICK MASONRY w
FLOW
4"
3000 PSI CONC. '....:
. 4 `'
SECTION
DROP INLET DETAIL.
NTS
NOTE:
TREES TO BE SAVED WILL
BE CLEARLY MARKED PRIOR
---EXISTING TREE
TO CONSTRUCTION AND A
PROTECTIVE BARRIER IS TO
BE INSTALLED AT THE
DRIPLINE.
DRIP LINE - THE AREA OF
SOIL DIRECTLY BENEATH
THE TREE EXTENDING OUT
TO THE TIPS OF THE
OUTERMOST BRANCHES.
IRT
IGINEER DRIPLINE
(
i
1,
3' MIN. STAKE
HEIGHT ABOVE
PROTECTIVE
(�
GRADE
BARRIER
I
r,
REVISIONS
ate I Description I By
METHOD OF PROTECTION e e
NOT • SCALE
HARDWARE
OPENINGS)(1/4 MESH
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- -- ----- ---
Q,- �tt�Lti get ° -w�t"'aa '�..�, •�tt�ttd
� �„�11� lt•� �-t!�°°? �1 1� �°' �°�"it. Wit:-�iC-��i�t�.�ll �
to •
• • • • g $ •- zrs r
Alk
a -a
•
SITE AREA
STABIUZATION
STABIUZATION
DESCRIPTION
TIMEFRAME
TIMEFRAME
EXCEPTIONS
PERIMETER DIKES,
7 DAYS
NONE
SWALES, DITCHES
AND SLOPES
HIGH QUALITY
7 DAYS
NONE
WATER (HQW)
ZONES
SLOPES STEEPER
7 DAYS
IF SLOPES ARE 10 OR
THAN 3:1
LESSIN LENGTH AND
ARE NOT STEEPER THAN
2:1, '114 DAYS ARE ALLOWED.
SLOPES 3:1 OR
14 DAYS
7 DAYS FOR SLOPES
FLATTER
GREATER THAN 50 FEET
IN LENGTH
ALL OTHER AREAS
14 DAYS
NONE (EXCEPT FOR
WITH SLOPES
PERIMETERS AND
FLATTER THAN 4:1
HQW ZONES
ttS
n,a
• r,
O
W
O
.--�
N
�co
LO
Q0
In
O
1
1
Z-f-�
z
co
Cy.)
z
W
Ckf
LLJ
rH
z
O
C:)
w
b4M
Cy)
a
U
r-4
N
0
"0
a!
�1�
0
Xo
NOTE:
PROVIDE GROUND STABILIZATION IN ALL AREAS OUTSIDE OF THE PAVEMENT
V-1 • 4 6 Q
TO
THE LIMITS OF DISTURBANCE PER THE NPDES CRITERIA.
d'I I, i:T,
TEMPORARY SEEDING SPECIFICATION
PERMANENT GRASSING DETAIL
SEEDING MIXTURE
SPECIES RATE (1b
SEEDING MIXTURE
f acre)
Ryeg 120
rlespedeza
SPECIES RATE !Ib/cicre)
RI� �30
Annnucl (Kobe in
LATE WINTER dt Piedmont and Coastal Plain,
Korean in Mountains) 50
SPRING S
COMMON BERMUDAGRASS 10
SUMMER
1500'
EARLY SPRING
OnA WMW levedem when duration of temporary
��MILELEr
am is not to extend IxI one.
FALL TALL FESCUE 200
(BLEND,F 2 OR 3 IMPROVED VARIEnES)
WIINTER
�„•s
\ 1 1 I I I 1 /, /��//
German Millet
RYE
\\\\��
�' " `��
SUMMER In the Piedmont and mountains, a
SEEDING NOTES (SPRING -SUMMER)
small -stemmed sundongrass may be
50 ff/acre
\� ��O ESS/(•.••%/��/
O •.•�
substituted at a rate of
1. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA.
-'Yq�
Q 'C
FALL German Millet 40
2. USE COMMON BERUDAGRASS ONLY ON ISOLATED' SITES WHERE IT CANNOT BECOME
A PEST. BERMUDAGRASS MAY BE REPLACED WITH 5 Ib/ccre CEN IPEDEGRASS.
•�i
SEAL =
SEEDING DATES
Mountains - Above 25M ft: Feb. 15-May 15
LATE WINTER dt Below 2500 ft Feb. 1-May 1
SEEDING DATES
SPRING
APRIL 1 -DULY 15
SUMMER
- -
17374
�� •'. .•
�`/'..
EARLY SPRING Piedmont -Jan. t-May 1
Coastal Plain
i I�� .••��
- Dec. 1-Apr. 15
FALL JANUARY - APRIL
' •• .... • •�y
Mountains - May 15-Aug 15
AUGUST - DECEMBER
/�� GpEGO ` \\\�\\
/ �
SUMMER Piedmont - May 1-Aug 15
SOIL AMENDMENTS
/ 111111 \ �
Coastal Plain - Apr. 1 Aug 15
Mountains -Aug 15-Dec 15
SPRING APPLY LIME AND MUM ACWRDW 10 SOL TESiS, OR APPLY 3,000 b/me GRWNO AGRICUUURE
SUMMER LIMESTONE AND 500 Ib/aae 10-10-10 MMUEM
Coastal Plain and Pie�nan# -Aug 15-Dec 30
DATE 0 2 - 0 1 - 16
SOIL AMENDMENTS
FALL APPLY UK AND FERtWW ACC %W TO SOL TESTS, OR APPLY 3,000-5,000 lb/am MUN0
WINTER AGRI VURE UIfESTONE (LSE THE LOWER RATE ON SANDY SOLS) AID'1,00D b/aae 10-10-10
FER111.129.
ESIGN PGT
_ .
FMM RECOWIMMS OF SOIL TESTS OR APPLY 2,000 LF/ACRE GR M
AGRK�.TURAL UMESTONE AND 750 tB/ACK 10-10-10 FERTILIZER
� -
CH ,;
DRAWN M LV
lMULCH
APPLY 4,000 111 GRAIN STRAWOR EQUNALE OF ANOTHER SUITABLE
APPLY 4,000 LB/ACRE STRAW. N*101? STRAW BY TACKING WI AS KT, NEIT1NG,
OR
MULCH. ANCHOR BY TACKING WITH ASPHALT, OR NETTING OR BY CRIMPING
WITH A MULCH ANCHORING TOOL A DISK WITH 8 SET i ff, BE
USED
E
A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAK; f CAN BE
USED AS A MULCH M CORING TOOL
AS A MULCH ANCHORING TOOL
MAINTENANCE
MAINTENANCE
REFiRTiUZE GOO IS NOT HILLY ADEQUATE RESEED, REFER71 ¢E AM MULCH
nV
I:EFERTLaE THE MINK AM wlnl so b/acre IMTROt>�N. RPEW'As ON" 11EQUIlIE11
:PRANG MOWED ONLY ONCE A YEAR. WHERE A NEAT APPEAiiANCE IS DESIRED, OMIT SE WEA AND MOW AS OFTEN
C
IMMEDIIIIII FOLI.OMNG EROSitNi OR OTHER DM I
SUMMER As NEEDED.
FERTLQE ACOORORJG TO SOIL TESTS OR APPLY 40 LF/ACRE NlWMEN IN JANIIARY OR FB3 IAI 40 LB
FALL.
IN SOM3111ER NO 40. LB IN NO�BIBER, FROM A 12-4-8, 16-", OR SIMILAR TURF FEIMER. NOD
WINTOR F � AM M-
SHEET 7 OF 11
� MXMA W W 15 WO AS
14026
NEEDED.

n
2'x2'x4" CONCRETE
PAD REQUIRED ON
ALL VALVES.
6"
STANDARD
TOPV SECTION
2'
1- 2'
`�,
e � - .r o GRADE
.
,..
5" HEAVY WEIGHT . � r
CAST IRON SOIL
, L -1-1*11-1 I
PIPE FOR EXTENSIONS 12 THHN
.1.1.1.1.7.117.7.7.7 , , \ ......... t
GATED
V LOCATING WIRE
VAL E
BOX
" »
2 SQ. NU 36 MIN
VALVE BOX
NOT TO
ST
AB SOIL
CO
NTACT WATER
PIPE CASKET MAIN NOR VALVE
»'
TAMPED BACKFILL
5
....
8 5.1/2"-5 5
MAIN VALVE MAIN
STANDARD
11
VALVE BOX
/ I I/ BOTTOM SECTION
......:•::::•::•::•::::•:......:::.; ..........
............
TAMPED BACKFILL
NOTES:
1. GATE VALVES SHALL COMPLY WITH AWWA C-500 AND BE IRON BODY, PARALLEL SEAT
TYPE, BRONZE FITTED W/ RESILIENT SEAT. LEFT HAND OPEN (CCW).
2. BROOKS 24" VALVE BOX COLLAR MAY BE USED.
GATE VALVE AND EXTENSION
NTS
FINISHED 4' X 4' PRECAST CAST IRON FRAME I*H
GRADE CONCRETE VAULT AND COVER W/
U.S. FOUNDRY USF 170-E-ORS
OR EQUIVALENT E
GROUT
4" MAX. PIPE W ELLS
VALVE COLLARS
al -Fim �
mAimi'm
PERMANENT------ -
'`
.-/\
LO12 THHN COATED �
CATING WIRE
2" GALV. \/%
(2- IP THREADED COUPLING ...
/
] I
G =.* •.
SLOPE UP - . 0000 ,
0 0 0
oo0o0c
-'0°0
0 0 0 0 0 0
>°0°0°0°0°0° /\�/
RODDED 2" THREADED SQUARE '�//1�//\ ' ' �� \�/�\,
TO BLOCKING NUT BLOW -OFF VALVE #67 STONE -
-
REDUCING CAP 48" 0-1
12" VALVE COLLARS
/ / // / / / /
/ // / / / / // / / / / / /
n
X
\\
.
....
:12' MAX
TEMPORARY
''''
12 THHN COATED
.' /\�
\\
LOCATING WIRE
r
»
2 GALV.
. /
»
2 GIP THREADED COUPLING
:/
" "
�10.0
�-
...........
SLOPE UP
°00o j
0 0 0, -
°o°o°�\
)OOOOO°O°O°OO°j�.
REDUCING CAP
o o 1
�0000000000o
j/`
/
RODDED BLOW -OFF VALVE "� /\\
/,
. \\ •\�
I T BLOCKING EQUAL TO MAN SIZE 0 BL C Q # 67 STONE
48"
NOTES:
1. BLOW -OFFS ARE REQUIRED ON ANY PERMANENT AND/OR
TEMPORARY
DEAD END MAINS AND ARE TO CONSTRUCTED PER APPROVED PLANS.
