HomeMy WebLinkAbout07020009 Civil Construction Plans Rcv. 2/6/2007 DOCS7i
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LOCATION MAP
(N.T.S.)
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SHT.
DESCRIPTION
a
COVER SHEET
C100
TOPOGRAPHICAL SURVEY
C200 -C201
SITE DEVELOPMENT PLAN /PROPOSED GRADING PLAN
C300 -C302
EROSION CONTROL PLAN & SPECIFICATIONS
C400 -C409
STREET PLAN & PROFILES /ENTRANCE DETAIL /INTERSECTION DETAILS/
PAVEMENT WIDENING PLAN /TRAFFIC CONTROL PLAN/
TRAFFIC MAINTENANCE PLAN /STRIPING PLAN /PAVING POLICY
g
SANITARY SEWER PLAN & PROFILES
C600 -C601
STORM SEWER PLAN & PROFILES
C700
WATER PLAN /WATER SPECIFICATIONS
C800 -C803
CONSTRUCTION DETAILS
SANITARY
STORM
STREET
HANDICAPPED RAMPS
L -1, L
-2, L -3
LANDSCAPE PLANS
i
LOCATION MAP
(N.T.S.)
ikinc,v
SHT.
DESCRIPTION
C001
COVER SHEET
C100
TOPOGRAPHICAL SURVEY
C200 -C201
SITE DEVELOPMENT PLAN /PROPOSED GRADING PLAN
C300 -C302
EROSION CONTROL PLAN & SPECIFICATIONS
C400 -C409
STREET PLAN & PROFILES /ENTRANCE DETAIL /INTERSECTION DETAILS/
PAVEMENT WIDENING PLAN /TRAFFIC CONTROL PLAN/
TRAFFIC MAINTENANCE PLAN /STRIPING PLAN /PAVING POLICY
C500 -0502
SANITARY SEWER PLAN & PROFILES
C600 -C601
STORM SEWER PLAN & PROFILES
C700
WATER PLAN /WATER SPECIFICATIONS
C800 -C803
CONSTRUCTION DETAILS
SANITARY
STORM
STREET
HANDICAPPED RAMPS
L -1, L
-2, L -3
LANDSCAPE PLANS
REVISIONS
SHT. DESCRIPTION
■
Developed
RDJ LAND
510 FOX
CARMEL,
b y:
DEVELOPMENT,
LANE
INDIANA 46032
PHONE # (317) - 848 -2830
FAX # (317) - 896 -1077
CONTACT PERSON: CHRIS WHITE
ED
LLC
SCALE: 1 " = 100'
0 fly
s
0 CA
146TH STRg
ramil"I Iowa
t
-+. • _ '�
SOILS MAP
(N. T. S.)
6�9 7t/):Z 0 6- t_!�q
34 LOTS
20.442 AC.
KEIL DRIVE
SMICKLE LANE
SMALLSTIC CIRCLE
DESIGN DATA
1.66 LOTS /ACRE
1366.69 L.F.
712.00 L.F.
408.33 L.F.
SPEED LIMIT: 25 M.P.H.
PLANS PREPARED BY:
STOEPPELWERTH &ASSOCIATES, INC.
CONSULTING ENGINEERS &LAND SURVEYORS
7965 E. 106TH STREET
FISHERS, INDIANA 46038
PHONE: (317)- 849 -5935
FAX: (317)- 849 -5942
PANS CERTIFIED BY:
2/6/07
JAMES 0. RINEHART IV DATE
PROFESSIONAL ENGINEER
N0. 10200495 " ""
Q� � '�1STE '•• � '�
L
No.
10200495
=. STATE OF '
is '••.......... -• �.
41 ** S /0NAL
'',111►1nIIII0 `�
50 0 25 50
1 INCH = 50 FT.
t7.
EXISTING POWER POLE
TO BE RELOCATED
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MAIL BOX
TO BE RELOCATED- �h��'`�'•�
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E. M0
ELECT. METER
as E OVERHEAD ELECTRIC LINES
r-I
GUY WIRE BENCHMARK HISTORY:
� .:l a, BURIED CABLE T.V. LINE
ELEVATIONS BASED UPON THE BENCHMARK INFORMATION PROVIDED
t s - TELEPHONE PEDESTAL BY THE SCHNEIDER CORPORATION CABLE T.V. LINE :j FOR THE EARLHAM PROPERTY,
� �, TSC PROJECT NUMBER 5271.002. RAN A CLOSED LOOP FROM THEIR
o �
TELEPHONE MANHOLE TBM 2 AROUND THE SITE.
