HomeMy WebLinkAboutConstruction Plans116th STREET
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EXISTINGTHE HAMLET at
SECTION 1
JACKSON'S GRANT
EXISTINGTHE HAMLET at
SECTION 2
JACKSON'S GRANT
EXISTING
VILLAGE
SECTION 1
JACKSON'S GRANT
116th STREET
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Br
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CrA
w
MmC2
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MmB2
Oc
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CrA
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CrA
CrA
CrA
Br
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116th STREET
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LOCATION MAP
SCALE: 1"=1000'SOILS MAP
SCALE: 1"1000'
Map Unit: Br - Brookston silty clay loam
Br--Brookston silty clay loam
This poorly drained soil has a seasonal high watertable above the surface or within 1.0 ft. and is in depressions. Slopes are 0 to 2
percent. The native vegetation is water tolerant grasses and hardwoods. The surface layer is silty clay loam and has moderate or high
organic matter content (2.0 to 5.0 percent). Permeability is moderately slow (0.2 to 0.6 in/hr) in the most restrictive layer above 60
inches. Available water capacity is high (10.0 inches in the upper 60 inches).The pH of the surface layer in non-limed areas is 6.1 to
7.3. This soil is hydric. Wetness is a management concern for crop production. This soil responds well to tile drainage.
Map Unit: CrA - Crosby silt loam, 0 to 2 percent slopes
CrA--Crosby silt loam, 0 to 2 percent slopes
This is a somewhat poorly drained soil and has a seasonal high watertable at 0.5 to 2.0 ft. and is on rises on uplands. Slopes are 0 to 2
percent. The native vegetation is hardwoods. The surface layer is silt loam and has moderately low or moderate organic matter content
(1.0 to 3.0 percent). Permeability is very slow (< 0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is
moderate (6.2 inches in the upper 60 inches).The pH of the surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and wetness are
management concerns for crop production. This soil responds well to tile drainage.
PLANS CERTIFIED BY:
PLANS PREPARED BY:
STOEPPELWERTH & ASSOCIATES, INC.
CONSULTING ENGINEERS & LAND SURVEYORS
7965 E. 106TH STREET, FISHERS, INDIANA 46038
PHONE: (317)-849-5935
FAX: (317)-849-5942
CONTACT: BRIAN K. ROBINSON
EMAIL: brobinson@stoeppelwerth.com
UTILITY CONTACTS:
Center Point Energy
16000 Allisonville Road
Noblesville, Indiana 46060
Attn: Chad Miller
(317) 776-5590
TriCo Regional Sewer Utility
7236 Mayflower Park Drive
Zionsville, Indiana 46077
Attn: Ryan Hartmen
(317) 844-9200
Ryan.hartman@trico.eco
AES
1230 West Morris Street
Indianapolis, Indiana 46221
Attn: Dan Davenport
(317) 261-5497
Dan.davenport@aes.com
AT & T
240 North Meridian Street
2nd Floor, Room 280
Indianapolis, Indiana 46204
Attn: Steven Krebs
(800) 288-2020
Sk4986@att.com
Carmel Water Utilities
3450 West 131st Street
Westfield, Indiana 46074
Spectrum
J3030 Roosevelt Avenue
Indianapolis, Indiana 46218
Attn: Jason Kirkman
(317) 429-6691
ZONING = JACKSON'S GRANT VILLAGE PUD Z-653-20
TOTAL SITE DISTURBANCE = 1.593 Acres
OPERATING AUTHORITY
CITY OF CARMEL (317) 571-2441
ONE CIVIC SQUARE
CARMEL, INDIANA 46032
1" = 300 FT
INDEX
SHT. DESCRIPTION
C001 COVER SHEET
C100 TOPOGRAPHICAL SURVEY / DEMOLITION PLAN
C200-C202
SITE DEVELOPMENT PLAN
SITE PLAN
EMERGENCY FLOOD ROUTE
C300-C305
INITIAL STORM WATER POLLUTION & PREVENTION PLAN
TEMPORARY STORM WATER POLLUTION & PREVENTION PLAN
PERMANENT SEDIMENT & EROSION CONTROL PLAN
STORM WATER POLLUTION & PREVENTION SPECIFICATIONS
STORM WATER POLLUTION & PREVENTION DETAILS
C400 UTILITY PLAN
C600 STORM SEWER PLAN & PROFILES
C700 WATER PLAN
C800-C805 CONSTRUCTION SPECIFICATIONS & DETAILS
REVISIONS
SHT. DESCRIPTION DATE INTIALS
C800 REVISED PER TRICO COMMENTS 12/18/24 MJE
ALL REVISED PER CITY COMMENTS 01/20/25 ADG
DESIGN DATA
1 LOTS
1.593 AC.= 0.63 LOTS/ACRE
LANE "F"304.12 L.F.
TOTAL 304.12 L.F.
DESIGN SPEED LIMIT: 25 M.P.H
OPERATOR ON NOI LETTER
Republic Development, LLC
13578 East 131st Street, Suite 200
Fishers, Indiana 46037
Contact: Sean McKinnies
Phone: (317) 770-1818
SPRING MILL SHOPS
Developed by:
Spring Mill Shops, LLC
Republic Properties, LLC (Manager)
13578 East 131st Street, Suite 200
Fishers, Indiana 46037
Contact: Sean McKinnies
Phone: (317) 770-1818
Fax: (317) 770-1819
Email: spm@republicdev.com
FLOOD STATEMENT
This is to certify that NO portion of the property is located within a Special Flood Hazard Area (Zone AE)
as said property plots by scale on Community Panel No. 18057C0208G of the Flood Insurance Rate Maps
dated November 19, 2014.
This site does not lie within a floodway or flood plain per the Williams Creek hydraulic analysis
performed by Christopher B. Burke engineering, ltd. project #07-760
SITE
SITE
10'
5'
20'
REAR YARD
MIN. FRONT BUILDING LINE
SIDE YARD/AGGREGATE
PRIMARY BUILDING SETBACKS ATTACHED RESIDENTIAL
75%MAX. LOT COVERAGE
DEVELOPMENT PLAN & ADLS DOCKET No. PZ-2024-00099 DP/ADLS
SPRING MILL SHOPS
Spring Mill Shops was platted as Block "A" on the Record Plat for Jackson's Grant Village - Section
2 - Townhomes. Recorded as Instrument #2023042671, Plat Cabinet #6, Slide 455, in the Office of
the Recorder for Hamilton County, Indiana.
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SITE
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12/11/24
BRIAN M. BROWN
PROFESSIONAL ENGINEER
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Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
H
A
L
T
DIRT
VILLAGE GREEN DR
Sanitary Manhole
T/C: 856.30'
W: 8" PVC Inv.=849.75'VI
L
L
A
G
E
CO
R
N
E
R
C
O
U
R
T
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
ROLL CURB
TRANSITION
CHAIR BACK
CURB
CHAIR BACK
CURB GRASS
MEDIAN
AS
P
H
A
L
T
SP
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GR
A
V
E
L
CHAIR BACK
CURB
GR
A
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E
L
EXPOSED CONDUIT
LIGHT POLE BASE
Sanitary Manhole JGV819
T/C: 856.41'
W: 8" PVC Inv.=848.68'
Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
S
S
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
27 L.F. OF CURB TO BE REMOVED
AND REPLACED WHILE INSTALLING
PROPOSED CURB
28 L.F. OF CURB TO BE REMOVED
AND REPLACED WHILE INSTALLING
PROPOSED CURB AND SIDEWALK
ASPHALT PAVEMENT TO BE
REMOVED AND REPLACED
WHILE INSTALLING ASPHALT
CONCRETE COLLAR TO BE
REMOVED AND REPLACED
AFTER PIPE INSTALLATION
CORE STRUCTURE FOR
PROPOSED STORM PIPE
ASPHALT PAVEMENT TO BE
REMOVED AND REPLACED
WHILE INSTALLING ASPHALT
PROTECT MONUMENT SIGN
PROTECT SANITARY
MANHOLE
PROTECT SANITARY
MANHOLE
PROTECT SANITARY
CONNECTION POINT
PROTECT SANITARY
CONNECTION POINT
PROTECT SANITARY
CONNECTION POINT
109 L.F. OF CURB TO BE REMOVED
& REPLACED WHILE INSTALLING
PROPOSED CURB AND SIDEWALK
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S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
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60160JGV-C
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BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
NOTES
1. 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.
2. 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.
1" = 20 FT
60160JGV-C
DCM BKR
CA
R
M
E
L
,
C
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A
Y
T
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LEGEND
EXISTING WATER LINE
EXISTING OVERHEAD ELECTRICAL LINE
EXISTING STORM SEWER
EXISTING SANITARY SEWER
EXISTING CONTOUR
EXISTING SWALE
EXISTING FENCE LINE
EXISTING FIRE HYDRANT
EXISTING WATER VALVE
EXISTING POWER POLE
EXISTING TREE
EXISTING CONTROL POINT
W
OH
S
X
P.W.P.
DEMOLITION NOTES:
1. CLEAR AND GRUB ALL TREES AND VEGETATION NECESSARY FOR
CONSTRUCTION.
2. THE CONTRACTOR SHALL REMOVE AND DISPOSE OF ALL EXISTING
STRUCTURES, FENCES, CONCRETE, ASPHALT PAVEMENT AND OTHER
MISCELLANEOUS APPURTENANCES OFF SITE, UNLESS NOTED TO
REMAIN ON THE CONTRACT DRAWINGS.
3. THE USE OF ANY TYPE OF EXPLOSIVES WILL NOT BE PERMITTED.
4. CONDUCT DEMOLITION AND CONSTRUCTION OPERATIONS TO ENSURE
MINIMAL INTERFERENCE WITH STREETS, WALKS AND OTHER
ADJACENT OCCUPIED FACILITIES.
5. DO NOT CLOSE OR OBSTRUCT STREETS, WALKS OR OTHER OCCUPIED
FACILITIES WITHOUT PERMISSION FROM THE LOCAL AUTHORITIES
HAVING JURISDICTION. PROVIDE ALTERNATE ROUTES AROUND CLOSED
OR OBSTRUCTED TRAFFIC WAYS, IF REQUIRED BY GOVERNING
AUTHORITIES.
6. ENSURE SAFE PASSAGE OF PERSONS AROUND AREAS OF DEMOLITION
AND CONSTRUCTION. CONDUCT OPERATIONS TO PREVENT DAMAGE TO
ADJACENT STRUCTURES AND OTHER FACILITIES AND INJURY TO
PERSONS.
7. PROMPTLY REPAIR DAMAGE TO ADJACENT FACILITIES CAUSED BY
DEMOLITION AND CONSTRUCTION OPERATIONS.
8. ALL UTILITIES TO BE REMOVED SHALL BE DISCONNECTED AND CAPPED
AT THE NEAREST CONNECTION POINT. CONTRACTOR SHOULD
COORDINATE WITH UTILITIES TO ENSURE SERVICE TO ADJACENT
OCCUPIED FACILITIES.
9. NO ON-SITE BURNING IS PERMITTED.
10. CONTRACTOR SHALL USE MEASURES TO CONTROL DUST AT ALL TIMES.
11. DEMOLITION ITEMS INCLUDE BUT ARE NOT LIMITED TO DEMOLITION
ITEMS INDICATED ON THIS PLAN. IT IS THE CONTRACTORS
RESPONSIBILITY TO REMOVE OR RELOCATE ITEMS WHICH INTERFERE
WITH NEW CONSTRUCTION.
12. ALL EROSION CONTROL MEASURES SHALL BE IN PLACE PRIOR TO
COMMENCING DEMOLITION.
WIL
L
I
A
M
S
C
R
E
E
K
EXISTING
LAKE #1
EXISTING BIO
RETENTION BMP#1
PROJECT SITE
* A20: DISCHARGE POINT
INTO WILLIAMS CREEK
JACKSON'S GRANT VILLAGE
SECTION 1 JACKSON'S GRANT
VILLAGE
SECTION 2
JACKSON'S GRANT
VILLAGE
SECTION 2
VILLAGE GREEN DRIVE
116TH STREET
SP
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HAMLET DRIVE
854.1
4 854.29
853.19
853.79
854.89
855.52
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854.61
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Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
H
A
L
T
DIRT
VILLAGE GREEN DR
VI
L
L
A
G
E
CO
R
N
E
R
C
O
U
R
T
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
ROLL CURB
TRANSITION
CHAIR BACK
CURB
CHAIR BACK
CURB GRASS
MEDIAN
AS
P
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A
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SP
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EXPOSED CONDUIT
LIGHT POLE BASE
S
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E
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E
E
E
PIV
PIV
PIV
1.00%
1.00%
1.00%
1.00%
2.00%
3.66%
3.30%
0.
6
0
%
1.00%
1.00%
0.99%
2.64%
0.
6
0
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2.00%
2.00%
2.00%
2.00%
1.00%
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T.C.=856.41
8" SDR-35 PVC W INV.=848.68
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.
3
0
85
5
.
8
0
85
5
.
7
0
85
6
.
2
0
855.
0
1
855.
5
1
8
5
5
.
0
9
8
5
5
.
5
9
85
5
.
1
5
85
5
.
6
5
85
4
.
6
1
85
5
.
1
1
85
4
.
7
1
85
5
.
2
1
85
4
.
8
2
85
5
.
3
2
85
4
.
9
3
85
5
.
4
3
85
5
.
0
4
85
5
.
5
4
85
4
.
5
5
85
5
.
0
5
85
4
.
5
3
85
5
.
0
3
85
4
.
6
4
85
5
.
1
4
85
4
.
7
4
85
5
.
2
4
85
4
.
8
5
85
5
.
3
5
85
5
.
7
0
85
6
.
2
0
85
5
.
7
0
85
6
.
2
0
85
5
.
7
0
85
6
.
2
0
85
5
.
5
8
85
6
.
0
8
85
5
.
5
9
85
6
.
0
9
85
5
.
5
9
85
6
.
0
9
85
5
.
5
9
85
6
.
0
9
85
5
.
7
0
85
6
.
2
0
8
5
5
.
3
0
8
5
5
.
8
0
855.9
85
4
.
8
7
85
5
.
3
7
85
4
.
6
6
85
5
.
1
6
85
5
.
3
4
85
5
.
8
4
854.31
854.81 854.4
7
854.9
7
85
5
.
3
1
85
5
.
8
1
85
5
.
4
0
85
5
.
9
0
85
5
.
4
0
85
5
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9
0
85
5
.
4
0
85
5
.
9
0
854.43
85
4
.
4
8
85
4
.
3
2
855.25
854.87
855.37
85
5
.
0
3
85
5
.
5
3
85
5
.
3
0
85
5
.
8
0
8
5
5
.
3
0
8
5
5
.
8
0
855.5
85
5
.
7
85
5
.
7
856.285
6
.
0
856.2
855.7
855.7
85
6
.
3
85
3
.
6
M.
E
.
85
5
.
5
85
5
.
4
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4
.
6
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853.7
85
5
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4
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6
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0
852.7
M.E.
85
5
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5
85
4
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9
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3
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8
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6
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5
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3
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5
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5
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6
.
2
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854.9
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5
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7
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8
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85
5
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6
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855.2
H.P.
8
5
4
.
7
85
5
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3
0
85
5
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8
0
854.73
855.23
854
.
6
1
855
.
1
1
854.0
M.E.
854.0
M.E.
854.0
M.E.
854.1
M.E.
85
4
.
2
1
855.07
855.57
855.07
855.57
8
5
5
.
5
1
8
5
6
.
0
1
853.8
855.7
855.3
855.2
M.E.
856.3
856.2
85
5
.
8
855
.
7
85
5
.
4
85
5
.
7
856.1
85
5
.
4
856.2
855.6
856.1
856.3 856.3
856.3
856.2856.2
856.3 856.3
856.2
856.3
856.3
856.3
M.E.855.9
M.E.
85
6
.
7
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E
.
85
6
.
7
M.
E
.
856.2
856.3
85
6
.
3
85
5
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3
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E
.
856.3
855.1
854.2
856.4
856.2856.2
856.5 856.5
854.7
85
3
.
2
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E
.
856.4
856.2
85
6
.
0
85
6
.
0
85
6
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0
85
6
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0
85
6
.
1
85
6
.
0
85
6
.
2
85
6
.
2
85
6
.
3
85
6
.
2
856.2
85
6
.
2
856.2
854.6
854.6
85
6
.
4
855.5
85
6
.
1
85
2
.
4
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E
.
856.4
85
6
.
2
856.3
856.2
85
6
.
4
85
6
.
4
856.4
854.1 854.4
85
6
.
3
85
5
.
5
9
85
6
.
0
9
855.20
855.23
2.00%
2.00%
2.00%
2.00%
855.25
855.34
855.34
855.34
85
6
.
4
856.0
85
6
.
2
85
6
.
4
85
6
.
4
85
5
.
7
85
6
.
4
855.2
M.E.
855.5
M.E.
855.8
856.3
855.7
856.2
855.6
856.1
85
5
.
7
855.1
M.E.
854.6
M.E.
854.9
M.E.
855.6
856.1
8
5
5
.
1
8
5
5
.
6
855.7855.2 85
5
.
7
854.7
M.E.
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
3.35%5.00%
856.5
855.6
854.8
8.
3
3
%
8.
3
3
%
855.6
856.5
8.
3
3
%
85
5
.
9
85
5
.
0
854.5
85
6
.
2
855.6
856.4
85
6
.
4
856.5
85
6
.
4
Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
C.O.
85
5
.
6
1
85
5
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6
1
85
5
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5
6
85
5
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7
0
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
C.O.
C.O.C.O.
855
.
6
1
855
.
6
1
F
O
FO
854.4
SCALE: 1"=50' HOR.
1"=5' VERT.
850
860
850
860
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85
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PV
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=
0
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0
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8
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4
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2
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0
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=
0
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6
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3
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8
5
4
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6
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4
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=
1
+
4
0
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4
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=
8
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4
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1
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6
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2
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2
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3
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2
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2
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8
5
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7
0
4
PROPOSED GRADE
EXISTING GRADE
STRUCTURE TABLE
STR.#
444
445
446
448
470
470A
471
473
474
475
TYPE
EX. DRAINAGE INLET
EX. DRAINAGE INLET
EX. DRAINAGE INLET
DRAINAGE INLET
YARD INLET
MANHOLE
YARD INLET
YARD INLET
YARD INLET
YARD INLET
T.C.
