HomeMy WebLinkAboutC201-Site Development Plan-Layout1S: \55960PUL -S1 \DWG \C201 -Site Development Plan.dwg, 9/5/2012 12:30:53 PM, KGilson
EX. STM INLET
- T.C. = 904.23 SO"
V
6 INV- S= 900.60'
s 6 :
h MA HSI t
T C. 90. 0'
1A V. W= 8_/.12
I N10,
S
3'I o.
91 m
RISER
cr;; T.C. =900.4
' EVILLAGE OF WEST CLAY,
\ \ECT1O EXISTING
l 0,010
110 h
6
)OZ2
1
100 L F. SWALE
25
M.F.F.=
907.9
M ryPc3 000
MISAG =996.
GRAPHIC
SCALE
EX. 36" RCP 5a a 25 50
�\ - .W HNt ND
R_r1U
9 ooras
150' WIDE REGULATED DRAIN EASEMENT
FOR THE J.W. BRENDEL DRAIN
(-/L4' EACH SIDE OF THE TILE)
- �6
MFPG =09§
MLAG 9n5
906.0
( IN FEET )
inch = 50 ft.
EX. STM IIET
C_ 899 5
INV SW =8955/
INV NE= 895 -.7
20' D.U. &S.SE.
CI
OONSEED DRIVE-
2 .c.P. @ 0.97
904.32
903.66
7 +97 2y
BREAK
0.759 8 +50
AK +
288-
2.089.
7 L F. 12" RCP. ®1 2%
0 28 L.F. 15' R /P. ® 089%
0 L
8
F.=
M.F.F.=
008 -1
nn
019 '
mm '
coo a
II II I
000_1
1
906 1
Ja t o
i! 2.07% .V2.
15' R.D.E. 6)
t 4-
' 20
.7
50' WIDE REGULATED DRAIN EASEMENT
FOR THE J.W. BRENDEL DRAIN
TO BE REDUCED TO .35 EACEI SIDE
9(
VAR. R
j �n__904 s> sW-t �
897
895
84
160 L f. 18" R.CP- 0 O 75%-
15 RIDE.
.1000 NfW \O, ,)
(0,02 0� IIM.F.F_= o
'cIOL m « 906 -0 SM
NEE -11p =
2 \90
INSTALL 10' CMP
AT END OF PIPE
W /ANIMAL GUARD
S_SD. TO OULET 2
TO RIP RAP INSTALLED-
WITH STR. #416
RISER
T.C. =905.6
15" R.D.E.
(SEE SHEET 0603
FOR NFO ON SSD
R \ .
2 10 YE
EELEV 97.37
>xc\ \
\ \B/OTTOM L V� 387 \70 ooY'
X. A \1190 \\ '
ARM 'g
LE DRAIN
\\
lag LF. SWAfFS.0R2
Po
O
a
OOs \ XL
0.. rtW-
o
�Y '�I ('NNI F F. =r s
6 0 <I 907.9 .`
0 f 0 S yP ?o�
- 67 L.F 1z'
R.C.P ®gaJO us.
9 r)
Ml ms =Repf I' -'
RISER
T.C. =903.2
L./8
895E
897
899
90
5" R -GP. ®1.639
L?
0,L j
7 `DCMOL SI AND REMOVE
tXS[INN 2R Vt9A
15 LF 12'RCP 0050%
� .
340 2 L.F. L F. 12'
Ly" F2�
--.117-431.21N J: I API
.T0 3'R- ENDLE.
19 LE. 12 R .. 0 4.03%
o3 A oy f°e
-060%
1206.201
STRUCTURE TABLE
STR.#
TYPE
T.C.
CASTING
TYPE
DIAMETER
IN
DIRECTION
IN
INV._IN
DIAMETER
OUT
DIRECTION
OUT
INV_OUT
SLOPE
400
MANHOLE
906.25
R -4342
18
E
896.68
18
W
896.58
0.30%
401
YARD INLET
905.37
R -1772
12
EE
897:50
18
w
897.40
0.30%
402
BMP STR.
905.54
Special
12
NE
897.55
12
SW
897.55
0.92%
403
OUTLET CONTROL STR.
R.C.P.
406
405
406 -407
18"
12
SW
898.00
0.92%
404
END SECTION
18"
200.97'
24
N
898.00
406
407 -408
15"
53.61'
405
YARD INLET
904.38
R -4342
21
W
899.05
24
S
898.95
0.53%
406
YARD INLET
906.29
R -4342
18
SW
N
900.16
21
E
900.06
0.68%
407
MANHOLE
908.30
R -1772
15
S
900.95
18
NE
900.85
0.46%
408
CURB INLET
907.23
R- 3501 -L2
15
SW
901.63
15
N
901.53
1.08%
409
DOUBLE CURB INLET
906.78
R- 3501 -L2
12
W
SE
902.23
902.34
15
NE
902.13
0.76%
410
YARD INLET
905.70
R -4342
417
418 -419
15"
12
E
902.70
0.30%
411
CURB INLET
906-78
R- 3501 -L2
0.89%
R.C.P.