2. ALL BENDS, TEES, VALVES AND BLOW -OFFS SHALL BE BLOCKED IN
ACCORDANCE WITH AWWA STANDARDS.
3. BLOW -OFF TO BE APPROVED BY UTILITY PRIOR TO INSTALLATION.
BLOW -OFF DETAIL
NTS
iii-
. * .....
''.. - -
,\'.' - * .
316 S.S. /
PREMOLDED PLASTIC-----. ' .. SEE NOTE 3
JOINT FILLER 2" PORT WITH ELBOW
5 WALLS (MIN) o
THREADED PLUG -
PIPE PLUG (TYP)
-.'
'*
CUT OUT FOR FORCE
MAIN OR WATER MAIN
.
2" NIPPLE
- A.
AS REQUIRED
"
I!•.
�1
I!• .
BALL VALVE -`--`-"'
• • -
•_•;.
SEE NOTE 2
2" NIPPLE
..
A. '
DUCTILE IRON
', A.
SERVICE SADDLE WITH
MIN. BEARING AREA EACH DIRECTION
OF THRUST IN SQUARE FEET
(based on soil supporting value of 2000 psf ® 200 psig test pressure)
PIPE
SIZE
TEES &
DEAD ENDS
90'
ELBOWS
45' ELBOW
&CROSSES
22-1 /2'
ELBOWS
6"
4
6
3
2
8"
7
10
5
3
12"
15
21
11
6
CONCRETE THRUST
M.J. PLUG • I BLOCK (TYP)
�.: ..
F :.-­*1*'
•r.''..•
NOTES:
1. THRUST BLOCKS SHALL BE INSTALLED ON
I � PVC WATER DISTRIBUTION LINES 6" THRU
12" DIA. IN THE MANNER SHOWN.
DEAD END 2. PIPE GREATER THAN 12 INCH DIAMETER
BROOK PLASTIC METER
WITH BLANK METAL LID
ROADWAY
METER PROVIDED BY UTILITY
�- DUAL BACKFLOW PREVENTION
Iii I ..4' *
-i i -ill - i i- 36" MIN �ii �L i
BACKFILL, TAMPED IN 6" LIFTS
2 I
3'-0" MIN. TYP. #LOCATING W$R�TE
�u I
Q
,�1
--- - I =1 I I- I I-1 I I=1 I I=1 I I - =11 III_III-III-III-I I- - -
UNDISTURBED 'SOIL
Cp 200 psi MUELLER MODEL#1404-2 METER YOKE
1 FOR DOUBLE SERVICE
/ 3/4" FOR SINGLE SERVICE
WATER MAIN-
MUELLER SINGLE STRAP SADDLE WIT
COMPRESSION CORPORATION STOPS
NOTES:
N R BOX.
1. LOCATING WIRE SHALL TERMINATE AT MAIN AND METE
2. ALL FITTINGS SHALL BE BRASS MUELLER COMPRESSION TYPE. A PLASTIC INSERT SHALL
BE INSTALLED AT ALL TERMINATIONS WHERE POLYETHYLENE PIPE IS USED.
3. ALL SERVICE PIPES UNDER ROADS OR DRIVEWAYS SHALL BE SLEEVED WITH SCH 40
PVC A MINIMUM 1 FOOT OUTSIDE OF PAVEMENT EDGE.
SERVICE CONNECTION DETAIL
NTS
SHEETED OPEN
TRENCH TRENCH
FITTINGS AND
- •
!: '.
�•F•� iriKtAu
HORIZONTAL BEND
SHALL REQUIRE RESTRAINT JOINT PIPE FOR
PIPE FOR
;_v -A'
: ;.-'.'• .
ot"
THE PROPER LENGTH.
A.R4
S SHALL BE EEL
STAINLESS STEEL
921
/-- SIDE EXCAVATIONS (TYP)
3.
COMPACT FITTINGS ARE NOT ACCEPTABLE.
�`�#f
6" 2
1
j
.•.'•,
:.:..
_
.
'
STANDARD FITTINGS SHALL BE USED WITH
CONCRETE THRUST BLOCKING.
BEDDING ROCK
::
• • a
... • . i ..
4.
THRUST BLOCKS SHALL BE INSTALLED ON
8" X 16" REINFORCED
.I .
' '
WATER MAIN IN THE MANNER SHOWN.
CONCRETE FOOTING
5.
IF SAC-CREIE IS USED, MIXING MUST BE ON
...
SITE UTILIZING A MECHANICAL MIXER AND
NOTES.
• , • ._., ..
, ; '' �. �. s,'
THE MIX APPROVED BY AN ACI LEVEL II
1. ABOVE DETAIL IS BASED ON 2" AIR RELEASE VALVE. CHANGE PIPE AND FITTINGS ACCORDINGLY FOR
• '; ' t•
' .
•
OPERATOR.
OTHER VALVE SIZES. VALVE SIZES SHALL BE DETERMINED BY THE ENGINEER AND APPROVED BY AQUA
-
-
-
-
6.
NO CONCRETE SHALL BE PLACED ON BOLTS.
NORTH CAROLINA, INC. PRIOR TO INSTALLATION.
WRAP JOINT FITTINGS WITH PLASTIC.
2. THE MINIMUM DIMENSION FROM TOP OF PIPE TO FINISHED GRADE SHALL BE 4.0 FEET.
ALL BEARING SURFACES
7.
CONCRETE SHALL BE A MINIMUM 3,000 psi
3. FOR POTABLE WATER MAINS VALVE SHALL BE APCO #200 (2") OR EQUIVALENT
SHALL BE AGAINST
UNDISTURBED GROUND
AND THE TICKETS TURNED INTO THE UTILITY,
RELEASE VALVE
(�)
CONCRETE SHALL BE
KEPT CLEAR OF
8.
ALL BEARING SURFACES SHALL BE AGAINST
AIR
PIPE JOINTS (TYP)
UNDISTURBED SOIL AND SHALL BE
NTS
APPROVED BY AQUA PROJECT COORDINATOR
TEE
PRIOR TO PLACEMENT OF CONCRETE.
. 45' 60' RIGHT-OF-WAY
THRUST UNDISTURBED
CROSS
9.
USE OF RESTRAINED JOINT DUCTILE IRON
BLOCK SOIL
WILL BE REQUIRED IF SOIL CONDITIONS DO
AREA OF
NOT ALLOW THE USE OF THRUST BLOCKS.
PLAZA SIDEWAL
BEARING
10.
ALL VERTICAL BENDS SHALL BE RESTRAINED
2' 22'-(�" 2' S'MIN. 5'
USING RESTRAINED JOINT DUCTILE IRON
.. _
_ -
1lIIII
PIPE.
- a EL
4" TOPSOIL
S" NCDOT STONE BASE SEED &STABILIZE
1-1/2" 9.5A NCDOT ASPHALT VALLEY CURB PER
NCDOT STANDARD
TYPICAL CUL-DE-SAC ROAD CROSS-SECTION,
NTS
' R1rruT_ng7_
16' 16' 5' SIDEWALK
5#-Opl 2' 24' O" 2' 6' 5' S' 29� MAX SLOPE
3:1 SLOPE
1 /4"/FT 1 4" FT - . -E
.z oj�
a.
8" ABC STONE BASE
1-1/2" 9.5A NCDOT ASPHALT
PROPOSE10
D/ SEE DETAIL PROPOSED
WATER MAIN SAN. SE ER
TYPICAL ROAD CROSS-SECTION 60I R W
NTS
12' 12' 5' SIDEWALK
3:1 SLOPE 5'-O' 36' 0" 6' 1' 5' 2� MAX SLOPE
3:1 SLOPE
1 /4"/FT 1 4" FT
M �. A . O
a
8" ABC STONE BASE
1-1/2- 9.5A NCDOT ASPHALT
PROPOSED WATER MAIN SEE DETAIL SAN P SEWER
JACOB MOTT DR. ROAD CROSS-SECTION 601 RA
NTS
TYPICAL EXAMPLES OF WHEELCHAIR RAMPS
LOCATIONS WHEN CROSS ROAD DOES OR
DOES NOT HAVE SIDEWALKS
DI A7A
•A& I i I i
mm
��'i�`�
Fl-i!-:�-, -I I I --I I I----::--'T -1=1-11T -,,--'-[IT-,, --'-[IF, I --'-"-FI, --]'-if-,[--]',
STONE BASE
TYPE
CURB
DETAIL
-ING
5' TYP 3C
NOTE:1 11 SHOWN:1
OBSTRUCTIONS,ARE 1 1 BE REMOVED ECTI I CUL-DE-SAC DETAIL
1 to ► l.sllPS AT
INTS
S
1US
2'-6" MIN
Ir MINIMUM 24" HORIZONTAL CLEARANCE FROM ANY OBJECT.
FIRE HYDRANT, PUMPER NOZZLE TO BE
PERPENDICULAR TO STREET.
SITE WORK NOTES REVISIONS
1. THE CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIARIZED WITH EXISTING CONDITIONS BOTH' ON AND IMMEDIATELY ADJACENT TO
THE SITE. pate Description By
2. CLEARING: CONTRACTOR SHALL REMOVE ALL TREES AND VEGETATION WITHIN LIMITS OF CONSTRUCTION UNLESS OTHERWISE DESIGNATED
TO REMAIN.
3. GRUBBING AND STRIPPING: CONTRACTOR SHALL RAKE AND REMOVE ROOTS, STUMPS, VEGETATION, DEBRIS, EXISTING STRUCTURES ABOVE
AND BELOW GRADE, ORGANIC MATERIAL OR ANY OTHER UNSUITABLE MATERIAL WITHIN LIMITS OF CONSTRUCTION.
4. MUCKING: CONTRACTOR SHALL COORDINATE WITH OWNER AND THEIR GEOTECHNICAL REPRESENTATIVE' TO COORDINATE REMOVAL OF ANY
SOFT AREAS.
5. DISPOSAL: CLEARED, GRUBBED, STRIPPED OR OTHER WASTE MATERIAL SHALL BE REMOVED FROM SITE AND DISPOSED OF IN A
PROPERLY PERMITTED FACILITY.
24" X 24" X 4" THICK CONCRETE PAD 6. FILL AND COMPACTION SHOULD COMPLY WITH GEOTECHNICAL REPORT.
OR 24" BROOKS VALVE BOX. 7 THE CONTRACTOR SHALL NOTE THAT THE GRADING PLAN MAY NOT REPRESENT A BALANCED EARTHWORK CON ITION R
. D . THE CONTRACTO
SHALL BE RESPONSIBLE FOR CUT AND FILL QUANTITIES AND COMPLETE INSTALLATION TO SPECIFIED GRADES.