853.90
853.99
854.19
854.19
855.07
856.20
855.54
854.60
853.66
854.90
CASTING
TYPE
EX. EJ-5250
EX. EJ-5250
EX. EJ-5250
EJ-5250
EJ-6489N
R-1772
EJ-6489N
EJ-6489N
EJ-6489N
EJ-6489N
DIAMETER
IN
12
18
12
12
12
12
12
12
12
12
DIRECTION
IN
E
S
S
E
W
E
S
N
E
E
INV._IN
849.61
849.61
849.98
849.88
849.98
850.48
851.13
851.13
850.82
850 12
DIAMETER
OUT
21
18
12
12
12
12
12
12
12
12
DIRECTION
OUT
N
N
N
W
W
W
N
S
W
S
IN
DA
T
E
M
A
R
K
RE
V
I
S
I
O
N
S
B
Y
CE
R
T
I
F
I
E
D
:
S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
S
T
O
E
P
P
E
L
W
E
R
T
H
A
L
W
A
Y
S
O
N
79
6
5
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t
1
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6
t
h
S
t
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t
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F
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s
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5
ph
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3
1
7
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4
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:
3
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8
4
9
.
5
9
4
2
SI
T
E
D
E
V
E
L
O
P
M
E
N
T
P
L
A
N
C200
60160JGV-C
DCM BKR
CA
R
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,
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R
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01
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V
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1" = 20 FT
60160JGV-C
DCM BKR
CA
R
M
E
L
,
C
L
A
Y
T
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N
S
H
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R
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S
01
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2
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2
5
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V
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E
D
P
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R
C
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T
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C
O
M
M
E
N
T
S
A
D
G
LEGEND
MFF=850.70
MLAG
MFPG
B.L.
D.E.
D.U.&S.E.
D.U.&S.S.E.
S.S.E.
U.E.
L.M.A.E.
R
B-B
M.E.
H.P.
L.P.
GRD. CHG.
DENOTES SNOW FENCE TO BE INSTALLED
FOR TREE PROTECTION
OH
BENCHMARK DATA
TBM #1
THE NORTH RIM OF A SANITARY MANHOLE IS THE
SOUTHWEST QUADRANT OF THE INTERSECTION OF
SPRING MILL ROAD AND OTTO LANE.
ELEV=857.21 (NAVD 88)
ORIGINATING BENCHMARK
HAM 64
HAMILTON COUNTY BENCHMARK HAM 64: AN
INDIANA DEPARTMENT OF NATURAL RESOURCES
CONTROL STATION TABLES STAMPED "HAM 64 1989"
AT THE WEST 116TH STREET BRIDGE OVER
WILLIAMS CREEK ON THE SOUTHWEST CONCRETE
WINGWALL OF THE BRIDGE.
ELEV=834.28 (NAVD 88)
CONSTRUCTION LIMITS
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 = 20.89 Ac.
Total Watershed Currently Built (or Approved) contributing to this system = 0 Ac.
Total watershed from Jackson's Grant Villages contributing to the system = 20.89 Ac.
Total watershed available in the system post-project = 20.89 Ac.
Is the entire BMP treatment train to an outlet point being constructed with this section - YES
If NO, provide the following information:
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.
EARTHWORK NOTES
HORIZONTAL DATUM
HORIZONTAL DATUM SHALL BE BASED ON INDIANA STATE
PLANE COORDINATES, NAD83.
DRAINAGE SUMMARY
OVERALL
Site Acreage=+/-1.593 ac.
Offsite/Upstream Acreage=None
Allowable Release Rate:
10yr = 2.75 c.f.s. 100yr = 5.14 c.f.s.
Post Developed Release Rate:
10 yr = 2.66 c.f.s. 100 yr = 4.76 c.f.s.
PIV
PIV
PIV
> o
o
o
>
o
o
o
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o
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476
475
474
473
470
471
448
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
C.O.
C.O.
S
EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
>
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CT
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GA
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CT
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CT
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C
T
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CT
V
C
T
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CT
V
CT
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CT
V
CT
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CT
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CT
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CT
V
CT
V
GA
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GA
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S
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A
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GA
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GA
S
GA
S
GA
S
GA
S
GAS
OH
E
OH
E
OHE OHE
FO
FO FO FO
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
C.O.
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
C.O.
C.O.C.O.
S
SS
SS
F
S
SS
F
Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
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DIRT
VILLAGE GREEN DR
VI
L
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Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
ROLL CURB
TRANSITION
CHAIR BACK
CURB
CHAIR BACK
CURB GRASS
MEDIAN
AS
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S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
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NOTES
1. 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.
2. 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.
1" = 20 FT
60160JGV-C
DCM BKR
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S
A
D
G
KEY NOTES
OPEN PARKING SPACES
PROPOSED VAN ACCESSIBLE ADA PARKING
SPACE 1
PROPOSED ADA PARKING SPACE 1
PROPOSED DIAGONAL ADA PARKING
SPACE 1
PROPOSED TYPICAL SPACES (9'x18')40
EX. DIAGONAL STREET PARKING SPACES 6
SHARED TYPICAL SPACES (9'x18")45
TOTAL PARKING SPACES 94
LEGEND
MFF=850.70
MLAG
MFPG
B.L.
D.E.
D.U.&S.E.
D.U.&S.S.E.
S.S.E.
U.E.
L.M.A.E.
R
B-B
M.E.
H.P.
L.P.
GRD. CHG.
DENOTES SNOW FENCE TO BE INSTALLED
FOR TREE PROTECTION
OH
BENCHMARK DATA
TBM #1
THE NORTH RIM OF A SANITARY MANHOLE IS THE
SOUTHWEST QUADRANT OF THE INTERSECTION OF
SPRING MILL ROAD AND OTTO LANE.
ELEV=857.21 (NAVD 88)
ORIGINATING BENCHMARK
HAM 64
HAMILTON COUNTY BENCHMARK HAM 64: AN
INDIANA DEPARTMENT OF NATURAL RESOURCES
CONTROL STATION TABLES STAMPED "HAM 64 1989"
AT THE WEST 116TH STREET BRIDGE OVER
WILLIAMS CREEK ON THE SOUTHWEST CONCRETE
WINGWALL OF THE BRIDGE.
ELEV=834.28 (NAVD 88)
CONSTRUCTION LIMITS
HORIZONTAL DATUM
HORIZONTAL DATUM SHALL BE BASED ON INDIANA STATE
PLANE COORDINATES, NAD83.
BLOCK A 69,373 S.F.
REQUIRED OPEN SPACE 20%
PROPOSED IMPERVIOUS AREA 46,377 S.F.
PROPOSED OPEN SPACE 22,996 S.F.
PROPOSED IMPERVIOUS AREA
PERCENTAGE 67%
PROPOSED OPEN SPACE AREA
PERCENTAGE 33%
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Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
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DIRT
VILLAGE GREEN DR
VI
L
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A
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N
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Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
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TRANSITION
CHAIR BACK
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1.00%
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1.00%
1.00%
2.00%
3.66%
3.30%
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0.99%
2.64%
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T.C.=856.41
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Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
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Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
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S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
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BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
NOTES
1. 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.
2. 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.
1" = 20 FT
60160JGV-C
DCM BKR
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LEGEND
B.L.
D.E.
D.U.&S.E.
D.U.&S.S.E.
S.S.E.
U.E.
L.M.A.E.
R
B-B
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
EMERGENCY OVERFLOW PONDING
(FOR 100-YEAR STORM, ASSUMING ALL
INLETS ARE COMPLETELY CLOGGED.)
EMERGENCY FLOOD ROUTING
LOCATION OF STORMWATER DISCHARGE
FROM SITE
W
OH
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
a. 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
a. 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, commercial,
or industrial buildings adjacent to ponds shall be set a
minimum of 2 feet above the 100-year pond elevation or 2
feet above the emergency overflow weir elevation,
whichever is higher.
ii. The Lowest Adjacent Grade for all residential, commercial,
or industrial buildings shall be set a minimum of 2 feet above
the highest noted overflow path/ponding elevation across the
property frontage.
iii. 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.
NOTES
CONSTRUCTION LIMITS
854.93
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Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
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DIRT
VILLAGE GREEN DR
VI
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Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
ROLL CURB
TRANSITION
CHAIR BACK
CURB
CHAIR BACK
CURB GRASS
MEDIAN
AS
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EXPOSED CONDUIT
LIGHT POLE BASE
S
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GA
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EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
V
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Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
SF
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S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
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60160JGV-C
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BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
NOTES
1. 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.
2. 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.
1" = 20 FT
60160JGV-C
DCM BKR
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FUEL OIL TANK
(DOUBLE WALL)
PORT-O-LET
CONSTRUCTION
DUMPSTER
CONCRETE
WASHOUT AREA
POSTING SIGN
LOCATION
CONSTRUCTION
STAGING AREA 30'x30'
LEGEND
DENOTES CONSTRUCTION LIMITS
DENOTES SILT FENCE
DENOTES SILTSOXX
DENOTES SNOW FENCE TO BE
INSTALLED FOR TREE PROTECTION
TEMPORARY BELOW GRADE "DROP INLET
PROTECTION BASKET"
TEMPORARY "DROP INLET PROTECTION BASKET",
"SEDIMENT CONTROL DEVICES"
LOCATION OF STORMWATER DISCHARGE FROM SITE
(SEE SECTION A27 ON SHEET C303)
SEAN MCKINNIES
PHONE: (317) 770-1818
NOTES
ANY ADDITIONAL EROSION CONTROL MEASURES MAY BE
REQUIRED IN THE FIELD BY THE INSPECTOR.
IF SITE REMAINS INACTIVE FOR A PERIOD OF 2 WEEKS, THEN
STABILIZATION IS REQUIRED TO TAKE PLACE IN THE FORM OF
TEMPORARY SEEDING, MULCH, OR SPRAY ON POLYMER.
CONTRACTOR TO STAY WITHIN CONSTRUCTION LIMITS TO
MAINTAIN VEGETATIVE BUFFER AREAS.
NO EARTH DISTURBING ACTIVITIES MAY TAKE PLACE
WITHOUT AN APPROVED STORM WATER MANAGEMENT
PERMIT.
ANY DISCHARGE OF CONTAMINATED WATER DUE TO
DEWATERING SHALL OUTLET THROUGH EXISTING
VEGETATION OR FILTER BAGS THAT WILL NOT ADVERSELY
IMPACT STORM WATER QUALITY.
CONSTRUCTION
ENTRANCE 20'x150'
854.93
856.12
855.79
853.19
853.79
854.89
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855.80
Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
H
A
L
T
DIRT
VILLAGE GREEN DR
VI
L
L
A
G
E
CO
R
N
E
R
C
O
U
R
T
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
ROLL CURB
TRANSITION
CHAIR BACK
CURB
CHAIR BACK
CURB GRASS
MEDIAN
AS
P
H
A
L
T
SP
R
I
N
G
M
I
L
L
R
D
GR
A
V
E
L
CHAIR BACK
CURB
GR
A
V
E
L
EXPOSED CONDUIT
LIGHT POLE BASE
S
S
E E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
PIV
PIV
PIV
1.00%
1.00%
1.00%
1.00%
2.00%
3.66%
3.30%
0.
6
0
%
1.00%
1.00%
0.99%
2.64%
0.
6
0
%
2.00%
2.00%
2.00%
2.00%
1.00%
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476
475
474
473
470
471
448
855
852
853
854
856
1.00%
1.00%
E
E
CTV
FO
FO
FO
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
GAS GAS
FO
FO
FO
FO
FO
FO
CTV
FO
FO
FO
FO
FO
FO
CTVFO
FO
C.O.
C.O.
85
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6
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85
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S
EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
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Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
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BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
NOTES
1. 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.
2. 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.
3. EACH BUILDING SHALL IMPLEMENT THE INDIVIDUAL LOT
STORMWATER CONTROLS SHOWN ON THE INDIVIDUAL LOT DETAIL
ON SHEET C304.
1" = 20 FT
LEGEND
DENOTES CONSTRUCTION LIMITS
DENOTES SILT FENCE
DENOTES SILT FENCE
DENOTES SNOW FENCE TO BE
INSTALLED FOR TREE PROTECTION
TEMPORARY BELOW GRADE "DROP INLET
PROTECTION BASKET"
TEMPORARY "DROP INLET PROTECTION BASKET",
"SEDIMENT CONTROL DEVICES"
LOCATION OF STORMWATER DISCHARGE FROM SITE
(SEE SECTION A27 ON SHEET C303)
SEAN MCKINNIES
PHONE: (317) 770-1818
NOTES
ANY ADDITIONAL EROSION CONTROL MEASURES MAY BE
REQUIRED IN THE FIELD BY THE INSPECTOR.
IF SITE REMAINS INACTIVE FOR A PERIOD OF 2 WEEKS, THEN
STABILIZATION IS REQUIRED TO TAKE PLACE IN THE FORM OF
TEMPORARY SEEDING, MULCH, OR SPRAY ON POLYMER.
CONTRACTOR TO STAY WITHIN CONSTRUCTION LIMITS TO
MAINTAIN VEGETATIVE BUFFER AREAS.
NO EARTH DISTURBING ACTIVITIES MAY TAKE PLACE
WITHOUT AN APPROVED STORM WATER MANAGEMENT
PERMIT.
ANY DISCHARGE OF CONTAMINATED WATER DUE TO
DEWATERING SHALL OUTLET THROUGH EXISTING
VEGETATION OR FILTER BAGS THAT WILL NOT ADVERSELY
IMPACT STORM WATER QUALITY.
FUEL OIL TANK
(DOUBLE WALL)
PORT-O-LET
CONSTRUCTION
DUMPSTER
CONCRETE
WASHOUT AREA
POSTING SIGN
LOCATION
CONSTRUCTION
STAGING AREA 30'x30'
CONSTRUCTION
ENTRANCE 20'x150'
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Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
ASPHALT
AS
P
H
A
L
T
DIRT
VILLAGE GREEN DR
VI
L
L
A
G
E
CO
R
N
E
R
C
O
U
R
T
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
CHAIR BACK
CURB
ROLL CURB
TRANSITION
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CURB GRASS
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PIV
1.00%
1.00%
1.00%
1.00%
2.00%
3.66%
3.30%
0.
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0
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1.00%
1.00%
0.99%
2.64%
0.
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2.00%
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T.C.=856.41
8" SDR-35 PVC W INV.=848.68
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Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
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T/C: 856.30
W: 8" PVC Inv.=849.75'
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BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
1" = 20 FT
LEGEND
DENOTES CONSTRUCTION LIMITS
DENOTES PERMANENT SEEDING & MULCH AREAS
Seeding rate:
Seeding mixture:
130 lbs / acre or 3 lbs / 1,000 sqft
25% creeping red fescue
35% perennial rye
40% Kentucky bluegrass
DENOTES SEEDING w/ FIBER BLANKET #S75
BY NORTH AMERICAN GREEN
Seeding rate:
Seeding mixture:
110 lbs / acre or 2.5 lbs / 1,000 sqft
38% Kentucky 31 fescue
19% perennial rye
19% annual rye
14% orchard grass
10% Kentucky bluegrass
DENOTES TEMPORARY SEEDING & MULCH AREAS
Seeding rate:
Seeding mixture:
50 lbs / acre
100% perennial rye
DENOTES UPLAND WOODLAND MIX GRASS
SEE CHART BELOW
NATIVE VEGETATION & PROTECTIVE SIGNAGE
(SEE DETAIL THIS SHEET)
SEAN MCKINNIES
PHONE: (317) 770-1818
NOTES
ANY ADDITIONAL EROSION CONTROL MEASURES MAY BE
REQUIRED IN THE FIELD BY THE INSPECTOR.
IF SITE REMAINS INACTIVE FOR A PERIOD OF 2 WEEKS, THEN
STABILIZATION IS REQUIRED TO TAKE PLACE IN THE FORM OF
TEMPORARY SEEDING, MULCH, OR SPRAY ON POLYMER.
CONTRACTOR TO STAY WITHIN CONSTRUCTION LIMITS TO
MAINTAIN VEGETATIVE BUFFER AREAS.
NO EARTH DISTURBING ACTIVITIES MAY TAKE PLACE
WITHOUT AN APPROVED STORM WATER MANAGEMENT
PERMIT.
ANY DISCHARGE OF CONTAMINATED WATER DUE TO
DEWATERING SHALL OUTLET THROUGH EXISTING
VEGETATION OR FILTER BAGS THAT WILL NOT ADVERSELY
IMPACT STORM WATER QUALITY.
ANY STORM MANAGEMENT AREA 2 SIGNAGE DISTURBED OR
DAMAGED DURING CONSTRUCTION SHALL BE RESTORED OR
REPLACED, IN KIND, BY THE CONTRACTOR. REFER TO V3
DESIGN DEVELOPMENT DOCUMENTS FOR DETAILS.
PLANTING SCHEDULE
UPLAND WOODLAND MIX
TYPE OF SEED - GRASSES
LATIN NAME COMMON NAME
Oz /
Acre
Carex cephalophora Short-Headed Bracted Sedge 1
Carex gracillima Graceful Wood Sedge 1
Carex sparganioides Canada Wild Rye 1
Diarrhena americana American Beak Grass 8
Elymus riparius Riverbank Wild Rye 3
Elymus villosus Hairy Wild Rye 2
Elymus virginicus Virginia Wild Rye 64
Hystrix patula Bottlebrush Grass 16
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PROJECT NAME
Spring Mill Shops
SITE NAME
The area scheduled for construction is known as "Spring Mill Shops" (hereinafter referred to as the "Project").
PROJECT LOCATION
The property is located at the Northeast corner of the intersection of Spring Mill Road and 116th Street.
OWNER'S INFORMATION
Spring Mill Shops, LLC
Republic Properties, LLC (Manager)
13578 East 131st Street, Suite 200
Fishers, Indiana 46037
Phone: (317) 770-1818
Contact Person: Sean McKinnies
NOTICE OF INTENT
All parties defined as owners or operators must submit a Notice of Intent (NOI) at least 48 hours prior to commencement of on-site construction activities.
Submittal of late NOI's is not prohibited; however, authorization under the construction general permit is only for discharges that occur after permit
coverage is granted. Unpermitted discharges may be subject to enforcement actions by the EPA. For the purposes of this permit, an operator is defined as
any party meeting either of the following requirements:
a. The party has operational control over construction plans and specifications, including the ability to make modifications to those plans and
specifications.
b. The party has day-to-day operational control of those activities at a project that are necessary to ensure compliance with a stormwater pollution
prevention plan for the site or other permit conditions.
