HomeMy WebLinkAboutBUILDING PLANS 161 - 170a
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p a 80*09'13
R = 30.00' -
L = 41.97'
5.45'
10
8.64'
8.28
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p = 1758'11
R = 30.00'
L 9.41'
HOLDING
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217
p e 80'09'13"
R - 50.00'
L = 69.95'
219 218
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p = 55'12'59"
- R = 28.50'
L = 27.47'
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p = 16'48'53"
p = 89'59'57" R = 47.68'
R=2.00' 166 L=13.99'
L = 3.14'
168 165
-- 164
1670-0
238
16.
241
222
120.50'
249 -/1�_
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PO 247 246
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255
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250
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261
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260
257.
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259
258
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170
233 RV ISLANDS 234
�- 232 A I
. - 223 - 235 -'e) 0
236
24 29.56, 225 _ 11.06' _
226
237 229
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228
227
214
215
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10
558.00
101.08
20 0 10 20 40 1b
160
541.53
101.66
161
513.02
92.34
162
521.20
119.64
163
476.33
133.08
t IN FEET) 164
462.65
87.41
1 inch = 20 ft 165
462.53
135.09
166
462.54
133.09
167
460.54
133.08
1 168
460.58
117.29
169
330.58
116.98
170
330.55
129.98
- 171
325.55
129.97
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SR 266 267
264
269
207
_
20
---
265 268
208
200
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202
206
201
262
263
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44'.
203
5 FBI 5
278 279
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281
276
280
t
277
226386
270 287
282
1_U
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169 h 172 176 179j
10' h
171
173 46" OAK 181
0 174
285
185 186
o SP 10'
SR SR
183 18
184 187
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182 189
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198\ 111 .197
290 291
3'R
2829SR
a13.50,
297
296
195
193
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191 0�-192 l
18.15'
190
172
325.53
134.97
173
312.53
134.94
174
312.25
254.94
175
325.25
254.97
--- --
176
325.24
259.97
177
330.24
259.98
178
330.16
292.98
179
325.16
292.97
180
325.15
297.97
181
312.15
297.94
182
311.91
397.94
183
326.91
397.98
184
326.91
400.98
185
329.91
400.98
186
329.90
404.98
187
326.90
404.98
188
326.89
407.98
189
311.89
407.94
190
311.66
507.94
191
326.66
507.98
192
326.65
510.98
193
329.65
510.98
_
194
329.64
512.98
195
417.64
513.19
196
417.70
490.19
197
419.70
490.19
- -
198
419.70
488.19
199
437.70
488.24
200
438.02
352.24
201
420.02
352.19
._
202
420.03
350.19
203
418.03
350.19
204
418.11
316.19
205
426.11
316.21
206
426.13
308.21
-
207
446.41
308.26
208
446.40
310.76
209
448.90
310.76
210
448.86
328.26
--
211
636.86
328.71
212
636.91
310.66
213
638.91
310.67
214
638.79
308.67
215
637.47
284.71
216
661.47
284.76
217
661.77
154.54
218
611.77
154.41
219
620.44
105.17
220
598.12
101.24
221
660.18
192.26
222
623.68
192.17
223
623.67
198.67
224
617.17
198.66
225
617.12
221.72
226
497.62
221.43
227
497.50
268.43
228
587.50
268.65
--- --
229
587.56
244.65
230
660.06
244.82
231
660.16
203.76
232
630.16
203.69
- - -- -
233
630.17
198.69
234
630.09
233.86
235
623.59
233.67
236
617.09
233.66
237
587.62
221.65
238
446.47
161.26
239
446.46
166.26
240
451.46
166.27
241
451.46
168.27
-
242
448.46
168.26
243
448.45
171.26
244
414.45
171.18
245
414.46
168.18
246
411.46
168.18
247
411.46
166.18
248
416.46
166.19
249
416.47
161.19
.._-_.
250
371.47
161.08
251
371.46
166.08
252
376.46
166.09
253
376.46
168.09
254
373.46
168.09
-- -- --
255
373.45
171.09
256
359.45
171.05
257
359.46
168.05
258
356,46
168.05
259
356.46
166,05
260
361.46
166.06
261
361.47
161.06
262
411.31
231.17
263
411.21
271.17
264
448.21
271.26
265
448.21
274.26
266
451.21
274.27
267
451.19
279.27
--�-------
268
446.19
279.26
'
269
446.18
284.26
270
361.18
284.06
271
361.19
279.06
272
356.19
279.04
273
356.30
234.05
274
359.30
234.05
275
359.31
231.05
276
387.12
310.12
277
387.11
315.12
278
392.11
315.13
279
392.10
320.63
280
389.10
320.62
281
389.09
323.62
282
359.09
323.55
283
359.10
320.55
284
356.10
320.54
285
356.11
315.04
286
361.11
315.06
287
361.12
310.06
288
388.74
473.62
--
289
0
388.73
391.73
476.62
476.63
II
29
391.72
482.
292
386.72
482.12
293
386.70
487.12
294
360.70
487.06
295
360.72
482.06
296
355.72
482.04
297
355.73
476.54
298
358.73
476.55
- _
299
358.74
473.55
300
472.16
345.57
301
643.49
345.97
302
643.16
486.72
303
471.83
486.32
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DRAWNG No. (Q)
CV
8 OF 32
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NOTE:
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ORANGE AVENUE (STATE ROAD 68)
ASPHALT PAVEMENT
PROJECT BENCHMARK
FLORIDA DEPARTMEN! OF TRANSPORTATION DISC IN CONCRETE STAMPED 1-95
85 B 03 FLDT LOCATED ABOUT AT THE INTERSTATE 95 AND STATE ROAD 68
(ORANGE AVENUE) INTERCHANGE, IN MEDIAN, NORTH SIDE OF BRIDGE.
ELEVATION 47.08 NGVD 1929.
20-0'= PROPOSED SPOT ELEVATION SHOWING ROUGH FILL GRADE. ROUGH
FILL GRADE IS CONSIDERED AS BOTTOM OF ROCK BASE IN PAVING
AREAS AND BOTTOM OF SLAB UNDER BUILDING.
EXISTING GROUND SPOT ELEVATION
-17 = PROPOSED ROUGH GRADE CONTOUR
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AREAS AND BOTTOM OF SLAB UNDER BUILDING.
EXI'1TING GROUND SPOT ELEVATION r
-17 = PROPOSED ROUGH GRADE CONTOUR
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A
DRAWNG No.
C10
C10 OF 32
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JT.-BSP
POINT OF SOMI
CON 8" DOUBLE
CHEC VALVEIASSEMBL
PER DETAIL SHEET C-7
CONST. �6' 8"PVC
AT 0.40%
CONS
MH
1
1
I
1
I
I
I
-�fill
0 If
10 It
!Z i! tit O i rt o 0 0 �� p I
Ui04
a rr ° ri it r
Lai
e
to
1,
0C
SANITARY DUMP 1 ;
00TAIL SHEET G1.3
SZST. C.O.L.=18.00'" WYE1___J
if
; OF 6" i� r O
PVC SEWER O 2.0% 1
II Ii �. i '
11 If
I
11 IQ ,1
11 1'
j1
1, II
1
i' CONST. 205 LF OF 6" it
PVC SEWER O 2.07
f
II 1'
1I 1' O
11 11
11 II
11 II
I1 L
1,
J 1,
CONST. 30 LF OF 6" PVC
SEWER 0 2.0% AND
TERMINATE 5' FROM BLDG.
