HomeMy WebLinkAboutC200 - Site Development Plan-C200841.46841.85842.07 843.77843.54844.86843.57844.26842.71842.46
841.88842.24842.21
843.92842.62842.70
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841.94 842.01842.77
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841.30841.07840.92841.13
840.43840.50838.67838.04838.11840.06839.78839.92839.67836.87836.47836.09836.86836.98838.48836.40836.66836.14836.76838.68837.39836.34836.15835.69836.21836.29836.23836.62836.13840.78840.99841.51841.55840.97841.00840.71840.24840.43837.22836.79837.03836.96836.41836.97836.06836.22836.29839.74838.76838.68840.60840.93839.50840.81840.69840.18840.40840.36841.34840.73841.06841.56840.22834.29
841.18840.72840.90841.90841.73841.67841.28842.12841.06 836.46837.33839.39839.33836.29837.78836.31838.58835.06834.87C.A.#38
C.A. #26
199
311
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SS 35'43'
12'35'27'62'43'2'31'2'12'
47'
20'27'842.56
842.98 842.14841.87841.76840.10840.56
843.84842.98843.72843.85843.57842.59842.80842.53843.31842.84843.83844.35844.46844.05844.32844.14
T.P.842.81844.51844.46844.20844.20844.26844.08844.36844.52844.40843.37843.07842.95844.10843.94844.21844.08844.08842.86844.22843.95843.95844.15844.24836.69836.77849.27849.36847.27843.96845.88P.W.P.845.96846.19847.49
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841.59
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842.52
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EX. 8' PA
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VAR. B.M.P.E.&R.D.E.&U.E.
C.A. #29
VAR. B.M.P.E.&R.D.E.&U.E.&P.A.E.
5' SIDEWALK5' SIDEWALK5' SIDEWALK
850
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JG607
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JG719
JG716
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75 L.F. SWALE @ 3.51%196 L.F. SWALE @ 1.00%1.22%-1.25%
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855.1855.7856.4 856.1857.60.70%
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846845858.7858.830' B-B
W W W W W W W
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MEN
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852.8852.960
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55'
60
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55'60'55'60
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55'60'55'60'55'70'75'60' 75'60' 90'60' 90'55' 55' 90'90'60'
80'65'80'
5
5
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80'65'55'85'55' 65'55'65'55'55'
80'55'T.C.=855.50
T.C.=853.10
T.C.=852.80
T.C.=859.00
150 L.F. 6" SSD
RISER
T.C.=861.1
5' SIDEWALK
10' B.L.
10' B.L.10 ' B.L.
10' B.L.10' B.L.10' B.L.10' B.L.10
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5' SIDEWALK5' SIDEWALK5' SIDEWALKV
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VAR. D.U.&S.S.E.
VAR. D.U.
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VAR. B.M.P.E. & R.D.E. & U.E.847851850843844(PRIVATE)
(PRIVATE)(PRIVATE)(PRIVATE)(P
R
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)VAR. BUFFER&L.B.&R.D.E.34 L.F. 24" R.C.P. @ 0.49%
62 L.F. 24" R.C.P. @ 0.30%
70 L.F. 15" R.C.
P
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@
0
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30 L.F.
15" R.C.P.
@ 0.30%
40 L.F.
21" R.C.P.
@ 0.30%
103 L.F. 21" R.C.P. @ 0.30%
13 L.F.
18" R.C.P.
@ 0.52%
30 L.F. 12" R.C.P. @ 0.30%
21 L.F. 12" R.C.P. @ 0.82%
160 L.F. 18" R.C.P. @ 0.37%30 L.F. 18" R.C.P. @ 0.30%135 L.F. 15" R.C.P. @ 0.30%15 L.F. 15" R.C.P. @ 0.30%
30 L.F.
15" R.C.P.
@ 0.30%
30 L.F. 12" R.C.P. @ 0.30%
15 L.F. 15" R.C.P. @ 0.30%
51 L.F.
15" R.C.P.
@ 0.30%161 L.F. 12" R.C.P. @ 0.31%112 L.F. 21" R.C.P. @ 0.18%75 L.F. 12" R.C.P. @ 0.30%100' WIDE TREEPRESERVATIONEASEMENTD2 D1
I1
H1
E1E2
E3
F1
F2
F3
F4
G2
G3
G4
B1
B2
B3
B4
B5
B8
C1
C2
A2
A1
B6
G5
10' D&U.E.