CONSTRUCTION PLAN - GENERAL PLAN COMPONENTS (SECTION A)
A1 - INDEX OF THE LOCATION OF REQUIRED PLAN ELEMENTS IN THE CONSTRUCTION PLAN:
C300A - C300B - SWPPP - Initial Plan
C301A - C301B - SWPPP - Temporary Plan
C302A - C302B - SWPPP - Permanent Plan
C303 - SWPPP - Specifications
C304 - C305 - SWPPP - Details
A2 - A VICINITY MAP DEPICTING THE PROJECT SITE LOCATION IN RELATIONSHIP TO RECOGNIZABLE LOCAL LANDMARKS, TOWNS,
AND MAJOR ROADS:
See C001 - Cover Sheet for a vicinity map.
A3 - NARRATIVE OF THE NATURE AND PURPOSE OF THE PROJECT:
This Project includes the construction of a commercial property, which consists of approximately 1.593 acres. Construction will include grading for a
building, associated parking, access drive, utility extensions and services, onsite and offsite grading, landscaping, and drainage infrastructure, which
includes connections to existing systems (sanitary sewer, storm sewer, and water main).
A4 - LATITUDE AND LONGITUDE TO THE NEAREST FIFTEEN (15) SECONDS:
Latitude 39º 57' 23" N
Longitude 86º 09' 54" W
A5 - LEGAL DESCRIPTION OF THE PROJECT SITE:
A part of the Southeast Quarter of Section 34, Township 18 North, Range 03 East, Clay Township, Hamilton County, Indiana.
See C001 - Cover Sheet for the full legal description.
A6 - 11 x 17-INCH PLAT SHOWING BUILDING LOT NUMBERS/BOUNDARIES AND ROAD LAYOUT/NAMES:
See Appendix B in the O & M Manual for an 11" x 17" copy of the Final Plat.
A7 - BOUNDARIES OF THE ONE HUNDRED (100) YEAR FLOODPLAINS, FLOODWAY FRINGES, AND FLOODWAYS:
No portion of this site is located within a Special Flood Hazard Area (Zone AE). This information was obtained from Flood Insurance Rate Map (FIRM)
Panel 18057C0137G for Hamilton County, Indiana dated November 19, 2014.
See C001 - Cover Sheet for a FIRM map panel showing boundaries of the 100-year floodplains, floodway fringes, and floodways.
A8 - LAND USE OF ALL ADJACENT PROPERTIES:
North: Residential
East: Commercial
South: Commercial
West: Residential
A9 - IDENTIFICATION OF A U.S. EPA APPROVED OR ESTABLISHED TMDL:
No establioshed TMDL.
A10 - NAME(S) OF THE RECEIVING WATER(S):
The overall site outlets to an existing storm system in Jackson's Grant Village, Section 2 - Townhomes, which flows to Williams Creek, which ultimately
flows to White River.
A11 - IDENTIFICATION OF DISCHARGES TO A WATER ON THE CURRENT 303(D) LIST OF IMPAIRED WATERS AND THE POLLUTANT(S)
FOR WHICH IT IS IMPAIRED:
The overall site outlets to an existing storm system in Jackson's Grant Village, Section 2 - Townhomes, which flows to Williams Creek, which ultimately
flows to White River. Williams Creel is not included in the 303(d) listing of impaired waters.
White River is included in the 303(d) listing of impaired waters. The cited impairments are Biological Integrity, Iron, and Pcbs in Fish Tissue.
A12 - SOILS MAP OF THE PREDOMINATE SOIL TYPES:
See Sheet C001 - Cover Sheet and Sheet C304 - SWPPP - Specifications & Details for soil map and predominate soil types (as obtained from the NRCS
Web Soil Survey).
A13 - IDENTIFICATION AND LOCATION OF ALL KNOWN WETLANDS, LAKES, AND WATER COURSES ON OR ADJACENT TO THE
PROJECT SITE (CONSTRUCTION PLAN, EXISTING SITE LAYOUT):
Existing lakes and water courses adjacent to this site include Existing Lake #1 in Jackson's Grant Village, Section 1 to the northwest, Williams Creek to the
west, and protected wetland to the south.
A14 - IDENTIFICATION OF ANY OTHER STATE OR FEDERAL WATER QUALITY PERMITS OR AUTHORIZATIONS THAT ARE REQUIRED
FOR CONSTRUCTION ACTIVITIES:
IDEM Construction Stormwater General Permit.
A15 - IDENTIFICATION AND DELINEATION OF EXISTING COVER, INCLUDING NATURAL BUFFERS:
The existing site consists of temporary grass and weeds.
A16 - EXISTING SITE TOPOGRAPHY AT AN INTERVAL APPROPRIATE TO INDICATE DRAINAGE PATTERNS:
See Sheets C100 - Topographical Survey / Demo Plan for existing site topography.
A17 - LOCATION(S) WHERE RUN-OFF ENTERS THE PROJECT SITE:
All existing run-off is captured by storm system installed during construction of Jackson's Grant Village Section 1 & 2 before entering site. No existing
run-off enters this project site.
A18 - LOCATION(S) WHERE RUN-OFF DISCHARGES FROM THE PROJECT SITE PRIOR TO LAND DISTURBANCE:
All existing run-off is captured by proposed storm system installed during construction this project site or captured by existing roundabout storm system
which discharges to the south through a culvert under 116th street.
A19 - LOCATION OF ALL EXISTING STRUCTURES ON THE PROJECT SITE:
See Sheets C100 - Topographical Survey / Demo Plan for existing structure locations on the project site.
A20 - EXISTING PERMANENT RETENTION OR DETENTION FACILITIES, INCLUDING MANMADE WETLANDS, DESIGNED FOR THE
PURPOSE OF STORMWATER MANAGEMENT:
See the Pond Routing Basin Map(s) in Appendix G of the Drainage Report for location(s) of existing permanent retention or detention facilities, including
manmade wetlands, designed for the purpose of stormwater management.
A21 - LOCATIONS WHERE STORMWATER MAY BE DIRECTLY DISCHARGED INTO GROUND WATER, SUCH AS ABANDONED WELLS,
SINKHOLES, OR KARST FEATURES:
There are no known locations where stormwater may be directly discharged into ground water on this site.
A22 - SIZE OF THE PROJECT AREA EXPRESSED IN ACRES:
Total project area (in acres): 1.593 acres
A23 - TOTAL EXPECTED LAND DISTURBANCE EXPRESSED IN ACRES:
Total expected area of land disturbance (in acres): 1.593±
A24 - PROPOSED FINAL TOPOGRAPHY:
See Sheet C200 - Site Development Plan for proposed site topography.
A25 - LOCATIONS AND APPROXIMATE BOUNDARIES OF ALL DISTURBED AREAS:
See Sheet C200s - Site Development Plan and Sheets C300s - C302s - SWPPP Plans for location(s) and approximate boundaries of disturbances.
A26 - LOCATIONS, SIZE, AND DIMENSIONS OF ALL STORMWATER DRAINAGE SYSTEM SUCH AS CULVERTS, STORMWATER SEWER,
AND CONVEYANCE CHANNELS:
See Sheet C200 - Site Development Plan and Sheets C600 - Storm Sewer Plan & Profiles for location(s) and sizes of stormwater drainage systems.
See Sheet C802 - Construction Specifications & Details for Storm Details for details of stormwater structures and swales.
A27 - LOCATIONS OF SPECIFIC POINTS WHERE STORMWATER AND NON-STORMWATER DISCHARGES WILL LEAVE THE PROJECT
SITE:
See Sheet C200 - Site Development Plan, Sheet C301 - SWPPP - Temporary Plan, and Sheets C600 - Storm Sewer Plan & Profiles for location(s) where
stormwater and non-stormwater discharges will leave the site.
A28 - LOCATION OF ALL PROPOSED SITE IMPROVEMENTS, INCLUDING ROADS, UTILITIES, LOT DELINEATION AND IDENTIFICATION,
PROPOSED STRUCTURES, AND COMMON AREAS:
See Sheet C200 - Site Development Plan, for the location(s) of all proposed site improvements.
A29 - LOCATION OF ALL ON-SITE AND OFF-SITE SOIL STOCKPILES AND BORROW AREAS:
There will be no soil stockpile areas for this project.
A30 - CONSTRUCTION SUPPORT ACTIVITIES THAT ARE EXPECTED TO BE PART OF THE PROJECT:
See Sheets C300 - SWPPP - Initial Plan and C301 - SWPPP - Temporary Plan for the location(s) of the construction staging area.
See Sheet C305 - SWPPP Details for the construction staging area detail.
A31 - LOCATION OF ANY IN-STREAM ACTIVITIES THAT ARE PLANNED FOR THE PROJECT INCLUDING, BUT NOT LIMITED TO,
STREAM CROSSINGS AND PUMP AROUNDS:
There are no planned in-stream activities for this project.
STORMWATER POLLUTION PREVENTION - CONSTRUCTION COMPONENT (SECTION B)
B1 - DESCRIPTION OF THE POTENTIAL POLLUTANT GENERATING SOURCES AND POLLUTANTS, INCLUDING ALL POTENTIAL
NON-STORMWATER DISCHARGES:
The following potential pollutant sources may be associated with construction activities on site:
Material storage areas (more specifically described below), construction waste material, fuel storage areas and fueling stations, exposed soils, leaking
vehicles and equipment, sanitary waste from temporary toilet facilities, litter, windblown dust, soil tracking off site from construction equipment, water
from concrete washout.
The following construction materials will be staged or stored on site at various points during development of the site:
Structural fill, road base, concrete drainage pipe, concrete culverts, precast concrete manholes.
Measures and/or operational activities for minimizing the discharge of pollutants during construction are described in the rest of this section. Those
measures and/or activities for post-construction are described in Section C.
B2 - STABLE CONSTRUCTION ENTRANCE LOCATIONS AND SPECIFICATIONS:
See Sheets C300 - SWPPP - Initial Plan and C301 - SWPPP - Temporary Plans for the location(s) of the construction entrance(s).
See Sheet C305 - SWPPP Details for construction entrance details and specifications.
B3 - SPECIFICATIONS FOR TEMPORARY AND PERMANENT STABILIZATION:
See Sheets C301 - SWPPP - Temporary Plan for temporary surface stabilization methods.
See Sheets C302 - SWPPP - Permanent Plan for permanent surface stabilization methods.
See Sheet C304 - C305 - SWPPP Details for surface stabilization specifications, application rates for soil amendments and see mixtures, application rate
and anchoring method for mulch, and erosion control blanket installation specifications.
B4 - SEDIMENT CONTROL MEASURES FOR CONCENTRATED FLOW AREAS:
Erosion control blanket will be used in swales.
Sheet flow areas will be protected by seed and mulch or hydroseeding.
Erosion control blanket will be installed on sloped areas where the slope exceeds 3:1 (horizontal to vertical).
Silt fencing will be utilized to minimize runoff from construction areas.
See Sheets C302 - SWPPP - Permanent Plan for location(s) and method(s) of sediment control measures for concentrated flow areas.
See Sheet C304 - C305 - SWPPP Details for sediment control measures for concentrated flow area specifications.
B5 - SEDIMENT CONTROL MEASURES FOR SHEET FLOW AREAS:
Sheet flow areas will be protected by seed and mulch or hydroseeding.
Erosion control blanket will be installed on sloped areas where the slope exceeds 3:1 (horizontal to vertical).
Silt fencing will be utilized to minimize runoff from construction areas.
See Sheets C301 - SWPPP - Temporary Plan and C302A - C302B - SWPPP - Permanent Plan for location(s) and method(s) of sediment control measures
for sheet flow areas.
See Sheet C304 - C305 - SWPPP Details for sediment control measures for sheet flow area specifications.
B6 – RUN-OFF CONTROL MEASURES:
No direct run-off control measures are required for this project.
B7 - STORMWATER OUTLET PROTECTION LOCATION AND SPECIFICATIONS:
Rip-rap revetment will be used at each of the stormwater outlets where not connecting into existing manholes.
See Sheets C301 - SWPPP - Temporary Plan for location(s) of stormwater outlet protection.
See Sheet C304 - C305 - SWPPP Details for details of stormwater outlet protection.
B8 - GRADE STABILIZATION STRUCTURE LOCATIONS AND SPECIFICATIONS:
Erosion control blanket will be utilized as grade-stabilization structures.
See Sheets C302 - SWPPP - Permanent Plan for location(s) of grade stabilization structures.
See Sheet C304 - C305 - SWPPP Details for grade stabilization structure specifications.
B9 - DEWATERING APPLICATIONS AND MANAGEMENT METHODS:
See Sheet C304 - SWPPP Details for dewatering detail and requirements.
B10 - MEASURES UTILIZED FOR WORK WITHIN WATERBODIES:
There will be no work within waterbodies for this project.
B11 - MAINTENANCE GUIDELINES FOR EACH PROPOSED STORMWATER QUALITY MEASURE:
Inspection Schedule/Reporting
The project site owner and/or designated representative(s) shall refer to Section 3.6 - Performance Standards - Monitoring and Project Management
Requirements of the IDEM Construction Stormwater General Permit for minimum requirements for self-monitoring inspections. Additional measures are
listed below.
Stone entrance
• Inspect entrance pad and sediment disposal area weekly and after storm events or heavy use.
• Reshape pad as needed for drainage and runoff control.
• Top dress with clean stone as needed.
• Immediately remove mud and sediment tracked or washed onto public roads by brushing or sweeping. Flushing should only be used if the water is
conveyed into a sediment trap or basin.
• Repair any broken road pavement immediately.
Silt Fence
• Inspect the silt fence periodically and after each storm event.
• If fence fabric tears, starts to decompose, or in any way becomes ineffective, replace the affected portion immediately.
• Remove deposited sediment when it reaches half the height of the fence at its lowest point or is causing the fabric to bulge.
• Take care to avoid undermining the fence during cleanout.
• After the contributing drainage area has been stabilized, remove the fence and sediment deposits, bring the disturbed area to grade, and stabilize.
Topsoil Stockpile
• Determine depth and suitability of topsoil at the site. (For help, contact the local SWCD office to obtain a County Soil Survey Report, or consult with a
Soil Scientist.)
• Prior to stripping topsoil, install any site-specific downslope practices needed to control runoff and sedimentation.
• Remove the soil material no deeper than what the County Soil Survey describes as "surface soil" (i.e., A or Ap horizon).
• Stockpile the material in accessible locations that neither interfere with other construction activities nor block natural drainage; and install silt fences or
other barriers to trap sediment. (Several small piles around the construction site are usually more efficient and easier to contain than one large pile.)
• If soil is stockpiled for more than six (6) months, it should be temporarily seeded or covered with a tarp or surrounded by a sediment barrier.
Temporary Diversions
• Inspect weekly and following each storm event.
• Remove sediment from the channel and reinforce the ridge as needed.
• Check the outlets and make necessary repairs immediately.
• Remove sediment from traps when they are 50% full.
• When the work area has been stabilized, remove the ridge, fill the channel to blend with the natural ground, remove temporary slope drains, and stabilize
all disturbed areas.
Rock Dam
• Inspect the rock dam and basin following each storm event.
• Remove sediment when it accumulates to half the design volume (marked by stake).
• Check the dam and abutments for erosion, piping, and rock displacement, and repair immediately if the basin does not drain between storms, replace the
stone on the upstream face of dam if the basin drains to rapidly following a storm (less than 6 hrs.), add INDOT CA No. 5 gravel on the upstream face of
the dam.
• Once the contributing drainage area has been permanently stabilized, remove water and sediment from the basin, remove the dam, disposing of the rock
in designated disposal areas, smooth the site to blend the surrounding area, stabilize.
Temporary Seeding
• Inspect periodically after planting to see that vegetative stands are adequately established; reseed if necessary.
• Check for erosion damage after storm events and repair; reseed and mulch if necessary.
• Topdress fall seeded wheat or rye seedings with 50 lbs./acre of nitrogen in February or March if nitrogen deficiency is apparent.
Permanent Seeding
• Inspect periodically, especially storm events, until the stand is successfully established.
• Characteristics of a successful stand include vigorous dark green or bluish-green seedlings; uniform density with nurse plants, legumes, and grasses well
intermixed; green leaves; and the perennials remaining green throughout the summer, at least at the plant base.
• Plan to add fertilizer the following season according to soil test recommendations.
• Repair damaged, bare, or sparse or patchy, by filling any gullies, re-fertilizing, over- or re-seeding and mulching after re-preparing the seedbed.
• If vegetation fails to grow, consider soil testing to determine acidity or nutrient deficiency problems. (Contact the SWCD or cooperative extension office
for assistance.)
• If additional fertilization is needed to get a satisfactory stand, do so according to soil test recommendations.
Erosion Control Matting
• During vegetative establishment, inspect after storm events for any erosion below the blanket.
• If any area shows erosion, pull back that portion of the blanket covering it, add soil, re-seed the area, and re-lay and staple the blanket.
• After vegetative establishment, check the treated area periodically.
Inlet Protection
• Inspect frequently for damage by vehicular traffic, and repair if needed.
• Inspect after each storm event.
• Remove sediment (do not flush with water) when it reaches half the height of the barrier.
• Deposit removed sediment where it will not enter storm drains.
• When the contributing drainage areas have been stabilized, remove inlet protection.
B12 - PLANNED CONSTRUCTION SEQUENCE THAT DESCRIBES THE IMPLEMENTATION OF STORMWATER QUALITY MEASURES IN
RELATION TO LAND DISTURBANCE:
1. The Contractor shall schedule a Pre-construction meeting with the City of Carmel prior to any constructing on the site being started. The Contractor
and/or Developer shall notify IDEM and the City of Carmel 48 hours prior to start of construction.
2. Following the required pre-construction meeting the Contractor shall install the “posting information center”. The posting information center is the
location where a copy of the approved IDEM Construction Stormwater General Permit, Approved SWPP Plan, signed O&M Manual and Maintenance
Logs are to be located. The Contractor shall proceed to construct the construction entrance after all posting requirements have been met.
See Sheets Sheets C300 - SWPPP - Initial Plan and C301 - SWPPP - Temporary Plan for the location(s) of the construction entrance(s) and the
posting information center.
See Sheet C304 - C305 - SWPPP Details for construction entrance details and specifications.