AT INV. EL. 16.00'
CONST. BSP #2
CONST. 43.5' OF 6"
PVC FIRE MAIN
CONST. BSP #1 -
CONST. 40.5' OF 4"
PVC WATER MAIN
CONST. 24 LF OF 4" PVC SEWER
0 1.0% & TERMINATE 5' FROM
BUILDING AT INV. EL. 18.30'
GRAPHIC SCALE
30 0 15 30 60
( IN FEET )
1 inch = 30 IL
CONST. 85 LF OF
8" PVC FIRE MAIN
--
120
0
� CONST. FIRE HYDRANT
ASSEMBLY W/B.S.P. V
(PAINTED YELLOW)
CONST. MH y5
CONST. 56 LF OF
8" PVC FIRE MAIN -
CONST. 8"X8"X6" TEE
WATER MAIN OVER SEWER
�i W/ 18' MIN. CLEARANCE
OR PROVIDE ZO' DIP WATER MAII
_ CONST. 138 LF OF 8"
® _ PVC SEWER 11 0.40%
C ol
N \ 4 l'�S�J j1 -
3 11 II
1
i CONST. 80 LF OF 4" PVC SEWER i i -
CONST. 8"X8"X6" TEE, — , O 1.0% INV. AT GREASE " CONST. 255' OF 8"
L1 30 LF OF 6" PVC WM INTERCEPTOR = 17.26'
I >�& FIRE HYD. ASSEMBLYD.I.P FIRE MAIN
F: ` W/ BSP ,#3 11 1 r
m m 8'
0 0 ; i O CONST. MH #4 -
i i I CONST. 220' OF 4•
ii D.I.P. WATER MAIN
n
_ STORM DRAINS
SEE SHEET C-14 '1 CONST. 55.5' LF OF 8"
II PVC SEWER 0 0.40% ,r CONST 11-1/4' BENDS (2)
- {
O " CONST. 60.5' OF 8"
5' CONST
" D.I.P FIRE MAIN
MH # 11 Q n
'I
r-- u
u
11 11VA
I
I.
D.I.P.
WATER MAIN
;; 11 CONST. 335 LF OF 8"--
PVC SEWER 0 0.40%
1 3 9rr
CONST. 140 LF OF 8" PVC --STORM DRAINS
SEWER ®0.40% SEE SHEET C-14 CONST. MH �'3 - 1'
yJ a ; 1 46" OAK ; CONST 11-1/4' BENDS (2)
I CONST. METER AND RPZ BACKFLOW 'll 1l
PREVENTER ASSEMBLY 'li CONST. 69' OF 8"r
1x PER, DETAIL SHEET C21. 1 ONS 4" F VC 0 1.0 MIN. J 1,t, PVC FIRE MAIN
w '' WA O R S WER 11 5' ,111
0 18" LEAR NCE (" II11
„ -----
2 Co CONST. 44' OF 4"
$ vi 00 i CO ST. .D.C. I, ", PVC WATER MAIN
AtO `60---
O CONST. 30 LF OF 8" PVC FIRE MAIN CONST. 393.5 LF OF 4" PVC WATER MAIN n
, 1 1 , in 11
CONST. 390 LF OF 8" PVC f1RE MAIN ,1
20' D..P. TERtLE
RE MAI UND R �l
'II ST M W 18" IN. VICE �' 4
y (: SHE T C 21)
1 10'
46" OAK E�\ - -- 24" OAK
0
t
17' 11 fV \\ II
\
if
2
11
4" PVC FM
20' OF D.I.P. WATER/FIRE MAIN UNDER
�i STORM W/18" MIN. CLEARANCE
(SEE SHEET C-21)
39.44'
'--'� 2" WATER SERVICE NTH
6' REDUCED PRESSURE ZONE
"-' BACKFLOW PREVENTER (BY FPUA)
..1� EXISTING BILLBOARD STORM ATER DETENTION AREA
Lo
Z Z TO BE REMOVED
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U Z
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13
U
h
W 0
n O
TOE Of SLOPE
TOP OF BANK
.0
10" OAK
NOTES AND LEGEND
OASPHALT SERVICE DRIVE (10' WIDE) SEE SHEET C-14)
O6' CHAIN LINK FENCE WITH 12' DOUBLE LEAF GATE. PROVIDE WITH
CHAIN AND PADLOCK FOR FT. PIERCE UTILITIES AUTHORITY.
OCONSTRUCT 6' DIA. LIFT STATION WITH VALVE VAULT AND CONTROL
PANEL PER FT. PIERCE UTILITY AUTHORITY STANDARD SPECIFICATIONS
SEE SHEET C-12
Oq ALL WATER AND FIRE MAIN FITTINGS TO BE MECHANICALLY RESTRAINED.
LEGEND:
F.D.C. = Fire Department Connection
B.S.P. = Bacteriological Sampling Point
STANDARD WATER AND SEWER SEPARATION SIAILMILM
1. Sanitary sewers, force mains and storm sewers should cross under
water mains whenever possible. Sanitary sewers, force mains and
storm sewers crossing water mains shall be laid to provide a
minimum vertical distance of 18 Inches between the invert of the
upper pipe and the crown of the lower pipe whenever possible.
Where sanitary sewers, force mains and storm sewers must cross a
water main with less than 18" vertical distance, both the sewer
and the water mains shall be constructed of ductile iron pipe
(DIP) at the crossing. (DIP is not required for storm sewers).
Sufficient lengths of DIP must be used to provide a minimum
separation of 10 feet between any two Joints. All joints on the
water main within 20 feet of the crossing must be mechanically
restrained. A minimum vertical clearance of 6 inches must be
maintained at all crossings.
All crossings shall be arranged so that the sewer main pipe
Joints and the water main pipe joints are equidistant from the
point of crossing (pipes centered on the crossing).
Where a new pipe conflicts with an existing pipe with less than
18" vertical clearance, the new pipe shall be constructed of DIP
(except storm sewers) and the new pipe shall be arranged to meet
the crossing regylrements above.
2. A minimum 10 foot horizontal separation shall be maintained
between gm type of sewer and water main in parallel
installations whenever possible.
In cases where it is not possible to maintain a 10 foot
horizontal separation, the water main must be laid in a separate
trench or on an undisturbed earth shelf located on one side of
the sewer or force main at such an elevation that the bottom of
the water main Is at least 18 inches above the top of the sewer.
Where it is not possible to maintain a vertical distance of 18
inches in parallel installations, the water main shall be
constructed of DIP and the sewer or the force main shall be
constructed of DIP (except storm sewers) with a minimum vertical
distance of 6 Inches. The water main should always be above the
sewer. Joints on the water main shall be located as far sport
as possible from joints on the sewer or force main (staggered
joints).
3. All DIPshall be class 250 or higher. Adequate protective
measures against corrosion shall be used.
4. Maximum obtainable separation of reclaimed water lines and
domestic water lines sholl be practiced. A minimum horizontal
separation of five feet (center to center) or three feet
(outside to outside), sholl be maintained between reclaimed
water lines and either potable water mains or sewage collection
lines. A minimum vertical clearance of 18 inches must be
maintained between reclaimed water lines and potable water mains
or sewage collection lines. At crossings provisions of FAC Rule
17-604 and 10 States Standards apply.
SANITARY
MH
SCHEDULE
MH #1
RIM EL. =
22.00'
N. INV. =
12.77'
E. INV. =
12.67'
MH #2
RIM EL. =
20.92'
N. INV. =
13.90'
E. INV. =
13.43'
S. INV. =
13.33'
MH #3
RIM EL. =
21.31'
NE INV. =
14.87'
W. INV. =
14.77,
E. INV. =
16.50'
MH #4
RIM EL. =
22.40'
N. INV. =
15.19'
SW. INV. =
15.09'
MH #5
RIM EL. =
22.50'
W. INV. =
15.84'
S. INV. =
15.74'
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A V E N U E
S 87.14'05" W
(State Road 68)
1
719.OS
DATE : .
DRAVANG Na
C11
L 11 OF 32
es
ALAlmiml COVER (10M. W 16W) ,
6 AT R EACH WAY
RE 'TIT SLAB 12901ORI G
DIS0 OR ADDITIONAL
/EMmmiaBA,DB
1-ll
LAM )
V I.D. PEECAST SRI
SELL BOC". ASTM
C-476 T AMESON
'T- LINING
STAINLESS STD,
CHAIN OR CAAWE
POWER Caw
94%UENT A:
LAG POMP ON
Rr C
I
LEAD Pullp ON
M
Ba D
PUMP on
c
A LM. E
aeour DR.LBT
IQYV. G �-
r
SArarY CHAIN HOOK
r ALUMINUM CA" 90LOER
r STIIMILw 3712L
GLIDE MR BRACUT
21".. A
r Jr
BVM ."' AIL CONNELTLON
SaNSOR CABLES
Z' PLPE AT
R SLOPE
TV Clars
VALVE PIT
Disnu r,
r ADN. DI 1/4 ID KING
[HEC'E VALVE
PIPING•• P.N. EC-200-•T
STADDESe
STEEL GGDLE
EAR WITH
SUPPORT�
r X 4" AMDUCM r0
•. XWff • AS REQUIRED
BIBIHAECE
HEAD
MIN.