10' B.L.30' BUFFER & L.B.&R.D.E.30' BUFFER & L.B.&R.D.E.20' D&U.E.&RD.E 20' D&U.E.&RD.E VAR. D&U.E.&RD.E
VAR. B.M.P.E. & R.D.E.& U.E & L.M.A.E.
VAR. D.U.&S.S.E.
& B.M.P.E.
C.A.#8-2
108,267 sq. ft.
VAR. B.M.P.E.& R.D.E. & U.E.
(PR
I
V
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C.A.#8-2
108,267 sq. ft.
VAR. B.M.P.E.& R.D.E. & U.E.
RISER
T.C.=859.1
65 L.F. 6" SSD
857.6M.E.858.0M.E.856.7M.E.860857858859861861100' WIDE TREEPRESERVATIONEASEMENTH2
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83 L.F. 18" R.C.P. @ 0.10%62
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42 L.F. 6" HDPE @ 2.38%
41 L.F.
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@ 1.00%
42 L.F.
6" HDPE
@ 1.67%
58 L.F. 6" HDPE @ 3.00%
68 L.F.
18" R.C.P.
@ 0.39%
850 846847848849851852
850846847848849851852WWW
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C.A.#8-2108,267 sq. ft.VAR.B.M.P.E.& R.D.E. & U.E.C.A.#8-2
108,267 sq. ft.
VAR. B.M.P.E.& R.D.E. & U.E.
MFF=854.80
MFF=858.75
MFF=855.95
MFF=857.45
MFF=856.65
MFF=861.00
MFF=856.96
MFF=858.40MFF=859.78MFF=860.66
MFF=861.25MFF=861.25
MFF=861.25
MFF=856.30
MFF=859.90
MFF=858.90
MFF=857.60
MFF=854.10
MFF=854.44
MFF=854.01
MFF=854.44
MFF=854.40
MLAG=848.0MFPG=848.0MLAG=853.9MFPG=853.9MLAG=853.9MFPG=853.9MLAG=853.4MFPG=853.4
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MLAG=853.9
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10YR = 847.33
100YR = 848.46 MLAG=848.0MFPG=848.0MLAG=845.0MFPG=845.0
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MLAG=848.8
MFPG=848.8
MLAG=849.0
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859.73
859.90
860.23
859.54
859.87
858.92
859.25
858.94
859.27
859.42
859.75
860.00
860.33
859.52
859.85
860.27
860.60
860.03
860.36
859.80
860.13
859.71
860.04
859.53
859.86
859.99
860.32
850.94
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851.60
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855
854 845843844
846 850846847848849851852853850851852853847848849
855
856
857
846
847
84
8
849 845850
843844846847848849851852
853 850846847848849851852853845845844854853
851850849848847 8468
4
7
8
4
8
8508
4
9
8
5
1
8528
5
3
8
5
48558568578578
57858853
853853853854854855
855
854
842861860858858857
85
8
8
5
9
857
857858859859858857855856857858859
861
860
859860
857
856 8568558558 5 4 854854857
86 0
860 859 858
845
84384
4
84
6
847 85385
3
851
851 853841
84
3 842841843
8
4
2
845
842843844
844
845846847848849850851
852 853
853854853855856
859858 857859858857857856855859
862
860
T.C.=859.50
844844843842856857858859859842843
RISER
T.C.=853.9
RISER
T.C.=858.1 249
L
.
F. 6" S
S
D
10
'
D
.U
.
&
E.
C.O.
C.O.
C.O. w/ BEEHIVE GRATE
(SEE DETAIL 1299CGD -
SHEET C802)
C.O.
C.O.
C.O.
C.O.85585685785885985986085685785885986185
5
85
486186285585385
4
85285384115' T.P.E.15' T.P.E.15' T.P.E.84
285084884950' D.U. & S.S.E.& I.E.E. & P.
A .E.50' D.U. & S.S.E.& I.E.E. & P.A.E.5
0
' D
.U
.
&
S
.
S
.
E
.& I.
E
.
E
.
&
P
.A.
E
.
50' D.U. & S.S.E.
& I.E.E. & P.A.E.
9+60.23
853.15
GRD.CHG.