3. Immediately following the installation of the construction entrance, the Contractor shall construct the maintenance and refueling area and concrete
washout.
See Sheet C305 - SWPPP Details for maintenance and refueling area details and specifications.
See Sheet C304 - SWPPP Details for concrete washout details and specifications.
4. Prior to any earth moving, the Contractor shall install all silt fence.
See Sheets C300 - SWPPP - Initial Plan for location(s) of silt fence.
See Sheet C305 - SWPPP Details for silt fence specifications.
5. The Contractor shall protect existing curb inlets with drop inlet protection baskets and end section inlets with rock horseshoe dams.
See Sheets C300 - SWPPP - Initial Plan for location(s) of drop inlet protection baskets and rock horseshoe dams.
See Sheet C305 - SWPPP Details for rock horseshoe dam detail.
See Sheet C304 - SWPPP Details for drop inlet protection basket specifications.
6. When the "existing" site/construction limits are completely protected, the Contractor shall begin stripping the existing topsoil within the construction
limits and utilize in non-structural fill areas.
7. The Contractor shall install the proposed storm sewers and cut the proposed swales. Swales shall be stabilized with an erosion control blanket
immediately following their construction.
See Sheet C200 - Site Development Plan, and Sheets C600 - Storm Sewer Plan & Profiles for location(s) of proposed storm sewer and swale(s).
See Sheet C304 - C305 - SWPPP Details for erosion control blanket specifications.
8. All inlets shall be protected with drop inlet baskets immediately following their installation.
See Sheets C301 - SWPPP - Temporary Plan for location(s) of drop inlet baskets.
See Sheet C304 - SWPPP Details for drop inlet protection basket specifications.
9. The Contractor shall continue to grade the remainder of the site.
See Sheet C200 - Site Development Plan for proposed site topography.
10. The Contractor shall excavate the existing sanitary service lateral(s) and expose the proposed connection point(s) for the proposed sanitary lateral
extensions. See Sheet C200 - Site Development Plan, and Sheets C400 - Utility Plan for location(s) of proposed sanitary sewer connection(s).
11. The proposed onsite storm sewer and sanitary sewer shall be installed concurrently with each other when crossings are encountered.
See Sheet C200 - Site Development Plan, Sheets C400 - Utility Plan, and Sheets C600 - Storm Sewer Plan & Profiles for location(s) of proposed
storm & sanitary sewer.
12. The Contractor shall install water main.
See Sheet C200 - Site Development Plan, Sheets C400 - Utility Plan, for location(s) of proposed water service line.
13. The Contractor shall prepare the sub-grade for the proposed road system. If lime stabilization is the method chosen, dust shall be kept to a minimum.
Dust shall be removed from the construction vehicles prior to leaving the site.
See Sheet C200 - Site Development Plan, for proposed parking layout and aisle centerline profile.
See Sheet C803 Construction Specifications & Details for proposed pavement cross-section(s) and special provision for lime modification.
14. The Contractor shall install all concrete curb.
See Sheet C200 - Site Development Plan for proposed concrete curb layout.
See Sheet C803 Construction Specifications & Details for proposed concrete curb detail(s).
15. The Contractor shall have all other appropriate utilities installed. It is ultimately the responsibility of the Contractor to ensure that the trench area is
seeded and mulched immediately following the installation of each utility.
See Sheets C302 - SWPPP - Permanent Plan for location(s) of seeding and mulch.
See Sheet C304 - C305 - SWPPP Details for seeding and mulch and specifications.
16. The Contractor shall install all asphalt pavement.
See Sheet C200 - Site Development Plan for proposed road layout.
See Sheet C803 Construction Specifications & Details for proposed road cross-section(s).
17. The Contractor shall install the proposed erosion control blanket in the remaining swales.
See Sheet C200 - Site Development Plan for location(s) of swale(s).
See Sheets C302 - SWPPP - Permanent Plan for location(s) of erosion control blanket.
See Sheet C305 - SWPPP Details for erosion control blanket specifications.
18. The Contractor shall permanent seed all areas between the back of curb and the constructed pad, and any remaining areas.
See Sheets C302 - SWPPP - Permanent Plan for location(s) of permanent seeding. Temporary seed to be used only in offsite area and stockpile.
See Sheet C304 - SWPPP Details for application rates for soil amendments and see mixtures.
19. The Contractor shall schedule a site inspection with the City of Carmel to ensure that the site is stabilized. After the Inspector approves the site
conditions, the Contractor shall remove all temporary erosion control practices.
20. The post-construction erosion control practices then become the responsibility of the Developer of this project.
21. The Developer of this project shall continue to monitor this site for good housekeeping on the post-construction BMP's until a NOT is filed with
IDEM.
B13 - PROVISIONS FOR EROSION AND SEDIMENT CONTROL ON INDIVIDUAL RESIDENTIAL BUILDING LOTS REGULATED UNDER THE
PROPOSED PROJECT:
See Sheet C304 - SWPPP Details for erosion and sediment control on individual residential building lot detail and specifications.
B14 - MATERIAL HANDLING AND SPILL PREVENTION AND SPILL RESPONSE PLAN MEETING THE REQUIREMENTS IN 327 IAC 2-6.1:
Material Handling and Spill Prevention
Discharge of hazardous substances or oil into stormwater is subject to reporting requirements. In the event of a spill of a hazardous substance, the operator
is required to notify the National Response Center (1-800-424-8802) to properly report the spill. In addition, the operator shall submit a written description
of the release (including the type and amount of material released, the date of the release, the circumstances of the release, and the steps to be taken to
prevent future spills) to the local MS-4.
Compliance of the site with the General Construction Permit remains the responsibility of all operators that have submitted an NOI until such time as they
have submitted a Notice of Termination (NOT). The permittee's authorization to discharge under the General Construction Permit terminates at midnight
of the day the NOT is signed.
All permittees must submit an NOT within thirty (30) days after one or more of the following conditions have been met:
1. Final stabilization has been achieved on all portions of the site for which the permittee was responsible.
2. Another operator/permittee has assumed control over all areas of the site that have not been finally stabilized.
3. In residential construction operations, temporary stabilization has been completed and the residence has been transferred to the homeowner.
Spill Response Directions
In the event of small spills, please contact the construction supervisor. In the event of spills that require removal of soils or other materials, please contact
the construction supervisor, developer, County Surveyor's Office and the local fire department.
In the event of spills that have potential groundwater or surface water contamination, please contact the construction supervisor, developer, County
Surveyor's Office, local fire department and IDEM.
Alert Procedures for Spills
1. Any personnel observing a spill will immediately initiate the following procedure:
a. Dial "0" from any telephone.
b. Notify the appropriate emergency personnel.
2. The emergency coordinator will then take the following actions:
a. Barricade the area, allowing no vehicles to enter or exit the spill zone.
b. Notify the IDEM Office of Land Quality Emergency Response at the contact number listed below.
c. Notify the EPA National Response Center at the contact number listed below, providing the following information:
x Time of the observation of the spill
x Location of the spill
x Identity of the material(s) spilled
x Probable source of the spill
x Probable time of the spill
x Volume and duration of the spill
x Current and anticipated movement of the spill
x Current weather conditions
x Personnel at the scene of the spill
x Action(s) initiated by personnel
x Notify the following agencies at the contact numbers listed below: local fire department, local police department, local soil & water
conservation district, local department of public works or stormwater/MS4 department.
x Notify waste recovery contractor, maintenance personnel, and/or other contracted personnel as necessary for spill cleanup.
x Coordinate and monitor cleanup until the situation has been stabilized and all spills have been eliminated.
x Cooperate with the IDEM Office of Land Quality Emergency Response or procedures and reports involved with the spill event.
Contact Numbers
Emergency Response 911
Carmel Fire Department (317) 571-2600
Carmel Police Department (Non-Emergency) (317) 773-1282
Indiana Department of Natural Resources (317) 477-8773
IDEM Office of Land Quality Emergency Response (317) 233-7745 or (888) 233-7745
Carmel Engineering Department (317) 571-2442
Hamilton County Surveyor's Office (317) 776-8495
Hamilton County Soil and Water (317) 773-2181
Cleanup Parameters
1. The Owner shall be kept continually informed during cleanup. Listings of qualified contractors and available vacuum trucks, tank pumpers, available
absorbent materials and cleanup supplies, and other necessary equipment shall be maintained and readily accessible for cleanup operations.
2. All maintenance personnel shall be made aware of methods for spill prevention and the procedures outlined within this plan. Personnel shall be
informed of updates to procedures and guidelines related to spill prevention, cleanup operations, and/or changes to this plan.
3. In the event of a life endangering spill event, life-saving operations shall be carried out by local police and fire department officials.
4. The disposal of materials, especially absorbent, used during spill cleanup operations is subject to the approval and guidelines of IDEM.
5. Flushing of spilled materials, or spill-related materials, with water is not permitted without the authorization of IDEM.
B15 - MATERIAL HANDLING AND STORAGE PROCEDURES ASSOCIATED WITH CONSTRUCTION ACTIVITY:
Solid Waste Disposal
No solid material, including building materials, is permitted to be discharged to surface waters or buried on site. All solid waste materials, including
disposable materials incidental to the construction activity, must be collected in containers or closed dumpsters. The collection containers must be emptied
periodically and the collected material hauled to a landfill permitted by the State and/or appropriate local municipality to accept the waste for disposal.
A foreman or supervisor should be designated in writing to oversee, enforce, and instruct construction workers on proper solid waste procedures.
Hazardous Waste
Whenever possible, minimize the use of hazardous materials and generation of hazardous wastes. All hazardous waste materials will be disposed in the
manner specified by federal, state, or local regulations or by the manufacturer.
Use containment berms in fueling and maintenance areas and where potential for spills is high.
A foreman or supervisor should be designated in writing to oversee, enforce and instruct construction workers on proper hazardous waste procedures. The
location of any hazardous waste storage areas should be indicated on the stormwater pollution prevention plan by the operator following on-site location of
the facility.
Dust Control/Off-site Vehicle Tracking
During construction, water trucks should be used, as needed, by each contractor or subcontractor to reduce dust. After construction, the site should be
stabilized to reduce dust.
Construction traffic should enter and exit the site at a Construction Entrance with a rock pad or equivalent device. The purpose of the rock pad is to
minimize the amount of soil and mud that is tracked into existing streets. If sediment escapes the construction site, off-site accumulations of sediment must
be removed at a frequency sufficient to minimize offsite impacts.
Sanitary/Septic
Contractors and subcontractors must comply with all state and local sanitary sewer, portable toilet, or septic system regulations. Sanitary facilities shall be
provided at the site by each contractor or subcontractor throughout construction activities. The sanitary facilities should be utilized by all construction
personnel and be serviced regularly. All expenses associated with providing sanitary facilities are the responsibility of the contractors and subcontractors.
The location of any sanitary facilities should be indicated on the stormwater pollution prevention plan by the operator following on-site location of said
facilities.
Water Source
Water used to establish and maintain grass, to control dust, and for other construction purposes must originate from a public water supply or private well
approved by the State or local health department.
Equipment Fueling and Storage Areas
Equipment fueling, maintenance, and cleaning should only be completed in protected areas (i.e., bermed area). Leaking equipment and maintenance fluids
will be collected and not allowed to discharge into soil where they may be washed away during a rain event.
Equipment washdown (except for wheel washes) should take place within an area surrounded by a berm. The use of detergents is prohibited.
Hazardous Material Storage
Chemicals, paints, solvents, fertilizers, and other toxic or hazardous materials should be stored in their original containers (if original container is not
resealable, store the products in clearly labeled, waterproof containers). Except during application, the containers should be kept in trucks or in bermed
areas within covered storage facilities. Runoff containing such materials shall be collected, removed from the site, and disposed of in accordance with the
federal, state, and local regulations.
As may be required by federal, state, or local regulations, the Contractor should have a Hazardous Materials Management Plan and/or Hazardous Materials
Spill Prevention Program in place. A foreman or supervisor should be designated in writing to oversee, enforce, and instruct construction workers on
proper hazardous materials storage and handling procedures. The location of any hazardous material storage areas should be indicated on the stormwater
pollution prevention plan by the operator following on-site location of the storage areas.
STORMWATER POLLUTION PREVENTION - POST-CONSTRUCTION COMPONENT (SECTION C)
C1 - DESCRIPTION OF POLLUTANTS AND THEIR SOURCES ASSOCIATED WITH THE PROPOSED LAND USE:
The proposed land use will consist of single-family residential houses. The pollutants and sources of each pollutant normally expected from these types of
land uses are listed below:
Pollutant Source: Passenger vehicles, delivery vehicles, and trucks
Type of Pollutant: Oil, gasoline, diesel fuel, any hydrocarbon associated with vehicular fuels and lubricants, grease, antifreeze, windshield cleaner
solution, brake fluid, brake dust, rubber, glass, metal and plastic fragments, grit, road de-icing materials.
Pollutant Source: Residence
Type of Pollutant: Cleaning solutions or solvents, leaks from HVAC equipment, grit from roof drainage, aggregate or rubber fragments from roofing
system.
Pollutant Source: Trash dumpster
Type of Pollutant: Cleaning solutions or solvents, litter (paper, plastic, general refuse associated with distributions operations), uneaten food products,
bacteria.
Pollutant Source: Roadway
Type of Pollutant: Any pollutant associated with vehicular sources, grit from asphalt wearing surface, bituminous compounds from periodic maintenance
(sealing, resurfacing and patching), pavement de-icing materials, paint fragments from parking stall stripes, concrete fragments,
wind-blown litter from off-site sources, and elevated water temperatures from contact with impervious surfaces.
Pollutant Source: Lawn and landscape areas
Type of Pollutant: Fertilizers, soil, organic material (leaves, mulch, grass clippings).
The anticipated pollution sources are the vehicles that will use these future facilities, including both truck and passenger vehicle traffic. Possible pollutants
include oil, gasoline, anti-freeze and other pollutants associated with vehicular traffic.
C2 - DESCRIPTION OF PROPOSED POST-CONSTRUCTION STORMWATER MEASURES:
1.Swales: The proposed grassed swales will collect storm water from sheet flow areas and convey them to the storm sewer. The design of the swales
will allow sediment to be partially infiltrated before storm water enters the designed storm sewer system.
2.Inlets: The proposed inlets will prevent large debris such as paper, trash and construction material from entering the storm sewer. The inlet castings
are also stamped with an environmental protection stamp informing the public not to pollute the environment.
3.WQS: Water Quality Structures (WQS) - WQS in Jackson's Grant, Section 1 will prevent large debris such as paper, trash and construction material
from entering the storm sewer. The WQS's castings are also stamped with an environmental protection stamp informing the public not to pollute the
environment. WQS inlet castings specifications can be found on plans for Jackson's Grant, Section 1.
C3 – PLAN DETAILS FOR EACH STORMWATER MEASURES:
See Sheet C200 - Site Development Plan and Sheets C600 - Storm Sewer Plan & Profiles for location(s) and method(s) of proposed stormwater measures.
See Sheet C803 Construction Specifications & Details for proposed stormwater specifications and details.
Refer to Jackson's Grant, Section 1 for information on WQS.
C4 - SEQUENCE DESCRIBING STORMWATER MEASURE IMPLEMENTATION:
1. The Contractor shall install the proposed storm sewers.
2. After construction is complete, the Contractor shall remove all sediment from the existing storm structures.
3. WQS in Jackson's Grant, Section 1 shall be inspected and serviced as needed.
C5 - MAINTENANCE GUIDELINES FOR PROPOSED POST-CONSTRUCTION STORMWATER MEASURES:
Landscaping
Landscaping shall be fertilized at the time of installation with pellets buried near the root ball. Subsequent tree fertilizations shall not be surface applied.
Tree spikes or similar measure shall be used. For the first two years after installation, the landscaping shall be watered the equivalent of 1" of rainfall once
per week if adequate rainfall was not received. After two years, water as necessary in dry season. Lawn shall be mowed at a height of not less than 3" to
increase root mass. Lawn shall not be fertilized more that twice per year and shall be immediately watered into the soil after application.
Stormwater Pond Inspection & Maintenance Activities
BMP owners must routinely inspect the BMPs to verify that all BMP components are functioning as designed and are not in danger of failing. All BMPs
need maintenance in order to function as water quality and quantity enhancements. Maintenance can range from dredging sediment out of the treatment
areas to mowing grass. At a minimum, the maintenance plan must include, but is not limited to:
1. Removal of debris from inlet and outlet structures
2. Removal of invasive vegetation from all side slopes
3. Removal of sediment accumulation from permanent pool when 50% capacity is reached
4. Removal of woody vegetation from the embankment
Inspections must be documented on the inspection form included in this Operations and Maintenance Manual.
The BMP owner agrees to the following maintenance and inspection program:
Embankment
Maintenance Item Inspection Frequency Maintenance Procedure
1. Vegetation Annually and after major storms ●Reseed, fertilize and mow as needed
●Remove invasive vegetation
2. Embankment Annually and after major storms ●Repair erosion
●Remove woody vegetation from embankment
●Contact an engineer if leaks or seeps are noted on the embankment or abutment
●Contact an engineer if bulging, sliding or cracking is noted
3. Animal Burrows Annually ●Remove animals and fill burrows
4. Drains Annually ●Clear blockage, if any
5. Slope Protection Annually ●Replace or repair slope protection (rip rap, etc.)
Principal and Overflow Spillway
Maintenance Item Inspection Frequency Maintenance Procedure
1. Low-Flow Orifice Annually ●Remove blockage
2. Concrete Sections Annually ●Contact engineer if cracks, displacement or spalling is evident
3. Metal Pipe Annually ●Contact engineer if corrosion is noted
4. Outfall Channels Annually ●Replace rip rap in stilling basin and/or outlet channel
Treatment Area
Maintenance Item Inspection Frequency Maintenance Procedure
1. Permanent Pool Monthly ●Remove floatable debris
●Remove excess vegetation
●Remove sediment from pool area when it is 50% full
2. Shoreline Monthly ●Repair shoreline erosion
●Remove invasive vegetation
3. ForebayMonthly ●Remove sediment from forebay when it is 50% full
Structural Forebay Inspection & Maintenance Activities
BMP owners must routinely inspect the BMPs to verify that all BMP components are functioning as designed and are not in danger of failing. All BMPs
need maintenance in order to function as water quality and quantity enhancements. At a minimum, the maintenance plan must include, but is not limited to:
1. Removal of debris from inlet and outlet structures
2. Removal of sediment accumulation from forebay when 50% capacity is reached
Inspection must be documented on the inspection form included in this Operations and Maintenance Manual.