K ?+Y� - -- -� -- I
ii
BURIED TELEPHONE LINE
• ,___._____m_.___....__ GAS VALVE JRL FIELD BOOK 428, PAGES 118 -125
o ___.._���_ TELEPHONE LINE
p REFERENCE BENCHMARK (TSC PROJECT NUMBER 5271.002):
^o ________.__. ,y , �__..__. __ WATER LINE C.O. CLEAN 0 U T
A STANDARD USGS DISK IN CONCRETE STAMPED "95 RHP 752 1951"
l fi
__.,_ -�__ J___ WATER METER AT THE NORTHWEST CORNER OF 1
1.0 46TH STREET AND NORFOLK AND
-- --- AS LINE WESTERN RAILROAD 18.5 FEET
NORTH OF THE CENTERLINE OF
N
,%. 146TH STREET.
S E WE R LINE; MANHOLE
ELEVATION:
AN T STORM SEWER LINE; MANHOLE, 751.46' .
(NGVD 1929
-� CURB INLET, FLAT INLET & ENDSECTION o
M.B. MAILBOX TBM 2 (TSC PROJECT NUMBER 5271.002):
FENCE LINE
M•C.S.R. MARION COUNTY SURVEYOR'S RECORD TOP OF THE WEST ANCHOR BOLT ON METAL TRAFFIC POLE, SW.
P.W.P. QUADRANT OF 146TH STREET AND RIVER ROAD.
w o POWER POLES
PK NAIL SET
ELEVATION:
0 LIGHT POLE 760.79' (NGVD 1929)
n- ® CAPPED REBAR STAMPED
S & A TEMPORARY BENCHMARKS:
O
(S&A FIRM # 0008) SET
� ' TBM 1
U
.0-10 1 TREES TO A BRONZE DISC SET IN THE EASTER
°' BE REMOVED N HEADWALL OF A CULVERT, 2.5
r FEET SOUTH OF THE NORTH END OF HEADWALL, � � ALL, SAID CULVERT IS
ALONG RIVER ROAD AND 1100. FEET + NORTHEAST OF THE
ENTRANCE TO PRAIRIE TRACT ELEMENTARY SCHOOL. DISC STAMPED
rn "HAM 25 1964"
Ln
N
ELEVATION:
V) 749.52 (NGVD 1929)
r x
..6p( n n 5414tiC)�' � A A
TBM 2
A COPPERWELD AT THE RADIUS POINT OF ARCADIAN COURT.
771.54' (NGVD 1929) ELEVATION:
TBM 3
A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER
POLE NUMBER HM 14261, 20 FEET SOUTH OF SOUTH CURB OF
146TH STREET, 1150 FEET + EAST OF CHERRY TREE ROAD.
785.49' (NGVD 1929) ELEVATION:
TBM 4
A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER
POLE NUMBER HM 14273, 20 FEET SOUTH OF SOUTH CURB OF
146TH STREET, 630 FEET + WEST OF GREYLAN PLACE.
759.73' (NGVD -1929) ELEVATION:
TBM 5
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S
RIDGE AND STAGHORN COURT.
757.78' (NGVD 1929) ELEVATION:
t °O x ,/
x
TBM 6
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S
RIDGE AND PLANTATION LANE.
ELEVATION:
773.87' (NGVD 1929)
TBM 7
A COPPERWELD AT THE RADIUS POINT OF PECOS COURT.
770.76' (NGVD 1929) ELEVATION:
TBM 8
A COPPERWELD AT THE CENTERLINE INTERSECTION OF CHERRY TREE
ROAD AND KLINGENSMITH BLVD.
773.68' (NGVD 1929) ELEVATION:
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"DIG SAFEL Y"
/T'S THE LAW"
CALL 2 WORKING DAYS BEFORE YOU DIG
1 -800- 382 -5544
CALL TOLL FREE
PER INDIANA STATE CAW /C8 -7 -26.
IT IS AGAINST THE LAW TO EXCAVATE
WITHOUT NOTIFYING THE UNDERGROUND
LOCATION SERVICE rW0 (2) WORKING
DAYS BEFORE COMMENCING WORK.
CAUTION
LOCATION OF ALL EXISTING UNDERGROUND
UTILITIES SHOWN ON THIS PLAN ARE BASED
UPON ABOVE GROUND EVIDENCE. (including, but
not limited to, manholes, inlets, valves, &
marks made upon the ground by others. ) AND
ARE SPECULATIVE IN NATURE. THERE MAY ALSO
BE OTHER EXISI TING UNDERGROUND UTIL II TIES
FOR WHICH THERE IS NO ABOVE GROUND
EVIDENCE OR FOR WHICH NO ABOVE GROUND
EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS
OF SAID EXISTING UNDERGROUND UTILITIES
SHOULD BE VERIFIED BY THE CONTRACTOR
PRIOR TO ANY AND ALL CONSTRUCTION.