8. THE CONTRACTOR SHALL FURNISH SUITABLE BORROW MATERIAL FROM AN OFF -SITE PROPERLY PERMITTED FACILITY AS REQUIRED.
18" MIN CLEARANCEit 9. THE CONTRACTOR IS RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES DURING CONSTRUCTION. BEFORE
- P om 6 COMMENCING ANY EXCAVATIONS IN OR ALONG ROADWAYS OR RIGHT-OF-WAYS, PUBLIC AREAS OR IN 'PRIVATE EASEMENTS, THE
MAX / ,,\ �\ �\ ��\ �\ �\ �� �� �\ //,//, �, /\ \/ •: ' \/\/\/\/\/\/\/\ CONTRACTOR SHALL NOTIFY ALL APPROPRIATE PERSONNEL OF THEIR INTENT TO EXCAVATE, IN WRITING, NOT LESS THAN 10 DAYS PRIOR
1 TO EXCAVATING. 10. THE CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE DISCONNECTION/ RECONNECTION AND/OR THE RELOCATION
VALVE BOX OF ALL EXISTING UTILITIES WITH APPROPRIATE PERSONNEL.
6" GATE VALVE 11. EXISTING SURVEYING PERFORMED BY SHERWIN CRIBB AND SUPPLIED BY THE OWNER.
3'-6" MIN. �OCATING
16 THHN COATE7 12. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS AT THE SITE. FURTHERMORE THE CONTRACTOR SHALL REPORT ALL
CONC. THRUST DISCREPANCIES OR QUESTIONS TO THE ENGINEER PRIOR TO INSTALLATION.
, ff WIRE BLOCK 13. THE CONTRACTOR SHALL PROVIDE ANY AND ALL LAYOUT REQUIRED TO CONSTRUCT HIS WORK UNLESS OTHERWISE DIRECTED BY OWNER.
COMPACTED BACKFILL 6" MAIN, MI »
✓ TAMPED IN 6 LIFTS 14. ALL PVC UTILITY MAINS SHALL BE INSTALLED WITH A MINIMUM OF 36 COVER AT FINAL GRADE.
, *- .../.15. ALL SERVICE CONNECTIONS SHALL BE INSTALLED TO MEET ALL LOCAL AND STATE CODES. METERS, TAPS, MATERIALS, WORKMANSHIP AND
A F LL E SHA P ES LL BE THE RES ONSIBILITY OF TH NTRA T AN E CO C OR D SHALL COMPLY WITH ALL R IREM NT W R EQU E S. ALL ATE SERVICES
�/ :: 6 MIN. BRANCH y
CONNECTIONS SHALL ALSO MEET AQUA SPECIFICATIONS.
i/ ._ ��
/
j'
\ \✓
y// y/ 16. ALL PAVEMENT, BASE AND SUBGRADE SHALL CONFORM TO NCDOT STANDARDS INCLUDING WORKMANSHIP, MATERIALS AND EQUIPMENT.
/
.�
�\\ \\ APP P \ \ \ \ \ \ \ \ \ RO RIATE BARRICAD S SIGNS, LIGHTS TRAFFIC
•:': �i \ \ \ \ \ \ \ \ /\i E G OR OTHER TRA IC CONTROL DEVICES P
/,./i,/i,...'�r,/i,✓i,./i,./i,,/i,/i,./i,./ ./ , i,./i.. i.//.//.//•%•/ • � ES SHALL BE PROVIDED IN ACCORDANCE WITH NCDOT TO
" / � \ � MAINTAIN SAFETY A TRAFFIC,
/// 1 0
AND TWO WAY TRA IC
�-1
!��T�\!,�\ \!�\/ 3/4 BRIDLE ROD .\l�\� 17. ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE. THE CONTRACTOR SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR
TO INSTALLATION. ALL AREAS SHALL BE SLOPED TO DRAIN AWAY FROM BUILDINGS AT ALL TIMES.-�
1/3 CU. YD. CRUSHED STONE MIN. BLOCKING AS REQUIRED 18. CONCRETE STORM DRAINAGE PIPE SHALL BE CLASS III WITH RUBBER GASKETED JOINTS AND INSTALLED IN ACCORDANCE WITH
,
CONC. THRUST BLOCKING MANUFACTURERS REQUIREMENTS.
r
UNDIST
URBED SOIL
D4 NOT PLUG DRAIN - 19. USE WHITE LANE MARKING PAINT FOR ALL PAVEMENT MARKINGS. PAINT SHALL BE A CHLORINATED RUBBER ALKYD, FS TT-P-115, TYPE
III, FACTORY MIXED, QUICK DRYING, NON BLEEDING, REFLECTIVE MATERIAL MAY BE ADDED AT OWNER'S OPTION FOR NIGHT REFLECTING.
20. DUCTILE IRON SHALL BE CLASS 50.
NOTES: 21. CONCRETE FOR WALKS, CURBS AND DRIVES SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI @ 28 DAYS - AIR
ENTRAINED.
1. ALL HYDRANTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH AWWA STANDARD 22. FIELD TESTING SHALL BE DONE BY AN INDEPENDENT TESTING LABORATORY PAID FOR BY THE OWNER.. FURTHER TESTING REQUIRED DUE
C503-82.
TO A FAILED TEST WILL BE PAID FOR BY THE CONTRACTOR.
23. SEE GE TECHNI A P
FI
RE HYDRANTS
O C L REPORT NO _---_, DATED -_-_, BY ------- _-__ FOR ADDITIONAL REQUIREMENTS.
2 E D TS WILL BE INSTALLED IN TRUE VERTICAL POSITIONS.
GENERAL WATER NOTES
3. A ENDS T BLOW -OFFS B TEES, VALVES AND B FF ACCORDANCE 1. A WATER
LOW 0 S SHALL BE BLOCKED IN CCO LL ER MAIN CONSTRUCTION SHALL BE IN ACCORDANCE WITH
CE AQUA SPECIFICATIONSF OR WATER WELL CONSTRUCTION. Q U)
WITH AWWA STANDARDS. 2. WATER MAIN MATERIAL SHALL BE C900 DR 14 PVC.
3. HORIZONTAL AND VERTICAL SEPARATION REQUIREMENTS SHALL BE PER DIVISION 3, ITEM 14.3 OF AQUA SPECIFICATIONS FOR WATER WELL &-mi �i
4. HYDRANTS SHALL HAVE NATIONAL STANDARD THREADS. CONSTRUCTION, Z
4. PRESSURE TEST AND DISINFECTION REQUIREMENTS SHALL BE PER DIVISION 3, ITEMS 14.5 AND 14.6 OF AQUA SPECIFICATIONS FOR&.4
FIRE BYDRANT DETAILWATER WELL CONSTRUCTION. :I
NTS 5. NOTIFICATION OF CONNECTIONS TO EXISTING MAINS SHALL BE PER DIVISION 3 ITEM 12 3 AND REQUIREMENT THAT AN AQUA
�,/,N/\�/' I \�y .\
" , , " /,\-
- // // / '�/\/X�<
\\ /
W a)� 1\
I \/
\
"�
/ /�
o LLJ \\ 36" MIN COVER \\\
�/ / #16 THHN COATED
a ; �\ / OR LARGER LOCATING WIRE.
0 0 1$" \ TERMINATED AT VALVE BOXES
= N / / ROCK FREE
Q \\ SOIL \/
a /
I m /
SHAPE TRENCH TO FIT
= m \\ 12" 12" \ BOTTOM OF PIPE
Jw �/
a: LLJ \/
Q ��//\,x x x x x x x x x /\ I -
If x x x x x x x x x \�
- \\ x x x x x x xxxxx \ SEE NOTES
j/ 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 \/
/\/ / / // // // /\
\\ . \ . \ //\//\ /\ /\
NOTES: UNDISTURBED EARTH
1. WHERE ROCK OR NON -CUSHIONING MATERIAL IS ENCOUNTERED IN TRENCH, USE #5
STONE FOR A DEPTH OF 8" UNDER PIPE.
2. WHERE UNSTABLE SOIL OR MUCK IS ENCOUNTERED, EXCAVATE THE SOIL AND
BACKFILL WITH #5 STONE TO FORM A PIPE BED.
3. SHEET AND BRACE TRENCH AS REQUIRED BY SOIL CONDITIONS.
4. PVC MAINS SHALL BE SDR 21 CLASS 200, DUCTILE IRON SHALL MEET AWWA
C100 STANDARD.
TRENCH DETAIL
NTS
I .
REPRESENTATIVE BE ONSITE DURING ANY CONNECTIONS TO EXISTING SYSTEM PER DIVISION 2, ITEM 54.1 OF AQUA SPECIFICATION FOR
O
%.d
WATER WELL CONSTRUCTION.
134
6.
CURBS ARE TO BE MARKED WITH A "W" WHERE THE WATER SERVICE CROSSES UNDER THE CURB PER DIVISION 3, ITEM 14.9 OF AQUA
-9:�
SPECIFICATIONS FOR WATER WELL CONSTRUCTION.
0
7.
48 HOURS NOTIFICATION TO AQUA BEFORE CONSTRUCTION IS TO BEGIN AND BEFORE ANY CONSTRUCTION IS BURIED PER DIVISION 1, ITEM
2.1.7 OF AQUA SPECIFICATIONS FOR WATER WELL CONSTRUCTION.
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CONSTRUCTION
SEQUENCE
1.
NO CUT SLOPE OR FILL SLOPE SHALL EXCEED A RISE OR FALL OF ONE FOOT FOR
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EVERY RUN OF 3 FEET (1 VERTICAL TO 3 HORIZONTAL).
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2.
NO SEDIMENT WILL BE ALLOWED TO EXIT THE SITE, ALL EROSION SHALL BE CONTROLLED
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INCLUDING SIDE SLOPES DURING AND AFTER CONSTRUCTION.
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3.
INSTALL PRIMARY EROSION CONTROL MEASURES BEFORE BEGINNING CONSTRUCTION INCLUDING
BUT NOT LIMITED TO GRAVELED CONSTRUCTION ENTRANCE, SILT FENCE, CHECK DAMS, ETC.
INSTALL ALL SECONDARY EROSION CONTROL MEASURES AS SOON AS POSSIBLE AFTER BEGINNING
CONSTRUCTION.
T,0.
4.
ALL EROSION CONTROL MEASURES TO BE INSPECTED AFTER EACH RAIN.
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SILT FENCE AND INLET PROTECTION ARE TO BE CLEANED WHEN 0.5 FEET OF SEDIMENT HAVE
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IN FRONT OF THE DEVICE OR WHEN THEY LEAK OR FAIL. SEDIMENT TRAPS ARE
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CLEANED OUT AS STATED OR WHEN HALF FULL
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5.