The BMP owner agrees to the following maintenance and inspection program:
Principal Spillway
Maintenance Item Inspection Frequency Maintenance Procedure
1. Concrete Sections Annually ●Contact engineer if cracks, displacement or spalling is evident
2. Outfall Structures Annually ●Replace rip rap at outlet structures
Treatment Area
Maintenance Item Inspection Frequency Maintenance Procedure
1. Sediment Forebay Monthly ●Remove sediment accumulation when it is 50% full
C6 - ENTITY THAT WILL BE RESPONSIBLE FOR OPERATION AND MAINTENANCE OF THE POST-CONSTRUCTION STORMWATER
MEASURES:
Spring Mill Shops, LLC
Republic Properties, LLC (Manager)
13578 East 131st Street, Suite 200
Fishers, Indiana 46037
Contact Person: Sean MCkinnies
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PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL:
SEAN MCKINNIES
PHONE: (317) 770-1818
SOILS MAP
SCALE: 1" = 250'
EROSION CONTROL NOTES
EROSION CONTROL MEASURE INSTALLATION SEQUENCE MAINTENANCE
STONE ENTRANCE PRIOR TO CLEANING AND
GRADING
INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE.
RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL.
TOPDRESS WITH CLEAN STONE AS NEEDED.
IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR
SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED INTO A SEDIMENT TRAP OR BASIN.
REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY.
SILT FENCE PRIOR TO CLEANING AND
GRADING
INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT.
IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE
AFFECTED PORTION IMMEDIATELY.
REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR IS
CAUSING THE FABRIC TO BULGE.
TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT
DEPOSITS, BRING THE DISTURBED AREA TO GRADE, AND STABILIZE.
TOPSOIL STOCKPILE PRIOR TO CLEANING AND
GRADING
DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE
TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.)
PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE-SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL
RUNOFF AND SEDIMENTATION.
REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL"
(I.E., A OR AP HORIZON).
STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION
ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES OR OTHER BARRIERS TO TRAP
SEDIMENT (SEE EXHIBIT 3.02-B). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION SITE ARE USUALLY MORE
EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.)
IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP
OR SURROUNDED BY A SEDIMENT BARRIER.
TEMPORARY DIVERSIONS AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT.
REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED.
CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY.
REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL.
WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE
NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS.
ROCK DAM AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT.
REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE)
CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY
IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON THE UPSTREAM FACE OF DAM IF THE
BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA NO. 5 GRAVEL ON THE
UPSTREAM FACE OF THE DAM.
ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED,
a. REMOVE WATER AND SEDIMENT FROM THE BASIN,
b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS,
c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA,
d. STABILIZE
TEMPORARY SEEDING AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED;
RE- SEED IF NECESSARY.
CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY.
TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50 LBS./ACRE OF NITROGEN IN FEBRUARY OR MARCH IF
NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11-B SHOWS ONLY WHEAT/RYE FALL SEEDED.)
PERMANENT SEEDING AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED.
(CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH-GREEN SEEDLINGS;
UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE
PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.)
PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS.
REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE-FERTILIZING, OVER - OR RE-
SEEDING AND MULCHING AFTER RE-PREPARING THE SEEDBED.
IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY
PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.)
IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST
RECOMMENDATIONS.
EROSION CONTROL MATTING AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET.
IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE-SEED
THE AREA, AND RE-LAY AND STAPLE THE BLANKET.
AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY.
INLET PROTECTION AFTER EACH INLET IS PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED.
INSPECT AFTER EACH STORM EVENT.
REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER.
DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS.
REMOVAL OF INLET
PROTECTION
AFTER ALL AREAS DRAINING
TO THESE AREAS ARE
STABILIZED
N/A
REMOVAL OF SILT FENCE AFTER ALL AREAS DRAINING
TO THESE AREAS ARE
STABILIZED
N/A
SEASONAL SOIL PROTECTION CHART
STABILIZATION
PRACTICE JAN. FEB.
MAR
.APR.MAY JUN
E
JUL
Y AUG.SEPT
.OCT. NOV. DEC.
PERMANENT SEEDING
DORMANT SEEDING
SEEDING
SODDING
MULCHING
A Kentucky Blue Grass 40 lbs. / ac., Creeping Red Fescue 40 lbs. / ac., plus 2 tons Straw Mulch / ac. or add Annual
Ryegrass 20 lbs. / ac.
B Kentucky Blue Grass 60 lbs. / ac., Creeping Red Fescue 60 lbs. / ac., plus 2 tons Straw Mulch / ac. or add Annual
Ryegrass 30 lbs. / ac.
C Spring Oats 3 bushel / ac.
D Wheat or Rye 2 bushel / ac.
E Annual Ryegrass 40 lbs. / ac. (1 lb. / 1000 sq. ft.)
F Sod
G Straw Mulch 2 tons / ac. - Anchor all mulch by crimping or tackifying
Irrigation needed during June, July, and / or September
Irrigation needed for 2 to 3 weeks after applying sod
Seedbed Preparation for Permanent Seeding
1.Test soil to determine pH and nutrient levels. (Contact you county SWCD or Cooperative Extension office for assistance
and soils information, including available testing services.)
2.If soil pH is unsuitable for the species to be seeded, apply lime according to test recommendations.
3.
Fertilize as recommended by the soil test. If testing was not done, consider applying 400-600 lbs./acre of 12-0-12
analysis, or equivalent, fertilizer. Do not use phosphorous containing fertilizer (12-12-12) unless soil tests show a
phosphorous deficency.
4.Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil 2-4 in. deep with a disk or rake
operated across the slope.
Rule 5 requires all disturbed areas likely to be idle for 15 day shall have surface stabilization applied. When weather conditions
prevent rapid germination of grass, then 2t/ac mulch will be used to ensure ground stabilization requirements are met.
SFSFSFSFSF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF
SF SF SF SF SF SF SF
HOUSE
GARAGE
PAD ELEV.
TOPSOIL
STOCKPILE
CONSTRUCTION
ENTRANCE/EXIT
CW
STREET
(TO BE CLEARED AT END
OF EVERY WORK DAY)
SIDEWALK
CURB & GUTTER
PS
PS
REAR YARD
DRAINAGE SWALE
SIDE YARD
DRAINAGE SWALE
CURB INLET
PROTECTION
DROP INLET
PROTECTION
BASKET
SUBSOIL
STOCKPILE
EROSION CONTROL PLAN LEGEND
PROPERTY
LINE/DRAINAGE SWALE
DRAINAGE FLOW
TREE CONSERVATION
SILT FENCE
CONCRETE WASHOUT
PERMANENT SEEDING
AREA TO BE
TOP-SOILED, SEEDED,
AND MULCHED BY
OWNER AT
COMPLETION OF
CONSTRUCTION.
PALIMAR IS TO BE USED
OF GRASS GROWTH IS
NOT POSSIBLE.
SF SF
CW
PS
NOTES:
1. EROSION/ SEDIMENT CONTROL MEASURES MUST BE FUNCTIONAL AND BE MAINTAINED THROUGHOUT CONSTRUCTION.
2. MAINTAIN POSITIVE DRAINAGE AWAY FROM THE STRUCTURE.
3. CONTRACTOR TO CLEAN STREETS WHEN DIRT AND CONSTRUCTION DEBRIS IS EVIDENT.
4. PERIMETER PROTECTION SHOULD BE INSTALLED BEFORE EXCAVATION OF BASEMENT/FOUNDATION HAS BEGUN. PERIMETER
PROTECTION ON LOTS SHALL REMAIN IN PLACE UNTIL THE LOT IS STABILIZED WITH AT LEAST 70% COVER. ALL TRASH AND
CONSTRUCTION DEBRIS SHALL BE DISPOSED PROPERLY INTO AN ENCLOSED WASTE RECEPTACLE.
STORM WATER POLLUTION & PREVENTION NOTES:
(A) ALL STORM WATER QUALITY MEASURES, INCLUDING EROSION AND SEDIMENT CONTROL, NECESSARY TO COMPLY WITH THIS
RULE MUST BE IMPLEMENTED IN ACCORDANCE WITH THE PLAN AND SUFFICIENT TO SATISFY SUBSECTION (B).
(B) PROVISIONS FOR EROSION AND SEDIMENT CONTROL ON INDIVIDUAL BUILDING LOTS REGULATED UNDER THE ORIGINAL PERMIT
OF A PROJECT SITE OWNER MUST INCLUDE THE FOLLOWING REQUIREMENTS:
(1) THE INDIVIDUAL LOT OPERATOR, WHETHER OWNING THE PROPERTY OR ACTING AS THE AGENT OF THE PROPERTY OWNER,
SHALL BE RESPONSIBLE FOR EROSION AND SEDIMENT CONTROL REQUIREMENTS ASSOCIATED WITH ACTIVITIES ON
INDIVIDUAL LOTS.
(2) INSTALLATION AND MAINTENANCE OF A STABLE CONSTRUCTION SITE ACCESS.
(3) INSTALLATION AND MAINTENANCE OF APPROPRIATE PERIMETER EROSION AND SEDIMENT CONTROL MEASURES PRIOR TO
LAND DISTURBANCE.
(4) SEDIMENT DISCHARGE AND TRACKING FROM EACH LOT MUST BE MINIMIZED THROUGHOUT THE LAND DISTURBING
ACTIVITIES ON THE LOT UNTIL PERMANENT STABILIZATION HAS BEEN ACHIEVED.
(5) CLEAN-UP OF SEDIMENT MUST BE REDISTRIBUTED OR DISPOSED OF IN A MANNER THAT IS IN COMPLIANCE WITH ALL
APPLICABLE STATUTES AND RULES.
(6) ADJACENT LOTS DISTURBED BY AND INDIVIDUAL LOT OPERATOR MUST BE REPAIRED AND STABILIZED WITH TEMPORARY
OR PERMANENT SURFACE STABILIZATION.
(7) FOR INDIVIDUAL RESIDENTIAL LOTS, FINAL STABILIZATION MEETING THE CRITERIA IN SECTION 7(B)(20) OR THIS RULE WILL
BE ACHIEVED WHEN THE INDIVIDUAL LOT OPERATOR:
(A) COMPLETES FINAL STABILIZATION; OR
(B) HAS INSTALLED APPROPRIATE EROSION AND SEDIMENT CONTROL MEASURES FOR AN INDIVIDUAL LOT PRIOR TO
OCCUPATION OF THE HOME BY THE HOMEOWNER AND HAS INFORMED THE HOMEOWNER OF THE REQUIREMENT FOR,
AND BENEFITS OF, FINAL STABILIZATION.
7(B)(20) FINAL STABILIZATION OF A PROJECT SITE IS ACHIEVED WHEN:
(A) ALL LAND DISTURBING ACTIVITIES HAVE BEEN COMPLETED AND A UNIFORM (FOR EXAMPLE, EVENLY DISTRIBUTED,
WITHOUT LARGE BARE AREAS) PERENNIAL VEGETATIVE COVER WITH A DENSITY OF SEVENTY PERCENT (70%) HAS BEEN
ESTABLISHED ON ALL UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES, OR EQUIVALENT
PERMANENT STABILIZATION MEASURES HAVE BEEN EMPLOYED; AND
(B) CONSTRUCTION PROJECTS ON LAND USED FOR AGRICULTURAL PURPOSES ARE RETURNED TO ITS PRECONSTRUCTION
AGRICULTURAL USE OR DISTURBED AREAS, NOT PREVIOUSLY USED FOR AGRICULTURAL PRODUCTION, SUCH AS FILTER
STRIPS AND AREAS THAT ARE NOT BEING RETURNED TO THEIR PRECONSTRUCTION AGRICULTURAL USE, MEET THE FINAL
STABILIZATION REQUIREMENTS IN CLAUSE (A).
CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES
INDIVIDUAL LOT STORM WATER POLLUTION & PREVENTION DETAIL
NOT-TO-SCALE
HOSE CLAMP
WOODEN STAKE
PUMP DISCHARGE HOSE
FILTER FABRIC
GROUND SURFACE
HOSE CLAMP
WOODEN STAKES
PUMP DISCHARGE HOSE
SET ON FILTER FABRIC
FILTER BAG
FILTER BAG
NOTE: LIMIT ONE DISCHARGE HOSE PER BAG.
DEWATERING FILTER BAG DETAIL
NOT-TO-SCALE
NOTES:
1. TO BE USED WHEN PUMPING DIRTY WATER.
2. ANY DISCHARGE OF CONTAMINATED WATER DUE TO
DEWATERING SHALL OUTLET THROUGH EXISTING VEGETATION
OR FILTER BAGS THAT WILL NOT ADVERSELY IMPACT STORM
WATER QUALITY.
15'-0"
12
'
-
0
"
HAY BALES STACKED
AROUND ENTIRE
PERIMETER
LINE ENTIRE WASHOUT WITH IMPERMEABLE
POLY-LINER. ANCHOR PLASTIC LINING OVER
TOP OF BALES WITH STAKES
HAY BALES
STACKED 2 HIGH
LINE ENTIRE WASHOUT WITH
IMPERMEABLE POLY-LINER
EXCAVATE 1.0'
INTO GROUND
SIGN TO DESIGNATE AREA
AS A WASHOUT FACILITY
CONCRETE WASHOUT DETAIL
NOT-TO-SCALE
NOTES:
1. FACILITY TO BE LOCATED AWAY FROM STREAMS, PONDS, OR OTHER DRAINAGE WAYS.
2. CONCRETE WASHOUT SHALL NOT BE REQUIRED IF CONCRETE TRUCK IS EQUIPPED WITH
SELF-CONTAINED CHUTE SYSTEM, SIMILAR TO SYSTEM PROVIDED BY ENVIROGUARD, OR APPROVED
EQUAL.
ELEVATION
PLAN
FILTER FABRIC
YARD INLET CASTING
#4 GAUGE WIRE (TYP.)
SILT PROTECTION FOR
DITCH GRATE CASTINGS
(NEENAH R-4342)
DROP INLET PROTECTION BASKET DETAIL
NOT-TO-SCALE
MAINTENANCE
1. INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT,
AND MAKE NEEDED REPAIRS IMMEDIATELY.
2. REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE
RUNOFF STORAGE FOR THE NEXT RAIN.
3. WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED,
REMOVE ALL BARRELS, CONSTRUCTION MATERIAL, AND SEDIMENT
AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE
ELEVATION OF THE TOP OF THE INLET AND STABILIZE.
NOTES:
1. IT IS THE INTENT OF THIS DEVICE TO DETAIN WATER FOR THE
PURPOSE OF ALLOWING SUSPENDED SOLIDS IN THE WATER TO
SETTLE OUT BEFORE THE WATER ENTERS THE STORM STRUCTURE.
SOME FILTERING WILL OCCUR AS WATER PASSES THROUGH THE
DEVICE.
2. THE BOTTOM OF THIS DEVICE IS TO SEAL AGAINST THE FLAT
OUTER PART OF THE CASTING. THE OVERALL DIMENSION OF THE
BASKET SHALL BE NO SMALLER THAN THE WATER INLET
PERFORATIONS IN THE CASTING AND NO LARGER THAN THE OUTER
DIMENSIONS OF THE CASTING. THE HEIGHT SHALL BE 15".
3. THE BASKET FRAME SHALL BE WELDED WIRE MESH ROLLED OR
BENT AND WELDED TO ITSELF TO FIT THE CASTING. THE WIRE SIZE
SHALL BE NO SMALLER THAN .149" DIA. AND OPENINGS NO LARGER
THAN 18 SQ. IN. IT IS IMPORTANT THAT THE BOTTOM OF THE WIRE
FRAME BE SMOOTH SO AS NOT TO ALLOW ANY LEAKAGE BETWEEN
THE BASKET AND CASTING. THE TOP OF THE BASKET SHALL BE
OPEN TO PREVENT FLOODING DURING HEAVY STORM EVENTS.
4. FABRIC SHALL BE WOVEN POLYPROPYLENE ALLOWING 15 - 25
GAL./MIN./SQ. IN. IF NON-WOVEN FABRIC IS USED, THE
MAINTENANCE INTERVALS SHOULD BE INCREASED TO REPLACE
SILT LADEN FABRIC. THE FABRIC SHALL BE ATTACHED TO THE
FRAME AND FOLDED UNDER THE BOTTOM TO HELP SEAL AGAINST
THE CASTING.
5. THIS DEVICE SHOULD BE USED IN CONJUNCTION WITH OTHER BEST
MANAGEMENT PRACTICES TO MAXIMIZE THE EFFICIENCY OF THE
EROSION CONTROL PLAN.
6. SUPPLIERS FOR THIS PRODUCT INCLUDE:
LAKESIDE SUPPLY (317) 281-2661
TURFGRASS INC. (317) 894-3276
REAR CURB GUARD FLAP
WITH MAGNETIC TIE-DOWNS
STANDARD 2"
OVERFLOW AREA LIFT HANDLES 11 GAUGE STEEL
SUSPENSION SYSTEM
STAINLESS STEEL
CLAMPING BAND
2-PLY REPLACEABLE
SEDIMENT BAGS WITH
GEOTEXTILE FILTER FABRIC
TYPICAL CURB BOX
INLET FILTER
TYPICAL FLAT / RECTANGULAR /
ROLLED CURB INLET FILTER
TYPICAL ROUND
INLET FILTER
TYPICAL INSTALLATION
INSTALLATION
1. REMOVE GRATE.
2. DROP FLEXSTORM INLET FILTER ONTO
LOAD BEARING LIP OF CASTING OR
CONCRETE STRUCTURE.
3. REPLACE GRATE.
IPP FLeXstorm INLET FILTER SPECIFICATIONS
MATERIAL PROPERTY TEST METHOD
VALUE (min ave)
INNER FILTER BAG SPECS (2 ft³ min vol)NON-WOVEN WOVEN MONO
GRAB TANSILE ASTM D 4632 100 lbs. 200 lbs.
PUNCTURE STRENGTH ASTM D 4833 65 lbs. 90 lbs.
TRAPEZOIDAL TEAR ASTM D 4533 45 lbs. 75 lbs.
