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ANAIDN
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No.
PE10809477
D
I
B E N JAMIN E.
D
EI
CH
M
A
N
N
1
R
E V I S I O
N
S P
E R C A R M EL
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40
' B S L
40
' D .
& U .E .
15' D. & U.E.
3 0 ' B S L
30' I.E.D. & U.E.
30' BSL
10' BSL
10' I.E.D. & U.E.
15' BSL
4 0 ' B S L
40
' D .
& U .E .
150' BSL
110' D.E.
110' BSL70' D.E.
3 0
' D . & U .E .
30
' B S L
30
' D .
& U .E .
DESCRIPTIONDATE
C100
C O
V
E
R
S
H EE
T
KA
G
A S
N
O
T
E
D
C901
C101
C102
GENERAL SPECIFICATIONS
GENERAL DETAILS
COVER SHEET
SITE MAP
VICINITY MAP
CERTIFIED BY: BENJAMIN E. DEICHMANN, P.E.SHEET
REVISIONS
DESCRIPTION
INDEX
C100
No.
PART OF SECTION 19, TOWNSHIP 18 NORTH, RANGE 3 EAST
Scale: 1" = 10,000'
CONSTRUCTION PLANS
Fax: (317) 566-0633
Phone: (317) 566-0629
Indianapolis, Indiana 46260
9102 N. Meridian Street, Suite 200
SJCA P.C.
CIVIL ENGINEER:
DATED 2014 TO BE USED WITH THESE PLANS
INDIANA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS
2014, SJCA P.C.
PART, WITHOUT THE WRITTEN CONSENT OF SJCA P.C..
AND ARE NOT TO BE USED OR REPRODUCED IN WHOLE OR IN
HEREIN ARE THE EXCLUSIVE INTELLECTUAL PROPERTY OF SJCA P.C.
THIS DRAWING AND THE IDEAS, DESIGNS AND CONCEPTS CONTAINED
outside Indiana 1-800-428-5200
Utility Hotline: within Indiana 1-800-382-5544
excavation for field location of services.
All utility companies shall be notified prior to any
locations provided by the respective utility companies.
The size and loaction of utilities are per plans and
NOTE:
ARE THE MOST CURRENT PRIOR TO USE.
VERIFYING THAT THESE DOCUMENTS
THE HOLDER IS RESPONSIBLE FOR
STATE OF INDIANA
PROJECT LOCATION MAP
LAKE
LA PORTE
ST. JOSEPH LAGRANGE STEUBEN
N
E W
T
O
N
JASPER
STARKE
MARSHALL
KOSKIUSKO
NOBLE DEKALB
ALLEN
WHITLEY
FULTONPULASKI
BENTON
CASS
M
I A M
I WABASH
INGTON
HUNT-
WELLS ADAMS
JAYFORD
BLACK-GRANT
HOWARD
CARROLL
WARREN
TIPTON
M AD
I
S O
N DELAWARE
RANDOLPH
F OU
N
T A I
N
BOONE HAMILTON
HENRY
WAYNE
UNIONETTE
FAY-
RUSH
HANCOCK
HENDRICKSPARKE
V E R M I
LL
I O
N
PARKE
VIGO
CLAY
OWEN
MORGAN JOHNSON SHELBY
FRANKLIN
DECATUR
LOMEW
BARTHO-
BROWNMONROE
GREENE
SULLIVAN
DAVIESS MARTIN
LAWRENCE
JACKSON
JENNINGS
RIPLEY BORN
DEAR-
OHIO
LAND
SWITZER-
JEFFERSON
TON
WASHING-
ORANGE
DUBOIS
PIKE
GIBSON
POSEY
BURG
DER-
VAN-
SPENCER
PERRY
CRAWFORD
FLOYD
CLARK
WARRICK
HARRISON
SCOTTKNOX
PUTNAM
MARION
M ON T GO M E R Y TIPPECANOE
CLINTON
WHITE
PORTER
ELKHART
14050 WEST ROAD, CARMEL, IN
MINOR SUBDIVISION
NATHANIEL CREEK
Scale: 1" = 80'-0"
EXISTING CONDITIONS
DEVELOPMENT PLAN
W
E
S T R O
A
D
MFPG: 873.12
Area: 2.70 Acres
LOT: 2
MFPG: 873.12
Area: 1.84 Acres
LOT: 1
OPERATING AUTHORITIES
317-252-4275
Steven Krebs
Indianapolis, IN 46220
5858 N. College Avenue
AT&T
317-571-2443
John Duffy
Carmel, IN 46032
30 W. Main Street, Suite 220
Carmel City Utilities Department
317-844-9200
Ryan Hartman
Indianapolis, IN 46280
10701 N. College Avenue, Suite A
Clay Township Regional Waste District
317-571-2600
Chris Ellison
Carmel, IN 46032
Two Civic Square
City of Carmel Fire Department
Assist. Building Commissioner: Bill Hohlt
317-571-2441
Dept. Of Engineering: Gary Duncan
317-571-2417
Assistant Planner: Angie Conn
Carmel, IN 46032
One Civic Square
City of Carmel
C103-C105 STORM WATER POLLUTION PREVENTION PLAN
C600
OF BEGINNING, CONTAINING 5.000 ACRES, MORE OR LESS.
FRACTIONAL SOUTHWEST QUARTER, 619.08 FEET, TO THE POINT
PARALLEL TO THE EAST LINE, OF THE WEST HALF OF THE
EAST, ALONG THE WESTERLY RIGHT OF WAY LINE OF WEST ROAD,
ROAD; THENCE SOUTH 00 DEGREES 29 MINUTES 38 SECONDS
TO A POINT ON THE WESTERLY RIGHT OF WAY LINE OF WEST
NORTH 42 DEGREES 00 MINUTES 37 SECONDS EAST, 42.37 FEET,
60 DEGREES 31 MINUTES 26 SECONDS EAST, 124.28 FEET, 4)
DEGREES 30 MINUTES 32 SECONDS EAST, 108.18 FEET, 3) NORTH
DEGREES 23 MINUTES 01 SECOND EAST, 185.11 FEET, 2) NORTH 67
OF SAID DITCH BY THE NEXT FOUR COURSES, 1) NORTH 87
EXISTING DITCH, THENCE ALONG THE APPROXIMATE CENTERLINE
QUARTER, 478.12 FEET, TO THE APPROXIMATE CENTERLINE OF AN
EAST LINE, OF THE WEST HALF, OF THE FRACTIONAL SOUTHWEST
00 DEGREES 29 MINUTES 38 SECONDS WEST, PARALLEL TO THE
FRACTIONAL SOUTHWEST QUARTER, 422.57 FEET; THENCE NORTH
PARALLEL TO THE SOUTH LINE OF THE WEST HALF, OF THE
CONTINUE SOUTH 89 DEGREES 48 MINUTES 17 SECONDS WEST,
OF WEST ROAD, AND THE POINT OF BEGINNING; THENCE
16.50 FEET, TO A POINT ON THE WESTERLY RIGHT-OF-WAY LINE
THE WEST HALF, OF THE FRACTIONAL SOUTHWEST QUARTER,
48 MINUTES 17 SECONDS WEST PARALLEL TO THE SOUTH LINE OF
SOUTHWEST QUARTER, 948.22 FEET; THENCE SOUTH 89 DEGREES
ALONG THE EAST LINE, OF THE WEST HALF, OF THE FRACTIONAL
DEGREES 29 MINUTES 38 SECONDS EAST, (ASSUMED BEARING)
TOWNSHIP 18 NORTH, RANGE 3 EAST; THENCE SOUTH 00
OF THE FRACTIONAL SOUTHWEST QUARTER, OF SECTION 19,
COMMENCING AT THE NORTHEAST CORNER OF THE WEST HALF,
AS FOLLOWS:
HAMILTON COUNTY, INDIANA, MORE PARTICULARLY DESCRIBED
OF THE SECOND PRINCIPAL MERIDIAN, IN CLAY TOWNSHIP,
QUARTER OF SECTION 19, TOWNSHIP 18 NORTH, RANGE 3 EAST,
PART OF THE WEST HALF OF THE FRACTIONAL SOUTHWEST
Legal Description: (Instrument No. 2005-26395)
LAND DESCRIPTION
5
0
'
H
A
L F
R I
G
H
T
-
O
F
-
W
AY
317-261-5497
Dan Davenport
Indianapolis, IN 46202
1230 W. Morris Street
IPL
317-776-5532
Joanie Clark
Noblesville, IN 46061
PO Box 1700
Vectren Energy
765-894-1084
Jerry Lasley
Lebanon, IN 46052
P.O. Box 563
1207 Indianapolis Avenue
Boone County REMC
317-632-9077
Jason Kirkman
Indianapolis, IN 46218
3030 Roosevelt Avenue
Brighthouse Networks
317-776-8495
Greg Hoyes
Noblesville, IN 46060
Hamilton County Judicial Center
One Hamilton Square, Suite 188
Hamilton County Surveyor's Office
Phone: (317) 437-7988
Carmel, Indiana 46074
4512 Repass Drive
JAY GADDY
DEVELOPER:
STORM SEWER PLAN & PROFILE
C400 SANITARY SEWER PLAN & PROFILE
11-11-2014
12-17-2014 ADDED SHEET C400
REVISED SHEETS C101-C901
C801-C802
PROJECT LOCATION
W
E S
T
R O
A
D
W. 141ST STREET
15'
40'
40'
50'
30'
30'
H :
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PE10809477
D
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D
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12
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18
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WATER GOES INTO GROUND
18"
10"
MULTI 6"
MULTI 6"
15"
MULTI 6"
S@A FIRM
12"
12"
12'
MULTI-6"
10"
10"
15"
MULTI 6"
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15"
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MULTI 6"
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15"15"36"24"
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INV. 12" CMP=877.78'INV. 12" CMP=878.00'
INV. 10'X3.5' BOX CULVERT=869.04'
INV. 10'X3.5' BOX CULVERT=869.65'
INV. 4" PVC NW=871.24'
OIB
(wooded)
(wooded)
(wooded)
(grass&brush)
(grass&brush)
(grass&brush)
A p
p
.
S
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.
L i n
e
A p
p
.
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App. PL
App. PL
App. PL
App. PL
(
a
s
p
h
a
lt
)
W e
s
t
R
o
a
d
Elev. = 867.43
Ditch 100-year
Elev. 871.48
Ditch 100-year
40'10'
2'
25'
P.C. #4 SLIDE #409
INST. # 2008000445
SECTION 3A
LONGRIDGE ESTATES,
P.C. #5 SLIDE #164
INST. # 2013070301
SECTION 3B
LONGRIDGE ESTATES,
40'
2'
10'25'
RESIDENCE
SINGLE FAMILY
INST. # 2004-63461
C-INVESTMENTS
UNDEVELOPED
INST. # 2007-2263
PAMELA FORTUNE
WERBE, DANIEL S. &
RESIDENCE
SINGLE FAMILY
INST. # 2010-8774
SINGH, MAKHAN
EAGLE CREEK
UNT LITTLE
GAS VALVE
LIGHT POLE CURB INLET
SANITARY SEWER MANHOLE
FIRE HYDRANT
WATER METER
WATER VALVE
UTILITY POLE BEE-HIVE INLET
EXISTING METAL-TYPE FENCE
EXISTING WOOD-TYPE FENCE
GAS = UNDERGROUND GAS LINES
WTR = UNDERGROUND WATER LINES
OVHD = OVERHEAD UTILITY
CENTERLINE AS NOTED
STM = UNDERGROUND STORM SEWER
SAN = UNDERGROUND SANITARY SEWER
UGE = UNDERGROUND ELECTRIC
REAL ESTATE LINES (AS NOTED)
SUBJECT REAL ESTATE SURVEY LINE (AS NOTED)
EXISTING CONC. CURB (AS NOTED)
CONTOURS - MAJOR INTERVAL
CONTOURS - MINOR INTERVALDYHLEGEND
040'40'80'120'
E
X I S
T
I N
G
C
O
N
D
I
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I
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S
C101
KA
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1
" =
4
0
'
(2
4
"
x 3
6
")
FENCE AS SHOWN)
(ADD TREE PROTECTION
EXIST. TREES TO REMAIN
FENCE AS SHOWN)
(ADD TREE PROTECTION
EXIST. TREES TO REMAIN
EXIST. TREES TO BE REMOVED EXIST. TREES TO BE REMOVED
FENCE AS SHOWN)
(ADD TREE PROTECTION
EXIST. TREES TO REMAIN
PROPOSED TREE PROTECTION FENCE
TOPOGRAPHIC NOTE
INDIANA STATE PLANE COORDINATES, EAST ZONE (NAD 83).
DATUM 1988 (NAVD 88) AND HORIZONTAL DATUM IS BASED ON
ALL ELEVATIONS SHOWN ARE GIVEN IN NORTH AMERICAN VERTICAL
CORNERSTONE NOTE
DURING CONSTRUCTION.
AND/OR REESTABLISHING CORNERSTONES DAMAGED OR REMOVED
CORNERSTONES AND WILL BE RESPONSIBLE FOR REPAIRING
CONTRACTOR SHALL PROTECT AND PRESERVE ALL EXISTING
PROPOSED SILT FENCE
TURNED INTO SITE
SILT FENCE TO BE
2' N.A.E. (PER INST. 2008000445)
10' L.M.A.E. (PER INST. 2008000445)
25' D.&U.E. (PER INST. 2008000445)
2' N.A.E. (PER INST. 2013070301)
10' L.M.A.E. (PER INST. 2013070301)
25' D.&U.E. (PER INST. 2013070301)
ENTRANCE
CONSTRUCTION
TEMPORARY
CONSTRUCTION LIMITS
LIMITS
CONSTRUCTION
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
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Fnd.
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MP
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WV
T
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Fnd.
MP
KELLER WEBB
P.O.L.
P.O.L.
MNS
MNS
GRADISON
NARROW
NARROW
DIR OF PIPE
12
12
12
12
15
10
18
12" RCP TO 1138
WATER GOES INTO GROUND
18"
10"
MULTI 6"
MULTI 6"
15"
MULTI 6"
S@A FIRM
12"
12"
12'
MULTI-6"
10"
10"
15"
MULTI 6"
12"
12"
36"10"
32"
8"
6"
15"
10"
15"
8"
10"
12"
10"
MULTI 6"
12"
10"
12"
10"
8"
10"
12"
10"10"
KELLER WEBB
15"
10"
MULTI 6"
MULTI 6"
MULTI 6"
15"
10"
10"
10"
10"
BRUSH PILE
15"15"36"24"
10"
15"
12"
12"
12"
MULTI 6"
12"
12"
10"10"
10"
10"10"
12"
12"
15"15"
6"
6"
15"10"
12"
10"
MULTI 6"
10"
24"
12"
15"
12"
6"
15"
15"
12"
15"
12"
12"
8"
12"
865
8
6
6
8
6
6
866
866
8
6
7
8
6
7
8
6
7
8
6
7
867867
867
8
6
8
8
6
8
8
6
8
8
6
8
8
6
8868
8
6
8
8
6
9
86
9
8
6
9
8
6
9
86
9
8
6
9
8
6
9
869
8
6
9
8
7
0
8
7
0
8
7
0
8
7
0
8
7
0
8
7
0
8
7
0
8
7
0
870
870
8
7
1
8
7
1
8
7
1
8
7
1
8
7
1
8
7
1
8
7
1
8
7
1
8
7 1
8
7
2
8
7
2
8
7
2
8
7
2
8
7
2
8
7
2
8
7
2
87
2
8
7
3
8
7
3
8
7
3
8
7
3
8
7
3
873
8
7
3
8
7
3
8
7
3
8
7
3
8
7
3
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
4
8
7
5
8
7
5
8
7
5
8
7
5
8
7
5
8
7
5
8
7
5
87
5
8
7
5
8
7
5
8
7
5
8
7
5
8
7
5
8
7
5
8
7
6
8
7
6
8
7
6
8
7
6
8
7
6
87
6
8
7
6
8
7
6
87
6
8
7
6
8
7
6
8
7
6
8
7
7
8
7
7
8
7
7
8
7
7
8
7
7
8
7
787
7
87
7
8
7
7
8
7
7
8
7
8
8
7
8
8
7
8
8
7
8
8
7
8
87
8
8
7
8
8
7
8
8
7
8
878
8
7
9
8
7
9
8
7
9
8
7
9
8
7
9
8
7
9
8
7
9 879
8
7
9
8
8
0
8
8
0
8
8
0
8
8
0
880
880
880
8
8
0
8
8
0
8
8
0
8
8
1
8
8
1
8
8
1
8
8
1
881
881
8
8
1
8
8
1
8
8
2
8
8
2
8
8
3
INV. 12" CMP=877.78'INV. 12" CMP=878.00'
INV. 10'X3.5' BOX CULVERT=869.04'
INV. 10'X3.5' BOX CULVERT=869.65'
INV. 4" PVC NW=871.24'
OIB
(wooded)
(wooded)
(wooded)
(grass&brush)
(grass&brush)
(grass&brush)
A p
p
.
S
e
c
.
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A p
p
.
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L
A p
p
.
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App. PL
App. PL
App. PL
App. PL
(
a
s
p
h
a
lt
)
W e
s
t
R
o
a
d
W
W
WV
WV
2
7
3
.
3
3
'
2
0
6
.
8
2
'
3
7
8
.1
9
'
5
'
N
-A E
.
5
'
N
-A
E
.
4
0
' B S
L
4
0
'
D
.
&
U
.E .
868
40' PRESERVATION EASEMENT
40' PRESERVATION EASEMENT
15' D. & U.E.
869870871872873
W
E S
T
R
O
A D
3
0
'
B S
L
30' I.E.D. & U.E.
30' BSL
10' BSL
10' I.E.D. & U.E.
15' BSL
4
0
'
B S
L
4
0
'
D
.
&
U
.E .
150' BSL
110' D.E.
110' BSL70' D.E.
33.5'
873
872
871
870
870871872873
3
0
'
D
.
&
U
.
E .
3
0
' B S
L
3
0
' D
.
&
U .
E
.