1 6 AT IL" EACH WAY TOP a WfflDM -�
NOTS,
1. AM DrMMM CONCRETE SURYAC68 OF WET WAR. NOT COVERED
WTIH AMASON 'T-LOW RRATJ. HAVE 2 COLTS OF COAL TAR 1PUy.
2. 'T-LOCr SHATI. AL90 BE ISQU® ON THE INTERIOR Of 'TOM
TOP SLAB.
• a r PEWS AM USED INSTAL r X 4' RMUCM AT PUMP DlS=RGE.
LIFT STA77ON SECTION (L-1)
1
6' I.D. WEr WSLY
Mm.
POWER CABLE
PUMP 31222
GUIDE BARS
W-4' DIA.
BMW FOR RTADRIBBB SIM ANCHOR DOLTS
ISLAIL R DBDIBD A 1@mmu or 4' INTO
BOTTOM or WET WELL a ROCIS BRUL HE
GROUTED IN PLACE WITS NON -SHRINE GROUT
ALL ANCHOR BOLTS. HUTS a TAMORS TO
R STAINLESS BTESL,
ErAmD WTR1.
SAM CHAIN OR
CABIB
- PUMP /1
GROUT VIIISP
D10T7UY 9LA8
WET WELL
,
'MOM
TOP SLAB ALIT SHOWN FOR CLARITY
PLAN VIE1V (L-4)
ALUMINUM COVE$ COMPLETE ►TI8
SrAJNIANS SIM ACCS----
// 6 (TOP a DOTTIOM)
X' 3' LONG
/ 0 (TOP a BOTTUM)
X 0' LONG
Z - 6 (TOP a D&ITUM)
EACH/STAR OF OPENING
TOP SLAB "T HELL (L-5)
ALUMINUM CORER, COMPS TE WITH
:iT'AffdW8 S793L Amen Ft
Jim PLEStais
ar71s SIM)
�
,. [ , .. /_:.:. r : ; .. ,:.., .: .} . 1. T'OP STAB NOT SHOWN FOR CLARITY.
'
'
'..:Y„a
,'t .... ..,•'
E. TALI= PEW a PTTTDVGS ALL Jr LD.
. :....
r rear A AERIE T
RAr GATE VALVE!
WALL CONNRCTTON
A
lto
A
L��iipppp
°
J
to
7rOX=
HOSE DNB ITIN
GIVE PAL7d/
''•
MAIN
BACEFLOW BEVIES
~
4'X 4' SO'
17�
ALUMINUM CDVR
(JUN. 30' X AS')
TO / 6 AT Mr- xim ar P •
'TOP
BOTTCW (AIR ALAI
1NTNPOIN3W PLAN' FOIE
ELEV. A
AORemr4L ROM M TM)
DJ. 4' COMPANION FLANGE
Flu" QUICK
WITH VRAM NIPPLE TO
CONNECT
emcr OONNECT COUPLING
E...-. .
' . t - -
�r
COUPLING
WITH PLDG
GATE VALVE
a -Or*
1' notKi D COMO -
0' 1 VALVE
ORl7TIEV ESOP SIM
A.
G6 lIILSV PHIIEM
WALL CONN6L7lON —�--�
'
am=
r PHA s .62 SLOPE
GROUT PlusT
•
,. ,fir
••' �-
!RIP 77
y CLR J
0'-r SQ. --I
/ a AT 1r LCH WAY
- �p �.
�IN
AmrTION Aj
VALVE
PIT (L-3)
/ a (TIP A Bon
X 0' LONG
PUMP SrAITON
CON77M PANEL
2 - / 6 /TOP a BOTTOM)
EAAY SIDD OF OPENING
TOP SLAB VALVE PIT (L-5)
L/2' PVC. I /
PIE M" CONDOM
FROM JUNCTION
BOX
GROUND ROD .__
AND CIAMP
TO SERr" Awl
AND ALARM LGI
ALL. FEEL
REMOVAL
IS RRUI
E. .. f;,tiJ11 JU SHAI
CEORB IM
PUTTW TKAIM
(AT REAR DOOR)
POWER CO. AUNT" -.
ALARM HORA
INSULATED THROAT
BUSHING
MIN. 2' SCH®IH8 40 P.V.C.
CONDUIT. MOUNTER ON
(CONrIRM W/PUMP MFOS.)
OOUTSIENCLRUIR.
FRONT DOOR
FLEXIBLE
CONDUng TO
CUNTDOL PAM
CDNML PANEL
PDSINCTM
ENCLOSURE
PVMP8rA7TON CONTROL PANEL
(ENcl su" Nor SHOWN PON
CUR1TT)
INEMA 4 DOB
UNION
DUSK= a SIOU PITS 3139-72
GBRIMTOR RBCZPrALTE
M NISR GRADE
SOLID SIAB
it
TO D271 =
R BTAGGI® M'E NGS TOR EASY
'ALARM LIGHT ONLY, A NEMA 4X HUB
ELEVATION (L-7)
ar
R OR
MO
LT REUDITO MOUNT
CONTEOL PANEL
y FINISHED GRADE
.-I CONCRETE STEM WALL
L'R1ltY1'_yiEX
I& WASSIMS REQUIRED FOR ASSWRUNG )FRAMING SHALL DR
L fiS Ar SQ. TTIRIXG. STAMMISS FIRST. OR ALUMINUM
P7ELSLEfRY
PANEL
EL
DOTES
1. TO CONTAIN POW LEADS AND rLAAT LEADS.
2. SCHEDULE 40 PVC CONDUCT FROM JUNCTION BOX
TO CONTROL PANEL SHALL BE S6112D 0" AT BOTH
ENDS WITH 'PERMAGUM' OR APPROVED EQUAL.
MOLDED JLWC77ON BOX
(L-12)
EARTH SIDE -
UNMllQ
SIYIE Sim
FLEXIBLE
COUPLING BURHAI RING GARFW
DUN. er DIE Z'-0' l4L r HIV. 0' DI
PIPE I PLC
ANDIPIPE
PLOW ---►
UM -FLANGE
ADAPTOR]
SPOOL END PIECE
NON -SHRINE GROUT
INTERIOR SIDE
OF VALVE PIT
HALL CONNECTION
ELEVATIONS
DESCRIPTION
A
22.50
TOP SLAB GRADE
B
12.83
INFLUENT & ALARM ON
C
12.30
LAG PUMP ON
D
11.80
LEAD PUMP ON
E
10.80
PUMP OFF
F
8.30
TOP OF GROUT
G
8.13
TOP OF BOTTOM SLAB
H
6.80
BOTTOM
I
17.50
TOP OF BOTTOM SLAB -
VALVE PIT
BARNEY'S PUMP INC.
5601 POWERLDPE RD.
SUITE 408
FT. LAUDERDALE. FL. 33308
(305)
ATTN:
771-8411 HYDR-O-MONK
BOBBY WHI=Y
HYDRO -PUMP
(305)
583-3303 MYERS
12 N.E. 12 TERR.
AYT W.
ED CANTER
P.O. BOX 24343
FT. LAUDERDALE, FL. 33307
SOUTHEASTERN PUMP CORP.
(305)
734-1949 PEABODY BARNES
P.O. BOX 100727
ATTN:
JOHN VLASTOS
FT. LAUDERDALE, FL. 33310
PUMP MODEL
'UPMBR
slzs
GPM
TDH
H.P.
RJ'.M.
VOLTAGE
HYDR-O-MANIC
7.35'•
180
42
5
1750
23OV/3A/
S4NX
MYEILS
7.26'0
180
42
5
1750
230V/3g
4VX
PEABODY HARM
750'0
180
42
5
1750
23OV/0
4.M
GENERAL NOTES:
R/SrSpTXs - s�ANWARER( DOLTS 1. 316 STAINLESS STEEL NUTS & BOLTS FOR
L41T LOCEWASHEB a FIJTWASOER) ALL PIPING IN WET WELL & VALVE PIT.
sIDE T7SIr 2. SPOOL PIECES ONLY IN VALVE PIT. NO
PVT I[0UN M RACK (L-e)SECURE TO PIPE SUPPORT UNI—FLANGE ENDS.