13+60.32854.07GRD.CHG.12+47.26853.45LP
10+00.00
852.96
LP
11+47.99853.90HP
C.O. w/ BEEHIVE GRATE
(SEE DETAIL 1299CGD -
SHEET C802)
C.O. w/ BEEHIVE GRATE
(SEE DETAIL 1299CGD -
SHEET C802)
SSD INV. 842.00
253 L.F. 6"SSD
@ 0.50%
TC. = 844.42
SSD INV. EL 841.92
TC. = 844.21
SSD INV. EL 841.71
TC. = 844.37SSD INV. EL 841.87
TC. = 844.13
SSD
INV. EL 841.63
TC. = 843.86
SSD INV. EL 841.36
TC. = 843.92
SSD INV. EL 841.42
TC.
= 843
.
50
SSD
INV. EL
841.00
TC. = 843
.
80
SSD
IN
V
.
EL 841.30
SSD INV. 840.73
TC. = 843.40
SSD INV. EL 840.90 T
C.
=
8
4
3.3
0
S
S
D I
NV.
E
L
8
4
0
.
8
0
C.O.
C.O.
C.O.
C.O.
RISER
T.C.=851.9
INV.=849.9
79 L.F. 6" SSD 856857858855854SSD E. INV.=849.11
STRUCTURE TABLE
STR.#
A1
A2
B1
B2
B3
B4
B5
B6
B7
B8
C1
C2
D1
D2
E1
E2
E3
F1
F2
F3
F4
G1
G2
G3
G4
G5
H1
H2
I1
I2
TYPE
END SECTION
OUTLET CONTROL
END SECTION
MANHOLE w/2' SUMP
CURB INLET
CURB INLET
YARD INLET
MANHOLE
MANHOLE
MANHOLE
CURB INLET
DBL. CURB INLET
CURB INLET
CURB INLET
MANHOLE
CURB INLET
CURB INLET
END SECTION
MANHOLE
CURB INLET
CURB INLET
MANHOLE
CURB INLET
CURB INLET
YARD INLET
YARD INLET
NYLOPLAST INLET
NYLOPLAST INLET
NYLOPLAST INLET
NYLOPLAST INLET
T.C.
839.52
847.25
846.83
851.37
852.41
853.43
853.93
852.50
853.81
855.50
852.85
852.85
852.60
852.60
852.80
853.44
853.44
848.80
852.31
852.95
852.95
857.42
857.14
857.14
856.80
859.43
854.75
853.75
855.00
854.50
CASTING
TYPE
???
SEE DETAIL
???
(2) R-3501-TL/TR
R-3501-TL
R-3405
R-4342
R-1772
R-1772
R-1772
R-3501-TR
(2) R-3501-TL/TR
R-3501-TL
R-3501-TR
R-1772
R-3501-TL
R-3501-TR
???
R-1772
R-3501-TL
R-3501-TR
R-1772
R-3501-TL
R-3501-TR
R-4342
R-4342
R-4342
R-4342
R-4342
R-4342
DIA.
IN
12
24
24
21
15
21
21
18
6
12
18
18
18
15
12
15
15
15
15
12
18
18
15
12
6
6
6
DIR.
IN
NW
N
N
N
NW
NE
N
N
NW
E
NW
NE
W
SW
E
NW
NW
NE
N
N
N
N
N
W
NW
NW
NE
INV.
IN
838.00
844.50
844.77
845.05
846.54
845.27
845.67
846.35
848.61
846.85
846.71
846.71
847.66
846.85
847.37
847.40
847.55
847.55
847.80
847.95
847.75
847.81
848.00
848.51
850.75
850.34
850.34
DIA.
OUT
12
24
24
21
21
21
18
18
15
15
12
12
18
15
15
15
15
12
18
18
18
15
12
6
6
6
6
DIR.
OUT
SE
S
S
S
SW
S
S
SE
SE
NE
W
W
SW
SE
SE
SW
S
S
E
S
S
S
E
SE
SW
SE
SE
INV.