Elev. = 867.43
Ditch 100-year
Elev. 871.48
Ditch 100-year
Elev.= 871.14
Emergency Spillway
5
0
'
H
A
L F
R I
G
H
T
-
O
F
-
W
A Y
40'10'
2'
25'
P.C. #4 SLIDE #409
INST. # 2008000445
SECTION 3A
LONGRIDGE ESTATES,
P.C. #5 SLIDE #164
INST. # 2013070301
SECTION 3B
LONGRIDGE ESTATES,
40'
2'
10'25'
RESIDENCE
SINGLE FAMILY
INST. # 2004-63461
C-INVESTMENTS
UNDEVELOPED
INST. # 2007-2263
PAMELA FORTUNE
WERBE, DANIEL S. &
RESIDENCE
SINGLE FAMILY
INST. # 2010-8774
SINGH, MAKHAN
EAGLE CREEK
UNT LITTLE
870871872873873872871870
8
7
3
8
7
3
8
7
2
8
7
2
87
4
87
4
FFE: 876.45
MLAG: 873.48
MFPG: 873.48
Area: 2.70 Acres
LOT: 2
FFE: 881.36
MLAG: 873.48
MFPG: 873.48
Area: 1.84 Acres
LOT: 1
KA
G
SITE UTILITY NOTE
040'40'80'120'
LEGEND
WV
BH
Fnd.
T
TREE
PINE TREE
FIRE HYDRANT
WATER VALVE
BEE-HIVE INLET
POWER POLE
TELEPHONE PEDESTAL
FOUND CONTROL POINT - REBAR
EXISTING WATER LINE
D. & U.E.DRAINAGE & UTILITY EASEMENT
I.E.D. & U.E.INGRESS, EGRESS, DRAINAGE & UTILITY EASEMENT
BSL BUILDING SETBACK LINE
MFPG MINIMUM FLOOD PROTECTION GRADE
FLOOD OVERFLOW ROUTING
SS
PROPOSED WATER LINE
W
WV
EXISTING FEATURES
PROPOSED FEATURES
MANHOLE - WATER
WATER VALVE
MANHOLE - SEWER
EXISTING STORM LINE
CATCH BASIN
STORM SEWER WITH END SECTION
CB
EXISTING OVERHEAD UTILITY LINE
EXISTING BURIED TELEPHONE LINE
1
" =
4
0
'
(2
4
"
x 3
6
")
N-A E.NON-ACCESS EASEMENT
D.E.DRAINAGE EASEMENT
HATCHING INDICATES FLOODPLAIN
SUB-SURFACE DRAIN (6" SSD)
HATCHING INDICATES INFILTRATION BASIN
D
E V EL
O
P
M E N
T
P
L AN
C102
GENERAL NOTES
PATH TO BE BUILT BY OTHERS.
HATCHING INDICATES FUTURE ASPHALT
CO CLEANOUT
HATCHING INDICATES SHARED CONCRETE DRIVEWAY
TOPOGRAPHIC NOTE
RIGHT-OF-WAY NOTE
RELATES TO WORK WITHIN THE EXISTING AND PROPOSED RIGHT-OF-WAY.
WORK AND TO REVIEW THE AUTHORITY OF THE DEPARTMENT AS IT
REQUIREMENTS, REQUIRED INSPECTIONS FOR CERTAIN STAGES OF THE
THE DEPARTMENT’S CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION
ENGINEERING TO SCHEDULE A PRE-CONSTRUCTION MEETING TO REVIEW
ENGINEERING. THE CONTRACTOR SHALL CONTACT THE DEPARTMENT OF
SHALL CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF
ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT-OF-WAY
STATE PLANE COORDINATES, EAST ZONE (NAD 83).
DATUM 1988 (NAVD 88) AND HORIZONTAL DATUM IS BASED ON INDIANA
ALL ELEVATIONS SHOWN ARE GIVEN IN NORTH AMERICAN VERTICAL
SANITARY SEWER NOTE
DRAINAGE SUMMARY
PEAK DISCHARGE (CFS)
OVERALL ALLOWABLE
0-10YR=0.42
11-100YR=1.28
0-10YR=0.40
11-100YR=1.13
ACTUAL
DRAINAGE AREA TO INFILTRATION BASIN 5.88 ACRES
0.25 AC-FTDETENTION VOLUME REQUIRED (10YR)
DETENTION VOLUME REQUIRED (100YR)
DETENTION VOLUME PROVIDED
100YR ELEVATION 871.14
0.337 AC-FT
0.337 AC-FT
PROPOSED LOW PRESSURE SANITARY SEWER MAIN
SIDE OF THE MAIN THAT THE LATERAL WILL BE SERVING.
9. CURB STOP ASSEMBLIES (VALVES) SHALL BE LOCATED ON THE SAME
SEE DETAIL SHEET C801.
STORM SEWERS, WATER MAINS, AND SUB-SURFACE DRAINS. PLEASE
8. FORCEMAIN TO HAVE AT LEAST 18" OF VERTICAL CLEARANCE WITH ALL
DEPARTMENT 48 HOURS PRIOR TO CONSTRUCTION.
7. CONTRACTOR TO CONTACT THE CITY OF CARMEL ENGINEERING
PROJECT ENGINEER.
6. NO TREE/SHRUB REMOVAL SHALL OCCUR UNLESS DIRECTED BY THE
FT. DIAMETER HOLE.
5. UTILITY DEPTH VERIFICATION EXCAVATION SHALL BE LIMITED TO A ONE
4. FORCEMAIN ROUTE TO BE FIELD LOCATED DURING CONSTRUCTION.
METHOD AT 5' MIN. DEPTH.
3. ALL LPGPS FORCEMAIN INSTALLATION SHALL BE BY DIRECTIONAL DRILL
FINAL GRADING.
2. ALL DISTRUBED AREAS ARE TO BE RESTORED WITH SOD FOLLOWING
PRIOR TO CONSTRUCTION.
1. CONTRACTOR TO FIELD VERIFY LOCATIONS OF ALL EXISTING UTILITIES
PROPOSED CONSTRUCTION LIMITS
SPECIFICATIONS.
ACCORDANCE WITH CARMEL UTILITIES' STANDARD DETAILS AND
11. ALL WATERLINES AND APPURTENANCES SHALL BE INSTALLED IN
SUPPORT POST, OR PIERS, AND RIM OF THE WINDOW WELL).
MEMBERS SUCH AS BASEMENT WALKOUT, PATIOS, DECKS, PORCHES,
AROUND THE OUTSIDE OF THE STRUCTURE (INCLUDING STRUCTURAL
GRADE ADJACENT TO A STRUCTURE WHEN THE SOIL MEETS THE FOUNDATION
10. M.L.A.G.= LOWEST ADJACENT GRADE IS THE ELEVATION OF THE LOWEST
FLOOD WATERS CAN ENTER A BUILDING.
ENTRANCES, WINDOW WELLS, AND ANY OTHER STRUCTURE MEMBER WHERE
ELEVATIONS, WHICHEVER IS GREATER, FOR ALL WINDOWS, DOORS, PIPE
FEET ABOVE ANY ADJACENT 100-YEAR LOCAL OR REGIONAL FLOOD
STRUCTURES FRONTING A POND OR OPEN DITCH SHALL BE NO LESS THAN 2
9. M.F.P.G.= MINIMUM FLOOD PROTECTION GRADE. M.F.P.G. OF ALL
8. ON-SITE DRAINAGE SYSTEM TO BE PRIVATE.
R/W.
ALL UTILITY POLES SHALL BE LOCATED WITHIN ONE FOOT OF THE PROPOSED
OF SUCH RELOCATION SHALL BE THE RESPONSIBILITY OF THE DEVELOPER.
7. IF IT WILL BE NECESSARY TO RELOCATE EXISTING UTILITIES, THE EXPENSE
MAP #18057C0205F, DATED FEBRUARY 19, 2003.
INSURANCE PROGRAM, WHEN PLOTTED BY SCALE ON FLOOD INSURANCE RATE
BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY - NATIONAL FLOOD
6. THE SITE DOES NOT LIE IN A SPECIAL FLOOD HAZARD AREA AS ESTABLISHED
STORM WATER MANAGEMENT PERMIT.
5. NO EARTH DISTURBING ACTIVITY MAY COMMENCE WITHOUT AN APPROVED
CURB INLET CASTINGS.
INSTALLATIONS IN THE PUBLIC RIGHT-OF-WAY WITH THE EXCEPTION OF
STREET PAVEMENT, CURBS, SIDEWALKS, OR ASPHALT PATH FOR ANY UTILITY
4. THERE SHALL BE NO FRAMES, CASTINGS, OR VALVE BOX EXTENSIONS IN THE
THE PUBLIC RIGHT-OF-WAY.
FENCES, LIGHT POLES OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN
3. DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING WOUNDS,
HI-Q OR EQUIVALENT.
2. ALL SUBSURFACE DRAINS TO BE CONSTRUCTED WITH DOUBLE WALL HANCOR
PRESERVED.
AND CONNECTED TO NEW STORM SEWER AND POSITIVE DRAINAGE
1. ANY FIELD TILES ENCOUNTERED DURING EXCAVATION SHALL BE REPAIRED
ANY CONSTRUCTION ACTIVITY.
UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO COMMENCEMENT OF
EVIDENCE WAS OBSERVED. THE EXACT LOCATION OF EXISTING UNDERGROUND
THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE GROUND
1, 2014, BY SJCA P.C. THERE MAY BE OTHER UNDERGROUND UTILITIES FOR WHICH
ARE BASED UPON DATA OBTAINED DURING THE FIELD SURVEY PERFORMED ON MARCH
THE LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS PLAN
R 15'
R 15'
MANHOLE
SANITARY
EXISTING
389.06'
Top-of-Bank Elev = 873.14
100-Yr Elev = 871.14
10-Yr Elev = 870.76
2-Yr Elev = 870.43
Bottom Elev = 870.00
Proposed Infiltration Basin:
OF 10" SSP WITH CAP
EXISTING 20' STUB
PATH TO BE BUILT BY OTHERS
FUTURE 10' WIDE ASPHALT
39 LF of 12" RCP @ 0.31%
EXISTING WATER MAIN
40' (1/2) R/W (PER INST. 2008000445)
2' N.A.E. (PER INST. 2008000445)
10' L.M.A.E. (PER INST. 2008000445)
25' D.&U.E. (PER INST. 2008000445)
40' (1/2) R/W (PER INST. 2013070301)
2' N.A.E. (PER INST. 2013070301)
10' L.M.A.E. (PER INST. 2013070301)
25' D.&U.E. (PER INST. 2013070301)
90 LF OF 2" HDPE IPS DR11
Inv. = 867.88
Proposed Concrete End Section:
Structure 101
Inv. = 868.00
TC = 872.27
Proposed Outlet Control Structure:
Structure 102
6" SSD
DUAL WALL PERFORATED
SERVICE TAP
COPPER
PROPOSED 1"
SERVICE TAP
PROPOSED 1" COPPER
6" SSD
READ YARD SWALE @ 1.00%
108.18'
185.11'
118.63'
389.07'
2
0
4
.
7
9
'
POINT OF BEGINNING
5'
5'
CB
10'
10'
LIMITS
CONSTRUCTION
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
15'
40'
40'
D
R
I V E
2
0
'
4
0
'
50'
30'
30'
7
0
'
6
2
'
504 LF OF 2" HDPE IPS DR11
W/ FLUSHING STATION
TERMINAL END
EX. 866.0 EX. 867.5
EX. 869.5
EX. 870.1
EX. 874.0
871.3
EX. 874.2
EX. 875.0
874.0
EX. 878.0
EX. 878.5
INV=876.90 (N-2" HDPE)
EX. INV=862.70 (N)
EX. INV=864.12 (E)
EX. INV=862.55 (S)
TC=882.05
DETAIL 10-17
PER CARMEL
SAWCUT TO CLEAN EDGE
EX. 882.0
880.9
880.5
881.3
880.9
SSD INV=868.0
DUAL WALL
RIP-RAP OVER GEOTEXTILES
SWALE W/ REVETMENT
STREAM BUFFER SIGNAGE
STEAM BUFFER SIGNAGE
SYSTEM
SANITARY SEWER
LOW PRESSURE
40 LF OF 1.25" HDPE DR11
SANITARY LATERAL
225 LF OF 1.25" HDPE DR11
SANITARY LATERAL
BE LINED PER SPECIFICATIONS
EXISTING MANHOLE TO
EX. 880.3
EX. 880.8
881.6
EX. 880.9
881.5
880.7 EX. 879.7
EX. 878.6
SSD INV=869.5
DUAL WALL PERFORATED
INV=868.6
TC=870.00
DUAL WALL PERFORATED SSD W/ CLEANOUT
INV=872.0
TC=874.00
SSD W/ CLEANOUT
DUAL WALL PERFORATED
W/ METER PIT.
PROPOSED 1" METER
W/ METER PIT.
PROPOSED 1" METER
EROSION CONTROL SEEDING LIMITS (VARIABLE)
VARIABLEVARIABLEVARIABLE
ON SEAM
2.0' OVERLAP
ON PLANS
GRADE AS SHOWN 3:1 SLOPE3:
1
S
L
O
P
E
INFILTRATION TRENCH CROSS-SECTION
(N.T.S)
93.00'
EMERGENCY SPILLWAY TYPICAL SECTION
(N.T.S)
RIPRAP
ELEV. 873.14ELEV. 873.14
ELEV. 871.14 ELEV. 871.14
SPILLWAY EXCAVATION
TOP OF BANK TOP OF BANK
VARIABLE
3:1 SLOPE3:
1
S
L
O
P
E
105.00'
12" WASHED NO. 2 STONE
NO AIR GAPS.
WOVEN ON TOP OF STONE BED).
SIDES. (NON-WOVEN ON SIDES,
FILTER FABRIC - FLUSH WITH
40% TOPSOIL)
(60% SAND/
TOPSOIL MIX
UNCOMPACTED
12"
SSD Ø 0.25% (MIN.)
6" DUAL WALL PERFORATED
STREAM BUFFER SIGNAGE DETAIL
STREAM BUFFER
DO NOT MOW
OR SPRAY
1/2" RADIUS, TYP.
ALUMINUM SIGN PANEL
WHITE OR LIGHT GREEN BACKGROUND
BLACK TEXT
STEEL SCREWS
(2) STAINLESS
STEEL STAKE
1" SQ. x 30" LONG
10"
5"
5
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Fnd.
Fnd.
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WV
WV
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Fnd.
Fnd.
MP
KELLER WEBB
P.O.L.
P.O.L.
MNS
MNS
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NARROW
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12
12
12
12
15
10
18
12" RCP TO 1138
WATER GOES INTO GROUND
18"
10"
MULTI 6"
MULTI 6"
15"
MULTI 6"
S@A FIRM
12"
12"
12'
MULTI-6"
10"
10"
15"
MULTI 6"
12"
12"
36"10"
32"
8"
6"
15"
10"
15"
8"
10"
12"
10"
MULTI 6"
12"
10"
12"
10"
8"
10"
12"
10"10"
KELLER WEBB
15"
10"
MULTI 6"
MULTI 6"
MULTI 6"
15"
10"
10"
10"
10"
BRUSH PILE
15"15"36"24"
10"
15"
12"
12"
12"
MULTI 6"
12"
12"
10"10"
10"
10"
10"
12"
12"
15"15"
6"
6"
15"10"
12"
10"
MULTI 6"
10"
24"
12"
15"
12"
6"
15"
15"
12"
15"
12"
12"8"
12"
865
8
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6
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866
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6
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8
6
7
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6
7
8
6
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867
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6
8
8
6
8
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6
8
8
6
8
8
6
8868
8
6
8
8
6
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9
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6
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8
6
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7
0
8
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7
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870
8
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8
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8
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3
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8
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6
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7
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7
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7
7
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7
7
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787
7
877
8
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8
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INV. 12" CMP=877.78'INV. 12" CMP=878.00'
INV. 10'X3.5' BOX CULVERT=869.04'
INV. 10'X3.5' BOX CULVERT=869.65'
INV. 4" PVC NW=871.24'
OIB
(wooded)
(wooded)
(wooded)
(grass&brush)
(grass&brush)
(grass&brush)
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App. PL
App. PL
App. PL
App. PL
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WV
WV
2
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.
868
40' PRESERVATION EASEMENT
40' PRESERVATION EASEMENT
15' D. & U.E.
869870871872873
W
E
S T
R O
A
D
3
0
'
B
S
L
30' I.E.D. & U.E.
30' BSL
10' BSL
10' I.E.D. & U.E.
15' BSL
4
0
'
B S
L
4
0
' D
.
&
U .
E
.
150' BSL
110' D.E.
110' BSL70' D.E.
33.5'
873872
871
870
870871872873
3
0
'
D
.
&
U
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.
3
0
'
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L
3
0
'
D
.
&
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.E .
Elev. = 867.43
Ditch 100-year
Elev. 871.48
Ditch 100-year
5
0
' H
A
L F
R
I G
H
T
-O
F -W
AY
40'10'
2'
25'
P.C. #4 SLIDE #409
INST. # 2008000445
SECTION 3A
LONGRIDGE ESTATES,
P.C. #5 SLIDE #164
INST. # 2013070301
SECTION 3B
LONGRIDGE ESTATES,
40'
2'
10'25'
RESIDENCE
SINGLE FAMILY
INST. # 2004-63461
C-INVESTMENTS
UNDEVELOPED
INST. # 2007-2263
PAMELA FORTUNE
WERBE, DANIEL S. &
RESIDENCE
SINGLE FAMILY
INST. # 2010-8774
SINGH, MAKHAN
EAGLE CREEK
UNT LITTLE
870871872873873872871870
8
7
3
8
7
3
8
7
2
8
7
2
8
7
4
8
7
4
FFE: 876.45
MLAG: 873.48
MFPG: 873.48
Area: 2.70 Acres
LOT: 2
FFE: 881.36
MLAG: 873.48
MFPG: 873.48
Area: 1.84 Acres
LOT: 1
GAS VALVE
LIGHT POLE CURB INLET
SANITARY SEWER MANHOLE
FIRE HYDRANT
WATER METER
WATER VALVE
UTILITY POLE BEE-HIVE INLET
EXISTING METAL-TYPE FENCE
EXISTING WOOD-TYPE FENCE
GAS = UNDERGROUND GAS LINES
WTR = UNDERGROUND WATER LINES
OVHD = OVERHEAD UTILITY
CENTERLINE AS NOTED
STM = UNDERGROUND STORM SEWER
SAN = UNDERGROUND SANITARY SEWER
UGE = UNDERGROUND ELECTRIC
REAL ESTATE LINES (AS NOTED)
SUBJECT REAL ESTATE SURVEY LINE (AS NOTED)
EXISTING CONC. CURB (AS NOTED)
CONTOURS - MAJOR INTERVAL
CONTOURS - MINOR INTERVALDYHLEGEND
040'40'80'120'C103
EROSION CONTROL NOTES
S
T
O
R
M
W
A T
E
R
P
O
LL
U
T
I O
N
P
R E
V E
N
T I
O
N
P L AN
KA
G
1
" =
4
0
'
(
2
4
"
X 3
6
")
SILT FENCE
CONSTRUCTION LIMITS
HATCHING INDICATES TEMPORARY CONSTRUCTION ENTRANCE
TOPOGRAPHIC NOTE
RIGHT-OF-WAY NOTE
WITHIN THE EXISTING AND PROPOSED RIGHT-OF-WAY.