420
12
NW
902.43
0.30%
412
YARD INLET
906.75
R -4342
15
W
901.09
18
S
900.99
0.41%
413
CURB INLET
909-10
R- 3501 -L2
12
W
90193
15
E
901.83
0.49%
414
CURB INLET
909 -10
R- 3501 -L2
12
W
902.23
12
E
902.13
0.67%
415
YARD INLET
905-73
R -4342
427
426
426 -STUB
12
E
902.68
0.30%
416
END SECTION
427 -428
I
18
S
895.70
428
427
427 -430
12"
417
BMP STR.
904.09
SPECIAL
15
S
897.00
18
N
896.90
0.75%
418
CURB INLET
903.77
R- 3501 -L2
15
S
897.35
15
N
897.25
2.07%
419
CURB INLET
903.77
R- 3501 -L2
15
S
89738
15
N
897.68
1.10%
420
YARD INLET
904.00
R -4342
12
W
898.13
15
N
898.03
0.89%
421
CURB INLET
903.52
R- 3501 -L2
12
W
898.70
12
E
898.60
1.72%
422
CURB INLET
90352
R- 3501 -L2
12
W
899.09
12
E
898.99
0.97%
423
MANHOLE
905.19
R -1772
12
S
900.95
12
E
900.85
1.35%
424
YARD INLET
904.39
R -4342
12
N
901.40
0.30%
425
END SECTION
I
15
NE
89530
426
BMP STR.
903.07
Standard
12
NE
S
896.35
896.35
15
SW
896.25
1.63%
427
MANHOLE
906.41
R -1772
2
S
E
901
901.44
12
N
901.06
1.39%
428
CURB INLET
906.02
R- 3501 -TR
12
SE
90192
12
N
901.82
0.83%
429
YARD INLET
906.54
R -4342
12
NW
902.69
4.03%
430
CURB INLET
905.86
R- 3501 -L2
12
E
90162
12
W
901.52
0.50%
431
CURB INLET
905 -86
R- 3501 -L2
12
W
901.77
0.50%
432
END SECTION
27
W
89530
433
OUTLET CONTROL STR.
30
W
89530
0.17%
EX.
MANHOLE
907 -56
EXISTING
18
E
895.95
EX2
EX- MANHOLE
899 -37
EXISTING
30
E
895.57
906.08
SLOPE PER
SETBACK
TOP OF WALL GRADE
FINISHED GRADE
BASEMENT SPOILS
ATHERBELL BOULE
L . 12" R.C.P e 050%
- -- STREET
SIDEWALK
DEVELOPMENT GRADE
SWALE
`7 ST. JULI,
CONTACT:
CARMEL UTILITIES (317) 571 -2648
FOR WATER AND SANITARY SEWER
LOCATES
DRAINAGE SUMMARY
SITE ACREAGE =9.366 AC.
OFFSITE /UPSTREAM ACREAGE =OAC. OFFISTE
ALLOWABLE RELEASE RATE 10 YR =3.14cfs
100 YR.=7.54cfs
POST DEV. 10 YR =1.35cfs 100 YR.=7.29cfs
FLOOD STATEMENT
THIS SITE DOES NOT LIE WITHIN A FLOODWAY OR FLOOD
PLAIN PER FIRM MAP 18057CO205F DATED FEB 19, 2003.
VEGETATIVE COVER
EXISTING SITE CONSIST MOSTLY OF GRASS AND WEEDS
WITH WOODS ON THE SITE.
ADJACENT PROPERTIES
NORTH: RESIDENTIAL
EAST: RESIDENTIAL
SOUTH: RESIDENTIAL
WEST: RESIDENTIAL
STREET
907
D
\ \�.\ \1
\ _7
sG -
Minimum Flood Protection Grades
From Sections 104.02, 302.06 and 303.07 of the City of Carmel Storm
Water Technical Standards Manual
1. Definitions
0- Minimum Flood Protection Grade of all structures fronting a
pond or open ditch shall be no less than 2 feet above any
adjacent 100 -year local or regional flood elevations,
whichever is greater, for all windows, doors, pipe entrances,
window wells, and any other structure member where
floodwaters can enter a building.
b. Lowest Adjacent Grade is the elevation of the lowest grade
adjacent to a structure, where the soil meets the
foundation around the outside of the structure (including
structural members such as basement walkout, patios,
decks, porches, support posts or piers, and rim of the
window well.