OUT
838.50
844.67
844.95
845.17
845.57
845.87
846.62
847.56
846.75
846.94
847.02
847.46
847.30
847.45
847.64
847.70
847.85
848.04
847.75
847.81
847.90
848.41
848.74
851.75
850.75
851.04
850.34
SLOPE
0.31%
0.49%
0.30%
0.30%
0.30%
0.18%
0.39%
1.37%
0.30%
0.30%
0.82%
0.30%
0.37%
0.30%
0.30%
0.30%
0.30%
0.30%
0.10%
0.52%
0.30%
0.30%
0.30%
2.38%
1.00%
1.67%
3.00%
PIPE TABLE
NAME
A1-A2
B1-B2
B2-B3
B3-B4
B3-C1
B4-B5
B5-B6
B6-B7
B6-D1
B7-B8
B8-G1
B8-G2
C1-C2
D1-D2
E1-B7
E2-E1
E3-E2
F1-F2
F2-F3
F3-F4
G2-G3
G3-G4
G5-G4
H1-H2
H2-I2
I1-I2
I2-B6
SIZE
12"
24"
24"
21"
15"
21"
21"
18"
12"
18"
18"
18"
15"
12"
18"
15"
15"
15"
15"
12"
18"
15"
12"
6"
6"
6"
6"
LENGTH
160.68'
34.16'
61.65'
39.72'
70.39'
102.55'
112.12'
67.82'
20.67'
62.27'
83.05'
12.94'
30.00'
30.00'
160.30'
15.00'
30.00'
51.38'
15.00'
30.00'
30.00'
135.00'
75.00'
41.97'
41.12'
42.03'
57.74'
SLOPE
0.31%
0.49%
0.30%
0.30%
0.30%
0.30%
0.18%
0.39%
0.82%
1.37%
0.10%
0.52%
0.30%
0.30%
0.37%
0.30%
0.30%
0.30%
0.30%
0.30%
0.30%
0.30%
0.30%
2.38%
1.00%
1.67%
3.00%
MATERIAL
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
R.C.P.
HDPE
HDPE
HDPE
HDPE
UPSTREAM
STR.#
A2
B2
B3
B4
C1
B5
B6
B7
D1
B8
G1
G2
C2
D2
E1
E2
E3
F2
F3
F4
G3
G4
G5
H1
H2
I1
I2
DOWNSTREAM
STR.#
A1
B1
B2
B3
B3
B4
B5
B6
B6
B7
B8
G1
C1
D1
B7
E1
E2
F1
F2
F3
G2
G3
G4
H2
I2
I2
B6
LEGEND
EXISTING SANITARY SEWER
EXISTING STORM SEWER
EXISTING WATER LINE
EXISTING CONTOUR
PROPOSED SANITARY SEWER
PROPOSED STORM SEWER
PROPOSED CONTOUR
PROPOSED WATER LINE
PROPOSED SWALE
PROPOSED GRADE ELEVATION
PROPOSED 5' SIDEWALK (BY HOME BUILDER)
(DEVELOPER SHALL INSTALL SIDEWALKS ALONG ALL
COMMON AREAS)
PROPOSED CURB w/ 6" UNDERDRAIN
PROPOSED 6" SUB-SURFACE DRAIN
MLAG / MFPG (REAR)
LOT NUMBER
PAD GRADE
MINIMUM FINISH FLOOR ELEVATION
MLAG / MFPG (FRONT)
MFF=850.70 MINIMUM FINISH FLOOR ELEVATION IS BASED
OFF OF THE FOLLOWING CRITERIA:
1. 12" (1.0') ABOVE THE NEAREST UPSTREAM
OR DOWNSTREAM SANITARY MANHOLE,
WHICHEVER IS LOWEST.
2. 15" (1.25') ABOVE THE HIGHEST ROAD
ELEVATION
3. 6" (0.5') ABOVE THE HIGHEST MLAG
MLAG MINIMUM LOWEST ADJACENT GRADE
(FLOOD PROTECTION)
MFPG MINIMUM FLOOD PROTECTION GRADE
(LAKE / FLOOD PROTECTION)
B.L.BUILDING SETBACK LINE
M.E.MATCH EXISTING
H.P.HIGH POINT
L.P.LOW POINT
GRD. CHG. GRADE CHANGE
RISER
300
850.0
MFF=850.70
MLAG=850.2
MFPG=850.2
MLAG=848.1
MFPG=848.1
BENCHMARK DATA
TBM #1
A CUT "X" FOUND AT THE TOP OF CURB ON THE EAST SIDE
OF THE ROUND-A-BOUT AT 116TH STREET AND SPRING
MILL ROAD.