WORK AND TO REVIEW THE AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK
NOTIFICATION REQUIREMENTS, REQUIRED INSPECTIONS FOR CERTAIN STAGES OF THE
MEETING TO REVIEW THE DEPARTMENT’S CONSTRUCTION REQUIREMENTS, STAFF
CONTACT THE DEPARTMENT OF ENGINEERING TO SCHEDULE A PRE-CONSTRUCTION
TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING. THE CONTRACTOR SHALL
ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT-OF-WAY SHALL CONFORM
ZONE (NAD 83).
88) AND HORIZONTAL DATUM IS BASED ON INDIANA STATE PLANE COORDINATES, EAST
ALL ELEVATIONS SHOWN ARE GIVEN IN NORTH AMERICAN VERTICAL DATUM 1988 (NAVD
T: (317) 437-7988
CARMEL, IN 46074
4512 REPASS DRIVE
JAY GADDY
CONTACT PERSON
EROSION CONTROL
PROPOSED TREE PROTECTION FENCE
ENTRANCE
TEMPORARY CONSTRUCTION
150'
ROCK CHECK DAM
ROCK CHECK DAM DETAIL
HATCHING INDICATES FUTURE ASPHALT PATH TO BE BUILT BY OTHERS
HATCHING INDICATES EROSION CONTROL BLANKET
BLANKETING
SILT FENCE AND EROSION CONTROL
SOIL STOCKPILE W/ PERIMETER
BLANKETING
SILT FENCE AND EROSION CONTROL
SOIL STOCKPILE W/ PERIMETER
TS
PS
TEMPORARY SEEDING
PERMANENT SEEDING
TS
TS
PS
PS
PS
PS
PS
PS
PS
PS
PS
PS
SILT FENCE TO BE TURNED INTO SITE
INSPECTOR.
12. ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED IN THE FIELD BY THE
STORM WATER QUALITY MANUAL.
11. EROSION CONTROL TO COMPLY WITH INDIANA 327 IAC AND RULE #5, AND INDIANA
CONTROL PLANS FOR SPECIFIC NOTES AND ADDITIONAL DETAILS.
10. THESE GENERAL PROCEDURES MAY NOT COVER ALL SITUATIONS. REFER TO EROSION
EROSION CONTROL DEVICES.
LONGER OCCUR, THE CONTRACTOR SHALL REMOVE AND DISPOSE OF THE TEMPORARY
9. ONCE ONSITE EROSION AND SILTATION OF THE STREETS AND STORM SEWERS WILL NO
LONGER OCCUR.
CONSTRUCTION AND UNTIL SILTATION OF THE STREETS AND STORM SEWERS WILL NO
8. THE CONTRACTOR SHALL MAINTAIN EROSION CONTROL MEASURES AND DEVICES DURING
EACH INLET IS CONSTRUCTED.
7. ALL STORM SEWER INLET PROTECTION DEVICES SHALL BE PUT IN PLACE AT THE TIME
SEEDED.
CEASE FOR MORE THAN TWO WEEKS, THE DISTURBED AREAS SHALL BE TEMPORARILY
PRACTICAL MINIMUM DEPENDING UPON THE WEATHER. IF CONSTRUCTION ACTIVITY IS TO
6. THE DURATION OF TIME WHICH AN AREA REMAINS EXPOSED SHALL BE KEPT TO A
SHALL BE INSTALLED AS SOON AS PRACTICAL UNDER THE CIRCUMSTANCES.
5. PERMANENT AND FINAL VEGETATION OR STRUCTURAL EROSION CONTROL DEVICES
ARE COMPLETED.
THIS SEEDING SHOULD BE COMPLETED IN PHASES AS THE DIFFERENT AREAS OF THE SITE
PLANS IMMEDIATELY AFTER COMPLETION OF GROUND ACTIVITY. FOR LARGE PROJECTS,
4. ALL DISTURBED AREAS SHALL BE SEEDED AND STRAW MULCHED AS SHOWN ON THE
CONTROL MEASURES AT APPROPRIATE LOCATIONS TO KEEP SEDIMENT CONTAINED ON SITE.
TRAPS, SILT FENCES, SLOPE DRAINS, TEMPORARY DIVERSIONS AND OTHER RUNOFF
VEGETATION SHALL BE RETAINED AND PROTECTED. AS GRADING IS DONE, INSTALL SILT
SHALL BE DONE IN A WAY THAT WILL MINIMIZE EROSION. WHENEVER FEASIBLE, NATURAL
3. LAND ALTERATIONS WHICH STRIP THE LAND OF VEGETATION, INCLUDING REGRADING,
TRACKED OR WASHED INTO EXISTING ROADWAYS.
DEVISE PRIOR TO THE START OF EARTHWORK AS NECESSARY TO PREVENT SOIL FROM BEING
2. CONTRACTOR SHALL INSTALL A STONE CONSTRUCTION ENTRANCE OR SOME OTHER
EARTH MOVING OR STRIPPING.
PROTECTION AND INLET PROTECTION FOR EXISTING INLETS PRIOR TO THE START OF ANY
1. CONTRACTOR SHALL INSTALL ALL REQUIRED SILT FENCES, SILT TRAPS, TREE
HATCHING INDICATES INFILTRATION BASIN
R 15'
R 15'
MANHOLE
SANITARY
EXISTING
389.06'
Top-of-Bank Elev = 873.14
100-Yr Elev = 871.14
10-Yr Elev = 870.76
2-Yr Elev = 870.43
Bottom Elev = 870.00
Proposed Infiltration Basin:
OF 10" SSP WITH CAP
EXISTING 20' STUB
PATH TO BE BUILT BY OTHERS
FUTURE 10' WIDE ASPHALT
39 LF of 12" RCP @ 0.31%
EXISTING WATER MAIN
40' (1/2) R/W (PER INST. 2008000445)
2' N.A.E. (PER INST. 2008000445)
10' L.M.A.E. (PER INST. 2008000445)
25' D.&U.E. (PER INST. 2008000445)
40' (1/2) R/W (PER INST. 2013070301)
2' N.A.E. (PER INST. 2013070301)
10' L.M.A.E. (PER INST. 2013070301)
25' D.&U.E. (PER INST. 2013070301)
90 LF OF 2" HDPE IPS DR11
Inv. = 867.88
Proposed Concrete End Section:
Structure 101
Inv. = 868.00
TC = 872.27
Proposed Outlet Control Structure:
Structure 102
6" SSD
DUAL WALL PERFORATED
SERVICE TAP
COPPER
PROPOSED 1"
SERVICE TAP
PROPOSED 1" COPPER
STAGING AREA
WASHOUT
CONCRETE
108.18'
185.11'
118.63'
389.07'
2
0
4
.7
9
'
POINT OF BEGINNING
5'
5'
CB
10'
10'
PORT-O-LET
FUELING AREA
ENTRANCE
CONSTRUCTION
TEMPORARY
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
CONSTRUCTION LIMITS
LIMITS
CONSTRUCTION
15'
40'
40'
4
0
'
50'
30'
30'
504 LF OF 2" HDPE IPS DR11
W/ FLUSHING STATION
TERMINAL END
EX. 866.0 EX. 867.5
EX. 869.5
EX. 870.1
EX. 874.0
871.3
EX. 874.2
EX. 875.0
874.0
EX. 878.0
EX. 878.5
INV=876.90 (N-2" HDPE)
EX. INV=862.70 (N)
EX. INV=864.12 (E)
EX. INV=862.55 (S)
TC=882.05
EX. 882.0
880.9
880.5
881.3
880.9
SSD INV=868.0
DUAL WALL
RIP-RAP OVER GEOTEXTILES
SWALE W/ REVETMENT
STREAM BUFFER SIGNAGE
STEAM BUFFER SIGNAGE
SYSTEM
SANITARY SEWER
LOW PRESSURE
40 LF OF 1.25" HDPE DR11
SANITARY LATERAL
225 LF OF 1.25" HDPE DR11
SANITARY LATERAL
BE LINED PER SPECIFICATIONS
EXISTING MANHOLE TO
EX. 880.3
EX. 880.8
881.6
EX. 880.9
881.5
880.7 EX. 879.7
EX. 878.6
SSD INV=869.5
DUAL WALL PERFORATED
INV=868.6
TC=870.00
DUAL WALL PERFORATED SSD W/ CLEANOUT
INV=872.0
TC=874.00
SSD W/ CLEANOUT
DUAL WALL PERFORATED
W/ METER PIT.
PROPOSED 1" METER
W/ METER PIT.
PROPOSED 1" METER
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FOR
P STATE OF
No.
PE10809477
D
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B E N JAMIN E.
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C104
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P L AN
DANDY BAG
VELCRO
CLOSURE
LIFT STRAPS
USED FOR
EASY
MOVEMENT
AND
INSPECTION
OF UNIT
STORM
SEWER
GRATE
DANDY BAG R
STORM
SEWER
GRATE
R
NO SCALE
CATCH BASIN SEDIMENT INSERT
BEEHIVE INLET OR
DRAINAGE COVER
CROSSBARS
LATHS
SILT FENCE MATERIAL
NOTE:
1. SEE SILT FENCE DETAIL
FOR MATERIAL SPECIFICATIONS.
2. SILT FENCE SHALL BE
PREASSEMBLED BY SUPPLIER.
SILT FENCE EXTENDS
6" BELOW FINISHED GRADE
24"
INLET PROTECTION - SILT FENCE
Stakes @ 5' O.C.
will be accepted.
All silt fence shall be prefabricated by the supplier. No field assembly
to stakes over fabric as reinforcement.
All stakes shall be 2" X 2" hardwood 36" tall with 24" tall lath stapled
polypropylene meeting the physical properties below.
Silt Fence shall be a machine produced, non-woven geotextile of 100%
SILT FENCE
Sediment Retention................................................. 75 %
Slurry Flow Rate...................................................... 225 gpm/sq. ft
A.O.S......................................................................... 50-80
UV Resistance.......................................................... > 70 %
Burst Strength......................................................... 200 psi
Trapezoidal Tear Strength....................................... 50 lbs.
Elongation................................................................ Warp 50 %
Grab Strength.......................................................... Warp 125 lbs.
Fabric Weight........................................................... 4 oz/syd
(N.T.S.)
SILT FENCE DETAIL
Surface.
be Buried 6" Below Ground
Silt Fence Material Should
Fence Post
Silt Fence Material
Ground Surface
1 '
2
'
Fence Post Should
be Buried 1' Below
Ground Surface
GEOTEXTILE FABRIC TO STABILIZE
FOUNDATION (ESPECIALLY IMPORTANT
AGGREGATE
2"-3" COARSE
6" (MIN)
TEMPORARY CONSTRUCTION
ENTRANCE DETAIL
WHERE WETNESS IS ANTICIPATED)
PUBLIC ROAD 50' (MIN)
20' (MIN)
Temporary Seeding Dates
Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Wheat or Rye
Oats
Annual Ryegrass
Non-Irrigated*
Irrigated
Dormant
Seeding**
Permanent Seeding Dates
Irrigation needed during this period. To control
erosion at times other than in the shaded areas,
use mulch.
Late summer seeding dates may be extended 5 days
if mulch is applied.
Increase seeding application by 50%.
*
**
Temporary Seedings
Kind of Seed 1000 Sq. Ft. Acre Remarks
Wheat or Rye 3.5 lbs. 2 bu. Cover seed 1" to
1 1/2" deep
Spring Oats 2.3 lbs. 3 bu. Cover seed 1" deep
Annual ryegrass 1 lb. 40 lbs. Cover seed 1/4"deep*
* Not necessary where mulch is applied.
FIGURE 5-3
FIGURE 5-4
S Slight Tolerance
MT Medium Tolerance
T Tolerance
Salt Tolerance (to both soil salts & spray):
- Not tolerant
2 Medium
1 Good
Ranking:
Tolerance
Salt
CONDITION
SOIL
SpraySoil Gen.T i m
e
(d
a
y s )
E m
e
r
g e
n
ce
H e
i gh
t
(
i n
c
h e
s )
M a
t u r e
T o
l e r a
n c
e
(d
a
y s )
F l o
o
d
i n
g
H a
r d
i n
e
s
s
W i n t
e
r
N e
e
d s
F
e r t
i
l
i
t
y
T o l e
r a
n
ce
T r o
m
p
i ng
t
o
2 -
3
1 /
2
i n c
h
e s
C l o
s
e
M o
w i n
g
T o
l e r a
n c
e
S
h a
d
e
DryWetNorm
S
MT
T
MT
SS
T
5-10
14-21
5-10
5-14
10-20
7-21
18
24
12-18
24-36
12-18
12-18
7-10
5-10
15-20
24-35
25-35
20-25
1
1
2
1
1
1
Med.
Low
High
Med-
Low
Med.
Med.
- 1 - 2 - -
- 1 1 2 - -
2 1 2 - 1 2
2 1 1 1 1 1
2 1 2 1 1 1
2 1 2 1 1 1
Trifolium pratense
Red Clover
Coronilla varia
Crownvetch
Lolium perenne
Perennial ryegrass
Festuca L arundinacea
Tall Fescue
Poa pratinsis
Kentucky Bluegrass
Festuca rubra
Creeping Red Fescue
Mulch Rate
cleats driven up and down slope.
anchoring tool or farm disk with dull, serrated, straight set blades, or bulldozer
covered by erosion control blanketing. Mulch must be anchored using a mulch
Mulch is to be applied at 2,000 to 3,000 pounds per acre in areas not
Apply lime to raise the pH to the level needed for species being
seeded. Apply 23 pounds of 12-12-12 analysis fertilizer (or equivalent) per
1000 sq. ft. (approximately 1000 pounds per acre) or fertilize according to
test. Application of 150 lbs. of ammonium nitrate on areas low in organic
matter and fertility will greatly enhance vegetative growth.
Work the fertilizer and lime into the soil to a depth of 2-3 inches
with a harrow, disk or rake operated across the slope as much as possible.
Figure 5-2: Permanent Seed Mixtures
Species Seeding Rate Suitable pH Site Suitability*
lbs/acre lbs/1000 well
sq. ft. Droughty Drained Wet
Level and Sloping, Open Areas
1. Tall Fescue 35 .8 5.5-8.3 2 1 2
2. Tall Fescue 25 .6 5.5-8.3 1
Red Clover** 5 .12
3. Kentucky Bluegrass 15 .4 5.5-7.5 2 1
Creeping Red Fescue 15 .4
Steep Banks and Cuts
4. Tall Fescue 15 .4 5.8-7.5 2 1 2
Kentucky Bluegrass 25 .6
5. Tall Fescue 35 .8 5.5-8.3 2 1
Emerald Crownvetch** 10 .25
Lawns and High Maintenance Areas
6. Kentucky Bluegrass 40 .9 5.8-7.5 2 1
Creeping Red Fescue 40 .9
(Turf Type)
7.Perennial Ryegrass 170 4.0 5.0-7.5 1
8. Tall Fescue 170 4.0 5.5-8.3 2 1 2
* 1 - Preferred 2 - Will Tolerate ** Inoculate with specific Inoculant.
Select a seed mixture based on projected use of the area (Figure 5-2),
while considering best seeding dates. See Figure 5-3 this sheet. If toler-
ances are a problem, such as salt tolerance of seedings adjacent to streets
and highways, see Figure 5-4 this sheet before final selection.
Seedbed Preparation
Seeding
CONCRETE WASHOUT AREA
SIGN TO INDICATE THE
LOCATION OF THE
WASTE DUMPSTER ENCLOSURE
4'-0" MIN.
TO CONTAIN WASTE CONCRETE
ORIGINAL CONDITION OR BETTER.
THE DISTURBED AREA SHALL BE RETURNED TO ITS
WHEN THE CONCRETE WASHOUT AREA IS REMOVED,5.
OF AT AN ACCEPTED WASTE SITE.
SHALL BE REMOVED FROM THE SITE AND DISPOSED
AT THE END OF CONSTRUCTION, ALL CONCRETE4.
MAINTAIN CAPACITY FOR WASTED CONCRETE.
ENLARGED OR CLEANED OUT AS NECESSARY TO
THE CONCRETE AREA SHALL BE REPAIRED AND 3.
CONCRETE TRUCKS AND PUMP RIGS.
OF THE CONCRETE WASHOUT AREA TO OPERATORS OF
AS NECESSARY TO CLEARLY INDICATE THE LOCATION
ENTRANCE, AT THE WASHOUT AREA, AND ELSEWHERE
SIGNS SHALL BE PLACED AT THE CONSTRUCTION 2.
PRIOR TO ANY CONCRETE PLACEMENT ON SITE.
CONCRETE WASHOUT AREA SHALL BE INSTALLED 1.
PROFILE
SCALE: NONE
NOTES:
12'x8' MIN OR AS REQUIRED
CONCRETE WASHOUT DETAIL
MIN. 10 MIL. PLASTIC LINER
KA
G
MODEL # S75
EROSION CONTROL
MATTING DETAIL
6" MIN. TURN DOWN
SEEDING
EROSION CONTROL BLANKET
(NORTH AMERICAN GREEN
OR EQUAL)
EXISTING GRADE
1
3
TYPE
S75
LONGEVITY
10 MONTHS
MAX. SLOPE
3:1
APPLICATION
LOW FLOW SWALES
LOW FLOW SWALES3:160 DAYSDS75
DS150 60 DAYS 2:1
MODERATE DISCHARGE SWALES2:110 MONTHSS150
MODERATE DISCHARGE SWALES
NORTH AMERICAN GREEN
C125 3 YEARS >1:1 HIGH DISCHARGE SWALES
MEDIUM DISCHARGE SWALES1:12 YEARSSC150
UNDERCUTTING OF THE SOIL MAY BE NECESSARY IN AREAS OF POOR COMPACTION.
PROPERLY DESIGNED FOUNDATIONS, FOOTINGS AND ADDITIONAL UNDER-DRAIN SYSTEMS ALONG WITH PROPER COMPACTION.