IF PP P
APPLICABLE, CONSTRUCT PROPOSED RETENTION POND TO ACT AS A SEDIMENT BASIN
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DURING CONSTRUCTION. REMOVE ACCUMULATION OF SILT AS REQUIRED TO ALLOW PROPER
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FUNCTIONING. RESTORE POND TO DESIGN LEVELS AT THE COMPLETION OF CONSTRUCTION.
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6.
IF APPLICABLE, INSTALL DROP INLETS WITH INLET PROTECTION TO ACT AS SILT TRAPS
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DURING CONSTRUCTION. REMOVE ACCUMULATED SILT AS NEEDED TO PREVENT SILT FROM
ENTERING STORM DRAIN PIPING.
A
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W
CONCRETE METER BOX
7.
A 4" LAYER OF TOPSOIL SHALL BE APPLIED TO ALL NEW AREAS TO BE GRASSED.
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- TRAFFIC RATED W/ TOP
8.
ALL DISTURBED AREAS WILL BE STABILIZED WITHIN 21 DAYS OF CEASE OF ANY PHASE OF
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STAMPED "SEWER"
9.
ACTIVITY. THIS INCLUDES SLOPES, SWALES, STOCKPILES AND OTHER UNSTABILIZED AREAS.
MAINTAIN ALL EROSION CONTROL MEASURES UNTIL PROJECT IS COMPLETE.
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10.
MORE STRINGENT MEASURES MAY BE REQUIRED TO HALT EROSION IF THOSE ON THIS
'
PLAN PROVE TO BE LESS EFFECTIVE.
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'11.
REMOVE ALL TEMPORARY EROSION CONTROL MEASURES UPON COMPLETION OF CONSTRUCTION.
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ALL PERMANENT MEASURES SHALL BE WELL ESTABLISHED PRIOR TO PROJECT COMPLETION.
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NOTES:
1. GASKETED OR GLUE JOINT PIPE
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''' CAMLOCK FITTING (MA X
MIPT) W/ LOCKABLE CAP
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•.
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PLUG VALVE (FIPT X FIPT)
MAINTENANCE PLAN
1 ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND
OPERATION FOLLOWING EVERY RUNOFF -PRODUCING RAINFALL, BUT IN NO CASE, LESS THAN
ONCE EVERY WEEK AND WITHIN 24 HOURS OF EVERY HALF INCH RAINFALL.
2. ALL POINTS OF EGRESS WILL HAVE CONSTRUCTION ENTRANCES THAT WILL BE PERIODICALLY
TOP -DRESSED WITH AN ADDITIONAL 2 INCHES OF #4 STONE TO MAINTAIN PROPER DEPTH.
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PER APPROVED PLANS.
•## #•• t#• #
•# •##; •:.#
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THEY WILL BE MAINTAINED IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
•
2. RESTRAINED JOINTS SHALL BE
''#'� #`'# ``' ##
*#:. •=:; •.. #=;
`' ' .:;
'} #:::#:::.%
THE SITE. IMMEDIATELY REMOVE OBJECTIONABLE MATERIAL SPILLED WASHED OR TRACKED
a
INSTALLED PER CFPUA
#•• `##• #'#• `##
:##::.#::.#::#
##;# #`'# #
. #'•#'#•# •••# ADAPTER (GLUE JOINT
#::##::#x::##:
#`" #•`#;#`# ####
ONTO THE CONSTRUCTION ENTRANCE OR ROADWAYS.
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SPECIFICATIONS.
`#',#
`#;'`' '''�''`;
•## ###;; ##;::.
III :.A `#'#'`#,V OR RJ X MIPT)
3. SEDIMENT WILL BE REMOVED FROM HARDWARE CLOTH AND GRAVEL INLET PROTECTION BLOCK
AND GRAVEL '
3. THRUST BLOCKING IS MANDATORY.
' # # # # # . #
######.,##r###.
.:.
;:::::::::::*} .
# # # #' # #, r
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INLET, ROCK DOUGHNUT INLET PROTECTION AND ROCK PIPE INLET PROTECTION
WHEN THE DESIGNED STORAGE CAPACITY HAS BEEN HALF FILLED WITH SEDIMENT. ROCK WILL
BE CLEANED OR REPLACED WHEN THE SEDIMENT POOL NO LONGER DRAINS AS DESIGNED.
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DEBRIS WILL BE REMOVED FROM THE ROCK AND HARDWARE CLOTH TO ALLOW PROPER
DRAINAGE. SILT SACKS WILL BE EMPTIED
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6" OF GRAVEL BEDDING
ONCE A WEEK AND AFTER EVERY RAIN EVENT.
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SEDIMENT WILL BE REMOVED FROM AROUND BEAVER DAMS DANDY SACKS AND SOCKS
NOTES:
1. TRACER WIRE SHALL BE INSTALLED FROM THE FORCE MAIN TO THE VALVE BOX.
2. THE HOMEOWNER IS RESPONSIBLE FOR THE GRAVITY CONNECTION, THE GRINDER PUMP STATION
AND FOR THE ELECTRICAL WIRING TO PROVIDE POWER TO THE PUMP PANEL.
3. VALVE BOX AND LID ARE NOT REQUIRED ON SHORT SIDE TAPS.
VALVE &VALVE BOX
(SEE NOTE 6)
CONTRACTOR TO USE TAPPING
SADDLE AS MANUFACTURED BY
SMITH-BLAIR MODEL 317 W/304 68" TYP
SS STRAPS, STUDS AND NUTS,
OR EQUAL
Polywrap
(8 mil)
TAPPING SADDLE-\
CONCRETE BLOCKING
450 BEND
ONCE A WEEK AND AFTER EVERY RAIN EVENT. '
~4
PI
4. DIVERSION DITCHES WILL BE CLEANED OUT IMMEDIATELY TO REMOVE SEDIMENT OR OBSTRUCTIONS
124
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FROM THE FLOW AREA. THE DIVERSION RIDGES WILL ALSO BE REPAIRED. SWALES MUST BE
W
0
TEMPORARILY STABILIZED WITHIN 21 CALENDER DAYS OF CEASE OF ANY PHASE OF
C-q
ACTIVITY ASSOCIATED WITH A SWALE.
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5. SEDIMENT WILL BE REMOVED FROM BEHIND THE SEDIMENT FENCE WHEN IT BECOMES HALF FILLED.
THE SEDIMENT FENCE WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER. STAKES MUST
1-+-1
z'EXTRA
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1.'' -'=''•'`'`: ,`
BE STEEL. STAKE SPACING WILL BE 6 FEET MAX WITH THE USE OF STRENGTH
_ 0 CO
'':#'''�...°..' ;': " CONCRETE BLOCKING
....:.:.. �;•:.. �.;;
•., ""'','.
FABRIC, WITHOUT WIRE BACKING.
STAKE SPACING WILL BE 8 FEET MAX. WHEN STANDARD
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In
BE STEEL. STAKE SPACING WILL
BE 8 FEET MAX. WHEN STANDARD STRENGTH
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STANDARD STRENGTH FABRIC AND
WIRE BACKING ARE USED. IF ROCK FILTERS
ARE
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DESIGNED AT LOW POINTS IN THE
IN THE SEDIMENT FENCE THE ROCK' WILL BE
REPAIRED
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END OF LINE PRESSURE SEWER CLEANOUT
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OR REPLACED IF IT BECOMES HALF FULL OF SEDIMENT, NO LONGER DRAINS AS
OR IS DAMAGED.
DESIGNED
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W
SHUT-OFF VALVE -
1 1/2" OR 2" IPT MUELLER 300 BALL
CURB VALVE B-25122, OR EQUAL
W/MUELLER 110 COMPRESSION
CONNECTION TO MATCH TUBING SIZE
W/ LEVER ACTUATOR \
RIGHT OF
WAY/PROPERTY
LINE/EASEMENT LINE
PAVEMENT CURB TRACER WIRE, TYP I
FINISHED GRADE I
18' 24"
WATER MAIN 1
60" -gyp OR SERVICE I
1 18" MIN. .
6.
SEDIMENT WILL BE REMOVED FROM SEDIMENT TRAPS WHEN THE DESIGNED STORAGE CAPACITY HAS
P I K
BEEN HALF FILLED WITH SEDIMENT. THE ROCK WILL BE CLEANED OR REPLACED WHEN
0 O O O W
THE SEDIMENT POOL NO LONGER DRAINS OR WHEN THE ROCK IS DISLODGED. BAFFLES
0.4 Q) P �
WILL BE REPAIRED OR REPLACED IF THEY COLLASPE. TEAR, DECOMPOSE OR BECOME
6J a
INEFFECTIVE. THEY WILL BE REPLACED PROMPTLY. SEDIMENT WILL BE REMOVED WHEN
E
~
- 1 1/2" OR 2" SINKING BALL CHECK VALVE
DEPOSITS REACH HALF THE HEIGHT OF THE 1 ST BAFFLE. FLOATING SKIMMERS WILL BE
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FEMALE IPS x IPS, MODEL 208
PART NO. AS MANUFACTURED
INSPECTED WEEKLY AND WILL BE KEPT CLEAN.
P 4 � I~ o
OR 1
FLOWMAT1C, OR EQUAL WITH MUELLER 110
7.
SEDIMENT WILL BE REMOVED FROM THE SEDIMENT BASIN WHEN THE DESIGN STORAGE CAPACITY HAS
� � � O � o
,
COMPRESSION CONNECTION TO MATCH TUBING SIZE
BEEN HALF FILLED WITH SEDIMENT. ROCK WILL BE CLEANED OR REPLACED WHEN THE SEDIMENT
� �
POOL NO LONGER DRAINS OR IF THE ROCK IS DISLODGED. BAFFLES WILL BE REPAIRED OR
E-4 � �:: Q-4 4
REPLACED IF THEY TEAR, DECOMPOSE OR BECOME INEFFECTIVE. THEY WILL BE REPLACED
CONTRACTOR TO INSTALL VALVE BOX
PROMPTLY. SEDIMENT WILL BE REMOVED FROM BAFFLES WHEN DEPOSITS REACH HALF
ON PRIVATE PROPERTY
THE HEIGHT OF THE 1ST BAFFLE. FLOATING SKIMMERS WILL BE INSPECTED WEEKLY AND
12"X17 "X12" STANDARD BOX, #D1200-B/ o,
WILL BE KEPT CLEAN.