UV RESISTANCE ASTM D 4355 70% at 500 hrs 90%
APP OPEN SIZE (AOS)ASTM D 4751 70 sieve (0.212mm) 40 seive (0.425mm)
PERMITTIVITY ASTM D 4491 2.0 / sec. 2.1 / sec.
WATER FLOW RATE ASTM D 4491
145 gpm / sqft 145 gpm / sqft
POLYESTER OUTER REINFORCEMENT BAG SPECIFICATIONS
WEIGHT ASTM D 3776
4.55 oz / sqyd ± 15%
THICKNESS ASTM D 1777 0.040 ± 0.005
FRAME CONSTRUCTION
A36 STRUCTURAL STEEL;
11 GAUGE; ZINC PLATED ASTM A 576 TENSILE STRENGTH > 58,000 psi;
YIELD STRENGTH > 36,000 psi
CURB INLET SEDIMENT CONTROL DEVICE
OR ACCEPTABLE DEVICE BY CITY OF CARMEL
WITH IN PUBLIC RIGHT OF WAY
NOT-TO-SCALE
PLASTIC WASHERS
ON TIES (TYP.)
CURB INLET
PROTECTION MAT
RUNOFF
NOTES:
1. INSPECT AND REPAIR AS NEEDED, AND REMOVE ANY ACCUMULATED SEDIMENTS
AFTER EVERY STORM.
2. THE MAT IS DESIGNED TO BE ATTACHED OVER THE TOP OF THE CURB INLET GRATE
WITH PLASTIC CABLE TIES (75# STRENGTH MIN.). THE OVERALL DIMENSION OF THE
MAT SHALL ALLOW FOR 2" BEYOND THE WATER INLET PERFORATIONS IN THE
CASTING. THE EXCEPTION TO THIS WOULD BE ALONG THE TOP WHERE THE GRATE
SHALL BE EXPOSED TO ALLOW OVERFLOW DURING HEAVY STORM EVENTS. THE
COMPOSITE CURB INLET PROTECTION MAT SHALL BE A MACHINE-PRODUCED MAT
OF 100% COCONUT FIBER MATRIX INCORPORATED INTO A PERMANENT
THREE-DIMENSIONAL MATTING. THERE SHALL BE 2 LAYERS OF MATRIX EVENLY
DISTRIBUTED ACROSS THE ENTIRE WIDTH OF THE MATTING. THERE SHALL BE 4
LAYERS OF SUPER HEAVY DUTY UV STABILIZED POLYPROPYLENE NET WITH
0.5"X0.5" OPENINGS AND 2 LAYERS ULTRA HEAVY DUTY UV STABILIZED
DRAMATICALLY CORRUGATED(CRIMPED) INTERMEDIATE POLYPROPYLENE
NETTING WITH 0.5"X0.5" OPENINGS. THE MAT SHALL BE STITCHED WITH UV
STABILIZED POLYPROPYLENE AT 1.50" SPACING. THIS DEVICE SHOULD BE USED IN
CONJUNCTION WITH OTHER BMP'S TO MAXIMIZE THE EFFICIENCY OF THE EROSION
CONTROL PLAN.
3. THE MATS ARE TO BE CHECKED EVERY TWO WEEKS AND AFTER EVERY STORM
EVENT FOR MAINTENANCE AND/OR REPAIR AND REPLACEMENT.
CURB INLET PROTECTION DETAIL
NOT-TO-SCALE
Map Unit: Br - Brookston silty clay loam
Br--Brookston silty clay loam
This poorly drained soil has a seasonal high watertable above the surface or within 1.0 ft. and is in depressions. Slopes are 0 to 2
percent. The native vegetation is water tolerant grasses and hardwoods. The surface layer is silty clay loam and has moderate or high
organic matter content (2.0 to 5.0 percent). Permeability is moderately slow (0.2 to 0.6 in/hr) in the most restrictive layer above 60
inches. Available water capacity is high (10.0 inches in the upper 60 inches).The pH of the surface layer in non-limed areas is 6.1 to
7.3. This soil is hydric. Wetness is a management concern for crop production. This soil responds well to tile drainage.
Map Unit: CrA - Crosby silt loam, 0 to 2 percent slopes
CrA--Crosby silt loam, 0 to 2 percent slopes
This is a somewhat poorly drained soil and has a seasonal high watertable at 0.5 to 2.0 ft. and is on rises on uplands. Slopes are 0 to 2
percent. The native vegetation is hardwoods. The surface layer is silt loam and has moderately low or moderate organic matter content
(1.0 to 3.0 percent). Permeability is very slow (< 0.06 in/hr) in the most restrictive layer above 60 inches. Available water capacity is
moderate (6.2 inches in the upper 60 inches).The pH of the surface layer in non-limed areas is 5.1 to 6.0. Droughtiness and wetness are
management concerns for crop production. This soil responds well to tile drainage.
Map Unit: MmD2 - Miami silt loam, 12 to 18 percent slopes, eroded
MmD2--Miami silt loam, 12 to 18 percent slopes, eroded
This strongly sloping, deep, well drained soil is on breaks along streams and drainageways. Slopes are short. In a typical profile the
surface layer is brown silt loam about 5 inches thick. The subsoil is dark yellowish brown, firm clay loam about 20 inches thick. The
substratum, to a depth of 60 inches, is yellowish brown, calcareous loam.
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PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL:
SEAN MCKINNIES
PHONE: (317) 770-1818
150
8
20
8
SILT FENCE INSTALLATION GUIDELINES
SPECIFICATIONS FOR INSTALLING THE SILT FENCE SHOULD BE IN CONFORMANCE WITH THE FOLLOWING.
MATERIALS
1. SYNTHETIC FILTER FABRIC SHALL BE A PERVIOUS SHEET OF PROPYLENE, NYLON. POLYESTER OR ETHYLENE
YARN AND SHALL BE CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS CONFORMING TO THE FOLLOWING
REQUIREMENTS: SYNTHETIC FILTER FABRIC SHALL CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS
TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE.
2. BURLAP SHALL BE 10 OUNCES PER SQUARE YARD FABRIC.
3. POSTS FOR SILT FENCES SHALL BE EITHER 4 in (10 cm) DIAMETER WOOD OR 1.33 lbs / ft (2 kg/m) STEEL WITH A
MINIMUM LENGTH OF 5 ft (1.5 m). STEEL POSTS SHALL HAVE PROJECTIONS FOR FASTENING WIRE TO THEM.
4. STAKES FOR FILTER BARRIERS SHALL BE 1 x 2 in (2.5 x 5 cm) WOOD OR EQUIVALENT METAL WITH A MINIMUM
LENGTH OF 3 ft (0.9 m).
5. WIRE FENCE REINFORCEMENT FOR SILT FENCES USING STANDARD STRENGTH FILTER CLOTH SHALL BE A
MINIMUM OF 3 ft (0.9 m) IN HEIGHT, A MINIMUM OF 14 GAUGE AND SHALL HAVE A MAXIMUM MESH SPACING OF 6
in (15 cm).
FILTER BARRIER
1. THIS SEDIMENT BARRIER MAY BE CONSTRUCTED USING BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER
FABRIC. IT IS DESIGNED FOR LOW OR MODERATE FLOWS.
2. THE HEIGHT OF A FILTER BARRIER SHALL BE A MINIMUM OF 15 in (381 mm) AND SHALL NOT EXCEED 18 in (457 mm).
3. BURLAP OR STANDARD STRENGTH SYNTHETIC FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL
AND CUT TO THE LENGTH OF THE BARRIER TO AVOID THE USE OF JOINTS.
4. THE STAKES SHALL BE SPACED A MAXIMUM OF 3 ft (0.9 m) APART AT THE BARRIER LOCATION AND DRIVEN
SECURELY INTO THE GROUND - A MINIMUM OF 8 in (203 mm).
5. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 in (102 mm) WIDE AND 4 in (102 mm) DEEP ALONG THE LINE
OF STAKES AND UPSLOPE FROM THE BARRIER.
6. THE FILTER MATERIAL SHALL BE STAPLED TO THE WOODEN STAKES, AND 8 in (203 mm) OF THE FABRIC SHALL BE
EXTENDED INTO THE TRENCH. HEAVY DUTY WIRE STAPLES AT LEAST 1/2 in (13 mm) LONG SHALL BE USED.
FILTER MATERIAL SHALL NOT BE STAPLED TO EXISTING TREES.
7. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER MATERIAL.
8. IF A FILTER BARRIER IS TO BE CONSTRUCTED ACROSS A DITCH LINE OR SWALE, THE BARRIER SHALL BE OF
SUFFICIENT LENGTH TO ELIMINATE END FLOW, AND THE PLAN CONFIGURATION SHALL RESEMBLE AN ARC OR
HORSESHOE WITH THE ENDS ORIENTED UPSLOPE.
9. FILTER BARRIERS SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE
THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED.
SILT FENCE
1. THIS SEDIMENT BARRIER UTILIZES STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS. IT
IS DESIGNED FOR SITUATIONS IN WHICH ONLY SHEET OR OVERLAND FLOWS ARE EXPECTED.
2. THE HEIGHT OF A SILT FENCE SHALL NOT EXCEED 3 ft (0.9 m); (HIGHER FENCES MAY IMPOUND VOLUMES OF
WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE).
3. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL OUT TO THE LENGTH OF THE BARRIER TO
AVOID THE USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY
AT A SUPPORT POST, WITH A MINIMUM 6 in (152 mm) OVERLAP, AND SECURELY SEALED.
4. POSTS SHALL BE SPACED A MAXIMUM OF 10 ft (3 m) APART AT THE BARRIER LOCATION AND DRIVEN SECURELY
INTO THE GROUND (MINIMUM OF 12 in (305 mm). WHEN EXTRA STRENGTH FABRIC IS USED WITHOUT THE WIRE
SUPPORT FENCE, POST SPACING SHALL NOT EXCEED 6 ft (1.85 m).
5. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 4 in (102 mm) WIDE AND 8 in (203 mm) DEEP ALONG THE LINE
OF POSTS AND UPSLOPE FROM THE BARRIER.
6. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED
SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 in (25 mm) LONG,
TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 2 in (51 mm) AND SHALL
NOT EXTEND MORE THAN 3 ft (0.9 m) ABOVE THE ORIGINAL GROUND SURFACE.
7. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 8 in (203 mm) OF
THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 3 ft (0.9 m)
ABOVE THE ORIGINAL GROUND SURFACE.
8. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE
MAY BE ELIMINATED. IN SUCH CASES THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS.
9. THE TRENCH SHALL BE BACKFILLED AND THE SOIL COMPACTED OVER THE FILTER FABRIC.
10. SILT FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE
UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. INSTALL PARALLEL TO THE CONTOUR OF THE LAND AND
WITH NO MORE THAN 0.25 acre (0.1 hectare) DRAINAGE AREA PER 100 ft (30 m) OF FENCE. EXTEND ENDS UPSLOPE
ENOUGH TO ALLOW WATER TO POND BEHIND THE FENCE. FENCE POSTS BURIED A MINIMUM OF 15 in (381 mm).
EXCAVATE A TRENCH 4 in (102 mm) WIDE AND 8 in (203 mm) DEEP. INSTALL FENCE WITH STAKES ON THE DOWN
SLOPE SIDE. BURY 12 in (305 mm) OF FABRIC IN THE TRENCH, EXTENDING THE BOTTOM 4 in (102 mm) TOWARD THE
UPSLOPE SIDE. BACKFILL TRENCH WITH SOIL MATERIAL, AND COMPACT. JOIN SILT FENCE SECTIONS BY
OVERLAPPING SECTIONS AND NAILING WITH LATH TO THE NEAREST POST. INSPECT TWICE A WEEK AND AFTER
EACH STORM EVENT, REPAIRING AS NEEDED AND REMOVING SEDIMENT DEPOSITS WHEN THEY REACH
ONE-HALF THE FENCE HEIGHT.
SPECIFICATIONS MINIMUMS FOR SILT FENCE
FABRIC
PHYSICAL
PROPERTY WOVEN FABRIC NON-WOVEN
FABRIC
FILTERING
EFFICIENCY 85% 85%
TENSILE STRENGTH AT 20% ELONGATION:
STANDARD
STRENGTH 30 lbs / linear in 50 lbs / linear in
EXTRA STRENGTH 50 lbs / linear in 75 lbs / linear in
SLURRY FLOW RATE 0.3 gal / min / sqft 4.5 gal / min / sqft
WATER FLOW RATE 15 gal / min / sqft 220 gal / min / sqft
UV RESISTANCE 70% 85%
300
275
250
225
200
175
150
125
100
75
50
25
0
4:1 3:1 2:1 1:1
DC
C
B
C
B
B
C
A
B
A
6'
3'
3'
6'
3'
1.5'
3'
4'
2'
4'
2'
3'
1.5'
4'
2'
20"3'
1 STAPLE
PER SQ. YD.
11 2 STAPLES
PER SQ. YD.
2 STAPLES
PER SQ. YD.
31 2 STAPLES
PER SQ. YD.
ABC D
EROSION CONTROL BLANKET
STAPLE PATTERN GUIDE
NOT-TO-SCALE
STAPLE PATTERNS APPLY TO ALL NORTH
AMERICAN GREEN EROSION CONTROL
BLANKETS. STAPLE PATTERNS WILL
VARY DEPENDING UPON SLOPE LENGTH,
SLOPE GRADE, SOIL TYPE, AND AVERAGE
ANNUAL RAINFALL.
TOP VIEW
ROCK HORSE SHOE DAM DETAIL
NOT-TO-SCALE
5'-0"1'-0" (MIN.)ROCK ABUTMENT
SPILLWAY
CREST ELEV.
ROCK
APRON
FILTER
FABRIC
1'-6" (MIN.)
1'-0" (MIN.)
UPSTREAM
GRAVEL FACING
5'-0" (MIN.)
2'
-
0
"
#8 STONE FACING
1'-0" (MIN.)
6" RIP-RAP
5'-0"
FL
O
W
SEE SHEETS C301 & C303
FOR TOP ELEV.
LINE WITH GEOTEXTILE WOVEN FABRIC
#2 STONE
3
1
6"
MI
N
.
FUELING & VEHICLE
MAINTENANCE AREA
SECTION "Z - Z"
ZZ
PORT-O-LET
FUEL OIL TANK
(DOUBLE WALL)
CONCRETE WASH
OUT AREA
CONSTRUCTION
DUMPSTER
POSTING SIGN
LOCATION
CONSTRUCTION ENTRANCE DETAIL
NOT-TO-SCALE
BLANKET
THE BLANKET
BLANKET.
BLANKET STAPLES/STAKES
BLANKET
851
.
5
1
853
.
3
5
853
.
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8
852
.
7
6
851
.
0
4
85
2
.
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9
85
4
.
8
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85
1
.
2
5
851
.
2
2
85
1
.
4
2
S
SS
SS
F
856.14
S
SS
WV
F
85
6
.
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2
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6
.
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Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
S
S
E E
E
E
E
E
E
E
E
E
E
E
E
E
E
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E
E
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PIV
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476
475
474
473
470
471
448
W W W W W W W W W W
W W W W W
E
E
CTV
FO
FO
FO
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
GAS GAS
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FO
FO
FO
FO
FO
FO
CTV
FO
FO
FO
FO
FO
FO
CTVFO
FO
C.O.
C.O.
S
EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
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GA
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GA
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GA
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GA
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GA
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GA
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GA
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FO
FO FO FO
F
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W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
C.O.
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
C.O.
C.O.C.O.
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:
S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
S
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60160JGV-C
DCM BKR
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BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
1" = 20 FT
60160JGV-C
DCM BKR
CA
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UTILITY CROSSINGS
CONTRACTOR SHALL VERIFY LOCATION AND DEPTH OF ALL EXISTING
UTILITIES PRIOR TO CONSTRUCTION TO CONFIRM THERE ARE NO CROSSING
CONFLICTS. CONFLICTS THAT ARE DISCOVERED AFTER CONSTRUCTION
BEGINS ARE SOLELY THE CONTRACTOR'S RESPONSIBILITY.
KEY NOTES
GAS
GAS SERVICE LINE (COORDINATE WITH LOCAL UTILITY)
CONNECT TO EXISTING GAS LINE
G1
G2
GAS CONNECTION TO BUILDINGG3
DRAINAGE/STORM SEWER
D1 CORE EXISTING INLET #444 (48" DIA. MH)
NOTES
NO EARTH DISTURBING ACTIVITIES MAY TAKE PLACE
WITHOUT AN APPROVED STORM WATER MANAGEMENT
PERMIT.
MIN. SLOPES PER THE TEN STATE STANDARDS SHALL PREVAIL
IN ALL CASES.
THE EXTERIORS OF ALL MANHOLES NEED TO BE COATED PER
CLAY TOWNSHIP REGIONAL WASTE STANDARDS.
THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN
THE PAVEMENT, CURB, OR SIDEWALK WITH THE EXCEPTION OF
CURB INLETS.
INSTALL A TRACER WIRE WITH ALL SERVICE CONNECTIONS.
FOR INSTALLATION OF STORM MAINS, WATER MAINS,
SANITARY MAINS, WATER SERVICE LATERALS, SANITARY
SERVICE LATERALS UNDER CITY STREETS, REGARDLESS OF
THE JURISDICTION OF THE UTILITY, THE MINIMUM COVER
FROM THE TOP OF THE INSTALLED PAVEMENT TO THE TOP OF
THE INSTALLED PIPE SHALL BE THE PAVEMENT SECTION
THICKNESS (ALL BITUMINOUS AND AGGREGATE MATERIAL
ABOVE THE SUBGRADE) PLUS 1'-0", BUT UNDER NO
CIRCUMSTANCES SHALL THE COVER ALONG ANY PART OF THE
PIPE FROM THE FINAL PAVEMENT ELEVATION TO THE TOP OF
THE PIPE BE LESS THAN 3.0 FEET.
CONNECTIONS TO EXISTING SANITARY SEWER SHALL BE
PROPERLY SEALED, CORED-DRILLED INSTALLATIONS.
ALL FINAL STRUCTURE GRADES ARE TO BE WITHIN PLUS OR
MINUS ONE TENTH (O.1') OF A FOOT OF DESIGN GRADE, AND
ARE TO BE ESTABLISHED UTILIZING 1-4" RISER RING, NO MORE
NO LESS, ON EACH STRUCTURE.
LEGEND
E
FO
GAS
TV
UTILITY CROSSINGS
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.