MODERATE POTENTIAL FROST ACTION. DEVELOPMENT CAN OCCUR AS LONG AS PROPER DRAINAGE IS PROVIDED, USING
SOIL FEATURES THAT ADVERSELY AFFECT ENGINEERING USES OF THIS SOIL ARE MODERATE SHRINK-SWELL POTENTIAL AND
SHOALS SILT LOAM SOIL IS DEEP, SOMEWHAT POORLY-DRAINED, MODERATELY PERMEABLE SOILS ON FLOOD PLAINS. THE MAIN
SOIL MAY BE NECESSARY IN AREAS OF POOR COMPACTION.
FOUNDATIONS, FOOTINGS AND ADDITIONAL UNDER-DRAIN SYSTEMS ALONG WITH PROPER COMPACTION. UNDERCUTTING OF THE
PERMEABILITY. DEVELOPMENT CAN OCCUR AS LONG AS PROPER DRAINAGE IS PROVIDED, USING PROPERLY DESIGNED
ENGINEERING USES OF THIS SOIL ARE MODERATE SHRINK-SWELL POTENTIAL, MODERATE POTENTIAL FROST ACTION AND LOW
CROSBY SILT LOAM SOIL IS NEARLY LEVEL, DEEP, POORLY-DRAINED SOIL. THE MAIN SOIL FEATURES THAT ADVERSELY AFFECT
DESIGNED FOUNDATIONS, FOOTINGS AND ADDITIONAL UNDER-DRAIN SYSTEMS ALONG WITH PROPER COMPACTION.
MODERATE PERMEABILITY. DEVELOPMENT CAN OCCUR AS LONG AS PROPER DRAINAGE IS PROVIDED, USING PROPERLY
ENGINEERING USES OF THIS SOIL ARE MODERATE SHRINK-SWELL POTENTIAL, MODERATE POTENTIAL FROST ACTION AND
MIAMI SILT LOAM SOIL IS NEARLY LEVEL, DEEP, WELL-DRAINED SOIL. THE MAIN SOIL FEATURES THAT ADVERSELY AFFECT
CLASSIFIED AS TYPE “C”SOILS.
MIAMI SILT LOAM SOIL IS CLASSIFIED AS A TYPE “B”SOIL. THE CROSBY SILT LOAM AND SHOALS SILT LOAM SOILS ARE
LOAM (MmB2 ––73% OF SITE), CROSBY SILT LOAM (CrA ––23% OF SITE) AND SHOALS SILT LOAM (Sh ––4% OF SITE). THE
SOIL MAPS FROM THE UNITED STATES DEPARTMENT OF AGRICULTURE, SOIL CONSERVATION SERVICE, IDENTIFY MIAMI SILT
NO SCALE
DEWATERING BAG DETAIL
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ANAIDN
R E ENIGNELANOI
S
S
E
FOR
P STATE OF
No.
PE10809477
D
I
B E N JAMIN E.
D
EI
CH
M
A
N
N
1
R
E V I S I O
N
S P
E R C A R M EL
T A C /
C L I E N T
1
1
/
1
1
/2
0
1
4
2
1
2
/
1
7
/2
0
1
4
R E V I S I O
N
S P
E R I D
E M
C105
S
T
O
R
M
W
A T
E
R
P
O
LL
U
T
I O
N
P
R E
V E
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T I
O
N
P L AN
KA
G
N
/
A
AN OPERATION AND MAINTENANCE MANUAL FOR ALL POST-CONSTRUCTION STORMWATER QUALITY MEASURES - SEE PROJECT O&M MANUAL5.
BY THE PROPOSED INFILTRATION BASIN.
STORMWATER QUALITY MEASURES TO BE IMPLEMENTED TO PREVENT OR MINIMIZE ADVERSE IMPACTS TO STREAM AND RIPARIAN HABITATS - STORMWATER WILL BE TREATED 4.
SEQUENCE DESCRIBING STORMWATER QUALITY MEASURE IMPLEMENTATION - SEE CONSTRUCTION SEQUENCE UNDER SWPPP DURING CONSTRUCTION3.
E. CONSTRUCTION DETAILS - SEE SHEET C102 & C801
D. DETAILED SPECIFICATIONS - SEE SHEET C102 & C801
C. SIZING CALCULATIONS - SEE DRAINAGE REPORT
B. DIMENSIONS - SEE SHEET C102
A. LOCATION - PROPOSED INFILTRATION BASIN AND TREE PRESERVATION AREA; SEE SHEET C102
POST-CONSTRUCTION STORMWATER QUALITY MEASURES: 2.
.DIESEL FUEL, GASOLINE, ANTI-FREEZE, AUTO SOAP AND FERTILIZER
PROPOSED LAND USE ACTIVITIES, BUT ARE NOT LIMITED TO VEHICLES, EXPOSED SOIL AND TRASH. POTENTIAL POLLUTANTS INCLUDE, BUT ARE NOT LIMITED TO OIL, GREASE,
DESCRIPTION OF POTENTIAL POLLUTANT SOURCES ASSOCIATED WITH THE PROPOSED LAND USE - POTENTIAL POLLUTANT SOURCES THAT MAY APPEAR AT THE SITE DUE TO 1.
: SWPPP FOR POST-CONSTRUCTION
(317) 437-7988
CARMEL, IN 46074
4512 REPASS DRIVE
JAY GADDY
CONTACT INFORMATION FOR THE TRAINED INDIVIDUAL RESPONSIBLE FOR STORMWATER POLLUTION PREVENTION FOR THE PROJECT SITE - 14.
CASE OF A MATERIAL SPILL OCCURRING.
DEPARTMENT (317-571-2441), HAMILTON COUNTY SOIL & WATER OFFICE (317-773-2181) AND IDEM SPILL RESPONSE CENTER (888-233-7745) SHALL BE CONTACTED IN THE
SPILL PREVENTION AND CLEANUP SHALL CONFORM TO IDEM FORM 327 IAC 2-6 AND THE CARMEL FIRE DEPARTMENT (317-571-2600), CITY OF CARMEL ENGINEERING
INSTRUCTIONS OR STATE OR LOCAL REGULATIONS.
REQUIRED FOR USE. EXCESS PAINT WILL NOT BE DISCHARGED TO THE STORM SEWER SYSTEM BUT WILL BE PROPERLY DISPOSED OF ACCORDING TO MANUFACTURERS'
SPILL PREVENTION FOR PAINT AND SOLVENTS SHALL CONFORM TO THE FOLLOWING PRACTICES: ALL CONTAINERS WILL BE TIGHTLY SEALED AND STORED WHEN NOT
PARTIALLY USED BAGS OF FERTILIZER WILL BE TRANSFERRED TO A SEALABLE PLASTIC BIN TO AVOID SPILLS.
RECOMMENDED BY THE MANUFACTURER. ONCE APPLIED, FERTILIZER WILL BE WORKED INTO THE SOIL TO LIMIT EXPOSURE TO STORM WATER. THE CONTENTS OF ANY
SPILL PREVENTION FOR FERTILIZERS SHALL CONFORM TO THE FOLLOWING PRACTICES: FERTILIZER'S USED WILL BE APPLIED ONLY IN THE MINIMUM AMOUNTS
BURY TIRES. REPAIR LEAKS OF FLUIDS AND OIL IMMEDIATELY.
OIL IN A DUMPSTER OR POUR INTO A STORM DRAIN OR WATER COURSE. PROPERLY DISPOSE OF USED OILS, FLUIDS, LUBRICANTS, AND SPILL CLEANUP MATERIALS. DO NOT
HOUR. PROPERLY DISPOSE OF USED OILS, FLUIDS, LUBRICANTS, AND SPILL CLEANUP MATERIALS. PROPERLY DISPOSE OF OR RECYCLE USED BATTERIES. DO NOT PLACE USED
AND EQUIPMENT PLACED ON DOCKS, BARGES, OTHER STRUCTURES OVER WATER BODIES WHEN THE VEHICLE OR EQUIPMENT IS PLANNED TO BE IDLE FOR MORE THAN 1
EMPLOYEES AND SUBCONTRACTORS IN PROPER MAINTENANCE AND SPILL CLEANUP PROCEDURES. DRIP PANS OR PLASTIC SHEETING SHOULD BY PLACED UNDER ALL VEHICLES
AUTOMOTIVE BATTERIES, HYDRAULIC AND TRANSMISSION FLUIDS. PROVIDE SECONDARY CONTAINMENT AND COVERS FOR THESE MATERIALS IF STORED ONSITE. TRAIN
NOT ALLOW EXCESSIVE BUILDUP OF OIL AND GREASE. SEGREGATE AND RECYCLE WASTES, SUCH AS GREASES, USED OIL OR OIL FILTERS, ANTIFREEZE, CLEANING SOLUTIONS,
DISPOSE OF PROPERLY. INSPECT ONSITE VEHICLES AND EQUIPMENT DAILY AT STARTUP FOR LEAKS, AND REPAIR IMMEDIATELY. DEEP VEHICLES AND EQUIPMENT CLEAN; DO
TO HAVE SPILL KITS AND/OR USE OTHER SPILL PROTECTION DEVICES. USE ABSORBENT MATERIALS ON SMALL SPILLS. REMOVE THE ABSORBENT MATERIALS PROMPTLY AND
MAINTENANCE AREA. PLACE A STOCKPILE OF SPILL CLEANUP MATERIALS WHERE IT WILL BE READILY ACCESSIBLE. ALL FUELING TRUCKS AND FUELING AREAS ARE REQUIRED
AND EQUIPMENT MAINTENANCE WORK THAT INVOLVES FLUIDS, UNLESS THE MAINTENANCE WORK IS PERFORMED OVER AND IMPERMEABLE SURFACE IN A DEDICATED
SHOULD BE LOCATED AT LEAST 50 FT FROM DOWNSTREAM DRAINAGE FACILITIES AND WATER COURSES. DRIP PANS OR ABSORBENT PADS SHOULD BE USED DURING VEHICLE
DESIGNATED AREAS, LOCATED AWAY FROM DRAINAGE COURSES. DEDICATED MAINTENANCE AREAS SHOULD BE PROTECTED FROM STORMWATER RUNON AND RUNOFF, AND
SERVICE, CHANGING OR REPLACEMENT OF FLUIDS, AND OUTDOOR EQUIPMENT STORAGE AND PARKING (ENGINE FLUID LEAKS). IF MAINTENANCE MUST OCCUR ONSITE, USE
MAINTENANCE IS A POTENTIALLY SIGNIFICANT SOURCE OF STORMWATER POLLUTION. ACTIVITIES THAT CAN CONTAMINATE STORMWATER INCLUDE ENGINE REPAIR AND
VEHICLES / EQUIPMENT OFFSITE SHOULD BY DONE IN CONJUNCTION WITH A STABILIZED CONSTRUCTION ENTRANCE / EXIT. OUT DOOR VEHICLE OR EQUIPMENT
EQUIPMENT MAINTENANCE SHOULD ONLY BE USED WHERE IT IS IMPRACTICAL TO SEND VEHICLES AND EQUIPMENT OFFSITE FOR MAINTENANCE AND REPAIR. SENDING
CONSTRUCTION PROJECTS WHERE AN ONSITE YARD AREA IS NECESSARY FOR STORAGE AND MAINTENANCE OF HEAVY EQUIPMENT AND VEHICLES. ONSITE VEHICLE AND
MATERIALS STORED OUTSIDE, CHECKING FOR LEAKS AND SPILLS, AND CONTAINING AND CLEANING UP SPILLS IMMEDIATELY. THESE PROCEDURES ARE SUITABLE ON ALL
ACTIVITIES AT AN OFFSITE FACILITY. IF THIS OPTION IS NOT AVAILABLE THEN WORK SHOULD BE PERFORMED IN DESIGNATED AREAS ONLY, WHILE PROVIDING COVER FOR
STORMWATER RESULTING FROM VEHICLE AND EQUIPMENT MAINTENANCE BY RUNNING A "DRY AND CLEAN SITE". THE BEST OPTION WOULD BE TO PERFORM MAINTENANCE
SPILL PREVENTION FOR VEHICLE AND EQUIPMENT MAINTENANCE SHALL CONFORM TO THE FOLLOWING PRACTICES: PREVENT OR REDUCE THE CONTAMINATION OF
AUTHORIZED BY THE INDIANA DEPARTMENT OF ENVIRONMENTAL MANAGEMENT.
THE APPROVAL OF THE INDIANA DEPARTMENT OF ENVIRONMENTAL MANAGEMENT. FLUSHING OF SPILLED MATERIAL WITH WATER WILL NOT BE PERMITTED UNLESS SO
LOCAL POLICE AND FIRE DEPARTMENTS. ABSORBENT MATERIALS, WHICH ARE USED IN CLEANING UP SPILLED MATERIALS, WILL BE DISPOSED OF IN A MANNER SUBJECT TO
WHICH COULD ENDANGER HUMAN LIFE AND THIS BECOME PRIMARY CONCERN, THE DISCHARGE OF THE LIFE SAVING PROTECTION FUNCTION WILL BE CARRIED OUT BY THE
KEPT ABREAST OF CURRENT DEVELOPMENTS OR NEW INFORMATION ON THE PREVENTION OF SPILLS AND / OR NECESSARY ALTERATION TO THIS PLAN. WHEN SPILLS OCCUR
MADE AWARE OF TECHNIQUES FOR PREVENTION OF SPILLS. THEY WILL BE INFORMED OF THE REQUIREMENTS AND PROCEDURES OUTLINED IN THIS PLAN. THEY WILL BE
ADDITION, A CONTINUALLY UPDATED LIST OF AVAILABLE ABSORBENT MATERIALS AND CLEANUP SUPPLIES SHOULD BE KEPT ON SITE. ALL MAINTENANCE PERSONNEL WILL BE
MAINTAIN LISTS OF QUALIFIED CONTRACTORS AND AVAILABLE VAC-TRUCKS, TANK PUMPERS AND OTHER EQUIPMENT READILY ACCESSIBLE FOR CLEANUP OPERATIONS. IN
THE CLEANUP PARAMETERS SHALL CONFORM TO THE FOLLOWING PRACTICES: THE DEVELOPER / HOMEOWNERS ASSOCIATION SHALL BE CONTINUALLY KEPT INFORMED,
SWEEPINGS TO AGGREGATE BASE STOCKPILE OR DISPOSE IN THE TRASH.
PARTICLES AND EXPOSE THE AGGREGATE. DO NOT WASH SWEEPINGS FROM EXPOSED AGGREGATE CONCRETE INTO THE STREET OR STORM DRAIN. COLLECT AND RETURN
BROKEN UP, AND THEN DISPOSED PROPERLY. AVOID CREATING RUNOFF BY DRAINING WATER TO A BERMED OR LEVEL AREA WHEN WASHING CONCRETE TO REMOVE FINE
TEMPORARY PIT OR BERMED AREA LARGE ENOUGH FOR LIQUID AND SOLID WASTE. WASH OUT WASTES INTO THE TEMPORARY PIT WHERE THE CONCRETE CAN SET, BE
LOCATE WASHOUT AREAS AT LEAST 50 FT FROM STORM DRAINS, OPEN DITCHES, OR WATER BODIES. DO NOT ALLOW RUNOFF FROM THIS AREA BY CONSTRUCTING A
CONCRETE TRUCKS INTO STORM DRAINS, OPEN DITCHES, STREETS, OR STREAMS. DO NOT ALLOW EXCESS CONCRETE TO BE DUPED ONSITE, EXCEPT IN DESIGNATED AREAS.
AREAS. AVOID MIXING EXCESS AMOUNTS OF FRESH CONCRETE. PERFORM WASHOUT OF CONCRETE TRUCKS OFFSITE OR IN DESIGNATED AREAS ONLY. DO NOT WASH OUT
SPILL PREVENTION FOR CONCRETE WASHOUT SHALL CONFORM TO THE FOLLOWING PRACTICES: STORE DRY AND WET MATERIALS UNDER COVER, AWAY FROM DRAINAGE
BE LOCATED IN AREAS PRONE TO FLOODING OR PONDING. INSPECT CONSTRUCTION WASTE AREA REGULARLY. ARRANGE FOR REGULAR WASTE COLLECTION.
AT AUTHORIZED DISPOSAL AREAS. SOLID WASTE STORAGE AREAS SHOULD BE LOCATED AT LEAST 50 FT FROM DRAINAGE FACILITIES AND WATERCOURSES AND SHOULD NOT
CONTAINERS OVERFLOW. CLEAN UP IMMEDIATELY IF A CONTAINER DOES SPILL. MAKE SURE THAT CONSTRUCTION WASTE IS COLLECTED, REMOVED, AND DISPOSED OF ONLY
DUMPSTERS ON THE CONSTRUCTION SITE. LEAVE DUMPSTER CLEANING TO THE TRASH HAULING CONTRACTOR. ARRANGE FOR REGULAR WASTE COLLECTION BEFORE
CHEMICALS (ACIDS, PESTICIDES, ADDITIVES, CURING COMPOUNDS) ARE NOT DISPOSED OF IN DUMPSTERS DESIGNED FOR CONSTRUCTION DEBRIS. DO NOT HOSE OUT
PROMPTLY SINCE EROSION AND SEDIMENT CONTROL DEVICES TEND TO COLLECT LITTER. MAKE SURE THAT TOXIC LIQUID WASTES (SUED OILS, SOLVENTS AND PAINTS) AND
PICKUP DURING THE DEMOLITION PHASE OF CONSTRUCTION. COLLECT SITE TRASH DAILY, ESPECIALLY DURING RAINY AND WINDY CONDITIONS. REMOVE THIS SOLID WASTE
BE PLACED OVER THE CONTAINER TO KEEP RAIN OUT OR TO PREVENT LOSS OF WASTES WHEN IT IS WINDY. PLAN FOR ADDITIONAL CONTAINERS AND MORE FREQUENT
INSPECT DUMPSTERS FOR LEAKS AND REPAIR ANY DUMPSTER THAT IS NOT WATERTIGHT. PROVIDE AN ADEQUATE NUMBER OF CONTAINERS WITH LIDS OR COVERS THAT CAN
DESIGNATED WASTE COLLECTION AREAS ONSITE. INFORM TRASH-HAULING CONTRACTORS THAT YOU WILL ACCEPT ONLY WATERTIGHT DUMPSTERS FOR ONSITE USE.