AS MANUFACTURED BY NDS, OR APPROVED
EQUAL, WITH CAST IRON LID, #LC-5285, AS
8_
ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED ACCORDING
MANUFACTURED BY SIGMA CORPORATION,
TO SPECIFICATIONS IN THE VEGETATIVE PLAN TO MAINTAIN A VIGOROUS', DENSE
WITH "SEWER" ON TOP OF LID IN 1" HIGH
VEGETATIVE COVER. ALL SLOPES WILL BE STABILIZED WITHIN 21 CALENDER DAYS. ALL
LETTERS.
OTHER AREAS WILL BE STABILIZED WITHIN 15 WORKING DAYS.
IN PUBLIC RIGHT-OF-WAY
9.
FLOCCULANTS WILL BE USED TO ADDRESS TURBIDITY ISSUES. THE PUMPS, TANKS, HOSES AND O."IS
RECTANGULAR CAST IRON BOX, 18"X30",
INJECTION SYSTEMS WILL BE CHECKED FOR PROBLEMS OR TURBID DISCHARGES DAILY. •
�
ASPHALT COATED, #MBX-5A, AS
\ I I I 1111 ��ii�//
MANUFACTURED BY FASTEC, WITH "SEWER"
FINISHED GRADE VN�\\\\���
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ON CAST IRON LID IN 1" HIGH LETTERS.
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BRASS ADAPTER BY HOMEOWNER
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GRINDER PUMP STATION BY HOMEOWNER
MANHOLE CONSTRUCTION
SIMILAR TO STANDARD a
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MANHOLE
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I J-RESIDENTIAL - 1 1/2" CTS TUBING,
SDR 9, 200 PSI
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Ductile Iron SERVICE TUBING-SDR-9 a.1
or PVC Pipe 200 PSI I
Ll 1/2" OR 2" IPT MUELLER 300 BALL CORPORATION VALVE COMMERCIAL-2" CTS RESIDENTIAL INSTALLED AND
B-25028, OR EQUAL W/MUELLER 110 COMPRESSION SERVICE TUBING SDR-9 MAINTAINED BY HOMEOWNER
CONNECTION TO MATCH SERVICE TUBING SIZE 200 PSI
-. DISTANCE VARIES
t.K CONNECTION, (PRIVATE- CUL-DE-SAG --DETAI
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NEW OR EXIST. 11 �
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SEWERS P USU4- 0Q w DATE 02 - 01-16
NEW OR EXIST. C.I. I -- DESIGN PGT
SEWER -I V. VARIES U) DRAWN MLV
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TYPICAL INTERFERENCE MANHOLE- SHEET 8 OF 11
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1.
PROVIDE TURNING RADIUS SUFFICIENT TO ACCOMMODATE LARGE
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TRUCKS.
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2.
LOCATE ENTRANCES TO PROVIDE FOR UTILIZATION
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BY ALL CONSTRUCTION VEHICLES.
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3.
MUST BE MAINTAINED IN A CONDITION WHICH WILL PREVENT
TRACKING OR DIRECT FLOW OF MUD ONTO STREETS.
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PERIODIC TOPDRESSING WITH STONE WILL BE NECESSARY.
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4.
ANY MATERIAL TRACKED ONTO THE ROADWAY MUST BE
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CLEANED UP IMMEDIATELY.
5.
LOCATE GRAVEL CONSTRUCTION ENTRANCE AT ALL POINTS OF
INGRESS AND EGRESS UNTIL SITE IS STABILIZED. PROVIDE
FREQUENT CHECKS OF THE DEVICE AND TIMELY MAINTENANCE.
6.
NUMBER AND LOCATION OF CONSTRUCTION ENTRANCES TO
uj
BE DETERMINED BY THE ENGINEER.
7.
USE CLASS 'A' STONE OR OTHER COARSE AGGREGATE APPROVED
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BY THE ENGINEER.
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INSTALL CONSTRUCTION ENTRANCES IN A WAY TO PREVENT VEHICLES
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SHEET 1 OF 1
1607.01
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USE 4000 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE. I INTERNAL MIN. MIN. MIN. CIRCUMFERENTIAL F- Q
H z CONCENTRIC DIAMETER WALL TOP/BOTTOM AREA OF STEEL Q hRg
-
= C/) O C) FABRICATE, ASSEMBLE AND DESIGN PRECAST MANHOLE COMPONENTS CONE SECTION Z tr = U
Z' " ACCORDANCE WITH AASHTO M199. (FT.) THICKNESS SLAB THICKNESS PER VERTICAL FT. H O C3
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H z --I = ­_4
ASSEMBLE RISER AND GRADE RINGS WITH THE STEPS SPACED 12" (IN.) (IN.} {SQ. IN.) p O O) = Z
=O IA C7 rn FROM THE TOP TO THE BOTTOM OF THE MANHOLE. LLt•� Q LL, 3:r'I
"� 4 4 6 0.12 = (�
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= O O O THE TOP OF THE MANHOLE FLUSH WITH THE GROUND AND A MINIMUM 5 5 8 0.15 H = Z U.1
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* TOP MAT OF REINFORCEMENT MAY BE NEGLECTED IF TOP SLAB HAS v f. MIN. AREA OF STEEL
A DISTINGUISHABLE TOP AND BOTTOM. �� �. IS 0.07 in.2
v ECCENTRIC CONE -
m1D, + 2 tWl W
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0 1" MIN. ADDITIONAL OF MAX.
RCUMP R/F W
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�- CLR. SLAB OF #4'S @ 8" CTS. STEP STD. �
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PLACE BARS DIAGONAL
TO CORNERS (TYP.)
FRAME AND GRATES
FRAME AND GRATES
STD. NO.
TRAFFIC BEARING
$40.37
NONTRAFFIC BEARING:
840.92
840.24
840.20
840.28
840.33
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MANHOLE OPTION
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SHEET 1 OF 1
SHEET 1 OF 1
840.52
840.52
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NOTES: H
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H z It"EXPANSION JOINT Q Q
(SEE STD. 846.01) CROSSWALK H V
r o 0 Cn CONSTRUCT STANDARD SIDEWALK 5' WIDE AND u- J tOi. H z
H z = y 4" THICK UNLESS OTHERWISE DENOTED ON PLANS . o m =
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PLACE A GROOVE JOINT 1" DEEP WITH 1/8" RADI I _ z
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Z" o r- -n IN THE CONCRETE SIDEWALK AT 5 INTERVALS. Cn H O
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D INTERVALS. A 1/2" EXPANSION JOINT WILL BE REQUIRED z j
0 0 WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. W o
Z SIDEWALK 0
SEE STD. DWG. 848.05 FOR WHEELCHAIR RAMP LOCATION
REQUIREMENTS AND CONSTRUCTION GUIDELINES. 50'-0"
INTERVALS jgyo�
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1/8 RAD SURFACE OF,�� N
SIDEWALK " EXPANSION JOINT i0s 0
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M a 142" EXPANSION JOINT 0
D (SEE STD. 846.01) CC
o TRANSVERSE EXPANSIC}N JOINT PLAN VIEW o W
v � IN SIDEWALK a W
M A %2" EXPANSION JOINT Cn v
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A SEALING COMPOUND J C�
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PROPOSED :a� ' :o� ' :o� ' :o� ' � :o:.. ::o: • : ::;,: :. � :o: • ,
CONCRETE PROP. C&G •,•o'.. .'P'..:'p,•o'..
SIDEWALK CO C- PAVEMENT
SHEET 1 of 1 DETAILS SHOWING JOINTS IN CONCRETE SIDEWALK SHEET 1 OF 1
848.01 848.01
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ISOMETRIC VIEW
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PAY LIMITS FOR CURB RAMP
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NOTES:
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1. DETECTABLE WARNING DOMES WILL COVER 2'-0" LENGTH AND FULL WIDTH OF THE
Cn
RAMP FLOOR AS SHOWN ON THE DETAILS.
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2. DETECTABLE WARNING DOMES WILL CONTRAST VISIBILITY WITH ADJOINING SURFACE, EITHER LIGHT -ON -DARK,
OR DARK -ON -LIGHT SEQUENCE COVERING THE ENTIRE RAMP.
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RAMP WIDTH AREA IS VARIABLE
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BA'E DIAMETEI
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OF THE BASE
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DIAMETERTHAN
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W
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W+A+9"
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B
5'
0.0'
5.8'
5.8'
5.O'*
6'
0.0'
6.8'
6.8'
6.0'* *
7'
0. 0'
7.8'
7.3'
6.5' * *
8'
0.0'
8.8'
7.3
6.5'
5'
2. 5'
8.3'
8. 1'
4.8'
5'
3. 0'
8.8'
8, 3'
4.4'
5'
3.5'
9. 3'
8.4'
4. V
5'
4. 0'
9. 8'
8.6'
3.8'
5'
4.5'
10.3'
1 8. 7'
3.4'
5'
5.0'
10.8'
8.9'
3.1'
33"R 66
DROP CURB
($GUTTER SB
SHOW
II
0.4'TO
� MIN ,J �!I 2.4r� TO B = X-{A+g")
B = DISTANCE FROM FRONT EDGE OF SIDEWALK
o 6 °' •' o •'...•' ';b TO BACK POINT OF 12:1 (8.33%) SLOPE.
• 0' ; ; D' • 7 ; : D' • 0" ; ; D' • 9 ; ; ➢ * BACK OF SIDEWALK DROP REQUIRED FOR ALL
SIDEWALK SLOPES.
** BACK OF SIDEWALK DROP REQUIRED FOR
HEET 1 OF 3 DETECTABLE WARNING DOMES SIDEWALK SLOPES 0.04.
848,05
v
vm
H 0
H z
Cl)
r-o-n_4Cn
�Z�
=�ZDrn
ti =00O
zH-vr-11
z
� y >
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O
H
cn
OCO
_
c
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o
_
�
v
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_
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O
_
HEET 2 OF 3
848.05
SEE NOTE
DETAIL SHOWING TYPICAL LOCATION OF CURB RAMPS.
PEDESTRIAN CROSSWALKS AND STOP LINES FOR TEE INTERSECTIONS
ROADWAY
A
UTILITY STRIP
TABLE 0.02 (MIN.
0.08 ({MAX.
0.04 NORM.)
X
SECTION B-B
W
SIDEWALK (5' STD.)