MT Hours (II7H SCRE®N) TWO STAINLESS STEEL HOSE CLAML
TH 'IBB
aIARM LVISffi� E MOUNTED FOR
REDUCED PRESSURE BACKFLOW
LAE TOP PREVENTOR (BY CONTRACTO
BALL VALVE WITH
NY CABINET AP TEST COCK (TYPICAL,
9� PANEL ACcaw u"
SEE NOTE i12GRADE
HANDLE TO BE CAPABLE of
Accnloro,0RArINPAI
c P,RDfocq SEE NOTE #1
LOUVERS B077UN OF DOOR
a- PTANGN DN37OE .. WITH 9CRmN
JOIN
J. ATTACH ENCLOSURE TO STMf WALL WITH A MDNIMUN OF
a STAM/M STEEL DRUMM ANCHORS.
& EMZreUR SHALL BE Of 1/6' GAUGE 6062 ALUMINUM.
n2= PANEL ENCLOSURE (L-8)
�- 2' GALVANIZED SUPPORT
PIPE FILLED WITH CONCRETE
NOTES,
1. TYPE 'K' COPPER TUBING (SOFT DRAWN) OR POLYETHYLENE TUBING SDR 9
COPPER TUBE SIZE.
2. BOTH RISERS SHALL BE TYPE 'K' COPPER TUBING (HARD DRAWN) WITH COPPER/
BRASS 'SWEAT' FITTINGS AND ADAPTERS. ONLY LEAD FREE SOLDER AND FLUX
SHALL BE PERMITTED.
HOSE BIB W/ Rn BAC"WE PREVENTEB
it
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DATE
DRAINING No.
C12
12 OF 32
70 i
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MATCH LINE "A"- SEE SHEET C-19
21.46"
20.96
21.56'
�.48' O 0.626% 21.06'
SD-16 60' '
92.73' O 0.50.
21.W
I
1
R
� I
r 1
O I
ip I
m I
21.76_ _-- 21.86'
M
N 21.96'
e
CONST. 176 LF OF
�•�- 14
14"X23" RCP O 0.00% /
21.00,
2t.30 20.60'
CONST. 115 LF OF
-- 12"X18" RCP O 0.00% /
SD-17
W
•
O
0
Z
CONST. SPECIAL F CURB
21A2'
2
z.7s'l.75'
SD-20
SD-21
21.70'
L
CONST. 159 LF OF
12"X18" RCP O 0.00% /
I /
21.24' SD-16
20 74 203.54' • 0.50%
20.60
2_0.
_
216
_9-9
2
1
IIIIII
21.20
20
2.01,
21.75'
21.35'
170.
21.94'
S S C- F R
,
F EL SLA A ES
SD-25
SD-26
SEE SHEET C-14 FOR
RV/AUTO PARKING AREA GRAD
SD- 2
CONST. 50 LF OF 14"X23" RCP
W/MITERED END INV. EL. 18.00'
rO
SD-27
I
I
I
I
21_70'
I 21.70'
�- -
20.80' I
I
I
SD-9
j
II 21.40'
CONST. 138 LF OF
14"X23" RCP O 0.00%
,
I
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I
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0l010
CONST. 48 LF OF 14'X23' RCP
MI/MIIERED END INV. EL 1&W
0
NOTE:
1. PIPE LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE TO CENTER
OF STRUCTURE. MITERED END LENGTHS ARE NOT INCLUDED IN OUTFALL
40 0
PIPE LENGTHS.
2. SEE SHEETS C-9 AND C-10 FOR THE LOCATION OF OUTFALL STRUCTURES.
r
SEE SHEET C-16 FOR SCALE AREA DETAILS
143.53' O 0.50
�_ • • • • • • • 1.40'
SCALE EL. = 23.20' 0.90,
;• 21 A7' 91.68' C
I
I
SD-15 21.15' 1I
21.50' zo.5o' SD-13
,
I
� ONST. 200 LF OF 12"XI8" RCP 0.0%
- I
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21.e0' 20.74'
I
2os4 2150' 1
I
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,
, 1V --- 20-98'
1--
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1
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I
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20.97'
I
20
2�
ONST. SPECIAL F CURB
2L
20.
z,so' SD-14•
20, 50'
CONST, 137 LF OF
12"X18" RCP O 0.00%
21 44'
I 22.01 - SD-11
I
_ I
-- 1
I
--- I r
D-t CONST. 203 LF OF
14"X23" RCP O 0.00%
29 .70' � 21.9r � - -
I zo.eo•
1
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21,82' 22.15'
_ I
22.25'
21.75' I 22.04' 21.69' 2
4' -
21.04' 21.67
I
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� I
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I
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' 21.15' 21.15' SD-3
1
SD-5
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21.W
CONST. 127 LF OF i 21.96' t. '
12"X78" RCP O O.00% 21.46' 2o.e6'
22.04'
21.54
I
1
21.59'
21.66' jI �22.01' 0 21.09
sr f- i
--' 22.17' _
SD-6 i 22.6T 22g
I 22.10�
21.60 CONST. SPECI
b\
0
21.39'
I
I 21.35' 20.70'
I
,
CONST. 77 LF OF
12"X18" RCP O 0.00% 1
_ I
1 5' I
2611 I 22.05' 20.50'
20.50' _ 1.1 I 1. 100' O 1.05% ;
SD-7 SD-1
CONST. 30 LF OF
-8 14"X23" RCP O 0.00%
w- mu
CONST. 15 LF OF 0
14"X23" RCP O 0.00%
ONST. MITERED END
NV. EL. 18.00'
20.98' \
a\
o
LO
0
21.44'
rn
20' SO-12
20.50'
137 LF OF
RCP O 0.00%
0
d
i0
0
-------------------
1
1
I
I
I
I
I 21.50'
\
I \`
I
1
I
I
I
I
I
1
I
---- 21.20' ,
0'
0
INV.
o
p
�I
101
20.50'
I
CONST. 137 LF OF
12"X 8" RCP O 0.00%
1
I
I
-y
1 21.49'
I f
o
I
�
I
O
1
--
O
I
1
I
I 21.74'
21.45'
_______ -
20.95
I
r
�I
I
to
;
o
AL F CURB
1 \
m I
92.83' O6501.00%221.35'2115
I 20.8 ,CONST.
J707
15 LF OF12
X18 RCP O 0.00%CONST.
MITERED END
EL. 18.00'
DROP CURB
CONST. 50 LF OF 22"X15" CMP -
W/MITERED
ENDWALLS
N & S INV. = 18.00'
(3 LOCATIONS)
-CONST. MITERED END
INV. EL. 18.00,
CONST. 15 LF OF
12"X18" RCP O 0.00%
-CONST. MITERED END
INV. EL. 18.00'
CONST. 15 LF OF
14"X23" RCP O 0.00%
4
t- CONST. MITERED END
INV. EL. 18.00'
�CONST. 15 LF OF
12"X18" RCP O 0.00%
LIGHT POLE (TYP)
SEE ELECTRICAL OWGS.
CONST. 15 LF OF
12"X18" RCP O 0.00%
-CONST. MITERED E
INV. EL. 18.00'
GRAPHIC SCALE
20 40 80 160
( IN FEET )
1 inch = 40 ft.
3
STORM DRAIN
STRUCTURE CHART
TYPE
GRATE EL.
INV. EL
SD-1
TYPE C
20.50'
18.00'
TYPE C
20.50
18.00'
pS�D-2
N 'D-3
TYPE C
20.50'
18.00-
SD-4
TYPE C
20.50
18.00'
SD-5
TYPE C
20.50
18.00'
SD-6
TYPE C
20.80
18.00'
SD-7
TYPE C
20.50
18.00'
SD-8
TYPE C
20.70
18.00-
SD-9
TYPE C
20.80
18.00'
SD-10
TYPE C
20.70
18,00'
SD-11
TYPE C
20.50
18.00'
SD-12
TYPE C
20.50'
18.00'
SD-13
TYPE C
20.50
18.00'
SD-14
TYPE C
20.50
18.00'
SD-15
TYPE C
20.50
18.00'
SD-16
TYPE C
20.60'
18.00'
SD-17
TYPE E
20.60'
18.00'
SD-18
TYPE E
20.60'
18.00'
r1i
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DATr
DRANING No.