2 Standard: Lowest Adjacent Grade
o. General
i. The Lowest Adjacent Grade for residential, commercial,
or industrial buildings shall have two feet of freeboard
above the flooding source's 100 -year flood elevation
under proposed conditions.
b- For areas outside a Special Flood Hazards Area (SFHA) or
FEMA or IDNR designated floodplain
i. The Lowest Adjacent Grade for all residential,
industrial buildings adjacent to ponds
shall bec set a minimum of 2 feet above the 100 -year
pond elevation or 2 feet above the emergency overflow
weir elevation, whichever is higher.
IL The Lowest Adjacent Grade for all residential,
commercial, or
industrial buildings shop be set a
minimum m of 2 feet above the highest noted overflow
path /ponding elevation across the property frontage.
nl. In addition to the Lowest Adjacent Grade requirements,
any basement floor must be at least a foot above
the normal water level of any wet- bottom pond
3- Design Notes.
a. Each lot that is adjacent to a pond, open ditch or flooding
source has a flood protection grade. There are instances
where there are multiple different flooding sources for 1
structure. In this case, there should be a flood protection
grade listed for each side of the structure in the event that
piping from the structure discharge to either flood source.
b- Finished floor elevation or the lowest building entry elevation
shall be no less than 6 inches above finished grade around
the building. Also, the building's lowest entry elevation that
is adjacent to and facing a road shall be a minimum of 15
inches above the road elevation.
a
870
1848.01
7
LEGEND
EXISTING CONTOUR
EXISTING SANITARY SEWER
--1 EXISTING STORM SEWER
PROPOSED GRADE
PROPOSED CONTOUR
PROPOSED SANITARY SEWER
PROPOSED STORM SEWER
PROPOSED WATER LINE
PROPOSED SWALE
PROPOSED 5' SIDEWALK (BY HOME BUILDER) (DEVELOPER
-4 -- - -Alto
1
110- t -
W
25
744.7
MFF =752.6
MFPG =753.0
T.O.B.
ELEV .= 903.00
SHALL INSTALL SIDEWALKS ALONG ALL COMMON AREAS)
LOT NUMBER
PAD ELEVATION
4" SSD LATERAL STUB TO LOTS WITHOUT
REAR YARD UNDERDRAINS (LOTS 4 -6)
PROPOSED 6" DUAL WALL RANCOR HI -Q TYPE 4
UNDERDRAINS
MIN. FINISH FLOOR ELEV. IS BASED OFF OF THE BELOW
CRITERIA, WHICHEVER IS HIGHER:
L (l) FOOT ABOVE THE NEAREST UPSTREAM
OR DOWNSTREAM SANITARY MANHOLE
WHICH EVER IS LOWEST.
2. 15" (1.25') ABOVE THE ROAD ELEVATION
3. 6" (0.5') ABOVE THE M.L.A.G
MINIMUM FLOOD PROTECTION GRADE
MLAG =753.0 MINIMUM LOWEST ADJACENT GRADE
4" SSD TO LOT
RISER TC
6" DUAL WALL
HANCOR HI -Q
TYPE 4 SSD
CONSTRUCTION LIMITS
FOUNDATION)
DEVELOPMENT GRADE
TYPICAL LOT SECTION DETAIL
NO SCALE
EXISTING GRADE
T.O.B.
ELEV .= 903.00
4 -- -- 4
110
N.P. = 895.70
6
6
1E
0
OVER EXCAVATE
0.9" FOR SEDIMENT
ACCUMULATION
BOTTOM = 887.70
CROSS SECTION LAKE 1
OPTION 2 (SEE SHEET C801)
NOT -TO -SCALE
TB =901.0
s.
20'
900.0
TB =901.0
SPILLWAY LAKE #1
NOT -TO -SCALE
STORM SEWER FOR THIS PROJECT WILL BE PUBLIC.
ALL STORM SEWERS WITHIN PUBLIC
RIGHT -OF -WAY SHALL BE RCP CLASS Ill.
PIPE TABLE
NAME
SIZE
LENGTH
SLOPE
MATERIAL
UPSTREAM
STR. #
DOWNSTREAM
STR.#
400 -401
18"
240.07'
0.30%
R.C.P.
401
400
401 -402
12"
5.32'
0.92%
R.C.P.
402
401
401 -STUB
12"
8.00'
0-30%
R.C.P.
401
402 -403
12"
48.59'
0.92%
R.O.P.
403
402
404 -405
24"
178.34'
0.53%
R.C.P.
405
404
405 -406
21"
148-79'
0.68%
R.C.P.
406
405
406 -407
18"
149.70'
0.46%
R.C.P.
407
406
406 -412
18"
200.97'
0.41%
R.C.P.
412
406
407 -408
15"
53.61'
1.08%
R.C.P.
408
407
408 -409
15"
66 -09'
0.76%
R.C.P.