B
•0.02 (NORM.) 4j
SIDEWALK 4' 5' MIN TOP 0
ELEVATION CURB CURB URB
TRANSITION DROP TRANSITION
CURB i
VARIABLE SLOPES NOT
TO EXCEED 10:1
z
O V3
Q
H Q C3 0
U- _j
O O Cn =
= z -
OH
Cn~U-0J
0OCO`�
z ,H°C
y 0- H
0©
v
SIDEWALK
1=
'ANSION JOINT
0
LL
:E STD. 846.01)
NOTE:
A PORTION OF ONE OR BOTH RAMPS
W
MAY EXTEND OUTSIDE THE RETURN.
v �s � may° rr� �
EXPANSION JOINT
�
w
�, �� , � � {
y3�r , +;Me ter ` rs ��
(SEE STD. 848.01)
CL
o
SEE NOTE 1 , x evfx is "
r
4' x 4'
LANDING
Lr
0
0
Lu
a
vv�,
Q
Lu
- �z
z L
3trn
3 sy
EXPANSION JOINT
CC
m
sC kad
ti
kSEE ST . 846.01
Ice
0
SIDEWALK
z
h
L
I-
00
W
X CLEAR SPACE
k �
�
4' 4'
0
MUST FALL WITHIN �,,
a 6
CD
CL
CROSSWALK LIMITS.
H
0
(SEE NOTE 10)
2' MIN. CURB
=' ,y>)x ..
z
^i
i
BETWEEN RAMPS
k
LL)
it
PLAN VIEW
(`t M1111, rL-vvn n+u,n1
DETAIL SHOWING TYPICAL LOCATION OF CURB
RAMPS. PEDESTRIAN CROSSWALKS AND STOP LINES
PLAN SYMBOL
�R =� PROPOSED CURB RAMP W/ LANDING
FOR PROPOSED PROPOSED OR FUTURE SIDEWALK
CURB RAMP
ALLOWABLE LOCATIONS
-------------------
DUAL RAMP RADII ........... ANY
HEET 1
848.
Cr
LL
O W
H
� CLC'3
0
Q
oC m
Z cc
W U
Q =
0 v W
Cn
Cn CL
C.3 CL
z
W
HEET 2 OF 3
848.05
z
v m
NOTES:
C0
1. CONSTRUCT THE RAMP SURFACE TO BE STABLE, FIRM, AND SLIP RESISTANT. CONSTRUCT THE CURB RAMP TYPE AS SHOWN IN THE PAVEMENT MARKING
F-<
Z
�Cn00
PLANS OR AS DIRECTED BY THE ENGINEER.
Q ka- � -
H =o0
m z m =O"I
2. LOCATE CURB RAMPS AND PLACE PEDESTRIAN CROSSWALK MARKINGS AS SHOWN IN THE PAVEMENT MARKING PLANS. WHEN FIELD ADJUSTMENTS REQUIRE
LL.J H z
H -4 A
MOVING CURB RAMPS OR MARKINGS AS SHOWN, CONTACT THE SIGNING AND DELINEATION UNIT OR LOCATE AS DIRECTED BY THE ENGINEER.
O a: O _ -
z
= m0 Z > m
3. COORDINATE THE CURB RAMP AND THE PEDESTRIAN CROSSWALK MARKINGS SO A 4'x4' CLEAR SPACE AT THE BASE OF THE CURB RAMP WILL FALL
Q U O
_ CD o O
WITHIN THE PEDESTRIAN CROSSWALK LINES.
E- _ ~ z W
cnf-LLOJ
=O
. = z
4. SET BACK DISTANCE FROM INSIDE CROSSWALK MARKING TO NEAREST EDGE OF TRAVEL LANE IS 4' MINIMUM.
O C? <
. DDy
z ,H
F- H
5. REFER TO THE PAVEMENT MARKING PLANS FOR STOP BAR LOCATIONS AT SIGNALIZED INTERSECTIONS. IF A PAVEMENT MARKING PLAN IS NOT
a-
Cn p
PROVIDED, CONTACT THE SIGNAL DESIGN SECTION FOR THE STOP BAR LOCATIONS OR LOCATE AS DIRECTED BY THE ENGINEER.
PROVIDED,
uj
TERMINATE PARKING A MINIMUM OF 20' BACK OF A PEDESTRIAN CROSSWALK.
7. CONSTRUCT CURB RAMPS A MINIMUM OF 4' WIDE.
8. CONSTRUCT THE RUNNING SLOPE OF THE RAMP 8.33% MAXIMUM.
9. ALLOWABLE CROSS SLOPE ON SIDEWALKS AND CURB RAMPS WILL BE 2% MAXIMUM.
m
m
O
Z
O
10. CONSTRUCT THE SIDE FLARE SLOPE A MAXIMUM OF 10% MEASURED ALONG THE CURB LINE.
IL
r
E"a
11. CONSTRUCT THE COUNTER SLOPE OF THE GUTTER OR STREET AT THE BASE OF THE CURB RAMP A MAXIMUM OF 5% AND MAINTAIN ACD
O
2
SMOOTH TRANSITION.
O
12. CONSTRUCT LANDINGS FOR SIDEWALK A MINIMUM OF 4'x4' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION. CONSTRUCT LANDINGS FOR
< a
D
MEDIAN ISLANDS A MINIMUM OF 5'x5' WITH A MAXIMUM SLOPE OF 2% IN ANY DIRECTION.
0
Z
O
A MEDIAN ISLAND AS A PEDESTRIAN REFUGE AREA MEDIAN ISLANDS WILL BE A MINIMUM OF 6' WIDE. CONSTRUCT MEDIAN ISLANDS
13. TO USE D S S
0 to
� � W
-•1 >
TO PROVIDE PASSAGE OVER OR THROUGHT THE ISLAND.
Q 0
rn � v
Cn
14. SMALL CHANNELIZATION ISLANDS THAT CAN NOT PROVIDE A 5'X5' LANDING AT THE TOP OF A RAMPS, WILL BE CUT THROUGH LEVEL WITH
0 � z
Z
�p �p
THE SURFACE STREET.
�
N
:_
15• CURB RAMPS WITH RETURNED CURBS MAY BE USED ONLY WHERE PEDESTRIANS WOULD NOT NORMALLY WALK ACROSS THE RAMP. THE ADJACENT SURFACE
_
H
Z
IS PLANTING OR OTHER NON -WALKING SURFACE OR THE SIDE APPROACH IS SUBSTANTIALLY OBSTRUCTED.
0
H
m
16. PLACE A It" EXPANSION JOINT WHERE THE CONCRETE CURB RAMP JOINS THE CURB AS SHOWN IN ROADWAY STANDARD DRAWING 848.01
J
o
O
z
=
17. PLACE ALL PEDESTRIAN PUSH BUTTON ACTUATORS AND CROSSING SIGNALS AS SHOWN IN THE PLANS OR AS SHOWN IN THE MUTCD.
w
18. CURB RAMPS THROUGH MEDIAN ISLANDS, SINGLE RAMPS AT DUAL CROSSWALKS OR LIMITED R/W SITUATIONS, WILL BE HANDLED BY SPECIAL DETAILS.
CONTACT THE CONTRACT STANDARDS AND DEVELOPMENT UNIT FOR THE DETAILS OR FOR A SPECIAL DESIGN.
HEET 3 OF 3
SHEET 3 OF 3
848.05
848.05
IE
REVISIONS
ate I Description I By
�0 ;� Ess/• •, 7
S E A L
17374 • a-
DATE 02-01-16
DESIGN PGT
DRAWN MLV
C 9
SHEET 9 OF 11
14026

'n
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z
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m m H
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O _
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SHEET 1 OF 2
840.03
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a
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MEET 1 4F 2 1
Y
43" NOTE: USE TYPE "Eft, +'F" AND "G" GRATE
UNLESS OTHERWISE NOTED.
B
i •• „ -
i .-
-
A ALIGN FRAME WITH INSIDE
EDGE OF WALL TO ALLOW
FOR VERTICAL ADJUSTMENT
WALL SECTION
SECTION - BB
B
PLAN
FRAME,GRATE, & HOOD ASS'Y
SECTION - AA
I 1 „ = 1�6"
;1a 1 =41 %0 fik "N
3�2� 4-11
31
-011
6" 3t,
SECTION - KK
BACK OF CURB
x
0' ' D• 0• '
v,,_ 9 p
04
v
PLAN
X
SECTION -Y
RISER HT.
VARIES01
-
O
If
_ 6» v
0 � 1 D' •� D'
RISER HT.
DETAIL SHOWING METHOD
OF RISER CONSTRUCTION
[I,,- L Low- M
a�I FRAME PLAN
3' - 0%8,f
R so
�r
it
11-42
,1 o
14,34
t�
11 6"
2'-111t
�d
R
HOOD ELEVATION
42
SECTION X-X
N
21/8,t
SECTION - LL
` � t►
1
SECTION - PP
r)
N N
0)
cr
z
O O
¢¢
1t
P -t-� P �ep0v.
I i
U-Jy1-4Z
oOo=
i�
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-� 21 �C H H
N N C0 LL 0
SECTION - MM Cr. 0 ¢
z • H °�
1 fig„ C H
c�,ao W
1 0
� 1
SECTION - NN
zN ''2,c +► T� Z
t LZ O CO
= CO
H Q U
F-
1 o' ¢ '< U
cc
o 0N% 0
o N z
z 4 ¢
QD
N to z
SECTION - JJ
Lu
5% � r�W� C/)
1/2 t3 ri =
31' R z C Cr.1, � _ u' O
���it 0. '
SECTION-- RR SHEET 1 OF 2
840.03
dm
H �
DETAIL SHOWING TYPES OF GRATES
y H o 0 USE ACCORDING TO WATER FLOW.
r- O -n Cn
m =>
_ m 1711,
TYPE 'rG" TYPE "E►' TYPE "F"
=noo
-b -n
C?=MZ
D a D -�-- WATER FLOW -l-- SAG --•�- WATER FLOW --�-
H
Cn
--------------------------- -
-•------ 0 -"
�D w --�- WATER FLOW SAG --F- WATER FLOW -•�-
C r
H
m m Cl)
= TYPE ''F"
Z LTYPE "Eft TYPE "G11
0 a0 >
y > z P
z "q D RAISED FLOW ARROW 2/ it
3, v %6 ►` HIGH
D z
T\
_ z 1�►►
y0�, V. i1/2rr
Cn /8 ++
z► 1, 1 /2 ►► 1 11-1
2 -114/
1'► /8 ►'
1 /2 rl i �-� 7
1 ''r SECTION A -A
SHEET 2 OF 2 TYPE - F
840.03
z
O Un
2-3/4" ">-
1�"
H Z~=
cc
CD
U-J�HZ
000=
rr " W cr.Z U_ _
1 I 9%8 ►' F- CD
CnI=-LLo_j
T = O H Q
I 9 /8,/ Z
~ Cl) _
H
O_ o
1 1,211 ' 0
-
1 � ►r
1 /2 It §/81r
SECTION B-B
1" 21/4rl
Z
~
Li
SECTION A -A
LLCn
_
Ca
TYPE - E
C'3
3
z
_
Q
9 RAISED FLOW ARROW rr
23
/6rr HIGH 4 rl"�
C
O
a
U
Q
D
0
V�
1 Y 2
T
NLu
/ R
¢
t! 0
1/8,►
Cl)
H
W
0
w
z
',�"
o
t-\
r
1 rr,R
2
/8rr
Wu.