C13
C13 OF 32
SEE SHEE C16 & C17
FOR OIL/WATER SEPARATOR -
EFFLUENT Pi NO DETAILS
SEE SHEET C17
(y ENTRY DRIVE A FOR ENTRY DRIVE
t END CURB W/3' TRANSITION -
PER FOOT INDEX 300
W
Z
J
r
H
0'
W
0_
O
K
2
w z
SEE SHEETS C15 & C16 FOR SURGE TANK, OIL/WATER
SEPARATOR AND TRENCH DRAIN LINE SIZING AND GRADES
22.05' /
220 '
A21.83' 21.74' 2 21.96'
21.Bd� . _
SEE SHEET C13
22.12 GRAPHIC SCALE
2224' 22
.4 _-.`. , ., 20 0 10 20 40
/ 1 ,-- ,t f
21.74 /f :. 21.92 :' % ,l 'I / 1. �`
.11 a 0 + , � ' • /
.� O
0'7r + l ( IN FEET )
8 , Q -
1 0 1 ++ O i 1 i. rr i ++ Q ++ O / 1 inch = 20 Pt.
. + r + -�'
-------- r O + + 0 +. , + i ' 22.57 ++ i
122.2 + 0 1 i 1- I 2. 22.62'.. +
2 58' 2z.70 21.75 O 22A2 ; CONST. TYPICAL TRUCK
0 r + O + 22. + ASPHALT PAVEMENT SECTION
' ry`_�_-', 1\ i o 22.30' SEE SHEET C23
22.54' 2200' l � -� 1 I 27.80 2220'
21. 222L;, - �� , 21.7o CONCRETE PAVEMENT
PROPANE Q �- 1\ IN SERVICE AREA
22.L2' 22.56'
21.92' 2206... ; �����__ 22.5�---' 21.50'
• ____ _____, � CONST. SPECIAL TYPE F CURB
O I 22.00' 22.50' 2250' 21.82
271V SD-25 21.50 22-m 22.00' 2t 32
60'2 5 ' 22 46" - I 22.00' -
g0' 12.08' 21.96 21.80' 21.57 50' . 21-
. 1.00X 21.65 15 21.01' 20.92' 22_54' .
2204'
TRENCH DRAIN --
p 21.40'0
_ 80' 22.29' I I 21
(SEE SHEET C15 & C16)
/ CONST. TYPE .CONST. H.C. RAMP
F CURB 2242
2 17 21.22I_ SEE SHEET C23
221.87 I &5' .20'
21,28' .0' 21.5 21.35' 21.70
2.0.80' 21.90 Lj
21.02�
SEE SHEET C15 & C16 r
- FOR DETAILS
22.48' zz 22.35 OF FUEL ISLAND o 1
21.9 � 22.19' 21.95' �
�\ & TRENCH DRAINS o
I® U -doll-
END CURB W/3' TRANSITION 1O Q
PER FOOT INDEX 300 EDGE OF CONCRETE SLAB I =
21.W 21.84' -
/� x
12"XI8 112 LF
X18" RCP zz.19' 21.77' �
M
I - EDGE OF tO I ROOF TROUGH DRAIN
p CONCRETE SLAB SEE SHEET (31.5 (TYP.)
z INV. 1887' 2
SD-21
ICONST. 94 LF
14"X23" RCP
SD-23
CONST. 122 LF
14" X23" RCP
..
O
I _
..
4" PVC
U
ID 1.DRA
..
21.6e'
1.O0X .I
_
TRENCH DRAIN
CONNECT TO CANOPY
SEE SHEET C16)
22.19'
ry1RAINS (TYP. 3.'LOCATIONS)' I{
22.64'
INV.I AT CONNECTION = 19:00' 1
.
� 22.14
.
21.77' 21.50
22.19'
__ _
INV. 18.55'
�T1,
4" PVC
0
Y 22.6V
CONST. H.C. RAMP
O
22.14
SEE SHEET C23
1.DOX
v�
o
" PVC UNDER TRENCH
Rom`
DRAIN (TYP. 3 LOCATIONS)
I.
v
d
SAN. SEWER - SEE SHEET C-11
I :
�'
6" PVC
a 1.00%
4" PVC 71
2 215
�
.le.x2'
INv1
D-26
l9' 21.7T 21.7T
Z2 25' - -
1.89'
i i
1
I
CONST. 92 LF
i
" 12"X18RCP
---
2225
I
.
i
CONST. TYPICAL AUTO/RV
`-
ASPHALT PAVEMENT SECTION
-
22.01'
SEE SHEET C23
z211'
21.50' 20.48, I
21.00' 20.98' II
21.42• 1 21.43'
20.92'
21_50'
21.00'
SD 22
-C NST. 2 LF OF 12'X18' RCP
1
CONST. TYPE F CURB
- 1.80' ' 1.70'
N
0
00
N
/J/ N 22.11. m
21.97
CONST. 96 LF
14"X23" RCP
46" OAK
22.15' 22.51'
22.18' 22.46'
2210' 22.0'
21.80 21.80
22.00'
21.82
CONST. H.C. RAMP
SEE SHEET C23
CONST. H.C. RA
SEE SHEET C23
CONVENIENCE STORE
& RESTAURANT
F.F.E. = 23.00'
r
ROOF TROUGH DRAIN
SEE SHEET G1.5 (TYP.)
LIGHT POLE (TYP)
CONST. H.C. RAMP SEE ELECTRICAL DWGS.
SEE SHEET C23
21.82' 21.68-'l- � 21.D:S:
21.
21.55' 21.77' SEE SHEET C23 FOR CONST. TYPE F CURB (TYP)
21.06' 21.27' HANDICAPPED SPACE DETAILS
_80 (TYPICAL 6 SPACES)
SD-27
21. 5' 1.7 '
21.05' 21.20' 21.79
z1.7o'
21.29
65"
21.66' 21.95- 21.71
' 0
121.33' 21.42 `- _ 21.57
T ICAL A TO/RV
T AVEME T SECTI
rFA C23
z w
I' 2282
21.rr � zi.w
22.01' 21.47
CONST.
21. 9'
TYPE F CURB
-
1
21.95'
22.01'
21.95'
WATER AND FIRE MAINS
SEE SHEET C-11
21.,
20.89
21.45'
21.45'
20.
21,93
21.43
0.70' 21 80
20.70'
9 ®D. 67X
21.8V
21.30'
21.80
21.30
100' ®0.6
20.
00' O.6OX
100.1
21.26'
-
20,76,
SD-28
SD-8
S'D-24
CONST. 50 LF OF 14"X23" RCP LIGHT POLE (TYP.)-7
46" OAK
CONST. 48 LF OF
14"X23" RCP
W/ MITERED END INV. EL. 18.00' SEE ELECTRICAL DWGS.
I
W/ MITERED END
INV. EL. 18.00'
I
I
FOR GRADING
THIS AREA SEE
SHEET G1.5
GONG TYPE F' CB STORM DRAIN CHART
SD-5 SD-23
TYPE C INLET TYPE C INLET
GRATE EL.- 20.50 GRATE EL.= 20.70
INV. EL.= 18.00 INV. EL.= 18.00
SD-6 SD-24
TYPE C INLET TYPE C INLET
GRATE EL.= 20.80 GRATE EL.= 20.60
INV. EL.= 18.00 INV. EL.= 18.00
SD-7 SD-25
TYPE C INLET TYPE C INLET
GRATE EL.= 20.50 GRATE EL.= 20.90
INV. EL.= 18.00 INV. EL.= 18.00
SD-8 SD-26
TYPE C INLET TYPE C INLET
GRATE EL.= 20.70 GRATE EL.= 21.27
INV. EL.= 18.00 INV. EL.= 18.00
SD-20 SD-27
SD-5 TYPE C INLET TYPE C INLET
r 1 GRATE EL.= 20.60 GRATE EL.= 20.80
L3 INV. EL.= 18.00 INV. EL.= 18.00
SD-21 SD-28
TYPE C INLET TYPE C INLET
GRATE EL.= 20.60 GRATE EL.= 20.70
INV. EL.= 18.00 INV. EL.= 18.00
SD-22
TYPE C INLET
GRATE EL.= 20.84
U INV. EL.= 18.00
F- 1. PIPE LENGTHS ARE MEASURED FROM
w CENTER OF STRUCTURE TO CENTER OF
= STRUCTURE. MITERED END LENGTHS ARE
N NOT INCLUDED ON OUTFALL PIPE LENGTHS.
w
W 2. SEE SHEETS C9 AND C10 FOR LOCATION
OF OUTFALL STRUCTURES.