STEEL AND METAL SCRAPS, PIPE AND ELECTRICAL CUTTINGS, NON-HAZARDOUS EQUIPMENT PARTS, STYROFOAM AND OTHER PACKAGE CONSTRUCTION MATERIALS. SELECT
CONTAINERS SUCH AS BEVERAGE CANS, COFFEE CUPS, PAPER BAGS, PLASTIC WRAPPERS, AND CIGARETTES. CONSTRUCTION WASTES INCLUDING BRICK, MORTAR, TIMBER,
OR SURPLUS BUILDING MATERIALS INCLUDING SCRAP METALS, RUBBER, PLASTIC, GLASS PIECES AND MASONRY PRODUCTS. DOMESTIC WASTES INCLUDING FOOD
DURING LAND CLEARING, DEMOLITION OF EXISTING STRUCTURES, AND BUILDING CONSTRUCTION. PACKAGING MATERIALS INCLUDING WOOD, PAPER, AND PLASTIC. SCRAP
CONTAINERS, ARRANGING FOR REGULAR DISPOSAL, AND TRAINING EMPLOYEES AND SUBCONTRACTORS. SOLID WASTE GENERATED FROM TREES AND SHRUBS REMOVED
PREVENT OR REDUCE THE DISCHARGE OF POLLUTANTS TO STORMWATER FROM SOLID OR CONSTRUCTION WASTE BY PROVIDING DESIGNATED WASTE COLLECTION AREAS AND
SPILL PREVENTION FOR SOLID WASTE SHALL CONFORM TO THE FOLLOWING PRACTICES: SOLID WASTE MANAGEMENT PROCEDURES AND PRACTICES ARE DESIGNED TO
CONTAMINATED SOILS.
BE REMOVED FROM THE PROJECT SITE. KEEP AMPLE SUPPLIES OF SPILL CLEANUP MATERIALS ONSITE. IMMEDIATELY CLEAN UP SPILLS AND PROPERLY DISPOSE OF
VEHICLES AND EQUIPMENT SHOULD BE INSPECTED EACH DAY OF USE FOR LEAKS. LEAKS SHOULD BE REPAIRED IMMEDIATELY OR PROBLEM VEHICLES OR EQUIPMENT SHOULD
SHOULD BE OBSERVED FOR ANY STATIONARY ABOVE GROUND STORAGE TANKS.
EQUIPPED WITH AN AUTOMATIC SHUTOFF TO CONTROL DRIPS. FUELING OPERATIONS SHOULD NOT BE LEFT UNATTENDED. FEDERAL, STATE, AND LOCAL REQUIREMENTS
PROTECT FUELING AREAS WITH BERMS AND DIKES TO PREVENT RUNON, RUNOFF, AND TO CONTAIN SPILLS. NOZZLES USED IN VEHICLE AND EQUIPMENT FUELING SHOULD BE
SHOULD BE LOCATED AT LEAST 50 FT AWAY FROM DOWNSTREAM DRAINAGE FACILITIES AND WATERCOURSES. FUELING MUST BE PERFORMED ON LEVEL-GRADE AREA.
SUBCONTRACTORS IN PROPER FUELING AND CLEANUP PROCEDURES. DEDICATED FUELING AREAS SHOULD BE PROTECTED FROM STORMWATER RUNON AND RUNOFF, AND
FUELING OF MOBILE CONSTRUCTION EQUIPMENT AROUND THE SITE; RATHER, TRANSPORT THE EQUIPMENT TO DESIGNATED FUELING AREAS. TRAIN EMPLOYEES AND
MATERIALS ON SMALL SPILLS. DO NOT HOSE DOWN OR BURY THE SPILL. REMOVE THE ABSORBENT MATERIALS PROMPTLY AND DISPOSE OF PROPERLY. AVOID MOBILE
USED DURING VEHICLE AND EQUIPMENT FUELING, UNLESS THE FUELING IS PERFORMED OVER AN IMPERMEABLE SURFACE IN A DEDICATED FUELING AREA. USE ABSORBENT
KITS SHOULD BE AVAILABLE IN FUELING AREAS AND ON FUELING TRUCKS, AND SHOULD BE DISPOSED OF PROPERLY AFTER USE. DRIP PANS OR ABSORBENT PADS SHOULD BE
IMPLEMENTATION: USE OFFSITE FUELING STATIONS AS MUCH AS POSSIBLE. DISCOURAGE "TOPPING-OFF" OF FUEL TANKS. ABSORBENT SPILL CLEANUP MATERIALS AND SPILL
EQUIPMENT OFFSITE FOR FUELING. SENDING VEHICLES AND EQUIPMENT OFFSITE SHOULD BE DONE IN CONJUNCTION WITH A STABILIZED CONSTRUCTION ENTRANCE/EXIT.
PROPER FUELING PROCEDURES. LIMITATIONS: ONSITE VEHICLE AND EQUIPMENT FUELING SHOULD ONLY BE USED WHERE IT IS IMPRACTICAL TO SEND VEHICLES AND
FUELING IN DESIGNATED AREAS ONLY, ENCLOSING OR COVERING STORED FUEL, IMPLEMENTING SPILL CONTROLS, AND TRAINING EMPLOYEES AND SUBCONTRACTORS IN
DESIGNED TO PREVENT FUEL SPILLS AND LEAKS, AND REDUCE OR ELIMINATE CONTAMINATION OF STORMWATER. THIS CAN BE ACCOMPLISHED BY USING OFFSITE FACILITIES,
SPILL PREVENTION FOR VEHICLE AND EQUIPMENT FUELING SHALL CONFORM TO THE FOLLOWING PRACTICES: VEHICLE EQUIPMENT FUELING PROCEDURES AND PRACTICES ARE
AND SOLVENTS, AND CONCRETE. MATERIALS SHALL BE STORED IN THE DESIGNATED MATERIAL STORAGE AREA.
EXPECTED MATERIALS THAT MAY APPEAR AT THE SITE DUE TO CONSTRUCTION ACTIVITIES INCLUDE, BUT ARE NOT LIMITED TO PETROLEUM PRODUCTS, FERTILIZERS, PAINT
MATERIAL HANDLING, STORAGE, AND SPILL PREVENTION PLAN - 13.
EROSION AND SEDIMENT CONTROL SPECIFICATIONS FOR INDIVIDUAL BUILDING LOTS - SEE SHEET C104 12.
TEMPORARY AND PERMANENT SURFACE STABILIZATION METHODS APPROPRIATE FOR EACH SEASON - SEE SEEDING APPLICATION TABLE ON SHEET C104 11.
CONSTRUCTION.
LOCATION OF PROPOSED SOIL STOCKPILES, BORROW, AND/OR DISPOSAL AREAS - SEE SHEET C103 FOR LOCATION OF EXCESS TOPSOIL TO BE PLACED ONSITE DURING 10.
CONSTRUCTION ACTIVITIES FOR A PERIOD OF 15 DAYS OR MORE.
NOTE: INSTALL TEMPORARY SEEDING AFTER A SPECIFIC STAGE OF CONSTRUCTION HAS BEEN COMPLETED (TEMPORARY OR FINAL) WHERE AREAS WILL BE IDLE OF
STEP # 8: INSTALL LANDSCAPING AND FINAL SEEDING. SUBMIT IDEM NOT TO IDEM.
STEP # 7: FINAL GRADE OF LANDSCAPE AREAS.
STEP # 6: COMPLETE STONE, BASE COURSES AND FINAL GRADES FOR DRIVEWAY.
STEP # 5: FINISH GRADE SWALES, SLOPES, & MOUNDS. SEED ALL AREAS AS NOTED, AND INSTALL EROSION CONTROL BLANKETING WHERE NOTED.
DURATION OF THE PROJECT)
STEP # 4: CONTRACTOR SHALL TEMPORARY SEED ANY DISTURBED AREAS DURING CONSTRUCTION OF STORM SEWER, SWALES, SLOPES, OR MOUNDS. (THROUGHOUT THE
SHALL BE PLACED AROUND THE OUTLET CONTROL STRUCTURE.
STEP # 3: CONSTRUCTION OF SANITARY SEWER, INFILTRATION BASIN AND SWALE MAY BEGIN. INSTALL SEDIMENT CHECK DAMS ALONG SWALE. A SEDIMENT BARRIERS
ANTICIPATED WITHIN TEN DAYS AFTER INITIAL DISTURBANCE. (THROUGHOUT THE DURATION OF THE PROJECT)
CONTRACTOR SHALL MINIMIZE CONSTRUCTION TRAFFIC IN THE INFILTRATION BASIN AREA. TEMPORARY SEED ALL DISTURBED AREAS IF CONSTRUCTION ACTIVITIES ARE NOT
STEP # 2: OVERALL EARTH WORK SHALL BEGIN THE SECOND WEEK OF CONSTRUCTION, INCLUDING STRIPPING TOPSOIL AND PREPARING PAVEMENT SUBGRADE.
TO THE START OF CONSTRUCTION).
STAGING AREA, PLACE PERIMETER SILT FENCE , CONSTRUCTION ENTRANCE AND EXISTING INLET SEDIMENT PROTECTION PRIOR TO THE PRE-CON MEETING. (1 WEEK PRIOR
STEP # 1: CONTRACTOR TO SETUP PRE-CONSTRUCTION MEETING WITH THE CITY OF CARMEL MS4 PRIOR TO CONSTRUCTION. CONTRACTOR TO INSTALL CONSTRUCTION
GENERAL CONSTRUCTION SEQUENCE 9.
E. MONITORING AND MAINTENANCE GUIDELINES - SHEET C105
D. CONSTRUCTION DETAILS - SHEET C104
C. DETAILED SPECIFICATIONS - SHEET SHEET C104 & C105
B. DIMENSIONS - SEE SHEETS C102 & C103 FOR LIMITS
A. LOCATION - SEE SHEET C103 FOR LOCATION OF INLET PROTECTION, SEEDING, EROSION CONTROL BLANKET, INFILTRATION BASIN
TEMPORARY AND PERMANENT STORMWATER QUALITY MEASURES: 8.
WASHOUT, SOLID WASTE, SEDIMENT, PAINT AND SOLVENTS, EQUIPMENT REPAIR PRODUCTS, ANTI-FREEZE AND FERTILIZER.
POLLUTANTS THAT MAY APPEAR AT THE SITE DUE TO CONSTRUCTION ACTIVITIES INCLUDE, BUT ARE NOT LIMITED TO DIESEL FUEL, GASOLINE, CONCRETE AND CONCRETE
SITE MAY INCLUDE, BUT ARE NOT LIMITED TO MATERIAL AND FUEL STORAGE AREAS, FUELING LOCATIONS, EXPOSED SOILS AND LEAKING VEHICLE/EQUIPMENT. POTENTIAL
DESCRIPTION OF POTENTIAL POLLUTANT SOURCES ASSOCIATED WITH THE CONSTRUCTION ACTIVITIES - POTENTIAL POLLUTANTS SOURCES RELATIVE TO A CONSTRUCTION 7.
SOILS MAP OF THE PREDOMINANT SOIL TYPES INCLUDING - SEE SHEET C104 6.
LOCATIONS WHERE STORMWATER MAY BE DIRECTLY DISCHARGED INTO GROUNDWATER - PROPOSED INFILTRATION BASIN. 5.
SHEET C103.
LOCATIONS OF SPECIFIC POINTS WHERE STORMWATER DISCHARGE WILL LEAVE THE SITE - UNT OF LITTLE EAGLE CREEK, SEE STORMWATER POLLUTION PREVENTION PLAN, 4.
ESTIMATE OF PEAK DISCHARGE FOR POST CONSTRUCTION CONDITIONS (10-YEAR) - 0.40 CFS 3.
NAME OF ALL RECEIVING WATERS - LITTLE EAGLE CREEK2.
14 DIGIT WATERSHED HYDROLOGIC UNIT CODE - 05120201120070 1.
: SWPPP FOR CONSTRUCTION SITES
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P.C. #5 SLIDE #164
INST. # 2013070301
SECTION 3B
LONGRIDGE ESTATES,
40'
2'
10'25'
RESIDENCE
SINGLE FAMILY
INST. # 2004-63461
C-INVESTMENTS
UNDEVELOPED
INST. # 2007-2263
PAMELA FORTUNE
WERBE, DANIEL S. &
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SITE UTILITY NOTE
GENERAL SITE NOTES
050'50'100'150'
LEGEND
WV
BH
Fnd.
T
TREE
PINE TREE
FIRE HYDRANT
WATER VALVE
BEE-HIVE INLET
POWER POLE
TELEPHONE PEDESTAL
FOUND CONTROL POINT - REBAR
HATCHING INDICATES SHARED DRIVEWAY
EXISTING WATER LINE
D. & U.E.DRAINAGE & UTILITY EASEMENT
I.E.D. & U.E.INGRESS, EGRESS, DRAINAGE & UTILITY EASEMENT
BSL BUILDING SETBACK LINE
MFPG MINIMUM FLOOD PROTECTION GRADE
FLOOD OVERFLOW ROUTING
SS
PROPOSED WATER LINE
W
WV
EXISTING FEATURES
PROPOSED FEATURES
MANHOLE - WATER
WATER VALVE
MANHOLE - SEWER
PROPOSED SEWER MAIN
EXISTING STORM LINE
CATCH BASIN
STORM SEWER WITH END SECTION
CB
COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY.
UNDERGROUND UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO
GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATION OF EXISTING
FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE
ON MARCH 1, 2014, BY SJCA P.C. THERE MAY BE OTHER UNDERGROUND UTILITIES
PLAN ARE BASED UPON DATA OBTAINED DURING THE FIELD SURVEY PERFORMED
THE LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS
EXISTING OVERHEAD UTILITY LINE
EXISTING BURIED TELEPHONE LINE
N-A E.NON-ACCESS EASEMENT
D.E.DRAINAGE EASEMENT
HATCHING INDICATES FLOODPLAIN
SUB-SURFACE DRAIN (6" SSD)
HATCHING INDICATES INFILTRATION BASIN
CITY OF CARMEL STANDARD BACKFILL NOTES
S
AN
I
T A R
Y S
E
W
E R
P
L AN
AN
D
P
R O
F
I LE
SANITARY SEWER NOTES
C400
CO CLEANOUT
TO BE BUILT BY OTHERS
HATCHING INDICATES FUTURE ASPHALT PATH
ENGINEER.
CONDITION AND APPROVED ONLY WITH WRITTEN PERMISSION BY THE CITY
LESS THAN THOSE REQUIRED WILL BE EVALUATED ON A CASE BY CASE
COVER HEIGHTS FOR REINFORCED CONCRETE PIPE STORM SEWER THAT ARE
STRINGENT REQUIREMENT SHALL GOVERN.
THE INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE
IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER
FINAL PAVEMENT ELEVATION TO THE TOP OF THE PIPE BE LESS THAN 2.5-FEET.
CIRCUMSTANCES SHALL THE COVER ALONG ANY PART OF THE PIPE FROM THE
AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1'-0", BUT UNDER NO
SHALL BE THE PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND
THE TOP OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE
REGARDLESS OF JURISDICTION OF THE UTILITY, THE MINIMUM COVER FROM
SERVICE LATERALS, SANITARY SERVICE LATERALS UNDER CITY STREETS,
FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER
MINIMUM COVER FOR PIPE CROSSINGS OF CITY STREETS
REQUIREMENT SHALL GOVERN.
STRINGENT FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT
UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE
95% STANDARD PROCTOR DENSITY. IF THE STANDARD PRACTICE OF THE
REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NO LESS THAN
SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL
6-INCHES OF THE EXCAVATION BELOW THE START OF THE AGGREGATE
THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP
MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR
MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED IN 6-INCH
PAVEMENT SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE
MAINS, AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5-FEET OF
FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY
FINAL BACKFILL
INSTALLATION.
STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
AND SANITARY SERVICE LATERALS SHALL BE IN ACCORDANCE WITH THE
COMPACTION FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS,
BEDDING, HAUNCHING, INITIAL BACKFILL MATERIALS, PLACEMENT AND
BEDDING, HAUNCHING, INITIAL BACKFILL
WATER AND SEWER UNDER CITY STREETS
EXCAVATION.
THAN 90% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE
EXTRANEOUS MATERIAL, COMPACTED IN 12-INCH MAXIMUM LIFTS TO NOT LESS
6-INCHES IN DIAMETER, FROZEN LUMPS OF SOIL, WOOD, OR OTHER
PAVEMENT SHALL BE CLEAN FILL MATERIAL FREE OF ROCKS LARGER THAN
FINAL BACKFILL FOR ALL RCP INSTALLATION GREATER THAN 5-FEET OF
95% STANDARD PROCTOR DENSITY.
REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN
SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL
6-INCHES OF THE EXCAVATION BELOW THE START OF THE AGGREGATE
THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP
MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR
MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED IN 6-INCH
PAVEMENT SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE
FINAL BACKFILL FOR ALL RCP INSTALLATIONS UNDER AND WITHIN 5-FEET OF
FINAL BACKFILL
DIAMETER OF THE PIPE PLUS 18-INCHES.
ABOVE THE SPRINGLINE. MINIMUM TRENCH WIDTH SHALL BE THE OUTSIDE
SPRINGLINE OF THE PIPE. THE LIMIT OF INITIAL BACKFILL SHALL BE 6-INCHES
PIPE FOR THE FULL LENGTH OF THE PIPE. HAUNCHING SHALL EXTEND TO THE
PLACED. THE BACKFILL SHALL BE BROUGHT UP EVENLY ON BOTH SIDES OF THE
STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL
SHALL BE COMPACTED IN 6-INCH MAXIMUM LIFTS TO NOT LESS THAN 95%
BARREL SHALL BE 6-INCHES. BEDDING, HAUNCHING, AND INITIAL BACKFILL
66-INCH AND LARGER, THE MINIMUM DEPTH OF MATERIAL BELOW THE PIPE
BARREL AND A MINIMUM OF 3-INCHES BELOW THE BELL. FOR PIPE SIZES
THERE REMAINS A 4-INCH MINIMUM DEPTH OF MATERIAL BELOW THE PIPE
BOTTOM SUCH THAT AFTER THE PIPE IS INSTALLED TO GRADE AND LINE,
REQUIREMENTS OF THE INDOT. BEDDING SHALL BE PLACED IN THE TRENCH
SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL
BEDDING, HAUNCHING, AND INITIAL BACKFILL FOR ALL RCP INSTALLATIONS
BEDDING, HAUNCHING, INITIAL BACKFILL
STORM SEWERS
EXISTING UTILITY NOTE
DEPTH OF EXISTING UNDERGROUND UTILITIES.
CONTRACTOR TO FIELD VERIFY LOCATION AND
REQUIREMENTS ESTABLISHED BY THE OPERATING AUTHORITY.
3. THE PROPOSED WATER SERVICE LINES SHALL CONFORM TO ALL NECESSARY
TOWNSHIP REGIONAL WASTE DISTRICT.