ELEVATION: 855.05' (NGVD 1929)
TBM #2
A RAILROAD SPIKE SET ONE FOOT ABOVE THE GROUND
IN THE NORTH SIDE OF POWER POLE NUMBER 21 104-B,
SAID POLE BEING ON THE SOUTH SIDE OF 116TH STREET
AND 21 FEET ± EAST OF THE DRIVE TO 951 116TH STREET.
ELEVATION: 859.30' (NGVD 1929)
TBM #3
A CUT SQUARE AT THE SOUTHEAST CORNER OF SOUTH
CONCRETE HANDRAIL ON THE 116TH STREET BRIDGE
OVER WILLIAMS CREEK.
ELEVATION: 841.65' (NGVD 1929)
TBM #4
A RAILROAD SPIKE SET ONE FOOT ABOVE THE GROUND
IN THE EAST SIDE OF POWER POLE NUMBER 18-103A, SAID
POLE BEING ON THE WEST SIDE OF CLAY CENTER ROAD
AND 4 FEET NORTH OF THE DRIVE TO 11824 CLAY CENTER
ROAD.
ELEVATION: 867.10' (NGVD 1929)
TBM #5
A CUT SQUARE IN THE TOP OF CURB AT THE EAST END OF
CENTER ISLAND AT THE ENTRANCE TO CLAY SPRINGS
SUBDIVISION AT THE INTERSECTION OF CLAY SPRING
DRIVE AND CLAY CENTER ROAD.
ELEVATION: 873.07' (NGVD 1929)
TBM #6
A CUT SQUARE IN THE CONCRETE WALK IN THE WEST
SIDE OF CLAY CENTER ROAD, 550 FEET ± NORTH OF
ENTRANCE TO CLARIDGE FARMS SUBDIVISION.
ELEVATION: 873.39' (NGVD 1929)
TBM #7
THE TOP OF A CONCRETE MONUMENT FOUND NEAR THE
NORTHEAST CORNER OF THE SOUTHEAST QUARTER OF
THE NORTHWEST QUARTER OF SECTION 34, TOWNSHIP 18
NORTH, RANGE 3 EAST, 32 FEET ± SOUTH OF THE WEST
DRIVE TO 660 SUFFOLK LANE.
ELEVATION: 869.27' (NGVD 1929)
TBM #8
A RAILROAD SPIKE SET ONE FOOT ABOVE THE GROUND
IN THE WEST SIDE OF POWER POLE NUMBER 8386177, SAID
POLE BEING ON THE EAST SIDE OF SPRING MILL ROAD AT
12433 SPRING MILL ROAD.
ELEVATION: 856.00' (NGVD 1929)
TBM #9
A RAILROAD SPIKE SET ONE FOOT ABOVE THE GROUND
IN THE WEST SIDE OF POWER POLE NUMBER 8386169, SAID
POLE BEING ON THE EAST SIDE OF SPRING MILL ROAD
AND 90 FEET ± SOUTH OF THE INTERSECTION OF
MALLARD COURT AND SPRING MILL ROAD.
ELEVATION: 860.92' (NGVD 1929)
REFERENCE BENCHMARK
HAM G-52
A BRONZE DISK ON A CONCRETE POST PROJECTING 1.5
FEET OUT OF THE GROUND ALONG U.S. HIGHWAY 31, 1.4
MILES NORTH OF INTERSTATE-465, 0.4 MILES SOUTH OF
116TH STREET, 100 FEET WEST OF THE CENTERLINE OF
THE SOUTH BOUND LANE OF U.S. HIGHWAY 31 AND 2 FEET
EAST OF THE RIGHT-OF-WAY FENCE.
ELEVATION: 844.04' (NGVD 1929)
BENCHMARK NOTE
TO CONVERT THE 1929 BENCHMARK TO NAVD88, SUBTRACT 0.43 FEET
FROM ALL ELEVATIONS. NGVD29 - 0.43' = NAVD88"
EARTHWORK NOTES
1. EXCAVATION
A. EXCAVATED MATERIAL THAT IS SUITABLE MAY BE USED FOR FILLS. ALL UNSUITABLE
MATERIAL AND ALL SURPLUS EXCAVATED MATERIAL NOT REQUIRED SHALL BE REMOVED
FROM THE SITE.