CONST. 127 LF
12"X18" RCP
SO-6
CONST. 77 LF
12"X18' RCP
CONST, 30 LF
OF 14"X23" RCP
CONST. 15 LF OF 14"X23" RCP
W/ MITERED END INV. EL. 18.00'
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-_._
DATE .
DRAVANG No,
C14
C14 OF 32
,r
0
22.01'
21.96'
21.75'
CONNECT 4' PVC DRAIN TO CANOPY
DRAIN PER ARCHITECTURAL PLANS
(SHEET G1.5 DETAIL "D")
INV. AT CONNECTION = 20-20'
(TYPICAL AT 7 LOCATIONS)
CONST. 45.9 LF (14 M) OF TRENCH DRAIN
21 70' PRE -SLOPED AT 0.60% - SEE DETAIL SHEET C76
BEGIN TRENCH DRAIN W/4.8" DEEP K100S-2 CHANNEL SEE SHEET C-13
CONST. SAND TRAP - GRATE EL. 21.72'
NE INV. = 21.00', SW INV. = 20.95', SE INV. = 19.80'
21 72' 21 80' SEE DETAIL THIS SHEET
21 80 e"
CONST. 49.2 LF (15 M) OF TRENCH DRAIN
atoM PRE -SLOPED AT 0.60% - SEE DETAIL SHEET C16
BEGIN TRENCH DRAIN W/4.8" DEEP K100S-2 CHANNEL
72.
O
n�-CONST. 8" PVC O 1.0%
7
S� OpF
O�
00>
CONST. 4' DIAMETER,
TYPE P
MANHOLE - RIM EL.
21.91'
NE INV. =
18.80'
SW INV. =
18.90'
WEST INV. =
18.00'
CONS
12
SEE
22.12'
�c
SPECIAL F CURB \ II
CONST. 49.2 LF (15 M) OF TRENCH DRAIN
21.70' PRE -SLOPED AT 0.607 - SEE DETAIL SHEET C16
BEGIN TRENCH DRAIN W/4.8- DEEP K100S-2 CHANNEL
8" PVC CONST. 65.6 LF (20 M) OF TRENCH DRAIN
PRE -SLOPED AT 0.60% - SEE DETAIL SHEET C16
6' BEGIN TRENCH DRAIN W/4.8" DEEP K100S-2 CHA
- CONST. 10" PVC O 1.0%-
-'� aJo
CONST. SAND TRAP - GRATE EL 21.72'
NE INV. = 21.00', SW INV. = 20.85', SE INV. = 19.80'
SEE DETAIL THIS SHEET SIOPF
1. 009
H-20 DIA. TRAFFIC -LOAD -RATED BELL GRATING
TRENCH DRAW -q-
6' DIA PIPE w/INLET-ELBOW DOWNWARD.
SET PIPE IN CONTINUOUS FUEL -RESISTANT '
SEALANT IN PENETRATION.
e'
SAND TRAP DETAIL
NOI TO SCALE
Z Z
21.96'
CONST. FUEL FARM DRAIN
PER DETAIL SHEET C16
22.05'
22.DO'
OIL/WATER
SEPARATOR
SEE PLANS BY OTHERS
21.7T
21.74'
21.74
OIL/WATER SEPARATOR_
3" INV. IN = 16.70'
6" INV. OUT = 16.60'
CONST. PUMP STATION -
SEE DETAIL THIS SHEET
SPECIAL F CURB
4" PVC PUMP -
EFFLUENT MAIN
CONST. 8" PVC
OVERFLOW LINE
r. 10 PI111AP
I SANITARY TEE ON 6" DIA. PIPE OUTLET
SET IN CONTINUOUS FUEL -RESISTANT
SEALANT IN PENETRATION.
36" DIA. REINFORCED CONCRETE PIPE.
• CONCRETE SLAB w/ #5 REBAR
O 8r O.C. EACH WAY
1?"
18.0'
i
CONST. 10" PVC 0 1.05F
SEE
CONST. SAND TRAP - GRATE EL. 21.69'
___NE. INV. = 19.45', SO. INV. = 20.69'
SEE AIL THIS SHEET
2'-0" CONST. 85.3 LF (26 M) OF TRENCH DRAIN
PRE -SLOPED AT 0.60% - SEE DETAIL SHEET C16
21.77'
22.12' CONST. 8" PVC O 2.5%
9"
O O
21.77'
22.00' CONST. 12' PVC 0 1.0% 2'-6" 21.69'
-` 1.7T .. _ . 21,77'
CONST. 26.25' (8 M) OF TRENCH 2 � O .� /� � � � � � � O �.
0 O DRAIN PRE -SLOPED AT 0.60%
O o 1.60, SEE DETAIL THIS SHEET 21.96
21.60' o
21.66
BEGIN TRENCH DRAIN W/4.8"
.. .
O O 66`: D K 1005 2 CHANNEL
6" _ ►I. w
0 0. x
p
1
/ .. N -•
21.50' O `
r `` 22.19'
1 75' ® 21 p ® .88- ' 22.19'
0. EL p :.. a
21 92' N n V BEGIN TRENCH DRAIN W/4.8'
DEEP K1005-2 CHANNEL EDGE OF CONCRETE SLAB O ONE (1) PEABODY-BARNES MODEL 4XSE3026A SUBMERSIBLE PUMP, 1150 RPM
3" PVC 21. 6'„21:96:.. 230 VOLT, SINGLE PHASE, 3.0 HP W/8.25" IMPELLER CAPABLE OF 440 GPM
O 10' TDH OR APPROVED EQUAL
22.70' - Q 22.02' O 2" PVC CONDUIT FOR MOTOR CONTROL. LEADS TO CONTROL PANEL
® 22 08' 22.08'
�0 CONST. SAND TRAP - GRATE EL. 21.58' O3 6' PVC DISCHARGE PIPE
IIJJ SO. INV: = 20.95', SE. INV. = 19.25'
z RGE TANK - SEE SEE DETAIL THIS SHEET O4 STORMWATER PUMP STATION CONTROL PANEL CONTAINING THE FOLLOWING:
a ETAIL SHEET C-16 A. PANEL TO BE NEMA 3R LOCKABLE ENCLOSURE
O a
B. ELAPSED TIME METER FOR THE PUMP
INV 16.60' � D. PUMP RUNNING LIGHTS
E. INTERIOR DUPLEX RECEPTACLE
CO ST. 12' PVC F. HAND -OFF -AUTO SELECTOR SWITCH
4 0 RFLOW PIPE G. PANEL TO BE MOUNTED ON TWO (2) 3" DIAMETER GALVANIZED POSTS
22.56' WITH END CAPS.
QS MERCURY LEVEL FLOAT SWITCH CONTROLS
GRAPHIC SCALE
10 0 10 20 40 so
( IN FEEL' )
I inch 20 ft.
CONST. EFFLUENT POND
PER DETAILS SHEET C16
20.
6" PVC TO INV. EL. 1E
AT SD-20 ($EE SHEET
CONST. POND OUTLET
STRUCTURE PER
DETAIL SHEET C16
8' OVERFLO
3" PVC INFLUENT LINE
FROM OIL/WATER SEPAR
PRECAST CONCRETE
WETWELL CONFORMING
ASTM C-76 - 6" WAL
EL 12.5W.
P SLAB
> 8" O.C. EACH WAY
8" PVC OVERFLOW
PIPE
4" PVC TO
EFFLUENT POND
6"
EL. 16.40'- PUMP ON
INV. 21.00'
5
8.
W OFF
-�r
8'-4-
PUMP STATION DETAIL
NOT TO SCALE
I
00
EL 22.75'
_. ...,.