f�;
Cr
b
2'-11�"
u-
a
� 2�r��
TYPE G
M
�r t
�8 II
SECTION A -A
HEET 2 OF 2
840.03
RENERAL NOTES: z m ** FOR STRUCTURES WITH PIPE LARGER THAN 54", EXPANSION JOINTS Z
" " Cn v -•1� MAKE THE TOP SLAB 8" THICK. O Cl)USE CLASS B CONCRETE THROUGHOUT. C 6/1 E 4t-6" 41-611 }-
PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" Q ¢ 1-1• z ¢ ¢
ON CENTER. USE STEPS WHICH COMPLY WITH STD. DRAWING 840.66. Q � M /' ++ ¢
Z ~ = - > H O m #4 BARS "Y" 6 6 * STD. 840.03 FRAME, z r. = V
OPTIONAL CONSTRUCTION - MONOLITHIC POUR, 2" KEYWAY, OR 94 BAR DOWELS AT H 0 (� V �- O -n _4 cp @ EQUAL SPACES GRATE &HOOD H O 0
121t CENTERS AS DIRECTED BY THE ENGINEER. LL ..I F-i m +++t LL _J H
USE FORMS FOR THE CONSTRUCTION OF THE BOTTOM SLAB. O O d' = Z z _� D +t iL� 1 11 O O d- = Z
IF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB W Q Q L1- _ _ -n > > m �� F- (Q.? LL
O =
AS SHOWN ON STD. N0. 840.00. F- V C Or `• Z4�� C}
USE TYPE "E", "F" AND "G" GRATES UNLESS OTHERWISE INDICATED. _ �" Z L� Z H -a Or -n - j- _ Z W
,t C0 F- 0 � o ,-4 R c- W R � i- 6'-o'f CD E- w o .j
FOR 8'-0" IN HEIGHT OR LESS USE 6 WALLS AND BOTTOM SLAB. OVER Cr.LL E„•i Ci v = H
8'-0" TO 16'-0" IN HEIGHT USE 8" WALLS AND BOTTOM SLAB- ADJUST O ¢ _ z a = aa. PLAN O O C0 Cr
QUANTITIES ACCORDINGLY. Z - H = > D vs N N CURB AND GUTTER WITH CATCH BASIN ON STEEP GRADES z H
cc
CONSTRUCT WITH PIPE CROWNS MATCHING. F- H -G F�.i m -� ¢ u- H
a�
CHAMFER ALL EXPOSED CORNERS 1". W O O O It d TOP 6„ w 0
** FOR STRUCTURES WITH PIPE LARGER THAN 5411 O Z W - W USE ON FLAT ELEV. EXPANSION JOINT O
i*� ctit co c ► GRADES 2% AND UNDER
MAKE THE TOP SLAB 8" THICK.
TOP ELEYA
11, I ► ,1 DEPRESSED GUTTER LINE
S EXPANSION JOINT 3 -D co � 3 -0
STEPS - STD. NO. 840.68 STEPS - STD. N0. 840.66
..�� v�V...... �T�•�� PLAN OF TOP SLAB SECTION S-S
TOP ELEVATION - ` ` ` ` ` `"' - � ELEVATION
NORMAL CURB AND GUTTER ON LIGHT GRADES
M NORMAL GUTTER LINE _
1k �c m '-8-'-' `j, �A CC Z O z 6" E #8 "W" BARS #4 BAR EXPANSION JOINT 6,► O
» 0 D'•'' 'D'• O H
B n
�c �k co
6 G . ' E --� V- FI Z r +1 ,t 8 TOP LL
:q' E-�••I q • Q. C3 Ca _-�1 Ci , �4EBQAU L SPACES N USE ON GRADES VER 2% ELEV.
• 17 t7 � . 71 z LV N Y z COCL
o x 6 m m i cry
61t = H Z I " ' DEPRESSED GUTTER LINE'
CL
o D .° LU _ = m ~ � #4 BARS "U,tLiw
6 EXPANSION JOINT 10 MAX. _ W
°•.• °�. •G•:. °' 0 �" � � t7.C> DOWEL w Q as
H 0 ' r SECTION R- R ELEVATION F,
6 +t �' ' ' a ' -Cz " ' .' b' • o = NORMAL CURB AND GUTTER ON STEEP GRADES ¢
•0''':6D' 0 '•D' ° •D v
°' 1"' �► _ Q RISER HAS .228 CUBIC YARDS OF CONCRETE PER FOOT HEIGHT uj _
_ :: .:� D;� o w W 1T1 w W
SECTION J J F- -v _ .o
SEE NOTE SECTION M-M = H W --~0 w i z
C0 V CV m >
J r u
'R x ^
-0 a. o o• o ,./ 0 0
w t3 Z
A D
1 < v •i m
. • 1 •• 4 i
PLAN PLAN SHEET 1 OF 2 HEET 2 OF 2
840002
m
vm
1-4 �
�D(n00
m Z _ � ,I / SLOPE AS INDICATED ON PLANS
H __4D PLACE GROOVE OR d�
C7 0 m CBELL END OF PIPE 9C-) --I /
_ -n Z D m TO FACE OF WALL .i
=fn0O _
Z�OH-n S
c�==z
CONC.
H
3 ` PIPE #4-BARS
WOO
zIq
PLAN 12
B
FOOTING
(IF CONST. JOINT IS USED) DOWEL
-� Z Z m G M G END ELEVATION BAR-"X"
�Z 0 7
-i 0 m
0
Cm = I I
Z D �
-mvz
-v n -�--�- -- ---} ----i--�--�
m '� O L DOWEL
m v
1 m OPTIONAL CONSTRUCTION JOINT
C
o rap z
0 m 0 ELEVATION
� r0 H o
r
m
SHEET 1 OF 3
838.01
DOWELS IN ENDWALL WITH REINFORCED CONCRETE PIPE
LOC.
PIPE
DIA.
SINGLE PIPE
DOUBLE
PIPE
15"
18"
24f1
30"
36"
42"
4$11
15"
18"
24"
30"
36"
42"
48"
BARS
ttX"
ttx"
nX"
,tX,r
0X„
ffxft
Y*
0X»
Y*
»X„
nX"
»X»
ttXr,
"X"
,tX"
Y*
ftX,t
Y*
G
QTY.
2
2
3
3
4
4
2
1
5
2
2
2
3
3
4
4
2
1
5
2
M
QTY.
-
-
-
-
-
-
-
1
1
2
2
1 2
1 2
3
G
QTY.
2
2
3
3
4
4
5
2
2
1 3
1 3
4
4
5
TOTAL LBS.
9
9
1 14
1 14
19
55
65
12
12
1 19
1 19
23
77
92
DIMENSIONS AND CONCRETE QUANTITIES
USING CONCRETE PIPE
COMMON DIMENSIONS
SINGLE PIPE
DOUBLE PIPE
D
H
B
G
T
S
L
YD3
M
L
YD3
15"
31-31'
11-871
2'-91'
214r'
9142"
5'-6"
0.7
21-2't
71-811
1.0
1811
31-711
1'-10"
W-2"
21t"
10"
6'-4"
1.0
2'-7"
8'-11"
1.3
2411
41-211
2t-1"
41-On
311
1011
$1-01t
1 .5
3f-5"
1l'-51t
2.0
30"
5'-0"
1 2,_6"
4t_7"
41/4„
11 2"
9t-2"
2.3
4'-3"
13'-5"
3.1
3611
51.8"
2'-8"
5'-6'
4§4
lilt„
1l'-0"
3.4
5'-0"
16'-0"
4.5
42"
6'-2"
3'-l"
W-4"
514"
11Itit
12'-81!
4.5
W-10"
18'-6"
6.0
48't
61-971
3'-501
7'-2"1
53/4"1
11 r'
14'-4"1
6.0
6'-8"
21`-Oft
8.0
*SEE SHEET 3
z
00
F... >-
1-4
o��=z
z^
QvCr
F-
c~nHwouj
Cr. Co
Z • 1-4 ac
E- M
o_
1 Q 0
J
C'S ca
H
0 H Y
CD co > 0
3CC
Q��rn
W
J CL Lu
QaCLCL
z II -
W
� W m �'
> >
= LU aC
CO
W
(z = Q -
wZ
JEET 1 OF 3
838.01
v
v'-`-'
=Coo
r0���
m z = -�
=�DDrn
=Cn50
z1.4orm
n�D
0z
MINIM DIMENSIONS AND QUANTITIES FOR
CONCRETE CATCH BASIN(BASED ON MIN. HEIGHT, H,
WITH NO RISER)
DIMENSIONS
OF
BOX AND PIPE -
COVER
DIMENSION
CU.YDS. CONC. IN BOX
DEDUCTIONS
ONE PIPE
PIPE
SPAN
WIDTH
WIDTH
SPAN
MIN. HEIGHT
BARS-U
NO. LENGTH
BARS-V
NO. LENGTH
BARS-W
NO. LENGTH
TOTAL
LBS.
TOP
SLAB
BOTTOM
SLAB
TOT.CONC.'
H �H
D
A
B
C
G
H
E
F
C. M.
R. C.
12"
W-01'
2'-2't
-'
--
2'-0"
--
--
--
--
--
--
--
--
--
-
0.235
0.772
0.015
0.026
1511
3'-0"
2'-2"
21-3t'
0.235
0.829
0.023
0.038
18t'
3'-0"
2'-21t
2'-6"
0.235
0.887
0.033
0.049
241'
31-0"
21-2"
31-111
0.235
1.001
0.059
0.085
30 1?