B. PROVIDE AND PLACE ANY ADDITIONAL FILL MATERIAL FROM OFFSITE AS MAY BE NECESSARY
TO PRODUCE THE GRADES REQUIRED ON PLANS. FILL OBTAINED FROM OFFSITE SHALL BE OF
QUALITY AS SPECIFIED FOR FILLS HEREIN AND THE SOURCE APPROVED BY THE DEVELOPER. IT
WILL BE THE RESPONSIBILITY OF THE CONTRACTOR FOR ANY COSTS FOR FILL NEEDED.
2. REMOVAL OF TREES
A. ALL TREES AND STUMPS SHALL BE REMOVED FROM AREAS TO BE OCCUPIED BY A ROAD
SURFACE OR STRUCTURE AREA. TREES AND STUMPS SHALL NOT BE BURIED ON SITE.
3. PROTECTION OF TREES
A. THE CONTRACTOR SHALL, AT THE DIRECTION OF THE DEVELOPER, ENDEAVOR TO SAVE AND
PROTECT TREES OF VALUE AND WORTH WHICH DO NOT IMPAIR CONSTRUCTION OF
IMPROVEMENTS AS DESIGNED.
B. IN THE EVENT CUT OR FILL EXCEEDS 0.5 FEET OVER THE ROOT AREA, THE DEVELOPER SHALL
BE CONSULTED WITH RESPECT TO PROTECTIVE MEASURE TO BE TAKEN, IF ANY, TO PRESERVE
SUCH TREES.
4. REMOVAL OF TOPSOIL
A. ALL TOPSOIL SHALL BE REMOVED FROM ALL AREAS BENEATH FUTURE PAVEMENTS OR
BUILDING. TOPSOIL REMOVAL SHALL BE TO A MINIMUM DEPTH OF 6 INCHES OR TO THE DEPTH
INDICATED IN THE GEOTECHMICAL REPORT PROVIDED BY THE DEVELOPER TO BE EXCAVATED
OR FILLED. TOPSOIL SHOULD BE STORED AT A LOCATION WHERE IT WILL NOT INTERFERE WITH
CONSTRUCTION OPERATIONS. THE TOPSOIL SHALL BE FREE OF DEBRIS AND STONES.
5. UTILITIES
A. RULES AND REGULATION GOVERNING THE RESPECTIVE UTILITY SHALL BE OBSERVED IN
EXECUTING ALL WORK UNDER THIS SECTION.
B. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE THE LOCATION OF
EXISTING UNDERGROUND UTILITIES 2 WORKING DAYS PRIOR TO COMMENCING WORK. FOR
UTILITY LOCATIONS TO BE MARKED CALL TOLL FREE 811.
6. SITE GRADING
A. THE CONTRACTOR SHALL DO ALL CUTTING, FILLING, COMPACTING OF FILLS AND ROUGH
GRADING REQUIRED TO BRING ENTIRE PROJECT AREA TO SUBGRADE AS SHOWN ON THE
DRAWING.
B. THE TOLERANCE FOR PAVED AREAS SHALL NOT EXCEED 0.05 FEET ABOVE ESTABLISHED
SUBGRADE. ALL OTHER AREAS SHALL NOT EXCEED 0.05 FEET PLUS OR MINUS THE
ESTABLISHED GRADE. PROVIDE ROUNDINGS AT TOP AND BOTTOM OF BANKS AND OTHER
BREAKS IN GRADE.
C. THE ENGINEER SHALL BE NOTIFIED WHEN THE CONTRACTOR HAS REACHED THE TOLERANCE
AS STATED ABOVE, SO THAT FIELD MEASUREMENTS AND SPOT ELEVATIONS CAN BE VERIFIED
BY THE ENGINEER. THE CONTRACTOR SHALL NOT REMOVE EQUIPMENT FROM THE SITE UNTIL
THE ENGINEER HAS VERIFIED THAT THE JOB MEETS THE ABOVE TOLERANCE.