1;
�D
6"
EL. 12.58'
'd
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IL
DATE
DRAWING Na
C15
15 OF 32
H
0
REINFORCING TO BE 0.20 SO. IN/'FT. MIN.
AND TO MEET OR EXCEED ASTM A 185
12" PVC INFLUENT
DRAIN LINE
EL. 16.50'
EXTRA HEAVY DUTY - ACO K100S POLYMER CONCRETE TRENCH DRAIN SYSTEM, PRESLOPED.
DUCTILE IRON GRATING INTERLOCKING, OR APPROVED EQUAL, SEE SPECIFICATION SECTION 02725.
AND FRAME
2' - 6"- 2 - 6"
TRUCK PAVI G SECTION
SLOPE 1" SLOPE 1" I
av n
d' da — CONCRETE
O w d
o < c a
CONTINUOUS REB \�%\ a \� \�j\\ CONSTRUCTION JOINT
/ O CONCRETE
#4 REBAR 0 1 a
8" COMPACTED SUBGRADE
TO 98% MAXIMUM DENSITY
TREINCH DRAIN DETAIL
U.S. FOUNDRY #170 MANHOLE
RING AND COVER WITH THE WORD
"STORM" CAST ON THE COVER
6"
B o
I
M
p. DRAT
EL. 23.00'
INV. 21.00' —
8' SQUARE ` F 6" R\
INV. 16.70' IV. V. 16.70'
GROUT
6
10'-4" SQUARE ^1
ON LOWER DRAIN PIPE
SURGE. rl'ANK
NOTE: REINFORCING STEEL TO
BE #4 BARS O B" ON CENTER
8"
12" PVC
OVERFLOW
5'-10"
3" PVC TO OIL WATER
SEPARATOR
8"
TO STORM
SEWER SYSTEM
TOP OF BANK
EL =
22.0 \
EL
21.0
0
I
iv
EL =
19.0
0
/\
EL. =
16.0
u
2'
MIN.
o �
z w
w Z
EL = 22.00
OVERFLOW PIPE
4" EFFLUENT DISCHARGE PIPE
6'
SPECIAL F CURB
• U.S. FOOUNDRY GRATE NO. -6235
(24"X24") STYLE 544-R WITH FRAME
0
r
6' 21"
SLOTTED DRAI
L
C.I.P. CONCRETE
J
4"
6" PVC ' \\
FUEL FARM DRAI—N DETAIL
24
INV. 20.50'
24"X24"X4" CONC.
SPLASH PAD
7
EL = 19.00
12 MIL SYNTHETHIC
GEO-MEMBRANE LINER 6" THICK ROCK LINER,
(IMPERMEABLE) COARSE AGG TYPE 2
HOLDING POND CROSS—SECTION
6" PVC -
VENT PIPE
N
TOP OF BANK EL = 22.0
EL = 21.0 \
/ 6" PVC 90'
HIGH WATER EL = 20.5 ELBOW
GRATE HOLDNG POND OF
BOTTOM OF HOLDING POND GRATE
EL, =19.0
INV = 18.0 P TO STORM
EL 17.5 SEWER SYSTEM
EL = 17.5 \// /6" PVC TEE
// (TYPICAL)
yx
XN
EL. 16.0
p I>
\ -,\\X \/�/\�/\/�\
6'
2'•N
2'
MIN.
o w
z Z
W �
EL = 22.00
6" PVC OUTLET
OUTLET STRUCTURE
NOTE: SEAMS IN LINER AND AT
OUTLET STRUCTURE SHALL BE
WATERTIGHT TO PREVENT LEAKAGE
PLAN SE -ITION A —A SEC'nON B—B
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DRAWNG Na.
C16
16 OF 32
EDGE OF
TRAVEL LANE-y 17' (5.18m) Minimum
3.6m Required R/W
SOD � SEED 1k MULCH
3' SOD
IKE RIGHT -TURN SHLDR
I .. LANE �
12' MIN. 12, t 4' 11, t 12' -� 1" TYPE S-III ASPHALT MAINTAIN EXIST. SLOPE (2% MIN.) PAVING & DRAINAGE NOTES
5' PAVED SHOULDE +1- 5' ` 1• FC-3 Friction I GRAPHIC SCALE
EL. 18.5' 2" TYPE S ASPHALT
3' SOD I I 30 0 15 30 60 120 1. The Contractor and/or construction surveyor shall verify the
/-EL. 19.0' EL. 18' fJIII
I 1" TYPE S ASPHALT elevation of the benchmark shown on construction plans. Verify
--_-_------- _ -_-____---- _-_-,----- II elevations f construction
n an Engineer if any
I a o en t, subouts and structures
I before starting construction and notify theEngine a y
discrepancy In elevations exist
EDGE OF PAVED \ i ug 1.g - -'�' 1+-_v ( ITT ) 2. The Contractor Is herein advised that 'retard drawings will be
SHOULDER
1 inch = 30 f{. performed an the project which will reflect the elevation and
EL. 11.00' TYflocation of all structures and improvements on the project.
EXISTING GROUND STABII i1N� These "record drawings" wit! be utilized by the Engineer to
SLOPE NOT TO EXCEED 6H:1V TYPE B determine conformance of the ro' ct to required tolernces as
GUARDRAIL
i
IRON ROD
STA 41+58.943 (METRIC)
STA` 136+44.66
\\\ 13777+1C
\ 14' LT.
137+00
( SOUTHBOUND CENTER TURN NORTHBOUND I
LANE LANE LANE
EXISTING ASPHALTIC CONCRETE • STABILIZATION y permitting / p approving Pagencies.
14" CEMENT OOUINA set forth b ablish d and or a rncie orbits meti
SHELLROC OR 100 fo the project
ject to be accepted for final certification and
CANAL SECTION 9 CEMENTED COQUINA approval
EXISTING SUBGRADE 13HELLROCK (LBR 100) 3. Pipe lengths shown on the plan are approximate and the governing
STA 138+50 TO 149+13 criteria is the intended location of the drainage structure.
4 D' t rb d r shall be restored to their on inal condition All
SECTION
le e a sae g
unpaved and unsodded areas disturbed during the construction
TYPICAL
ROADWAY
WIDENING
shall be seeded and mulched in accordance with Section 570 of
the Florida Department of Transportation Specificatims. Sod shall
meet the requirements of Section 578 and Section 981 of the
Florida Department of Transportation Specifications.
5.
Signing shall be "Engineer Grade", In accordance with the
U_
Florida Department of Transportation Standard Specifications,
W
Manual on Uniform Traffic Control Devices and St. Lucie Canty
+� qt�
SEE
SHEET C18 F04 ROADWAY WIDENING GEOMETRY
AND ROADWAY STRIPING
_J
stop shall be 3o"x3D'.
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6.
es,sigc
Concrete for structures, curbs, wheel stops, parking, loading
a far
Concrete
and sidewalks shall have a minimum 28 day compressive
areas
strength of 3000 psi.
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7.
The contractor shall notify the Florida Department of
in
Transportation at least 48 hours prior to workingin their
BEGIN CO UCTION ^ _- ^- - - - - --___
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OP OF BAN(
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Iron. 1J.39 ^q+.55
right of -way. Permits (ta be obtainetl by the Engineer) will be
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INV. 1339
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8.
All areas of fill, limerock stabilization, subgrode, etc., shall
in
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be composted to a minimum of 98% of maximum density
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accordance with AASHTO T-180.
138+00
139+00
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EAST. STRIPING
140+00
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KI fll Vl"I nllir
141+00
M1
GUARORN
CONTROL
142+00 Box
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143+00
q
EXIST. STRIPING
___
SIGN
144+C
Of
9.
The Engineer and St. Lucia County shall be notified for
inspection of subgrode, bole and asphalt at least 24 hours in
Iadvance
of subsequent construction.
D
rya IV t¢ ,9+ ry° .a A yti__-
t'R�-� 10 Aluminum corrugated meta pipe shallmeet the requirements
SIGNS REMOVE EXISTING GUARDRAIL ExlsT sTRIPma - BEARS N00'08'06"E EAST. STRIPINGCq of - Latest
REMOVE EAST. Gar RORAIL Standard TOc ec Specifications fart Road and Bridge Construction. Late
1 q ESOP _-____--- _.-__-___ ___________ ____------- Vg�--- N` Edition, Section 945. Feld joints shall meet the Florida Dept.