S4
S6
S1 S4
S2
S3
S3
S1
S3
S6
W3
W1W2
W3
W3
S5
D3
D1
D2 CONNECT TO EXISTING 12" RCP CLASS III
D3 CORE EXISTING INLET #446 (24"x24" BOX)
D2
W2 W1
W2
W1
CABLE
CABLE SERVICE LINE 3" SCH 40 PVC CONDUITS)
CONTRACTOR TO VERIFY EXISTING CABLE CONNECTION
POINT (COORDINATE WITH LOCAL UTILITY).
C1
C2
FIBER OPTIC
FIBER OPTIC SERVICE LINE (3" SCH 40 PVC CONDUITS)
CONTRACTOR TO VERIFY EXISTING FIBER OPTIC
CONNECTION POINT (COORDINATE WITH LOCAL UTILITY).
F1
F2
F1
C2
ELECTRIC
ELECTRIC SERVICE LINE (3" SCH 40 PVC CONDUITS)
CONTRACTOR TO VERIFY EXISTING ELECTRIC CONNECTION
POINT (COORDINATE WITH LOCAL UTILITY).
E1
E2
SANITARY SEWER
6" PVC SDR-35 SAN. LATERAL @ 1.04% MIN. SLOPE (WITH
TRACER WIRE)
SANITARY CLEANOUT- TYPE I
WATER LINE
2" C900 PVC DOMESTIC COMMERCIAL WATER SERVICE LINE
WATER METER AND PIT
6x6x4 TEE W/ THRUST BLOCK (COORDINATE WITH LOCAL
UTILITY)
S1
S2
W1
W2
W3
CONNECT TO EXISTINGS3
BUILDING CONNECTION (SEE PLUMBING PLAN)S4
SANITARY MANHOLE (T/C:856.41') 8" PVC PIPE (W) INV.=848.68S5
F1
F2
ELECTRIC TRANSFORMERE3
E1
E2
E3
E3
C2
G3
G1
G2
G3
G2
G1
C1
E1
C1
C1
G3
F1
SANITARY EXTERIOR INTERCEPTOR/SEPARATORS6
S6
S1
S2
S8
S4
S4
S4
SANITARY 24" SAMPLE STRUCTURES7
S7
S7
S4
S8
S7
S2
S2
SANITARY CLEANOUT - TYPE IIS8
851
.
5
1
853
.
3
5
853
.
0
8
852
.
7
6
851
.
0
4
85
2
.
1
9
85
4
.
8
0
85
1
.
2
5
851
.
2
2
85
1
.
4
2
S
SS
SS
F
856.14
S
SS
F
85
6
.
4
2
85
6
.
3
8
855
.
9
7
856
.
1
1
85
5
.
4
9
855
.
2
8
854
.
9
9
855
.
1
7
85
4
.
7
9
854
.
5
3
853
.
7
7
85
4
.
0
0
85
3
.
5
5
85
3
.
3
6
85
2
.
5
6
852
.
8
2
85
2
.
4
7
852
.
4
1
85
2
.
2
1
85
2
.
3
8
85
2
.
4
7
Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
S
S
E E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
PIV
PIV
PIV
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o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
476
475
474
473
470
471
448
E
E
CTV
FO
FO
FO
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
GAS GAS
FO
FO
FO
FO
FO
FO
CTV
FO
FO
FO
FO
FO
FO
CTVFO
FO
C.O.
C.O.
S
EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
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V
CT
V
CT
V
GA
S
GA
S
GA
S
CT
V
CT
V
CT
V
CT
V
C
T
V
C
T
V
C
T
V
CT
V
C
T
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
GA
S
GA
S
G
A
S
GA
S
G
A
S
GA
S
GA
S
G
A
S
G
A
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
OH
E
OH
E
OHE OHE
FO
FO FO FO
F
O
F
O
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
C.O.
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
C.O.
C.O.C.O.
F
O
FO
SCALE: 1"=50' HOR.
1"=5' VERT.
845
850
860
845
850
860
EX
.
D
R
A
I
N
A
G
E
I
N
L
E
T
#
4
4
5
EX
.
4
8
"
D
I
A
M
H
ST
A
.
0
+
0
0
TC
=
8
5
3
.
9
9
DR
A
I
N
A
G
E
I
N
L
E
T
#
4
4
8
48
"
D
I
A
M
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A
.
0
+
7
5
TC
=
8
5
4
.
1
9
YA
R
D
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L
E
T
#
4
7
0
48
"
D
I
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ST
A
.
1
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9
1
TC
=
8
5
5
.
0
7
YA
R
D
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L
E
T
#
4
7
3
24
"
x
2
4
"
B
O
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ST
A
.
2
+
5
5
TC
=
8
5
4
.
6
0
48 L.F. 0.50%
12" R.C.P. CLASS III
UP INV.=850.72
DOWN INV.=850.48
63 L.F. 1.21%
12" R.C.P. CLASS III
UP INV.=851.90
DOWN INV.=851.1324 L.F. 0.67%
12" R.C.P. CLASS III
UP INV.=850.38
DOWN INV.=850.22
51 L.F. 0.67%
12" R.C.P. CLASS III
UP INV.=850.22
DOWN INV.=849.88
EX. 12'' RCP S
INV.=849.98
EX. 12'' RCP E
INV.=849.88
EX. 12'' RCP W
INV.=849.98
EX. 18'' RCP N
INV.=849.88
PROPOSED GRADE
EXISTING GRADE
FULL DEPTH
GRANULAR
BACKFILL
53' SWALE
51 L.F. 6" SSD
INV.=852.40
12'' RCP W
INV.=851.03
12'' RCP S
INV.=851.13
12'' RCP N
INV.=851.13
HYDRAULIC
GRADE LINE
8" WATER
18
"
MI
N
6" WATER
68 L.F. 0.31%
12" R.C.P. CLASS III
UP INV.=851.03
DOWN INV.=850.82
MA
N
H
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E
#
4
7
0
A
48
"
D
I
A
.
M
H
ST
A
.
1
+
2
3
TC
=
8
5
6
.
2
0
CONTRACTOR TO
FIELD VERIFY
LOCATION AND
DEPTH
SCALE: 1"=50' HOR.
1"=5' VERT.
845
850
860
845
850
860
YA
R
D
I
N
L
E
T
#
4
7
0
48
"
D
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A
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A
.
1
+
9
1
TC
=
8
5
5
.
0
7
YA
R
D
I
N
L
E
T
#
4
7
1
24
"
x
2
4
"
B
O
X
ST
A
.
1
+
6
5
TC
=
8
5
5
.
5
4
12'' RCP W
INV.=851.03
12'' RCP S
INV.=851.13
12'' RCP N
INV.=851.13
77 L.F. 1.79%
1
2
"
R
.
C
.
P
.
CLASS III
851.13
852.52
20'
SWALE
PROPOSED GRADE
EXISTING
GRADE
FULL DEPTH
GRANULAR
BACKFILL
HYDRAULIC
GRADE LINE
CONTRACTOR TO
FIELD VERIFY
LOCATION AND
DEPTH
SCALE: 1"=50' HOR.
1"=5' VERT.
845
850
860
845
850
860
EX
.
D
R
A
I
N
A
G
E
I
N
L
E
T
#
4
4
4
EX
.
4
8
"
D
I
A
M
H
ST
A
.
0
+
0
0
TC
=
8
5
3
.
9
0
YA
R
D
I
N
L
E
T
#
4
7
6
48
"
D
I
A
M
H
ST
A
.
0
+
4
1
TC
=
8
5
5
.
4
4
YA
R
D
I
N
L
E
T
#
4
7
4
24
"
x
2
4
"
B
O
X
ST
A
.
1
+
0
8
TC
=
8
5
3
.
6
6
68 L.F. 0.80%
12" R.C.P. CLASS III
850.12 850.66
41 L.F. 1.00%
12" R.C.P. CLASS III
UP INV.=850.02
DOWN INV.=849.61
12'' RCP E
INV.=849.61
EX. 21'' RCP N
INV.=849.51
EX. 18'' RCP S
INV.=849.61
12'' RCP E
INV.=850.12
12'' RCP N
INV.=850.22
12'' RCP W
INV.=850.02
PROPOSED GRADE
EXISTING GRADE
88' SWALE
FULL DEPTH
GRANULAR
BACKFILL
HYDRAULIC
GRADE LINE
SCALE: 1"=50' HOR.
1"=5' VERT.
845
850
860
845
850
860
YA
R
D
I
N
L
E
T
#
4
7
6
48
"
D
I
A
M
H
ST
A
.
0
+
4
1
TC
=
8
5
5
.
4
4
93 L.F. 0.94%
12" R.C.P. CLASS III
850.22
851.10
YA
R
D
I
N
L
E
T
#
4
7
5
24
"
x
2
4
"
B
O
X
ST
A
.
0
+
9
3
TC
=
8
5
4
.
9
0
12'' RCP E
INV.=850.12
12'' RCP N
INV.=850.22
12'' RCP W
INV.=850.02
PROPOSED GRADEFULL DEPTH
GRANULAR
BACKFILL EXISTING GRADE
HYDRAULIC
GRADE LINE
STRUCTURE TABLE
STR.#
444
445
446
448
470
470A
471
473
474
475
476
TYPE
EX. DRAINAGE INLET
EX. DRAINAGE INLET
EX. DRAINAGE INLET
DRAINAGE INLET
YARD INLET
MANHOLE
YARD INLET
YARD INLET
YARD INLET
YARD INLET
YARD INLET
T.C.
853.90
853.99
854.19
854.19
855.07
856.20
855.54
854.60
853.66
854.90
855.44
CASTING
TYPE
EX. EJ-5250
EX. EJ-5250
EX. EJ-5250
EJ-5250
EJ-6489N
R-1772
EJ-6489N
EJ-6489N
EJ-6489N
EJ-6489N
EJ-6489N
DIAMETER
IN
12
18
12
12
12
12
12
12
12
12
12
DIRECTION
IN
E
S
S
E
W
E
S
N
E
E
N
INV._IN
849.61
849.61
849.98
849.88
849.98
850.48
851.13
851.13
850.82
850.12
850.22
DIAMETER
OUT
21
18
12
12
12
12
12
12
12
12
12
DIRECTION
OUT
N
N
N
W
W
W
N
S
W
S
W
INV_OUT
849.51
849.88
850.53
850.38
851.03
850.72
852.52
851.90
850.66
851.10
850.02
SLOPE
0.21%
0.20%
0.44%
0.67%
0.31%
0.50%
1.79%
1.21%
0.80%
0.94%
1.00%
PIPE TABLE
NAME
-445
-445
444-
445-444
446-445
448-
470-470A
470A-448
471-470
473-470
474-476
475-476
476-444
SIZE
12"
12"
21"
18"
12"
12"
12"
12"
12"
12"
12"
12"
12"
LENGTH
70.45'
50.63'
121.08'
134.76'
123.81'
24.42'
68.00'
48.39'
77.30'
63.26'
67.81'
93.37'
40.65'
SLOPE
0.33%
0.67%
0.21%
0.20%
0.44%
0.67%
0.31%
0.50%
1.79%
1.21%
0.80%
0.94%
1.00%
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.
60160JGV-C
DCM BKR
CA
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S
A
D
G
BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
NOTES
1. 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.
2. 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.
1" = 20 FT
60160JGV-C
DCM BKR
CA
R
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T
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LEGEND
EXISTING WATER LINE
EXISTING OVERHEAD ELECTRICAL LINE
EXISTING STORM SEWER
EXISTING SANITARY SEWER
EXISTING CONTOUR
EXISTING SWALE
EXISTING FENCE LINE
EXISTING FIRE HYDRANT
EXISTING WATER VALVE
EXISTING POWER POLE
EXISTING TREE
EXISTING CONTROL POINT
REGULATED FLOODWAY PER FIRM
SPECIAL FLOODWAY HAZARD AREA
PROPOSED SPECIAL FLOODWAY HAZARD AREA
BFE 846.3 BASE FLOOD ELEV.
W
OH
S
X
P.W.P.
FW
SFHA
PSFHA
DA
T
E
M
A
R
K
RE
V
I
S
I
O
N
S
B
Y
CE
R
T
I
F
I
E
D
:
S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
S
T
O
E
P
P
E
L
W
E
R
T
H
A
L
W
A
Y
S
O
N
79
6
5
E
a
s
t
1
0
6
t
h
S
t
r
e
e
t
,
F
i
s
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e
r
s
,
I
N
4
6
0
3
8
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0
5
ph
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3
1
7
.
8
4
9
.
5
9
3
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:
3
1
7
.
8
4
9
.
5
9
4
2
ST
O
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S
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W
E
R
P
L
A
N
A
N
D
P
R
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F
I
L
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S
C600
STORM SEWER STATEMENT
THE STORM SEWER SYSTEM SHALL BE CONSTRUCTED PER DESIGN SPECIFIED AND AS
APPROVED BY THE CITY OF CARMEL ON THE FINAL APPROVED CONSTRUCTION PLANS.
DEVIATIONS FROM THE APPROVED DESIGN SHALL ONLY BE PERMITTED DUE TO SPECIAL
CIRCUMSTANCES OR DIFFICULTY DURING CONSTRUCTION AND WILL REQUIRE PRIOR
FIELD APPROVAL FROM A DESIGNATED REPRESENTATIVE OF THE CITY OF CARMEL IN
ADDITION TO SUPPLEMENTAL APPROVAL BY THE DESIGN ENGINEER. AN EXPLANATION
OF ANY SUCH DEVIATION SHALL BE INCLUDED AS A REQUIREMENT ON
AS-BUILT/RECORD DRAWINGS SUBMITTED FOR RELEASE OF PERFORMANCE
GUARANTEES. APPROVED DESIGN SLOPES IDENTIFIED AS GENERATING VELOCITIES OF 2.5
FPS OR LESS OR 10 FPS OR GREATER (AT FULL FLOW CAPACITY) SHALL REQUIRE AS-BUILT
CERTIFICATION AT THE TIME OF CONSTRUCTION, PRIOR TO BACKFILLING THE PIPE. THE
CONTRACTOR IS INSTRUCTED TO AS-BUILT EACH SECTION OF STORM PIPE AS IT IS BEING
INSTALLED TO ENSURE COMPLIANCE WITH THE DESIGN PLANS AND AS APPROVED BY
THE CITY OF CARMEL.
851
.
5
1
853
.
3
5
853
.
0
8
852
.
7
6
85
1
.
0
4
85
2
.
1
9
85
4
.
8
0
85
1
.
2
5
851
.
2
2
85
1
.
4
2
S
SS
SS
F
856.14
S
SS
F
85
6
.
4
2
85
6
.
3
8
855
.
9
7
856
.
1
1
85
5
.
4
9
855
.
2
8
854
.
9
9
855
.
1
7
85
4
.
7
9
854
.
5
3
853
.
7
7
85
4
.
0
0
85
3
.
5
5
85
3
.
3
6
85
2
.
5
6
852
.
8
2
85
2
.
4
7
852
.
4
1
85
2
.
2
1
852
.
3
8
85
2
.
4
7
Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
21" RCP Inv.=849.21'
21" RCP Inv.=849.21'
S
S
E E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
PIV
PIV
PIV
6" D.I.
2" DOMESTIC
SERVICE LINE
18 L.F.
4" FDC LINE
13 L.F.
> o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
476
475
474
473
470
471
448
E
E
CTV
FO
FO
FO
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
GAS GAS
FO
FO
FO
FO
FO
FO
CTV
FO
FO
FO
FO
FO
FO
CTVFO
FO
C.O.
C.O.
S
EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
>
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o> o o
o
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>
o
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o
V
CT
V
CT
V
GA
S
GA
S
GA
S
CT
V
CT
V
CT
V
CT
V
C
T
V
C
T
V
C
T
V
CT
V
C
T
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
GA
S
GA
S
G
A
S
GA
S
G
A
S
GA
S
GA
S
G
A
S
G
A
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
OH
E
OH
E
OHE OHE
FO
FO FO FO
F
O
F
O
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
6" VALVE
HYDRANT
W/ VALVE
90° BEND W/
THRUST BLOCK
HYDRANT
W/ VALVE
6"
D
.
I
.
6"
D
.
I
.
4" FIRE
SERVICE LINE
25 L.F.
2" DOMESTIC
SERVICE LINE
18 L.F.
6x6x4 TEE W/
THRUST BLOCK
FDC
BLDG. 'A'
4" FIRE
SERVICE LINE
72 L.F.45° BEND
22.5° BEND
22.5° BEND
FDC
BLDG. 'B'
4" FDC LINE
29 L.F.
2" DOMESTIC
SERVICE LINE
20 L.F.
6x6x4 TEE W/
THRUST BLOCK
FDC
BLDG. 'C'
4" FDC LINE
66 L.F.45° BEND
4" FIRE
SERVICE LINE
64 L.F.
6x6x4 TEE W/
THRUST BLOCK
JGV816
C: 855.46
=847.96'
=847.86'
=848.06'
=848.06'
GV811
855.34
846.91'
846.69'
846.61'
C.O.
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
C.O.
C.O.C.O.
F
O
FO
DA
T
E
M
A
R
K
RE
V
I
S
I
O
N
S
B
Y
CE
R
T
I
F
I
E
D
:
S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
S
T
O
E
P
P
E
L
W
E
R
T
H
A
L
W
A
Y
S
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79
6
5
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5
9
4
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L
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.C700
60160JGV-C
DCM BKR
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:
0
4
:
4
9
P
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/
A
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d
r
e
G
u
y
o
n
12
/
1
1
/
2
4
SP
R
I
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G
M
I
L
L
S
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P
S
01
/
2
0
/
2
5
RE
V
I
S
E
D
P
E
R
C
I
T
Y
C
O
M
M
E
N
T
S
A
D
G
BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
1" = 20 FT
60160JGV-C
DCM BKR
CA
R
M
E
L
,
C
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A
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T
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4
9
P
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n
12
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1
1
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2
4
SP
R
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N
G
M
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L
L
S
H
O
P
S
01
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2
0
/
2
5
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V
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D
P
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C
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Y
C
O
M
M
E
N
T
S
A
D
G
LEGEND
S
NOTES
NO EARTH DISTURBING ACTIVITIES MAY TAKE PLACE
WITHOUT AN APPROVED STORM WATER MANAGEMENT
PERMIT.