409
408
409 -410
12"
158.72'
0-30%
R.C.P.
410
409
409 -411
12"
30.00'
0.30%
R.C.P.
411
409
412 -413
15"
150-69'
0.49%
R.C.P.
413
412
413 -414
12"
30.00'
0.67%
R.C.P.
414
413
414 -415
12"
149.30'
0.30%
R.O.P.
415
414
416 -417
18"
160.23'
0.75%
R.C.P.
417
416
417 -418
15"
12 -07'
2.07%
R.C.P.
418
417
418 -419
15"
30.00'
1.10%
R.C.P.
419
418
419 -420
15"
28.11"
0.89%
R.C.P.
420
419
420 -421
12"
27.31'
1.72%
R.C.P.
421
420
421 -422
12"
30.00'
0.97%
R.C.P.
422
421
422 -423
12"
130.00'
1.35%
R.C.P.
423
422
423 -424
12"
149-78'
0.30%
R.C.P.
424
423
425 -426
15"
33.78'
1 -63%
R.C.P.
426
425
426 -427
12"
340.02'
1.39%
R.O.P.
427
426
426 -STUB
12"
8.00'
1.43%
R.C.P.
426
427 -428
12"
67.19'
0.83%
R.C.P.
428
427
427 -430
12"
15.00'
0.50%
R.C.P.
430
427
428 -429
12"
19.09'
4.03%
R.C.P.
429
428
430 -431
12"
3900'
0.50%
R.C.P.
431
430
433 -EX.2
30"
76 -19'
0-17%
R.C.P.
EX.2
433
EX. -400
18"
210.84'
0.30%
R.C.P.
400
EX.
EX.1 -432
27"
0.00'
0.00%
R.C.P.
432
NOTES TO CONTRACTOR:
ALL PADS SHOULD BE TESTED TO ASSURE A COMPACTION OF AT
LEAST 95 PERCENT OF THE MAXIMUM DRY DENSITY USING THE
STANDARD PROCTOR TEST METHOD.
ANY PRIVATE TILES LOCATED ON THIS SITE WILL NEED TO BE
LOCATED; BREATHERS SET AT THE DOWNSTREAM PROPERTY LINE
AND CRUSHED OR REMOVED ACROSS THIS SITE. IF ANY OF THESE
TILES EXTEND BEYOND THE LIMITS OF THIS PROJECT, THEY WILL
NEED TO BE PROVIDED A POSITIVE OUTLET AND ALLOWED TO
CONTINUE TO FUNCTION, AS IT IS ILLEGAL TO BLOCK OFF A PRIVATE
"MUTUAL" TILE.
CONTRACTOR SHALL VERIFY DEPTHS OF ALL EXISTING ONSITE
UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM THERE IS NOT ANY
CONFLICTS WITH OTHER UTILITIES, STORM SEWERS OR STREETS.
CONFLICTS AFTER CONSTRUCTION BEGINS ARE SOLELY THE
CONTRACTOR'S RESPONSIBILITY.
CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING
TO SCHEDULE A PRE - CONSTRUCTION MEETING TO REVIEW THE
DEPARTMENT'S CONSTRUCTION REQUIREMENTS, STAFF
NOTIFICATION REQUIREMENTS, REQUIRED INSPECTIONS FOR
CERTAIN STAGES OF WORK TO REVIEW THE AUTHORITY OF THE
DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND
PROPOSED CITY R/W.
EXISTING PAVEMENT TO BE SAW CUT TO A CLEAN EDGE ADJACENT
TO ANY WIDENING, AUXILIARY LANES, ETC.
NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN
APPROVED STORM WATER MANAGEMENT PERMIT.
THERE 1S TO BE NO DRIVEWAY ENCROACHMENTS INTO EASEMENTS
BETWEEN LOTS.
UTILITY RELOCATIONS REQUIRED BY THE PROJECT SHALL BE THE
RESPONSIBILITY OF THE DEVELOPER. UTILITY LINE RELOCATIONS
REQUIRED FOR ROAD PROJECTS THAT RESULT IN A CONFLICT WITH
PROPOSED DEVELOPMENT SHALL BE THE RESPONSIBILITY OF THE
DEVELOPER TO RESOLVE WITH THE UTILITY. EXISTING POLE LINES
REQUIRED TO BE RELOCATED TO WITHIN ONE FOOT OF PROPOSED
RIGHT -OF -WAY LINE.
IUPPS DIg ;safely.
Indiana Underground Plant Protection Service
Know what's below.
Cal I before you dig.
REVISED PER TAC COMMENTS
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HAMILTON COUNTY, INDIANA
CLAY TOWNSHIP
DRAWN Bv:
<RC
CHECKED By.
BAH
SHEE NO.
C201
5 & A JOB NO.
55960PUL