2. ALL SANITARY SEWER MAINS SHALL CONFORM TO THE REQUIREMENTS OF CLAY
CARMEL STORMWATER TECHNICAL STANDARDS.
1. ALL STORM SEWER SIZES AND CAPACITIES SHALL CONFORM TO THE CITY OF
SIDE OF THE MAIN THAT THE LATERAL WILL BE SERVING.
9. CURB STOP ASSEMBLIES (VALVES) SHALL BE LOCATED ON THE SAME
SEE DETAIL SHEET C801.
STORM SEWERS, WATER MAINS, AND SUB-SURFACE DRAINS. PLEASE
8. FORCEMAIN TO HAVE AT LEAST 18" OF VERTICAL CLEARANCE WITH ALL
DEPARTMENT 48 HOURS PRIOR TO CONSTRUCTION.
7. CONTRACTOR TO CONTACT THE CITY OF CARMEL ENGINEERING
PROJECT ENGINEER.
6. NO TREE/SHRUB REMOVAL SHALL OCCUR UNLESS DIRECTED BY THE
FT. DIAMETER HOLE.
5. UTILITY DEPTH VERIFICATION EXCAVATION SHALL BE LIMITED TO A ONE
4. FORCEMAIN ROUTE TO BE FIELD LOCATED DURING CONSTRUCTION.
METHOD AT 5' MIN. DEPTH.
3. ALL LPGPS FORCEMAIN INSTALLATION SHALL BE BY DIRECTIONAL DRILL
FINAL GRADING.
2. ALL DISTRUBED AREAS ARE TO BE RESTORED WITH SOD FOLLOWING
PRIOR TO CONSTRUCTION.
1. CONTRACTOR TO FIELD VERIFY LOCATIONS OF ALL EXISTING UTILITIES
1
"
=
5
0
'
2' N.A.E. (PER INST. 2013070301)
10' L.M.A.E. (PER INST. 2013070301)
25' D.&U.E. (PER INST. 2013070301)
90 LF OF 2" HDPE IPS DR11
15'
40'
40'
50'
30'
30'
504 LF OF 2" HDPE IPS DR11
W/ FLUSHING STATION
TERMINAL END
INV=876.90 (N-2" HDPE)
EX. INV=862.70 (N)
EX. INV=864.12 (E)
EX. INV=862.55 (S)
TC=882.05
DETAIL 10-17
PER CARMEL
SAWCUT TO CLEAN EDGE
SYSTEM
SANITARY SEWER
LOW PRESSURE
40 LF OF 1.25" HDPE DR11
SANITARY LATERAL
225 LF OF 1.25" HDPE DR11
SANITARY LATERAL
BE LINED PER SPECIFICATIONS
EXISTING MANHOLE TO
H :
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ANAIDN
R E ENIGNELANOI
S
S
E
FOR
P STATE OF
No.
PE10809477
D
I
B E N JAMIN E.
D
EI
CH
M
A
N
N
1
R
E V I S I O
N
S P
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P.O.L.
P.O.L.
MNS
GRADISON
NARROW
12
12
12
12
15
10
18
WATER GOES INTO GROUND
18"
10"
MULTI 6"
MULTI 6"
15"
MULTI 6"
S@A FIRM
12"
12"
MULTI-6"
10"
10"
15"
MULTI 6"
12"
6"
10"
15"
8"
12"
10"
MULTI 6"
12"
10"
12"
10"
8"
10"
12"
10"10"
10"
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10"
12"
12"
15"15"
6"
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15"10"
12"
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872
8
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873
8
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2
INV. 10'X3.5' BOX CULVERT=869.65'
INV. 4" PVC NW=871.24'
(wooded)
(wooded)
(grass&brush)
(grass&brush)
A p
p
.
S
e
c
.
L i n e
A p
p
.
P
L
A p
p
.
P
L
App. PL
App. PL
App. PL
(a
s
p
h
a
lt
)
W e
s
t
R
o
a
d
W
WV
4
0
' B S L
40
' D
.
& U .E
.
868869870871872873
150' BSL
110' D.E.
110' BSL70' D.E.
873872
871
870
870871872873
3
0
' B S
L
3
0
' D
.
& U .E .
Elev. = 867.43
Ditch 100-year
Elev. 871.48
Ditch 100-year
40'
RESIDENCE
SINGLE FAMILY
INST. # 2010-8774
SINGH, MAKHAN
EAGLE CREEK
UNT LITTLE
870871872873873872871870
87
3
8
7
3
8
7
2
8
7
2
KA
G
SITE UTILITY NOTE
GENERAL SITE NOTES
050'50'100'150'
LEGEND
WV
BH
Fnd.
T
TREE
PINE TREE
FIRE HYDRANT
WATER VALVE
BEE-HIVE INLET
POWER POLE
TELEPHONE PEDESTAL
FOUND CONTROL POINT - REBAR
HATCHING INDICATES SHARED DRIVEWAY
EXISTING WATER LINE
D. & U.E.DRAINAGE & UTILITY EASEMENT
I.E.D. & U.E.INGRESS, EGRESS, DRAINAGE & UTILITY EASEMENT
BSL BUILDING SETBACK LINE
MFPG MINIMUM FLOOD PROTECTION GRADE
FLOOD OVERFLOW ROUTING
SS
PROPOSED WATER LINE
W
WV
EXISTING FEATURES
PROPOSED FEATURES
MANHOLE - WATER
WATER VALVE
MANHOLE - SEWER
PROPOSED SEWER MAIN
EXISTING STORM LINE
CATCH BASIN
STORM SEWER WITH END SECTION
CB
COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY.
UNDERGROUND UTILITIES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO
GROUND EVIDENCE WAS OBSERVED. THE EXACT LOCATION OF EXISTING
FOR WHICH THERE IS NO ABOVE GROUND EVIDENCE OR FOR WHICH NO ABOVE
ON MARCH 1, 2014, BY SJCA P.C. THERE MAY BE OTHER UNDERGROUND UTILITIES
PLAN ARE BASED UPON DATA OBTAINED DURING THE FIELD SURVEY PERFORMED
THE LOCATIONS OF ALL EXISTING UNDERGROUND UTILITIES SHOWN ON THIS
EXISTING OVERHEAD UTILITY LINE
EXISTING BURIED TELEPHONE LINE
N-A E.NON-ACCESS EASEMENT
D.E.DRAINAGE EASEMENT
HATCHING INDICATES FLOODPLAIN
SUB-SURFACE DRAIN (6" SSD)
HATCHING INDICATES INFILTRATION BASIN
CITY OF CARMEL STANDARD BACKFILL NOTES
STORM AS-BUILT NOTE
C600
CO CLEANOUT
TO BE BUILT BY OTHERS
HATCHING INDICATES FUTURE ASPHALT PATH
ENGINEER.
CONDITION AND APPROVED ONLY WITH WRITTEN PERMISSION BY THE CITY
LESS THAN THOSE REQUIRED WILL BE EVALUATED ON A CASE BY CASE
COVER HEIGHTS FOR REINFORCED CONCRETE PIPE STORM SEWER THAT ARE
STRINGENT REQUIREMENT SHALL GOVERN.
THE INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE MORE
IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER
FINAL PAVEMENT ELEVATION TO THE TOP OF THE PIPE BE LESS THAN 2.5-FEET.
CIRCUMSTANCES SHALL THE COVER ALONG ANY PART OF THE PIPE FROM THE
AGGREGATE MATERIAL ABOVE THE SUBGRADE) PLUS 1'-0", BUT UNDER NO
SHALL BE THE PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND
THE TOP OF THE INSTALLED PAVEMENT TO THE TOP OF THE INSTALLED PIPE
REGARDLESS OF JURISDICTION OF THE UTILITY, THE MINIMUM COVER FROM
SERVICE LATERALS, SANITARY SERVICE LATERALS UNDER CITY STREETS,
FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY MAINS, WATER
MINIMUM COVER FOR PIPE CROSSINGS OF CITY STREETS
REQUIREMENT SHALL GOVERN.
STRINGENT FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT
UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE
95% STANDARD PROCTOR DENSITY. IF THE STANDARD PRACTICE OF THE
REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NO LESS THAN
SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL
6-INCHES OF THE EXCAVATION BELOW THE START OF THE AGGREGATE
THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP
MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR
MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED IN 6-INCH
PAVEMENT SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE
MAINS, AND SANITARY SERVICE LATERALS UNDER AND WITHIN 5-FEET OF
FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY
FINAL BACKFILL
INSTALLATION.
STANDARD PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
AND SANITARY SERVICE LATERALS SHALL BE IN ACCORDANCE WITH THE
COMPACTION FOR WATER MAINS, WATER SERVICE LATERALS, SANITARY MAINS,
BEDDING, HAUNCHING, INITIAL BACKFILL MATERIALS, PLACEMENT AND
BEDDING, HAUNCHING, INITIAL BACKFILL
WATER AND SEWER UNDER CITY STREETS
EXCAVATION.
THAN 90% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE
EXTRANEOUS MATERIAL, COMPACTED IN 12-INCH MAXIMUM LIFTS TO NOT LESS
6-INCHES IN DIAMETER, FROZEN LUMPS OF SOIL, WOOD, OR OTHER
PAVEMENT SHALL BE CLEAN FILL MATERIAL FREE OF ROCKS LARGER THAN
FINAL BACKFILL FOR ALL RCP INSTALLATION GREATER THAN 5-FEET OF
95% STANDARD PROCTOR DENSITY.
REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN
SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL
6-INCHES OF THE EXCAVATION BELOW THE START OF THE AGGREGATE
THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE TOP
MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR
MATERIAL REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED IN 6-INCH
PAVEMENT SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE
FINAL BACKFILL FOR ALL RCP INSTALLATIONS UNDER AND WITHIN 5-FEET OF
FINAL BACKFILL
DIAMETER OF THE PIPE PLUS 18-INCHES.
ABOVE THE SPRINGLINE. MINIMUM TRENCH WIDTH SHALL BE THE OUTSIDE
SPRINGLINE OF THE PIPE. THE LIMIT OF INITIAL BACKFILL SHALL BE 6-INCHES
PIPE FOR THE FULL LENGTH OF THE PIPE. HAUNCHING SHALL EXTEND TO THE
PLACED. THE BACKFILL SHALL BE BROUGHT UP EVENLY ON BOTH SIDES OF THE
STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL
SHALL BE COMPACTED IN 6-INCH MAXIMUM LIFTS TO NOT LESS THAN 95%
BARREL SHALL BE 6-INCHES. BEDDING, HAUNCHING, AND INITIAL BACKFILL
66-INCH AND LARGER, THE MINIMUM DEPTH OF MATERIAL BELOW THE PIPE
BARREL AND A MINIMUM OF 3-INCHES BELOW THE BELL. FOR PIPE SIZES
THERE REMAINS A 4-INCH MINIMUM DEPTH OF MATERIAL BELOW THE PIPE
BOTTOM SUCH THAT AFTER THE PIPE IS INSTALLED TO GRADE AND LINE,
REQUIREMENTS OF THE INDOT. BEDDING SHALL BE PLACED IN THE TRENCH
SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE MATERIAL
BEDDING, HAUNCHING, AND INITIAL BACKFILL FOR ALL RCP INSTALLATIONS
BEDDING, HAUNCHING, INITIAL BACKFILL
STORM SEWERS
REQUIREMENTS ESTABLISHED BY THE OPERATING AUTHORITY.
3. THE PROPOSED WATER SERVICE LINES SHALL CONFORM TO ALL NECESSARY
TOWNSHIP REGIONAL WASTE DISTRICT.
2. ALL SANITARY SEWER MAINS SHALL CONFORM TO THE REQUIREMENTS OF CLAY
CARMEL STORMWATER TECHNICAL STANDARDS.
1. ALL STORM SEWER SIZES AND CAPACITIES SHALL CONFORM TO THE CITY OF
S
T
O
R
M
S
E
W
E R
P
L AN
AN
D
P
R O
F
I LE
BY THE CITY OF CARMEL.
INSTALLED TO ENSURE COMPLIANCE WITH THE DESIGN PLANS AND AS APPROVED
INSTRUCTED TO AS-BUILT EACH SECTION OF STORM PIPE AS IT IS BEING
CONSTRUCTION PRIOR TO BACKFILLING THE PIPE. THE CONTRACTOR IS
FLOW CAPACITY) SHALL REQUIRE AS-BUILT CERTIFICATION AT THE TIME OF
GENERATING VELOCITIES OF 2.5 FPS OR LESS OR 10 FPS OR GREATER (AT FULL
PERFORMANCE GUARANTEES. APPROVED DESIGN SLOPES IDENTIFIED AS
REQUIREMENT ON AS-BUILT/RECORD DRAWINGS SUBMITTED FOR RELEASE OF
ENGINEER. AN EXPLANATION OF ANY SUCH DEVIATION SHALL BE INCLUDED AS A
THE CITY OF CARMEL IN ADDITION TO SUPPLEMENTAL APPROVAL BY THE DESIGN
WILL REQUIRE PRIOR FIELD APPROVAL FROM A DESIGNATED REPRESENTATIVE OF
DUE TO SPECIAL CIRCUMSTANCES OR DIFFICULTY DURING CONSTRUCTION AND
PLANS. DEVIATIONS FROM THE APPROVED DESIGN SHALL ONLY BE PERMITTED
AS APPROVED BY THE CITY OF CARMEL ON THE FINAL APPROVED CONSTRUCTION
THE STORM SEWER SYSTEM SHALL BE CONSTRUCTED PER DESIGN SPECIFIED AND
PLAN VIEW
PROFILE VIEW SCALE:
VERT: 1"=5'
HORZ: 1"=50'
A S
N
O
T
E
D
CB
40'
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L
C
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REGISTER
E
ANAIDN
R E ENIGNELANOI
S
S
E
FOR
P STATE OF
No.
PE10809477
D
I
B E N JAMIN E.
D
EI
CH
M
A
N
N
1
R
E V I S I O
N
S P
E R C A R M EL
T A C /
C L I E N T
1
1
/
1
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2
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2
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1
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R E V I S I O
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S P
E R I D
E M
2'-0"2'-2"8'-2"7'-0"28 1/8"22"6,5005"48"
3:1 FILL SL
OP
E
OF CULVERT
SLOPE DETAIL
PAY LENGTH
COMPUTED LENGTH OF CULVERT
CULVERT
PIPE
LENGTH (D)
END SECTION
4:
1
F
IL
L
S
LO
P
E
END SECTION
CONCRETE
CALLED FOR ON PLANS
ON SIDE SLOPE WHEN
RIP RAP TO BE PLACED
1 1/2"r
1 1/2"r
DIA
R1
SECTION Y-Y
CONCRETE
CLASS 'A'
BOLTS
HOOK
MAX.SPACING
12"C to C
2
'-
0
"
E+2T
CONCRETE PIPE TOE ANCHOR
SECTION A-A
ASTM designation C76
reinforced concrete pipe
be the same as on standard
Groove (or tongue) to
inlet end
tongue end on
Grooved end on outlet end
3"
A
A
CLASS 'A' CONCRETE
T
T
D I A
B=(D-C)C
D
9"
T
AD
I A
-
1 "
6"
2
'-
0
"
Y
Y
6"
9"
E
T
T
T
T
D I A
M A
X
.
S
P
A C
I N
G
1
2
"C
t o
C
R
2
TOLERANCE +/- 1"*
4,200
4,100
2,400
2,100
1,800
1,500
1,300
1,100
800
20"
17 1/2"
15"
14 1/2"
14"
13"
12"
11"
9"
18 1/2"
16 3/16"
23 3/4"
18 1/2"
18 3/16"
16 1/8"
15 1/2"
12 1/2"
10 1/8"
3.4
3.1
2.9
2.6
2.3
2.1
1.8
1.5
1.3
6'-0"
5'-6"
5'-0"
4'-6"
4'-0"
3'-6"
3'-0"
2'-6"
2'-0"
8'-3"
8'-3"
6'-3"
6'-3"
6'-3"
6'-3"
6'-2"
6'-3"
6'-2"
3'-1"
3'-6"
1'-10"
2'-5"
2'-8"
3'-6"
4'-1"
4'-0"
4'-3"
****
1'-5"
1'-3"
1'-2"
1'-1"
1'-0"
11"
11"
7"
5"
4"
3 3/4"
3 1/2"
3 1/4"
3"
2 3/4"
2 1/2"
2 1/4"
2"
36"
33"
30"
27"
24"
21"
18"
15"
12"
21RRKEDCA
(MIN)
TDIA
LONGITUDINAL SECTION
PLAN VIEW
DIMENSIONS OF CONCRETE
END SECTIONS FOR ROUND PIPE
APPROX.
WEIGHT
PRECAST CONCRETE END SECTION
3
'-0
"
3'-0"
6
"
2
'-
0
"
6
"
6"2'-0"
6"
3
"
2"2"
24"
2
'-9
"
1
2
"
6
"
2
4
"
1
2
"
2
'-
3
"
2"2"
3
"
T.O.C. - 872.27
INV. - 870.77
12"(L) x 12"(H) ORIFICE
INV. - 868.00
6" CIRCULAR ORIFICE INV. - 868.00
12" OUTLET PIPE
2-#5 REINF. BARS
NEENAH CASTING R-3405
OUTLET CONTROL STRUCTURE
C801
G E N
E
R
A L
D
E
T
A I L S
CITY OF CARMEL COVER AND
BACKFILL POLICY;09-08-06:
WATER AND SEWER UNDER PAVEMENT, SIDEWALK, PAVED AREAS
AND WITHIN RIGH-OF-WAY
BEDDING, HAUNCHING, INITIAL BACKFILL
BEDDING, HAUNCHING AND INITIAL BACKFILL REQUIREMENTS AND
COMPACTION FOR WATER MAINS, WATER SERVICE LATERALS,
SANITARY MAINS AND SANITARY SERVICE LATERALS SHALL BE IN
ACCORDANCE WITH THE STANDARD PRACTICE OF THE UTILITY THAT
HAS JURISDICTION OVER THE INSTALLATION.