CONTACTS
CARMEL UTILITIES
FOR WATER LOCATES
(317) 571-2648
TriCo REGIONAL SEWER UTILY
FOR SANITARY SEWER LOCATES
(317) 844-9200
GRAPHIC SCALE
( IN FEET )
1" = 50 FT
APPROXIMATE LIMITS OF FLOODWAY,
AS SCALED FROM FIRM MAP
PANEL NOS.: 18057C0206G / 208G
DATED: NOVEMBER 19, 2014
APPROXIMATE LIMITS OF FLOODWAY FRINGE,
AS SCALED FROM FIRM MAP
PANEL NOS.: 18057C0206G / 208G
DATED: NOVEMBER 19, 2014
100-YR. FLOOD ELEVATION ALONG WILLIAMS
CREEK (PER FIRM PANEL NOS.: 10857C0206G /
208G DATED: NOVEMBER 19, 2014)
CONSTRUCTION LIMITS
FWF(FIRM)
FWF(FIRM)
100-Yr. EL. 900.00
STA. 10+00.00
60160REP-S8
KJJM BKR CARMEL, CLAY TOWNSHIPHAMILTON COUNTY, INDIANA09/16/20File Name:S:\60160REP-S8\DWG\C200 - Site Development Plan.dwg - C200Modified / By: December 6, 2021 2:28:02 PM / ecarsonPlotted / By: December 6, 2021 2:54:18 PM / Erik CarsonJACKSON'S GRANT ON WILLIAMS CREEKSECTION 808/17/21REVISED PER TAC COMMENTSJDT1. THIS SURVEY REFLECTS ABOVE GROUND INDICATIONS OF UTILITIES AND
INFORMATION AVAILABLE FROM UTILITY COMPANIES. THE SURVEYOR MAKES
NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL
SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE
SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND
UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED, ALTHOUGH HE
DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM
THE INFORMATION AVAILABLE. THE SURVEYOR HAS NOT PHYSICALLY
LOCATED THE UNDERGROUND UTILITIES.
2. CONTRACTOR SHALL VERIFY DEPTHS OF ALL EXISTING ONSITE UTILITIES
PRIOR TO CONSTRUCTION TO CONFIRM THERE ARE NOT ANY CONFLICTS WITH
OTHER UTILITIES, STORM SEWERS OR STREETS. CONFLICTS AFTER
CONSTRUCTION BEGINS ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY.
3. STORM WATER CONTROLS SHOWN ON THE INITIAL SWPPP (C300) SHOULD BE
INSTALLED AS SOON AS PRACTICAL.
4. IF IT WILL BE NECESSARY TO RELOCATE EXISTING UTILITIES, THE EXPENSE OF
SUCH RELOCATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. ALL
UTILITY POLES SHALL BE LOCATED WITHIN ONE FOOT OF THE PROPOSED
RIGHT-OF-WAY.
5. 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.
6. 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.
7. 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.
8. EXISTING PAVEMENT TO BE SAW CUT TO A CLEAN EDGE ADJACENT TO ANY
WIDENING, AUXILIARY LANES, ETC.
9. NO EARTH DISTURBING ACTIVITY MAY TAKE PLACE WITHOUT AN APPROVED
STORM WATER MANAGEMENT PERMIT.
10. THERE IS TO BE NO DRIVEWAY ENCROACHMENTS INTO EASEMENTS BETWEEN
LOTS.
11. IF IT WILL BE NECESSARY TO RELOCATE EXISTING UTILITIES , THE EXPENSE OF
SUCH RELOCATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER. ALL
UTILITY POLES SHALL BE LOCATED WITHIN ONE-FOOT OF THE PROPOSED
RIGHT-OF-WAY.
12. DAMAGE TO THE EXISTING RIGHT-OF-WAY SHALL BE RESTORED/REPAIRED TO
THE SATISFACTION OF THE CITY AT THE COMPLETION OF THE PROJECT. THE
CONTRACTOR IS ENCOURAGED TO INSPECT THE RIGHT-OF-WAY WITH THE CITY
PRIOR TO THE START OF CONSTRUCTION TO DOCUMENT THE EXISTING
CONDITION OF THE RIGHT-OF-WAY.
13. ALL PAVING WITHIN THE EXISTING AND PROPOSED RIGHT-OF-WAY
SHALL CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF
ENGINEERING.
14. 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 SHALL BE RELOCATED TO WITHIN ONE FOOT OF PROPOSED
RIGHT-OF-WAY LINE.
15. DAMAGE TO THE EXISTING RIGHT-OF-WAY SHALL BE RESTORED/REPAIRED TO
THE SATISFACTION OF THE CITY A THE COMPLETION OF THE PROJECT. THE
CONTRACTOR IS ENCOURAGED TO INSPECT THE RIGHT-OF-WAY WIT THE CITY
PRIOR TO THE START OF CONSTRUCTION TO DOCUMENT THE EXISTING
CONDITION OF THE RIGHT-OF-WAY.
16. ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT-OF-WAY SHALL
CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING.
THE 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 THE WORK AND THE REVIEW
THE AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE
EXISTING AND PROPOSED RIGHT-OF-WAY.
17. ANY DISTURBANCE TO EXISTING BMP GRADING AND/OR VEGETATION SHALL
BE RESTORED PER DETAILS AND SPECIFICATIONS SHOWN ON V3 DESIGN
DEVELOPMENT DOCUMENTS.
18. ALL STORM SEWERS ARE PUBLIC
NOTES NOTES (CONT.) DATE MARKREVISIONSBYCERTIFIED:S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:S T O E P P E L W E R T HA L W A Y S O N7965 East 106th Street, Fishers, IN 46038-2505phone: 317.849.5935 fax: 317.849.5942THIS DRAWING IS NOT INTENDED TO BEREPRESENTED AS A RETRACEMENT ORORIGINAL BOUNDARY SURVEY, A ROUTESURVEY OR A SURVEYOR LOCATIONREPORT.SITE DEVELOPMENT PLANC200REVISED PER TRICO COMMENTS10/07/20JDTADDED GRADING FROM COMP STORAGE07/28/21RBMREVISED BASIN 12C PER LANDSCAPE REVISIONS09/30/21AECREVISED GRADING LIMITS OF LOTS 221-22810/20/21AECREVISED PER CITY OF CARMEL COMMENTS10/21/21AECREVISED PER CITY OF CARMEL COMMENTS12/06/21AECDRAINAGE SUMMARY OVERALL
Site Acreage=+/-266 ac.
Offsite/Upstream Acreage=+/-6.80ac.
Allowable Release Rate:
10yr = 138.03 c.f.s. 100yr = 328.58 c.f.s.
Post Developed Release Rate:
10 yr = 129.25 c.f.s. 100 yr = 310.38 c.f.s.
SECTION 8
Site Acreage=+/-14.622 ac.
Is the primary water quality treatment for the development as planned in the Master Plan - YES
If NO, provide the following information per BMP (Only for BMP's with vegetative swale req.):
*Length of vegetated swale treatment (from disharge point to outlet pipe) - N/A
*Minimum length of vegetated swale treatment as required by the Master Plan - N/A
Is the primary water quantity treatment for the development as planned in the Master Plan - YES
*If YES, provide the following information:
Total Master Plan contributing watershed = 7.40 Ac.
Total Watershed Currently Built (or Approved) contributing to this system = 0 Ac.
Total watershed from Section 6 contributing to the system = 8.05 Ac.
Total watershed available in the system post-project = XX.XX Ac.
Is the entire BMP treatment train to an outlet point being constructed with this section - Yes
If NO, provide the following information:
*Master Plan BMP(s) downstream of this sections discharge location (list each)
*BMP(s) downstream that have been previously constructed (list each)
Detention Basins BMP's Constructed with this section. (See BMP pond data table-this sheet) - N/A
Also, reference Post-Construction Stormwater Master Plan prepared by Williams Creek Consulting.
FOR BASIN 12C CROSS
SECTION DETAIL, SEE
SHEET 802
SEE RIBBON CURB DETAIL.
ON SHEET C803
SEE DEPRESSED CURB
& GUTTER DTL.
ON SHEET C803
SEE DEPRESSED CURB &
GUTTER DTL. ON SHEET C803
SEE DEPRESSED CURB &
GUTTER DTL. ON SHEET C803
SEE DEPRESSED CURB
& GUTTER DTL.
ON SHEET C803
SEE CONC. CURB REVERSE LIP DTL. ON SHEET C803
SEE CONC. CURB REVERSE LIP DTL. ON SHEET C803
SEE CONC. CURB REVERSE
LIP DTL. ON SHEET C803
T.O.B. EL.=852.00
EL.=848.50
6.5' WIDE SPILLWAY
BASIN 12C SPILLWAY DETAIL
NOT-TO-SCALE
T.O.B. EL.=852.00
1
4
1
4
FOR SPILLWAY DETAIL,
SEE DETAIL - THIS SHEET
01/20/22