_--______-_.__ ___________ yp �q=
------------------- qAL--- �------------------ -- -- ---------------- ------
+� 9 � ,d- d
___--------'--- \ q ,4+ b � - �-- \q` _-_- 'V�` �_��• o M1�` }1•M1 °C � of Transportation Standard Specifications Section 430-9.
GUARDRAIL • -� \ _. �� ^ EAST TOP aF BANK , , -T ` 20J T- \ I ry O 11. The Florida Department o! Transportation approved local cemented
` + .36 d ry REMOW ExIST GUARDRAIL p
RT - +32.52 +^ 1 PAVED SHOULDER coquino shellrock is an approved alternative to limuock.
4/.5 RT _ C A N A L N 0 3 2 --� � EAST. TOP OF BANK +44.0' RT ,e U 2 RT 14
1LbER9.96 Q-'�I REMOVE EASING 4b' RCP AND DRIW �{,. 12. The Contractor is to verify all existing stubout elevations prior
PAVED SHOULDER - -- ♦ �� 45'R I to construction of on -site improvements. Coordination with
--7q[--_.^..ye +p - ---Y' -y' �� �'"�M'- - REMOVE EASTw6 46' RCP AND DRIVE I I I �g1 the building contractor is required of the site Auk contractor.
11 P EDGE OF PAVED SHWLOER �V_- ` 9.BJ 19.60 --- --- 1 I It \
� �' CONC. �`--Lac--oe��,:.�... _ "' _. _`f�--� -�.a shall BASE CONCRETE 1 15' " ae ' we 13. Reinforced
Flu da Department of RTransPoTtation t5tandard Specifications
TRAFFIC POWER PALE PROPOSED TOP OF BANK EL. 18.7E PROPOSED TOP OF BANK I I Q
1` r 1RAFiIC 18 3 for Road and Bridge Construction, 1ep Edition, Section 941.
r PIPE I I Field joints shall meet the Florida Department of Transportation
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1ff SIGN � �' RT I q T^ Standard Specifiotions, Section 430-7.
r 1O0[ Ora A ' 20.15 20.46 2 .16 I •� V
11 r r =TTTTTTTTT 77TT T T _�- ' I " 14. Erosion and Sediment Control. Contractor is responsible for
1 CONST. GUARDRAIL \e W providing erosion and sediment con trd us'In9 the latest fUOT
I PER FDOT INDEX 400 r /i 1 I standards. Baled hay, straw and siltation barriers will be
CONST. 85 LF OF ' RT Z installed where needed to prevent siltation of adpcent property,
48" RC ® 0.006 . ' public right-of-woy, wetlands and waterways. These will remain
PROPOSED TOP OF RANK I k CONST. TYPE IV END ANCHORAGEi PROPOSED TOP OF BANK J in place until grossing or sodding has been completed or until
8 .9 8 N fe f PEq FDOT I DEX tip 401 I I siltation and erosion are no longer a threat to adjacent property
`q ♦$ , ♦ <R AV .tp ei. 1+ rP aP ,° AP �? .yeA S .P ° I.l I° eA ea
�\ ;i} .I �+ + +e h° \ •° q + and waterway.
TL A� (��t lltkt lV� fit. .14�
N00'O8' 6"E R/W S00'08'O6"W 458.00' R
STA 141 27.11 21.30 ,e4 +S U 15. All materials and construction within the FDOT right-of-way shall
+7214 conform to the FOOT Roadway and Traffic Design Standards
I1 +14.14 CONST. DITCH PER CONST. ONC. ENDWALL
00.02' RT. 100.13 RT. Q (Latest Edition). Stoondard Specifications (Latest Edition) and
i z TYPICAL SECTION A -A PER FOG INDEX 250 the supplements thereto.
11 m BILLBOARD CONSTRUCT GUARDRAIL
BE REMOVED PER FDOT INDEX 400 INV.EL = 11.57' STA 142+11.84 CONSTRUCT GUARDRAIL
11 PER FOOT INDEX 400 16. The applicant's engineer responsible for construction Inspection
1 I > CONST. CONC. ENDWALL shall insure that the maintenance oflraffic plan (MOT) for the
N p PER FOOT INDEX 250 project is in accordance with the applicable FDOT index numbers
1U1 INV.EL = 11.52 (600 series) THe Manual on Uniform
Traffic Control nDevices ford these Streetss and Highways (U.S. Department
CONST. TYPE IV rND ANCHORAGE of Transportaion, FHWA)
PER FOOT INDEX NO. 401
,° EE SHEET C-14 -� - 17. At the end of each work period, any drop-off in the area adjacent
^e+ to the travel way of the State Road shall be backfiiled in accordance
with Standard Index 600 or shall be otherwise protected with
^ temporary barrier watt at the contractor's expense.
18. If the permitted work is on a roadway that has been selected as a
hurricane or disaster evacuation route, the applicant, at the
pre -construction conference Is required to present, as part of the
work plan, an emergency functional restoration plan to address
eventualities such as hurricanes.
19. The Contractor must call the appropriate county traffic engineering
division, hating jurisdiction over the project et least 48 hours, before
any excavation with the FDOT right-of-way to determine the location
of the existing traffic signal interconnect cable.
= SEE SHEET C18 FOR ROADWAY WIDENING GEOMET Y AND ROADWAY STRIPING 20. The location of existing unities shown are approximate only. The
V exact location f shill be determined by the contractor during companies
afterRelocation of utilities shill be coordinated with utility companies after
identification of conflicts by contractor. Contractor will notify
M engineer in advance before any relocation.
21. Before the construction. of this project, the applicant must contact
the Florida Department of Transportation Local Maintenance Office to
14 M1 h schedule a pre -construction meeting. The telephone number is
^ TOP of BANK N 561-465-7396 or 1-8DO-300-8236.
O
TOP aF BANK
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STA 149+58.59
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TOP OE eANN
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EXIST. GUARDRAIL
WARORAIL
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10.0 LT STA 150+20.00
E OF PA T
,,.4 LT i411F14J'►'� KINGS HI HWAY
COr INIX
BOX 1464.00
147+0o
Noo•o7�15°E
EAST. STRIPING
149+00
10.0' LT
150+00 END CO STRUCTION 151+00
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REMOVE
EXIST. GUARDRAIL
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EIegTNG EDGE ➢PAVE3AEf1T
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EAST. TOP OF BANK
-
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+73. 4
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CANAL
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REMOVE
EXIST. CULVERT -
+ 4.
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25.33 RT
7. RT
;, POP SED NEW TOP OF BANK '
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EDGE OF PAVED SHOULDER
:�� 47.4 RT
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PAVED SHOULDER
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EDGE OF PAVED
/� EAST. TOP OE eANK
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4PROPOSED
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65.8' RT
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Fl
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CONST. DITC..
TYPICAL SECTION A -A
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STRUCT GUARDRAIL
PER FOOT INDEX 400
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STA 149+13.42
CONST. CONCRETE ENDWALL
PER FDOT INDEX #250
INV. EL. = 11.06' CONST. TYPE IV
END ANCHORAGE PER
FOOT INDEX NO. 401
81
SEE SHEET C-19
60'
PER FDOT INDEX #250
INV. EL = 11.00'
- BACKFILL EXISTING
CANAL AREA
CONST. NEW GUARDRAIL WITH TYPE IV
END ANCHORAGE PER FOOT INDEX 401
CONST. 97 L.F. OF
48" RCP ® 0.006%
NOTES:
1. Baseline stationing is based Upon the baseline bearing
N 00'07'15" E im accordance with that baselline shown
on plans prepared by Consul -Tech Engineering for FOOT
and as provided to this office.
2. The West line of section 12 is coincident with the baseline
at station 136+44.66 but departs at that station with a
bearing of N 00'08'06" E, thereby being 0.34 feet east of
the baseline at the ending station of 150+20.00.
3. Overhead power lines and conflicting power poles will be
relocated by others and are not the contractor's
responsibility.
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DATE .
DRAWING No.
C17
C17 OF 32
Z(
I PROJECT DESIGN SPEED = 55 MPH
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