FINAL BACKFILL
FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS,
SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND
WITHIN 5-FEET OF PAVEMENT OR SIDEWALK OF OTHER PAVED
AREAS AND FOR ALL INSTALLATIONS WITHIN CITY RIGHT-OF-WAY
SHALL BE B-BORROW FOR STRUCTURE BACKFILL MEETING THE
MATERIAL REQUIREMENTS OF INDOT. THE MATERIAL SHALL BE
APPROVED BY THE CITY OF CARMEL DEPARTMENT OF ENGINEERING
AT TIME OF INSTALLATION. FINAL BACKFILL SHALL BE COMPACTED
IN 6-INCH MAXIMUM LIFTS TO NOT LESS THAN 95% STANDARD
PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL
PLACED. THE BACKFILL FOR THE TOP 6-INCHES OF THE
EXCAVATION BELOW THE START OF THE AGGREGATE SUB-BASE OF
THE PAVEMENT SHALL BE NO. 53 STONE MEETING THE MATERIAL
REQUIREMENT OF INDOT AND SHALL BE COMPACTED TO NOT LESS
THAN 95% STANDARD PROCTOR DENSITY. IF THE STANDARD
PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
INSTALLATION HAS A MORE STRINGENT BACKFILL REQUIREMENT,
THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
MINIMUM COVER FOR PIPE CROSSINGS WITHIN CITY RIGHT-OF-WAY
FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY
MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS
UNDER CITY STREETS, REGARDLESS OF 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 2.5-FEET. IF THE STANDARD PRACTICE OF THE
UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A
MORE STRINGENT COVER REQUIREMENT, THE MORE STRINGENT
REQUIREMENT SHALL GOVERN.
COVER HEIGHTS FOR REINFORCED CONCRETE PIPE STORM SEWER
THAT ARE LESS THAN THOSE REQUIRED WILL BE EVALUATED ON A
CASE BY CASE CONDITION AND APPROVED ONLY WITH WRITTEN
PERMISSION BY THE CITY ENGINEER.
PER STATE RULE 327 IAC 3-6-9, SANITARY SEWERS SHALL NOT
BE LOCATED WITHIN TEN (10) FEET OF ANY EXISTING OR
PROPOSED WATER MAINS, WHEN MEASURED HORIZONTALLY FROM
THE OUTSIDE EDGE OF THE SANITARY SEWER TO THE OUTSIDE
EDGE OF ANY EXISTING AND PROPOSED WATER MAINS.
KA
G
STRUCTURE #
101
102
UPSTREAM STR
102
N/A
N/A
101
N/A
US PIPE INV DS PIPE INV
N/A
PIPE LENGTH
N/A N/A
RCP
N/A
12"
DOWNSTREAM STR TOP OF CASTING
872.27
PIPE MATERIAL PIPE SIZE STRUCTURE
867.88
868.00 868.00 39 LF
END SECTION
PRECAST CONC.
STRUCTURE
OUTLET CONTROL
STRUCTURE DATA TABLE
STRUCTURE 101
STRUCTURE 102
N
/
A
PIPE
CULVERT
END
SECTIONCULVERT
PIPE
APPROVED EQUAL.
3. GEOTEXTILE TO BE POLYFELT TS700 OR
2. MINIMUM THICKNESS OF RIPRAP TO BE 18".
RIPRAP DETAIL @ END SECTION
CROSS SECTION
PLAN VIEW
D I A .
S
L
O
P
E VA
R
IE
S
RIPRAP & GEOTEXTILE
TOE ANCHOR
RIPRAP & GEOTEXTILE
(SEE NOTES)
W
(M I
N
I M U
M )
DIRECTION
OF FLOW
VA
R I
E S
D I
A .
VA
R I E S
B =
3 x
D I A .
La
RIPRAP
OVER
GEOTEXTILE
NOTES
1. AVERAGE STONE SIZE FOR RIPRAP TO BE 6".
STR.#B La W
UNDER END SECTION
3'101 15'20'
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”
”“”“”
”
”“
”
The cast iron frame shall be centered on the box.
public sidewalk crosses the driveway. Flushing stations shall be installed such that the top of the box is flush with the dirt surface. Flushing stations shall never pose a trip hazard or pose a potential threat of damage to lawn mowers.
cam-lock. Flushing stations shall never be installed in any sidewalk, or in a driveway in the area where the within the right-of-way or easement line. Flushing stations shall be installed vertically and shall be perfectly center over the 3
type. Locking covers are not permitted. Flushing stations shall be installed drop-in and be the SEWER min. diameter. Frames and covers shall be cast iron and labeled Flushing stations shall be constructed of Polyethylene and 20A.
FLUSHING STATION2.10
The valve shall operate through a compound lever system that will seal both the pressure orifice and the air and vacuum orifice simultaneously.D.
walk or road surface, and 2 to 3 inches above finish grade in grass plots, fields, woods or other open terrain. In grass areas, mound around valve box so there is a slight crown in all directions to shed water.
thoroughly tamped about them. Valve boxes shall not rest on the valves but shall be supported on crushed stone fill. They shall be set vertically and properly cut and/or adjusted so that the tops of boxes will at grade in any paving,
Curb boxes shall be of 6 inch PVC pipe with drop cover marked "SEWER". Covers to be manufactured by Sigma Corporation (VB-2841S) or approved equal. Curb boxes shall be accurately centered over valve operating nut, and backfill C.
threaded transition fitting with poly fusible ends. used in junction with 1 ¼
nonmetallic hinge shall be an integral part of the flapper assembly providing a maximum degree of freedom to assure seating at low back pressure. Check valves shall be installed 1' behind the quarter turn valve. Check valves shall be
corrosion resistance, dimensional stability, fatigue strength and trouble free operation. The check valve will provide a full-ported passageway and shall introduce a friction loss of less than 6 inches of water at maximum rated flow. A
Threaded Check Valves shall be injection molded from non-corroding, glass fiber reinforced PVC for durability. The check valve flapper shall include a non-fouling, integral hinge made from fabric reinforced synthetic elastomer to assure B.
Valve Curb Stop shall be completely fusible and manufactured by Flowserve (flowserve.com) or approved equal. Valve Curb Stops shall be installed 1' from the main and on the same side of the main that the associated lateral is serving. A.
CURB STOP ASSEMBLY2.09
installed as indicated on the details.
Where indicated on the Drawings, required by the specifications or as directed by the Engineer, concrete pipe anchors, thrust blocks, cradles or encasements shall be installed. Concrete shall be 2000 psi, and reinforcing bars shall be as A.
CONCRETE PIPE ANCHORS, THRUST BLOCKS, CRADLE OR ENCASEMENT2.08
Sewage Air/Vacuum Release Valves shall be A.R.I. D-025 as manufactured by A.R.I.Flow Control Accessories, Kibbutz Kfar Charvv, Israel or approved equal. (Stainless Steel)F.
to prevent dirt and debris from entering the outlet of the valve.protectopValves shall be supplied with backflushing attachments so that the interior body can be flushed periodically for proper operation and a D.
NPT screwed as ANSI Class 125 flanged inlet connection. Valve body shall be cast iron. The internal linkage and float shall be stainless steel. The valves shall be 2C.
shall be furnished and installed between the valve and main connection.
The valve shall be connected to the forcemain by flanged ductile iron pipe and/or fittings as shown on the Drawings. Valves shall be designed for working pressures below 40 psi. An isolation gate valve of the size indicated on the Drawings C.
The valve shall operate through a compound lever system that will seal both the pressure orifice and the air and vacuum orifice simultaneously.B.
shall also release an accumulation of air when the system is under pressure. This shall be accomplished in a single valve body.
Valves shall be installed at the high points of the force main or at locations selected by the Engineer. This will permit discharging the surge of air from an empty line when filling and relieve the vacuum when draining the system. Valve A.
SEWAGE COMBINATION AIR RELEASE VALVES2.07
paving, walk or road surface, and 2 to 3 inches above finish grade in grass plots, fields, woods or other open terrain. In grass areas, mound around valve box so there is a slight crown in all directions to shed water.
thoroughly tamped about them. Valve boxes shall not rest on the valves but shall be supported on blocks and crushed stone fill. They shall be set vertically and properly cut and/or adjusted so that the tops of boxes will be grade in any
Valve boxes shall be of 6 inch PVC pipe with drop cover marked "SEWER". Covers to be manufactured by Sigma Corporation (VB-2841S) or approved equal. Valve boxes shall be accurately centered over valve operating nut, and backfill A.
VALVE BOXES2.06
Provide nut operator stem extension for all plug valves buried deeper than 5 feet, sufficient to raise operator nut to within 3 feet of finished grade.
All buried service plug valves shall have mechanical joint ends, have all exterior surfaces shop painted with two coats of Fed. Spec. TT-C-494A Asphalt Varnish with 2-inch square nut operator in a vertical position for use in a valve box. L.
All valves and actuators shall be as manufactured by DEZURIK, Pratt, Val-matic or approved equal.K.
Actuators shall be equipped with an operating nut to allow manual valve operation in case of supply failure.J.
totally enclosed and shall have gasket seals. All exposed nuts, bolts, springs and washers shall be stainless steel.
Valves and gear actuators for buried or submerged service shall have seals or all shafts and gaskets on the valve and actuator covers to prevent the entry of water. Actuator mounting brackets for buried or submerged service shall be I.
and washers shall be zinc plated.
Actuators shall clearly indicate valve position and an adjustable stop shall be provided to set closing torque and to provide seat adjustment to compensate for change in pressure differential or flow direction change. All exposed nuts, bolts
housing and be suitable for running in a lubricant with seals provided on all shafts to prevent entry of dirt and water into the actuator. The actuator shaft and the quadrant shall be supported on permanently lubricated bronze bearings.
Manual valves shall have lever or gear actuators and tee wrenches, extension stems, floorstands, etc., as indicated on the plans. All valves 6" and larger shall be equipped with gear actuators. All gearing shall be enclosed in a semi-steel H.
Valve pressure ratings shall be 175 psi through 12" and 150 psi for 14" through 72". Each valve shall be given a hydrostatic and seat test with test results being certified when required by the specifications.G.
not be acceptable.
Valve shaft seals shall be of the multiple V-ring type and shall be externally adjustable and repackable without removing the bonnet or actuator from the valve under pressure. Valves utilizing O-ring seals or non-adjustable packing shall F.
ASTM A-240 type 316 stainless sleeves with bearings of ASTM B30, Alloy C95400 aluminum bronze. Non-metallic bearings shall not be acceptable.
Valves shall have sleeve type metal bearings and shall be of sintered, oil impregnated permanently lubricated type 316 ASTM A743 Grade CF-8M in ½" sizes. In valves larger than 36", the upper and lower plug journals shall be fitted with E.
position, shall be externally adjustable in the field with the valve in the line under pressure. Plug shall be resilient faced with neoprene or hycar, suitable for use with sewage.
Plugs shall be of ASTM A126 Class B cast iron. The plug shall have a cylindrical seating surface eccentrically offset from the center of the plug shaft. The interference between the plug face and body seat, with the plug in the closed D.
with weld to insure that the plug face contacts only nickel. Screwed-in seats shall not be acceptable.
Valve bodies shall be of ASTM A126 Class B cast iron. Bodies in 4" and larger valves shall be furnished with a 1/8" welded overlay seat of not less than 90% pure nickel. Seat area shall be raised, with raised surface completely covered C.
joint ends shall be to the AWWA Standard C111-64, grooved ends per AWWA C-606-87. Screwed ends shall be to the NPT standard.
Valves shall be of the non-lubricated eccentric type with resilient faced plugs and shall be furnished with end connections as shown on the plans. Flanged valves shall be faced and drilled to the ANSI 125/150 lb. standard. Mechanical B.
All plug valves shall be eccentric plug valves unless otherwise specified. A.
2.05 PLUG VALVES
1.0008
0.6006
0.2504
0.1503
0.1202
0.1001 1/2
0.0851 1/4
0.0601
0.0550.75
(inches)
Pipe Size
Nominal
2-Hour Test
””
””
””
or other injurious defects.holes, foreign inclusions, voids, part of the quality control. The fitting shall be homogeneous throughout and free of visible cracks,
McElroy Datalogger to record fusion pressure and temperature. A graphic representation of the temperature and pressure data for all fusion joints made producing fittings shall be maintained as
fittings shall be pressure rated to provide a working pressure rating no less than that of the pipe. Fabricated fittings shall be manufactured using a pipe conforming to this specification. All
Lateral Tap - Butt fusion fittings shall be in accordance with ASTM D3261 and shall be manufactured by injection molding, a combination of extrusion and machining, or fabricated from HDPE 1.
Polyethylene Pipe and Fittings:C.
procedure C of not less than 200 hours.
The polyethylene resin compound shall have a resistance to environmental stress cracking as determined by the procedure detailed in ASTM D 1693, Condition B with sample preparation by 4.
marking imbedded into black wall resin or pipe shall be green in color. No other color shall be allowed for sanitary sewer pipe installation. exposure. Pipe shall have continous green strip
The polyethylene resin shall contain antioxidants and shall be stabilized with carbon black against ultra-violet degradation to provide protection during processing and subsequent weather 3.
Pipe made from these resins must have a long-term strength rating of 1,600 psi or more.2.
injurious defects.
own plant from resin of the same specification from the same raw material. The pipe shall be homogeneous throughout and free of visible cracks, holes, foreign inclusions, voids, or other
(IPS). The pipe shall contain no recycled compounds except that generated in the manufacturer's shall be available in steel pipe sizes to 54standard of ASTM D 3035. Pipe O.D. sizes 4
shall have a manufacturing and larger shall have a manufacturing standard of ASTM F-714. Pipes smaller than 3.5outside diameter of 3.5classification of PE 345564C. Pipes having an
Pipe shall be manufactured from a PE 3408 resin listed with the Plastic Pipe Institute (PPI) as TR-4. The resin material shall meet the requirements of ASTM D3350 with a minimum cell 1.
Materials for Polyethylene Pipe:B.
as manufactured by Phillips Product Company, Inc., PLEXCO as manufactured by Chevron, POLYPIPE, or approved equal.DriscopipeGeneral: High density polyethylene pipe shall be A.
2.01 HIGH DENSITY POLYETHYLENE PIPE
PART 2 _ PRODUCTS
connections to existing piping.
the pipe laying operation to confirm exact locations of existing piping before installing any new piping. Contractor shall provide all fittings and adapters necessary to complete all
lines must be made compatible with that piping. So that piping conflicts may be avoided, Contractor shall open up his trench well ahead of depicted. All new piping that ties into existing
The existing piping shown on the Contract Drawings is based on the best available information. The Engineer makes no guarantee as to the accuracy of the locations or type of piping A.
EXISTING CONDITIONS1.05
compliance with Section 01340.need for shop drawings submittals in
A notarized certification shall be furnished for all pipe and fittings that verifies compliance with all applicable specifications. The requirement for this certification does not eliminate the B.
Submit manufacturer's data and shop drawings for all materials and as specified herein. Comply with all requirements of Section 01340.A.
SUBMITTALS1.03
Identification/Location Guide: Section 02558B.
Horizontal Directional Drilling: Section 02420A.
RELATED WORK SPECIFIED ELSEWHERE1.02
Provide all labor, materials, equipment and services required for furnishing and installing all piping and appurtenances specified herein.A.
SCOPE OF WORK1.01
PART 1 - GENERAL
SECTION 02531 - SEWAGE FORCEMAINS
””
”
””
”“
END OF SECTION
and neat manner leaving the construction area in a shape as near as possible to the original ground line.
uniform Upon completion of installation of the piping and appurtenances, the Contractor shall remove all debris and surplus construction materials resulting from the Work. The Contractor shall grade the ground along each side of pipe trenches in a A.
CLEAN UP3.12
procedures shall be approved by the manufacture(s) of the products being tested.
requirement. Additional information concerning the above testing procedures for hydrostatic testing of HDPE pressure pipelines is available through the Plastics Pipe Institute (PPI) Technical Report #31 (TR-31). In addition, all field testing
fittings and other materials found to be defective under testing shall be removed and replaced at no additional expense to the Owner. No forcemain shall be placed into service or accepted by the Owner until it has passed the testing
All pipe, The ENGINEER shall witness all tests. All equipment used shall be specifically designed for the purpose of forcemain testing. If a test fails, corrections shall be made and the line shall be retested until a satisfactory test is achieved. d.
rating.
pressure If any defects or leaks are revealed, they should be rectified/corrected and the pipeline re-tested after a 24-hour recuperation period. Under no circumstances shall the total time under test exceed eight (8) hours at 1 ½ times the c.
the test. The expansion pressure held for the four hours is then reduced by 10 psi and held for one (1) hour. If the pressure remains steady (within 5% of the reduced pressure) for an hour, no leakage is indicated and the pipeline passes b.
At the end of the fourth hour, make-up water should be added to the system to return the test section to the initial expansion pressure.a.
Test Phase2.
After equilibrium is established within the pipe test section, begin the final hydrostatic test. d.
The pipe test section shall be allowed to stand for 4 hours to allow for expansion of the pipe. Make-up water should be added to the system at hourly intervals to return the test section to the test pressure.c.
readings shall be measured as close as possible to the lowest point of the line.
Pressure Pressurize the test section at a stead rate to 1.5 the rated operating pressure of the pipe. The test pressure should not exceed 1.5 times the rated operating pressure of the pipe or the lowest rated component in the system. b.
Fill the test section with water and remove all air from the line and service laterals.a.
Initial Expansion1.
As an alternative to the above test method, the following test method may be used:
period. Under no circumstances shall the total time under test exceed eight (8) hours at 1 ½ times the pressure rating.
recuperation If there are no visual leaks or significant pressure drops during the final test period, the pipeline passes the test. If any defects or leaks are revealed, they should be rectified/corrected and the pipeline re-tested after a 24-hour c.
(U.S. Gallons/100 Feet of Pipe)
Allowance for Expansion of HDPE pipe*
During the final test period, a measured amount of make-up water should be added to return to the test pressure at hourly intervals. The amount of make-up water shall not exceed the allowance given in the below table.b.
the pressure pump system is turned off. The final test shall be held for 2 hours.
begins when At the end of the third hour, make-up water should be added to the system and the test section is pressurized to 1.5 times the rated operating pressure of the pipe or the lowest rated component in the system. The final test a.
Test Phase2.
After equilibrium is established within the pipe test section, begin the final hydrostatic test. d.
The pipe test section shall be allowed to stand for 3 hours to allow for expansion of the pipe. Make-up water should be added to the system at hourly intervals to return the test section to the test pressure.c.
readings shall be measured as close as possible to the lowest point of the line.
Pressure Pressurize the test section at a stead rate to 1.5 the rated operating pressure of the pipe. The test pressure should not exceed 1.5 times the rated operating pressure of the pipe or the lowest rated component in the system. b.
Fill the test section with water and remove all air from the line and service laterals. a.