FOR INSTALLATION OF SANITARY AND WATER UNDER CITY
STREETS AND COVER REQUIREMENTS, SEE THE TRENCH
DETAIL ON SHEET C800.
ALL WATER MAIN SERVICE LINES TO TERMINATE 5 FEET
BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A
PAINTED BLUE TOP.
POSI-CAPS OR EQUIVALENT ARE REQUIRED ON ALL WATER
VALVE INSTALLATIONS AND MEGA LUGS MUST BE INSTALLED
AT ALL MECHANICAL JOINTS.
ALL DUCTILE IRON WATER MAINS SHALL BE BEDDED IN SAND
FROM THE BOTTOM OF THE TRENCH TO 12" ABOVE THE PIPE.
INSTALL WATER MAIN TRACER WIRE WITH ALL WATER MAINS
LAID AND BLUE REFLECTOR TAPE MUST BE INSTALLED 12" TO
18" ABOVE ALL WATER MAINS LAID.
ALL WATER MAINS SHALL BE DUCTILE IRON AND INSTALLED
PER THE CITY OF CARMEL SPECIFICATIONS.
FULL DEPTH GRANULAR BACKFILL PER CITY STANDARDS
SHALL BE PLACED FOR ALL STREET CROSSINGS.
FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET
PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT.
ONLY MUELLER HYDRANTS AND VALVES MAY BE USED.
1. SECTION 33121 FIRE HYDRANTS SHALL BE FULLY
FUNCTIONAL TESTED AND APPROVED BY CARMEL WATER
UTILITIES PRIOR TO ANY COMBUSTIBLE MATERIALS ARRIVING
ON THE SITE.
2. SECTION 3310.1 REQUIRED FIRE DEPARTMENT VEHICLE
ACCESS. APPROVED ASPHALT FIRE APPARATUS ACCESS ROADS
SHALL BE PROVIDED TO AND THROUGH THE CONSTRUCTION
SITE DURING CONSTRUCTION. FIRE APPARATUS ACCESS ROADS
MUST BE CAPABLE OF SUPPORTING THE WEIGHT OF FIRE
APPARATUS AND MAINTAINED CLEAR AT ALL TIMES.
UTILITY CROSSINGS
851
.
5
1
853
.
3
5
853
.
0
8
852
.
7
6
851
.
0
4
85
2
.
1
9
85
4
.
8
0
85
1
.
2
5
851
.
2
2
85
1
.
4
2
S
SS
SS
F
856.14
S
SS
F
85
6
.
4
2
85
6
.
3
8
855
.
9
7
856
.
1
1
85
5
.
4
9
855
.
2
8
854
.
9
9
855
.
1
7
85
4
.
7
9
854
.
5
3
853
.
7
7
85
4
.
0
0
85
3
.
5
5
85
3
.
3
6
85
2
.
5
6
852
.
8
2
85
2
.
4
7
852
.
4
1
85
2
.
2
1
85
2
.
3
8
85
2
.
4
7
Drainage Inlet
TC: 855.37'
N: 12" RCP Inv.= 851.23'
S: 12"RCP Inv.=850.84'
Drainage Inlet
T/C: 851.65' shot as 852.15'
N: 12" RCP Inv.=850.12'
S: 12" RCP Inv.=850.10'
Drainage Inlet
TC: 853.99'
N: 18" RCP Inv.=849.88'
E: 12" RCP Inv.= 849.88'
S: 12"RCP Inv.=849.98'
W: 12" RCP Inv.=849.98'
Drainage Inlet
TC: 854.15'
N: 12" RCP Inv.=850.53'
Drainage Inlet
TC: 853.90'
N: 21" RCP Inv.=849.51'
S: 18"RCP Inv.=849.61'
Drainage Inlet
TC: 854.25'
N: 21" RCP Inv.=849.21'
S: 21" RCP Inv.=849.21'
S
S
E E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
E
PIV
PIV
PIV
6" D.I.
2" DOMESTIC
SERVICE LINE
18 L.F.
4" FDC LINE
13 L.F.
> o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
>
o
o
o
476
475
474
473
470
471
448
E
E
CTV
FO
FO
FO
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
GAS GAS
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
FO
FO
FO
FO
FO
FO
CTV
FO
FO
FO
FO
FO
FO
CTVFO
FO
C.O.
C.O.
S
EX. MH. #JGV819
T.C.=856.41
8" SDR-35 PVC W INV.=848.68
>
o
o
o
> o o o> o o o> o o o> o o o> o o
o> o o
o
>
o
o
o
>
o
o
o
>
o
o
o
V
CT
V
CT
V
GA
S
GA
S
GA
S
CT
V
CT
V
CT
V
CT
V
C
T
V
C
T
V
C
T
V
CT
V
C
T
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
CT
V
GA
S
GA
S
G
A
S
GA
S
G
A
S
GA
S
GA
S
G
A
S
G
A
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GA
S
GAS
OH
E
OH
E
OHE OHE
FO
FO FO FO
F
O
F
O
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
6" VALVE
HYDRANT
W/ VALVE
90° BEND W/
THRUST BLOCK
HYDRANT
W/ VALVE
6"
D
.
I
.
6"
D
.
I
.
4" FIRE
SERVICE LINE
25 L.F.
2" DOMESTIC
SERVICE LINE
18 L.F.
6x6x4 TEE W/
THRUST BLOCK
FDC
BLDG. 'A'
4" FIRE
SERVICE LINE
72 L.F.45° BEND
22.5° BEND
22.5° BEND
FDC
BLDG. 'B'
4" FDC LINE
29 L.F.
2" DOMESTIC
SERVICE LINE
20 L.F.
6x6x4 TEE W/
THRUST BLOCK
FDC
BLDG. 'C'
4" FDC LINE
66 L.F.45° BEND
4" FIRE
SERVICE LINE
64 L.F.
6x6x4 TEE W/
THRUST BLOCK
Sanitary Manhole JGV816
T/C: 855.46
S: 8" PVC Inv.=847.96'
N: 8" PVC Inv.=847.86'
E: 8" PVC Inv.=848.06'
W: 8" PVC Inv.=848.06'
Sanitary Manhole JGV811
T/C: 855.34
S: 8" PVC Inv.=846.91'
E: 8" PVC Inv.=846.69'
W: 8" PVC Inv.=846.61'
C.O.
Sanitary Manhole JGV812
T/C: 856.30
W: 8" PVC Inv.=849.75'
C.O.
C.O.C.O.
F
O
FO
60160JGV-C
DCM BKR
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C
O
M
M
E
N
T
S
A
D
G
BENCHMARK NOTE:
ORIGINATING BENCHMARK:
Hamilton County Benchmark HAM 64: An Indiana Department of Natural
Resources control station tables stamped "HAM 64 1989" at the West 116th
Street bridge over Williams Creek on the Southwest concrete wingwall of the
bridge.
ELEV=834.28 (NAVD 88)
SITE TBM:
The North rim of a sanitary manhole is the Southwest quadrant of the
intersection of Spring Mill Road and Otto Lane.
ELEV=857.21 (NAVD 88)
1" = 20 FT
60160JGV-C
DCM BKR
CA
R
M
E
L
,
C
L
A
Y
T
O
W
N
S
H
I
P
H
A
M
I
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T
O
N
C
O
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N
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Y
,
I
N
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A
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l
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:
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:
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5
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/
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2
4
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P
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01
/
2
0
/
2
5
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E
D
P
E
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C
I
T
Y
C
O
M
M
E
N
T
S
A
D
G
LEGEND
S
NOTES
NO EARTH DISTURBING ACTIVITIES MAY TAKE PLACE
WITHOUT AN APPROVED STORM WATER MANAGEMENT
PERMIT.
FOR INSTALLATION OF SANITARY AND WATER UNDER CITY
STREETS AND COVER REQUIREMENTS, SEE THE TRENCH
DETAIL ON SHEET C800.
ALL WATER MAIN SERVICE LINES TO TERMINATE 5 FEET
BEHIND SIDEWALK AND MARKED WITH A 4" PVC PIPE WITH A
PAINTED BLUE TOP.
POSI-CAPS OR EQUIVALENT ARE REQUIRED ON ALL WATER
VALVE INSTALLATIONS AND MEGA LUGS MUST BE INSTALLED
AT ALL MECHANICAL JOINTS.
ALL DUCTILE IRON WATER MAINS SHALL BE BEDDED IN SAND
FROM THE BOTTOM OF THE TRENCH TO 12" ABOVE THE PIPE.
INSTALL WATER MAIN TRACER WIRE WITH ALL WATER MAINS
LAID AND BLUE REFLECTOR TAPE MUST BE INSTALLED 12" TO
18" ABOVE ALL WATER MAINS LAID.
ALL WATER MAINS SHALL BE DUCTILE IRON AND INSTALLED
PER THE CITY OF CARMEL SPECIFICATIONS.
FULL DEPTH GRANULAR BACKFILL PER CITY STANDARDS
SHALL BE PLACED FOR ALL STREET CROSSINGS.
FIRE HYDRANT MARKERS TO BE INSTALLED IN THE STREET
PAVEMENT PERPENDICULAR TO THE FIRE HYDRANT.
ONLY MUELLER HYDRANTS AND VALVES MAY BE USED.
1. SECTION 33121 FIRE HYDRANTS SHALL BE FULLY
FUNCTIONAL TESTED AND APPROVED BY CARMEL WATER
UTILITIES PRIOR TO ANY COMBUSTIBLE MATERIALS ARRIVING
ON THE SITE.
2. SECTION 3310.1 REQUIRED FIRE DEPARTMENT VEHICLE
ACCESS. APPROVED ASPHALT FIRE APPARATUS ACCESS ROADS
SHALL BE PROVIDED TO AND THROUGH THE CONSTRUCTION
SITE DURING CONSTRUCTION. FIRE APPARATUS ACCESS ROADS
MUST BE CAPABLE OF SUPPORTING THE WEIGHT OF FIRE
APPARATUS AND MAINTAINED CLEAR AT ALL TIMES.
UTILITY CROSSINGS
DA
T
E
M
A
R
K
RE
V
I
S
I
O
N
S
B
Y
CE
R
T
I
F
I
E
D
:
S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
S
T
O
E
P
P
E
L
W
E
R
T
H
A
L
W
A
Y
S
O
N
79
6
5
E
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s
t
1
0
6
t
h
S
t
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t
,
F
i
s
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r
s
,
I
N
4
6
0
3
8
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5
0
5
ph
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:
3
1
7
.
8
4
9
.
5
9
3
5
f
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x
:
3
1
7
.
8
4
9
.
5
9
4
2
WA
T
E
R
P
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A
N
C700
DA
T
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MA
R
K
RE
V
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S
I
O
N
S
B
Y
CE
R
T
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F
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D
:
S & A JOB NO.
SHEET NO.
DRAWN BY: CHECKED BY:
S
T
O
E
P
P
E
L
W
E
R
T
H
A
L
W
A
Y
S
O
N
79
6
5
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t
1
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6
t
h
S
t
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F
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s
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4
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4
9
.
5
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:
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4
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&
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60160JGV-C
DCM BKR
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60160JGV-C
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*
NOTE:
ALL CASTINGS SHALL BE LABELED
"DUMP NO WASTE".
NOTE TO CONTRACTOR:
THE CITY OF CARMEL REQUIRES DOUBLE
WALL HANCOR HI-Q SSD PIPE OR EQUAL
TO BE USED.
NOTES:
All storm sewers shall be constructed with reinforced concrete
pipe Class III or as noted and conform to A.S.T.M. C-76 or
latest revision. All manholes shall be precast concrete
construction in accordance with State of Indiana Specifications
and shall have Type "A" cast iron ring and cover.
The storm sewer system shall be constructed per design
specified and as approved by the City of Carmel on the final
approved construction plans. Deviations from the approved
design shall only be permitted due to special circumstances or
difficulty during construction and will require prior field
approval from a designated representative of the City of Carmel
in addition to supplemental approval by the design engineer.
An explanation of any such deviation shall be included as a
requirement on as-built/record drawings submitted for release
of performance guarantees. Approved design slopes identified
as generating velocities of 2.5 fps or less or 10 fps or greater (at
full flow capacity) shall require as-built certification at the time
of construction, prior to backfilling the pipe. The contractor is
instructed to as-built each section of storm pipe as it is being
installed to ensure compliance with the design plans and as
approved by the City of Carmel.
36
"
6"
24
"
36"
6"
24"
PLAN
ELEVATION 8"
11"
CLASS "A"
CONCRETE
PRECAST 24" x 24" BOX INLET
NOT-TO-SCALE
VA
R
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S
VA
R
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S
(
4
8
"
M
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X
.
)
8"
VA
R
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S
ELEVATIONCLASS "A"
CONCRETE
PRECAST 36" x 36" BOX INLET
NOT-TO-SCALE
2"2"2"2"
3"
(2) #5 x 3'-6"
IN EACH
WALL
6"
48"
6"
2 1 4"
48
"
6"
6"
36
"
2 1 4"
36"
PLAN
NEENAH CASTING
R-4215-C
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MINIMUM COVER FOR PIPE CROSSINGS OF CITY STREETS:
THE MINIMUM COVER FROM THE TOP OF THE INSTALLED PAVEMENT TO
THE TOP OF THE TINSTALLED PIPE SHALL BE THE PAVEMENT SECTION,
THICKNESS (ALL BITUMINOUS AND AGGREGATE MATERIAL ABOVE THE
SUBGRADE) PLUS 1'-0", BUT UNDER NO CIRCUMSTANCES SHALL THE
COVER ALONG ANY PART OF THE PIPE FROM THE FINAL PAVEMENT
ELEVATION TO THE TOP OF THE PIPE BE LESS THAN 2.5 FEET.
NOTE:
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 TO REVIEW THE AUTHORITY OF THE
DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING AND
PROPOSED CITY RIGHT-OF-WAY.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THAT ALL
STATE HIGHWAYS, CITY, AND COUNTY PERMITS HAVE BEEN OBTAINED BY
THE DEVELOPER PRIOR TO START OF CONSTRUCTION.
TRANSVERSE CONTRACTION JOINTS
TOP OF CURB
CURB JOINT DETAIL
MAX. 50'
TRANSVERSE EXPANSION JOINTS
PAVEMENT
*****
*****
BOTTOM OF CURB
WHEN BUILT IN CONJUCTION WITH CONCRETE PAVEMENT, EXPANSION AND
CONTRACTION JOINTS SHALL BE PLACED AT THE SAME LOCATIONS AS IN THE
PAVEMENT SLABS. THE CURB AND GUTTER SHALL BE TIED TO THE PAVEMENT BY
1/2" ROUND DEFORMED BARS AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE
PAVEMENT IS BEING BUILT AT THE TIME THE CURB IS CONSTRUCTED, EXPANSION
JOINTS SHALL BE PLACED AT THE ENDS OF ALL RETURNS AND AT INTERVALS NOT
TO EXCEED 50 FEET. CONTRACTION JOINTS ON TANGENT SECTIONS SHALL BE
INSTALLED AT 10 FOOT MAX. SPACING. CONTRACTION JOINTS ON RADII SHALL BE
INSTALLED AT 5 FOOT MAX. SPACING.
MAX. 50'*****
SIDEWALK NOTE:
1. ALL TRANSVERSE JOINTS SHALL BE TOOLED OR SAWCUT
JOINTS 1/4 THE THICKNESS OF THE CONCRETE SIDEWALK.
2. WALKS ACROSS DRIVEWAYS SHALL BE 6" OR THE
THICKNESS OF THE PROPOSED DRIVEWAY WHICHEVER IS
THICKER.
NOTE:
ALL PAVING IS TO BE COMPLETED IN
ONE PAVING SEASON.
SEE TYPICAL STREET SECTIONS BELOW
SEE STREET DIMENSIONS BELOW
NOT-TO-SCALE
TYPICAL ROAD CROSS-SECTION
MIN. 3" TOPSOIL
SLOPE: 1/4" / FT.
MIN. 3" TOPSOIL
SLOPE: 1/4" / FT.
VARIES
FOR PRIVATE DRIVES
SEE CARMEL
STANDARD PVMT
CROSS SECTION ABOVE
SEE TYPICAL STREET SECTIONS BELOWWWWWWWWWWWWW
SEE STREET DIMENSIONS BELOW
MONOLETHIC CURB AND WALK
CURB & WALK DETAIL
NO SCALE
SEE PLANS
OF TOTAL THICKNESS OF SLAB @ 6-0" MAX.
REBAR AND WELDED WIRE FABRIC SHOULD BE
STOPPED 2" SHORT OF AN EXPANSION JOINT.
@ 48'-0" MAX. AND @ ENDS OF RADII.
SHALL HAVE 1/2" EXPANSION JOINTS
CONSTRUCTION JOINTS SHALL BE CUT 1/4 DEPTH
18
"
REBAR
3"
2 - #4 NOTES:
6"1.
2.
3.
45°
3"
6"
2" RAD.
3"
6"
CL
R
.
CONTROL JOINT
6"
AGGREGATE SIZE #53
4" OF COMPACTED
6x6 W1.4xW1.4xW.W.F.
1 1/2"
4"
AS INDICATED ON THE DRAWINGS.
PROVIDE A EXPANSION JOINT AT INTERSECTION WITH
ANOTHER SIDEWALK, BETWEEN WALKS, BUILDINGS,
5.
STORM STRUCTURES, AND AT SUCH OTHER POINTS
EACH FINISHING OPERATON.
4.
OF SIDEWALKS SHOULD BE HAND-TOOLED AFTER
CONTROL JOINTS, EXPANSION JOINTS AND EDGES4"
PAVEMENT
4"
AGGREGATE SIZE #53
4" OF COMPACTED 1" PREFORMED JOINT FILLER WITH SEALER.
NOT-TO-SCALE
NOTES:
1. ALL PAVING IS TO BE
COMPLETED IN ONE PAVING
SEASON.
NOT-TO-SCALE
COMPACTED SUBGRADE (PER INDOT STANDARDS)
2.5" - 275#/SYD. HMA INTERMEDIATE, TYPE 'B' 19.0 mm ON
1.5" - HMA SURFACE, TYPE 'B', 9.5 mm ON
6" COMPACTED AGGREGATE #53 ON
(TO BE USED FOR PARKING AREAS ON THIS PROJECT)
PARKING AREA
PAVEMENT SECTION
COMPACTED
SUBGRADECOMPACTED
SUBGRADE
6" SSD
WASHED
#8 STONE
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