31-Or'
21-2R1
3'-4l1
3'-4"
31-10"
11a2'f
1'�8"
2`42"
2'-10"
3' 6"
4'S1"
4,-4"
4
1'-5"
2
4'-1"
3
41-1"
39
0.123
0.347
1.433
0.092
0.127
36"
W-0"
2'-2"
W-10"
W-10"
4'-6'r
4'-10"
4
11-111'
3
4'-7"
3
41-7"
43
0.161
0.432
1.714
0.132
0.178
42"
3`-0i1
21-211
4'-511
41-511
4'-11'1
W-571
5
21-51'
4
5'-2'1
3
5'-2"
47
0.20D
0.543
1.738
0.180
0.243
48t'
3'-Or'
21-2"
5'-0"
5'-0"
5'-61'
6t-01'
5
3'-l"
4
5'-91'
3
5'-9"
51
0.235
0.667
2.062
0.235
0.317
54"
31-Oft
2'-21'
51-71'
51-7't
6'-0"
61-7"
6
31-8"
5
6'-4"
3
61-4"
56
0.289
0.802
2.387
0.297
0.401
60f1
31-0f1
21-2"
6'-37i
6'-3'f
6'-61f
71-3"
6
4'-4"
5
7'-Oft
3
71-0"
61
0.340
0.973
2.722
0.363
0.546
66"
31-0"
2'-2t1
6'-11J7
61-lift
7'-0"
4'-9"
7'-lift
7
51-0"
6
7'-8"
3
7'-8"
66
4.391
1.160
3.057
0.440
0.655
7217
31-0"
2'-2"
7'-6"
7'-6"
7 -6
5'-3"
5'-lift
8'-6"
7
51-6"
6
8'-3"
3
81-3"
72
0.442
1.340
3.392
0.524
0.774
78fl
3'-Olt
21-21'
81-1"
81-111
8'-0"
9'-1'1
8
1 6'-21'
7
8'-10"
3
8'-10"
1 78
1 0.493
1.530
1 3.727
0.615
10.893
84"
3'-0"
21-21t
8'-9"
8'-9t'
8'-6"
6'-71f
9'-9"
8
I W-10"
7
1 9'-6't
3
9'-6"
1 84 1
0.544
11.760
14.062
0.713
11.010
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SHEET 3 OF 3
838.01
GENERAL NOTES:
CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
PLACE 2 #6 "Y" BARS IN THE TOP OF ALL ENDWALL FOR PIPE CULVERTS 42"
AND OVER WITH A MINIMUM OF 3" COVER AND A LENGTH OF 6" LESS THAN
ENDWALL LENGTH.
CONSTRUCT BOTTOM SLAB WITH FORMS.
DO NOT INTERPRET WALL THICKNESS (T) SHOWN FOR THE THICKNESS
ACCEPTABLE, BUT IS USED IN COMPUTING ENDWALL QUANTITIES.
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
OF THE PIPE, PLACE BAR "X" DOWELS IN THE BASE AS SHOWN ON PLANS.
SPACE BARS APPROXIMATELY ON 12" CENTERS UNLESS OTHERWISE DIRECTED
BY THE ENGINEER.
WHEN THE CONTRACTOR ELECTS TO USE A CONSTRUCTION JOINT AT THE BOTTOM
OF THE PIPE AND POUR THE BASE SEPARATELY LEAVE THE POUR ROUGH.
USE CLASS "B" CONCRETE.
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REVISIONS
Description By
0� 'oFESS1IR
S E A L -
- y 17374 Q
- DATE 02-01-16
- DESIGN PGT
D RAW N M LV
CIO
SHEET 10 OF 11
14026

1
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=Vag O
m 0®_.jcD
HZ--I=>
=-nzym
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Z
W1 FT.
8" O.C.(TYP.)
REFER TO CHART
FOR BAR SIZE
ELEVATION
W2 (FT.
PLAN
z
oC0
NOTES: H
Q
D 6" * THIS PRECAST ENDWALL MAY BE USED FOR THE FOLLOWING O O U
STANDARDS: 838.01, 838.11, 838.21, 838.27, 838.33, Ll
0 0 0- F-+ Z
838.39, 838.51, 838.57, 838.63 AND 838.69. O 0)cc
=
* INSTALL PRECAST ENDWALLS WITH WINGS AND PAY W Q Q LL =
1,-0„ * FOR IN ACCORDANCE WITH SPECIFICATION SECTION 838. Q U O tO-i
USE 4000 PSI CONCRETE. t- = z W
* PROVIDE ALL REINFORCING STEEL WHICH MEETS ASTM A615 O O o 0 Q
FOR GRADE 60 AND WELDED WIRE FABRIC CONFORMING
0 I TO ASTM A185 WITH 2" MIN. CLEARANCE, z F"rOr
H2 * PLACE LIFT HOLES OR PINS IN ACCORDANCE WITH H
OSHA STANDARD 1926.704. CL W 0
H1 I * PIPE TO BE GROUTED INTO HEADWALL AT JOB SITE BY
CONTRACTOR
* ALL ELEMENTS PRECAST TO MEET ASTM C913.
1,-0„---tt-- * WELDED WIRE FABRIC MAY BE SUBSTITUTED FOR REBAR
AS LONG AS THE SAME AREA OF STEEL IS PROVIDED.
ifl
* CHAMFER ALL CORNERS 1" OR HAVE A RADIUS OF 1".
611 8" O.C. (TYP. )
REFER TO CHART 3
FOR BAR SIZE Uj
NOTE: THE MINIMUM BAR SIZE SHALL BE #5 BARS J �
AT 8" CTS.THE CONTRACTOR WILL HAVE THE OPTION
SIDE TO INCREASE THIS BAR SIZE AS NEEDED. OW Q O
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ENDWALL DIMENSIONS
FT.
MINIMUM
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
MIN./MAX.
PIPE DIA.
BAR SIZE
H1(FT.)
H2(FT.)
D (FT.)
W1
W2
1.0
#5 @ 8"
1.25/2.00
2.00/3.75
1.25/1.75
3.00/3.75
5.50/6.00
1.25
#5 @ 8"
1.25/2.00
3.00/3.75
1.25/2.00
3.50/3.75
6.50/6.75
1.50
#5 @ 8"
1.25/2.00
3.00/4.25
1.50/2.50
3.50/3.75
6.50/6.75
2.0
#5 @ 8"
1.50/2.50
4.00/4.75
1.75/2.50
4.00/4.25
7.50/8.25
2.5
#5 @ 8"
2.50/3.50
4.00/6.00
2.00/3.00
4.50/5.50
10.00/11.50
3.0
#5 @ 8"
3.00/3.50
5.0016.00
2.75/3.50
5.25/5.75
11.50/11.75
3.5
#5 @ 8"
3.25/4.50
6.00/6.75
3.25/3.50
6.00/6.75
12.00/13.25
4.0
#5 @ 8"
3.50/4.50
6.50/7.00
3.25/3.50
6.50/6.75
13.00/13.25
4.5
#5 @ 8"
4.00/5.00
6.50/8.50
3.25/4.00
7.00/9.25
13.50/15.75
5.0
#5 @ 8"
4.50/5.00
7.00/8.50
3.25/4.00
7.25/9.25
13.75/15.75
5.5
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.25/9.25
14.00/15.75
6.0
#5 @ 8"
4.50/5.00
7.50/8.50
3.25/4.00
7.75/9.25
14.75/16.75
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4" RADIUS
H �C3 V
HZ � = D
CONCRETE ISLAND 2'-6"
O O =
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B FC
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o ELEVATION GsS>� 5z� o co
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SHEET 1 OF-1
852.05
JACOB MOTT DRIVE CULVERT CROSS SECTION DATA
STIR. #
ELEV A
EVEV B
ELEV C
ELEV D
ELEV E
TOP ELEV A
INV ELEV A
BOTTOM ELEV A
TOP ELEV B
INV ELEV B
BOTTOM ELEV B
3 TO 3A
18.02
17.78
17.78
17.78
18.02
13.00
8.50
7.33
14.50
10.00
8.83
4 TO 4A
21.44
21.20
21.21
21.20
21.44
12.50
0.00
6.83
13.50
9.00
7.83
6 TO 6A
20.24
20.00
20.00
20.00
20.24
15.50
11.00
9.83
16.00
12.00
10.83
60' PUBLIC RIGHT-OF-WAY
b
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10do
SHEET
1 OF 1
8 52 ■ 05
1'-6" CURB AND GUTTER
5' SIDEWALK
7' SHOULDER
2
16'
16'
2'
8' SHOULDER
4'
41
10
00
8" Min. Low Permeable Soil
Keystone Cap Unit
KEYSTONE RETAINING WALL ELEV A I - 2%._
2%
ELEV B ELEV C
ELEV D
�
(
ELEV E
���IIIIIIIIIIIII �, � r/
-1I I -III �
SYSTEM DR APPROVED EQUAL
KEYSTONE RETAINING WALL
III
(SEE DETAIL
SYSTEM OR APPROVED EQUAL
y : -
-II IIII
Keystone Standard
SEE DETAIL
II
:.
Unit Or Approved E u,
PP q
TOP ELEV B
=111 ----
Unit Drainage Fill
TOP EILV A
(3/4" Crushed s
=�1111
Rock or Stone)
LENGTH - PIPE SIZE (SEE PLAN)
INV ELEV B
��- Reinforced Soil 1"
Approximate .11. - _. - -
- 1 1/4" _:
INV ELEV A
BOTTOM ELEV B
Limits of IIIII
Q
8" o
Excavation =► ...: : .
BOTTOM ELEV A
�I I I
..::.: _ .-.....Grid Depth.:.
Retained Soil j
Finished Grade
NOTE: SEE ROAD CROSS SECTION DETAILS ON SHEET C7 FOR MORE DETAILED ROADWAY SEC11ON
4" Perforated PVC
JACOB MOTT
DRIVE CULVERT CROSS SECTION
Drainage Tile
NTS
r-1I I-1I I ;III-1I I-1
Note:
Unreinforced Concrete
01
60' PUBLIC RIGHT-OF-WAY
When site conditions require, wrap drainage
or Crushed Stone
5' SIDEWALK
5'
6' SHOULDER
2'
12'
12'
2'
6' SHOULDER
10'
the in 3/4" aggregate and filter fabric with Foundation Soil
Leveling Pad
If
drainage composite or aggregate back drain
system, as directed by geotechnical engineer.
KEYSTONE RETAINING WALL 18.15 29'-
-2%-_
%
17.83 17.75
17.83
2% A
'-'
I
18.15
SYSTEM OR APPROVED EQUAL
(SEE DETAIL)
KEYSTONE RETAINING WALL
SYSTEM OR APPROVED EQUAL
Typical Reinforced Wall Section
(SEE DETAIL)
NTS
TOP 9.48
INV 4.0
BOTTOM 2.73
76 LF TWIN 48" RCP
NOTE: SEE ROAD CROSS SECTION DETAILS ON SHEET C7 FOR MORE DETAILED ROADWAY SECTION
GLEN ELLEN ROAD CULVERT CROSS SECTION
NTS
TOP 10.44
INV 5.0
BOTTOM 3.68
11
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BY:
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REVISIONS
e Description I By
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of SEAL -_
y 17374 Q
DATE 02-01-16
DESIGN PGT
DRAWN MLV
C11
SHEET 11 OF 11
14026