Initial Expansion1.
and in accordance with the following steps:
spring wound clock, designed for 9" charts, and shall be approved by the Engineer. Pressure pipe test sections shall not exceed 1,250 linear feet of pipe unless approved by the Engineer. The procedure for testing shall be approved by the Engineer
recording pressure charts during duration of test. Recording pressure charts shall be turned over to the Engineer at conclusion of test. The pressure recording device shall be suitable for outside service, with a range from 0-200 psig, 24-hour
and All new HDPE sanitary sewer forcemains shall be hydrostatic tested in a two step process to ensure water tightness and integrity. The contractor shall furnish a recording gauge and water meter for measuring water used during leakage test A.
TESTING OF HDPE PIPE3.11
The cost of testing of pressure piping is incidental and is to be included in the Contractor's unit Contract Price.K.
The Owner will provide initial water for testing the pressure piping. Should the first test fail to pass, all additional water required for subsequent tests shall be furnished at the Contractor's expense.J.
Where nonmetallic joint compounds are used, pipelines should be held under normal operating pressure for at least three days before testing. I.
Lines which fail to meet tests shall be repaired and retested as necessary until test requirements are complied with. H.
All pipe, fittings, valves, and other materials found to be defective under test shall be removed and replaced at no additional expense to the Owner. G.
Where leaks are visible at exposed joints and/or evident on the surface where joints are covered, the joints shall be laid and leakage must be minimized, regardless of total leakage as shown by test.F.
Duration of test shall be not less than four (4) hours where joints are exposed and not less than 24 hours where joints are covered.E.
Pipelines shall be tested before backfilling at joints except where otherwise required by necessity or convenience.D.
recording devices may be available from the Foxboro Company, Foxboro, Massachusetts; Bristol Division of ACCO, Waterbury, Connecticut; or Weksler Instruments Corporation, Freeport, New York.
The pressure recording device shall be suitable for outside service, with a range from 0_200 psig, 24_ hour spring wound clock, designed for 9_inch charts, and shall be approved by the Engineer. For Contractor's information only, such pressure
of tests. Contractor shall furnish a recording gauge and water meter for measuring water used during leakage test and recording pressure charts during duration of test. Recording pressure charts shall be turned over to the Engineer at conclusion C.
Leakage in pipelines, when tested under pressure of 50 psi excess of normal operating pressure, shall not exceed 10 gallons per 24 hours per inch of diameter per mile of pipe.B.
during test shall not exceed 10 psi in a 24 hour period, 5psi in a 10 hour period or, 0 psi in a 4 hour period. Testing shall be in accordance with AWWA standard C605-94.
pressure All pressure piping (lines not laid to grade) shall be given a hydrostatic test to the rated working pressure of the pipe, under which leakage shall not exceed 10 gallons per 24 hours per inch of diameter per mile of pipe. Loss of water A.
TESTING3.10
Replacement of paved drainage ditches within highway right-of-way shall be accomplished in accordance with Indiana Department of Transportation Standard Specifications.B.
Contractor's expense. Work in this category is not a pay item.
materials shall be reused in replacing such facilities when materials have not been damaged by the Contractor's operations. Existing facilities damaged by Contractor's operation shall be replaced with new materials of the same type at the
Existing mail boxes, drainage culverts, clothes line posts, fences and the like shall not be damaged or disturbed unless necessary, in which case, they shall be replaced in as good condition as found or better as quickly as possible. Existing A.
REPLACEMENT OF EXISTING MAIL BOXES, CULVERTS, CLOTHES LINE POSTS, FENCES, IRRIGATION, ELECTRIC FENCES, AND OTHER SUCH FACILITIES3.09
When tamping concrete, care shall be taken not to disturb the grade or line of the pipe or injure the joints. Concrete placed outside the specified limits or without authorization from the Engineer will not be subject to payment.D.
For thrust blocks and anchors, concrete shall be 2000 psi, and shall be formed or be sufficiently stiff to maintain the forms indicated on the Details. C.
For cradle and encasement, concrete shall be 2000 psi and shall be mixed sufficiently wet to permit it to flow under the pipe to form a continuous bed. B.
Concrete thrust blocks, cradle, anchors or encasement shall be placed where shown on the Drawings, required by the specifications, or as directed by the Engineer. A.
CONCRETE THRUST BLOCKS, CRADLE, ANCHORS OR ENCASEMENT 3.08
replacement because of trench settlement within this time, it shall be replaced by the Contractor at no extra cost to the Owner. Repair of settlement damage shall meet the approval of the Owner and/or the County.
require Whenever lines are in, or cross, driveways and streets, the Contractor shall be responsible for any trench settlement which occurs within these rights-of-way within three years from the time of final acceptance of the work. If paving shall A.
SETTLEMENT OF TRENCHES3.07
In the event that pavement is not placed immediately following trench backfilling in streets and highways, the Contractor shall be responsible for maintaining the trench surface in a level condition at proper pavement grade at all times.D.
from construction.
resulting Before final acceptance, the Contractor will be required to level off all trenches or to bring the trench up to grade. The Contractor shall also remove from roadways, rights-of-ways and/or private property all excess earth or other materials C.
required.
removed as The upper portion of the trench from the top of the secondary backfill, shall be backfilled with a base course of dense graded aggregate. At such time that pavement replacement is accomplished, the excess base course shall be 3.
granular material per requirements of Indiana Department of Transportation for structural fill. Material shall be compacted as set forth in Section 2300: Earthwork Section 3.06: Compaction or as directed by the Engineer.
clean below the grade line for concrete sidewalks, shall be backfilled with below the grade line for concrete driveways and minimum 8The secondary backfill (upper portion of the trench above the primary backfill) to a point minimum 102.
accomplished by hand-tamping or by approved mechanical methods.
The primary backfill shall be as specified in Paragraph 3.02 "Pipe Bedding". This material shall be placed in a manner approved by the Engineer, and shall be carefully compacted to avoid displacement of the pipe. Compaction shall be 1.
Backfilling of pipeline trenches under concrete driveways and sidewalks shall be accomplished in the following manner:
Method "E" - Backfilling Under Concrete Driveways and Sidewalks:F.
required.
removed as The upper portion of the trench from the top of the secondary backfill, shall be backfilled with a base course of dense graded aggregate. At such time that pavement replacement is accomplished, the excess base course shall be 3.
Transportation for structural fill. Material shall be compacted as set forth in Division 2300: Earthwork Section 3.06: Compaction or as directed by the Engineer.
Department of below bottom of existing grade line for asphalt roads, shall be backfilled with clean granular material per requirements of Indiana The secondary backfill (upper portion of the trench above the primary backfill) to a point minimum 72.
accomplished by hand-tamping or by approved mechanical methods.
The primary backfill shall be as specified in Paragraph 3.02 "Pipe Bedding". This material shall be placed in a manner approved by the Engineer, and shall be carefully compacted to avoid displacement of the pipe. Compaction shall be 1.
Backfilling of pipeline trenches under asphalt roads shall be accomplished in the following manner:
Method "D" - Backfilling Under Asphalt RoadsE.
required.
removed as The upper portion of the trench from the top of the secondary backfill, shall be backfilled with a base course of dense graded aggregate. At such time that pavement replacement is accomplished, the excess base course shall be 3.
clean granular material per requirements of Indiana Department of Transportation for structural fill. Material shall be compacted as set forth in Section 2300: Earthwork Section 3.06: Compaction or as directed by the Engineer.
backfilled with below the grade line for concrete driveways, shall be below the existing grade line for asphalt driveways and minimum 10The secondary backfill (upper portion of the trench above the primary backfill) to a point minimum 8 ½2.
accomplished by hand-tamping or by approved mechanical methods.
The primary backfill shall be as specified in Paragraph 3.02 "Pipe Bedding". This material shall be placed in a manner approved by the Engineer, and shall be carefully compacted to avoid displacement of the pipe. Compaction shall be 1.
Backfilling of pipeline trenches under paved driveways shall be accomplished in the following manner:
Method "C" - Backfilling Under Paved Driveways:D.
The upper portion of the trench from the top of the secondary backfill to the existing grade line shall be backfilled and maintained with No. 53 stone. until final acceptance of the work.3.
shall be compacted as set forth in Division 2300: Earthwork Section 3.06: Compaction or as directed by the Engineer.
Material The secondary backfill (upper portion of the trench above the primary backfill) to a point 6" below the grade line, shall be backfilled with clean granular material per requirements of Indiana Department of Transportation for structural fill. 2.
accomplished by hand-tamping or by approved mechanical methods.
The primary backfill shall be as specified in Paragraph 3.02 "Pipe Bedding". This material shall be placed in a manner approved by the Engineer, and shall be carefully compacted to avoid displacement of the pipe. Compaction shall be 1.
Backfilling of pipeline trenches under stone driveways street repairs shall be accomplished in the following manner.
Method "B" - Backfilling Stone Driveways and Street Repair:C.
Backfilling this portion of the trench may be accomplished by any means approved by the Engineer. The trench backfill shall be heaped over or leveled as directed by the Engineer.
prohibited. The secondary backfill (upper portion of the trench above the primary backfill) shall be backfilled with material that is free from large rock (common fill). Incorporation of rock having a volume exceeding one-half cubic foot is 2.
accomplished by hand-tamping or by approved mechanical methods.
The primary backfill shall be as specified in Paragraph 3.02 "Pipe Bedding". This material shall be placed in a manner approved by the Engineer, and shall be carefully compacted to avoid displacement of the pipe. Compaction shall be 1.
Backfilling of pipeline trenches in open terrain shall be accomplished in the following manner:
Method "A" - Backfilling in Open Terrain:B.
Section 02300 as shown on the Drawings and with details set forth hereinafter.EarthworkBackfilling of pipeline trenches shall be accomplished with the requirements set forth in A.
BACKFILLING OF EXCAVATION PITS3.03
Unless otherwise directed by the Engineer, all pipes are to be directionally drilled. The requirement for this installation shall be in compliance with Section 02420.A.
PIPELINE INSTALLATION3.02
All valves shall be anchored in accordance with the details on the Contract Drawings.B.
All valves shall be installed in accordance with details on the Contract Drawings and with the manufacturer's recommendations.A.
INSTALLATION OF VALVES AND FITTINGS3.01
PART 3 _ EXECUTION
Flanged joints shall be as specified in Section 02531 of these specifications. Dimensions shall be as noted on the Drawings.A.
FLANGED JOINTS 2.04
Style 128 steel (2"_96" steel pipe)
913 steel (3" and larger) C.I. Pipe)Style 128 steel (3"_48"
912 cast (3"_12") Style 127 cast (3"_12")
Rockwell Dresser
Flanged adapters for joining plain_end pipe to flanged pipe, fittings, valves and equipment. F.
435 cast (2"_12")
433 cast (2"_16")
415 steel (6"_48") Style 62 (2"_24")
13 steel (2"_24") Style 162 (4"_12")
Rockwell Dresser
Transition couplings for joining pipe of different outside diameters_ E.
4ll Style 138
Rockwell Dresser
Steel couplings for joining same size, plain_end, steel, cast iron, and PVC plastic pipe _ D.
Flexible couplings and flanged adapters shall be as manufactured by Dresser, Rockwell, or approved equal, per the following, unless otherwise specified and/or noted on the Drawings: C.
extending to the adjacent pipe flanges. Flanges on flanged adapter (unless otherwise indicated or required) shall be faced and drilled ANSI B16.1 Class 125.
adapters shall be harnessed with full threaded rods spanning across the couplings or adapters. The adapters shall be furnished with bolts of an approved corrosion resistant steel alloy,
Flanged adapters shall have one end suitable for bolting to a pipe flange and the other end of flexible coupling similar to that described hereinbefore. All pressure piping with couplings or B.
be suitable for 250 psi pressure rating or at rated working pressure of the connecting pipe. Couplings shall be harnessed and be designed for 250 psi.
larger. The minimum length of the middle ring shall be 5_inches for pipe sizes up to 10 inches and 7 inches for pipe 10 inches to 30 inches. The pipe stop shall be removed. Gaskets shall
Flexible couplings shall be steel with minimum wall thickness of the middle ring or sleeve installed on pipe being 5/16_inch for pipe smaller than 10 inches, 3/8_inch for pipe 10 inches or
Flexible couplings shall be of the sleeve type with a middle ring, two round_wedge shaped rubber gaskets at each end, two following rings together and compress the gasket against the pipe. A.
COUPLING AND ADAPTORS2.03
The cleaning and assembly of pipe and fitting joints shall be in accordance with the manufacturer's recommendations.E.
mechanical DIP joints include: EBAA Megalug, EBAA Series 3100, Uni-Flange Series 1300-C, and Uni-Flange Series 1400. Fittings under structures shall be mechanical joint with retainer glands.
restraints for restraining DIP mechanical joint fittings include: EBAA Series 1100, Uni-Flange Series 1400, and Uni-Flange Series 1300-C. Acceptable mechanical restraints for restraining
Provide AWWA C110 mechanical joint plugs and locked or restrained pipe joints for ductile iron pipe and fittings between valve vault and connection to HDPE forcemain. Acceptable mechanical D.
specifications.
specified for the pipe. Compact ductile iron fittings meeting the current requirements of AWWA C153 will also be acceptable. Provide notarized certificate of compliance to the AWWA
C110 (ANSI A21.10) shown therein. Fittings shall have mechanical joints meeting the current requirements of AWWA C111 (ANSI A21.11). Fittings shall have interior cement_mortar lining as
certificate of compliance to the above AWWA or ANSI specifications. Fittings shall be ductile iron and rated for a minimum of 350 psi in accordance with the current requirements of AWWA
Each piece of pipe shall bear the manufacturer's name or trademark, the year in which it was produced and the letters "DI" or the word "DUCTILE". Pipe manufacturer shall furnish notarized C.
Engineer. The exterior of all pipe, unless otherwise specified, shall be coated, refer to Protecto 401, industry standard.
The interior of the pipe shall be coated in accordance with the current requirements of AWWA C104. Thickness of the lining shall be set forth per AWWA C104 unless otherwise directed by the B.
Ductile iron pipe shall conform to the current requirements of AWWA C151, Pressure Class 350, with push_on joints unless otherwise noted on drawings.A.
DUCTILE IRON PIPE AND FITTINGS 2.02
All HDPE pipe for forcemain applications shall be DR 11 (160 psi WPR).
Standard Dimension Ratio (SDR) for Pipe:G.
Only those tools designed for aforementioned procedures and approved by the pipe supplier shall be used for assembly of pipe and fittings to insure proper installation.2.
Fusion jointing and other procedures necessary for correct assembly of the polyethylene pipe and fittings will be done only by personnel trained in those skills by the pipe supplier.1.
Tools and Procedures:F.
Appurtenances must be placed on their own foundations, unsupported by the pipe, in accordance with the detail plans.3.
themselves must be rigidly supported for a distance of one pipe diameter or 1 foot, whichever is greater, beyond the flange assembly.
Termination of valves, or fittings such as tees, bonds, etc., made of other materials shall be by the flange assemblies specified hereinbefore. The pipe adjacent to these joints and to joints 2.
line.
the fittings where necessary) and a gasket of reinforced black rubber, or other material approved by the Engineer, cut to fit the joint. In all cases, the bolts shall be drawing up evenly and in
pipe, a backup ring of either cast iron, steel, or high silica aluminum alloy made to ANSI B-16.1 dimensional standards (with modified pressure ratings), bolts of compatible material (insulated from
The polyethylene pipe shall be connected to systems or fittings of other materials by means of an assembly consisting of a polyethylene flange adapter or mechanical join adapter butt-fused to the 1.
Joining, Terminating or Adapting by Mechanical Means:E.
Threaded or solvent cement joints and connections are not permitted.4.
External appearance of fusion bead should be smooth without significant juncture groove.
Joint strength must be equal to that of adjacent pipe as demonstrated by tensile test. In addition, results of tensile impact testing of joint should indicate a ductile rather than a brittle fracture. 3.
machine shall be electrically heated and thermostatically controlled and shall contain a temperature gauge for monitoring temperature.
correctly monitor fusion pressures. The machines shall be equipped with an electric or gasoline engine powered facing unit to trim irregularities from the pipe ends. The heating plate on the fusion
The fusion machine shall have hydraulic pressure control for fusing 2 pipe ends together; it shall include pressure fusion indicating gauges to correctly monitor fusion pressures. The machines 2.
Pipe to be joined by leakproof , thermal, butt fusion joints. All fusion must be done by personnel trained by the pipe supplier using tools approved by the pipe supplier.1.
Pipe Jointing:D.
Wye branches shall be true wyes.12.
Fittings shall be capable of withstanding the same pressure and loading conditions specified for the pipe.11.
All run-of-the-pipe fittings shall be fusion welded into the pipeline. Tee branches shall be of the size shown on the Drawings and shall be fusion welded.10.
greater.
Fittings for bends 22-1/2° or greater shall be provided as shown on the Drawings. For alignment changes of less than 20° deflection, the pipe may be laid in curves with a radius of 100 feet or 9.
Fittings for the polyethylene pipe line shall be molded or fabricated from the same material as specified hereinbefore for the high density polyethylene pipe.8.
Pipe shall be homogenous throughout, and be free of visible cracks, holes, foreign material, blisters, or other deleterious faults.7.
All pipe shall be made from virgin material. No rework compound6.
Manufacturer's Name, Trademark and Code
Pipe Pressure Rating
Type Plastic Material - PE3408
Nominal Pipe Size
Each length of pipe shall be marked, at no more than 10 foot intervals, with the following information:5.
The pipe shall be designed for a normal internal working pressure and earth cover over top of the pipe to suit the conditions of proposed use.4.
that of the pipe.
resin as the pipe. Flanged and mechanical joint adapters shall have a manufacturing standard of ASTM D3216. All adapters shall be pressure rated to provide a working pressure rating no less than
FLANGED AND MECHANICAL JOINT ADAPTERS: Flanged and Mechanical Joint Adapters shall be PE 3408 HDPE, Cell Classification of 345464C as determined by ASTM D3350-02 and be the same base 3.
F1055.manufacturing standard of ASTM
Electrofusion Fittings shall be PE3408 HDPE, Cell Classification of 345464C as determined by ASTM D3350-02 and be the same base resin as the pipe. Electrofusion Fittings shall have a 2.
4. Or approved equal
3. Sauereisen Sewerseal F-170
2. Quadex Aluminaliner or Dynastone
1. Madewell Mainstay ML-CA or ML-72
list for lining of the existing tie in manhole:
local requirements. Below are the approved materials
is connected to, shall be lined in accordance with
The existing manhole that the proposed forcemian
CONNECTION TO EXISTING MANHOLE