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o _ NOTE: ALL DEBRIS FROM W
E.P. ELECT. PEDESTAL DEMOLITION
BEC BURIED ELECTRIC LINE E M BENCHMARK HISTORY: TBM 2
b TBM 6 SHALL BE REMOVED FROM THE SITE.
ELECT. METER
E OVERHEAD ELECTRIC LINES ELEVATIONS BASED UPON THE BENCHMARK INFORMATION PROVIDED
BY THE SCHNEIDER CORPORATION FOR THE EARLHAM PROPERTY, A COPPERWELD AT THE RADIUS POINT OF ARCADIAN COURT. A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S
- GUY WIRE TSC PROJECT NUMBER 5271.002. RAN A CLOSED LOOP FROM THEIR RIDGE AND PLANTATION LANE.
BURIED CABLE T. V. LINE TBM 2 AROUND THE SITE. ELEVATION:
771.54' (NGVD 1929) NOTE: ALL TREE REMOVAL ON-SITE
- '� - -,: TELEPHONE PEDESTAL ELEVATION:
-., _____..___ CABLE T.V. LINE j,; JRL FIELD BOOK 428, PAGES 118 -125 773.87' (NGVD 1929)
f ` -- TBM 3 TO BE DETERMINED BY DEVELOPER.
TELEPHONE MANHOLE
' REFERENCE BENCHMARK (TSC PROJECT NUMBER 5271.002): TBM 7
BURIED TELEPHONE LINE �.r
r_:- ,f- _.__._____.____ A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER
== {-y GAS VALVE �> POLE NUMBER HM 14261 20 FEET SOUTH OF SOUTH CURB OF
�� = A STANDARD USGS DISK IN CONCRETE STAMPED 95 RHP 752 1951 A COPPERWELD AT THE RADIUS POINT OF PECOS COURT.
TELEPHONE LINE AT THE NORTHWEST CORNER OF 146TH STREET AND NORFOLK AND 146TH STREET, 1150 FEET ± EAST OF CHERRY TREE ROAD. CD
C.O. CLEAN OU T WESTERN RAILROAD, 18.5 FEET NORTH OF THE CENTERLINE OF ELEVATION: HOLEY MOLEY SAYS W
-- - - - - - -- WATER LINE 146TH STREET. ELEVATION:
770.76' (NGVD 1929) m zv
z, 785.49' (NGVD 1929) DIG SAFEL YWATER METER �.
GAS LINE TBM 4
ELEVATION: E VA TI 0 N : TBM 8
(�
751.46 (NGVD 1929) 0
' A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER
s SANITARY SEWER LINE; MANHOLE WATER VALVE A COPPERWELD AT THE CENTERLINE INTERSECTION OF CHERRY TREE
I
TB M ROAD AN 2 (TSC PROJECT NUMBER 5271.002): D KL NGENSMITH BLVD. CAUTION �--
`=S
POLE NUMBER HM 14273, 20 FEET SOUTH OF SOUTH CURB OF
FIRE HYDRANT
STORM SEWER LINE; MANHOLE, f 146TH STREET, 630 FEET + WEST OF GREYLAN PLACE.
TOP OF THE WEST ANCHOR BOLT ON METAL TRAFFIC POLE, SW. - ELEVATION: � _ LOCATION OF ALL EX /STING UNDERGROUND
CURB INLET, FLAT INLET & EN DSECTI ON M.B. MAILBOX QUADRANT OF 146TH STREET AND RIVER ROAD. 773.68' (NGVD 1929) b UTILITIES SHOWN ON THIS PLAN ARE BASED
ELEVATION.
, not limited to, manho %s inlets valves &
UPON ABOVE GROUND EVIDENCE. including, but
FENCE LINE ELEVATION: 759.73' (NGVD 1929}
760.79 NGVD 1929 - marks made upon the ground by others.) AND
M.C.S.R. MARION COUNTY SURVEYORS RECORD � W
P.W.P.
( ) TBM 5 ARE SPECULATIVE IN NATURE. THERE MAY ALSO
0 POWER POLES O PK NAIL SET S & A TEMPORARY BENCHMARKS: BE OTHER EXISITING UNDERGROUND UTILIITIES
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S FOR WHICH THERE IS NO ABOVE GROUND Q
LIGHT POLE TBM 1 RIDGE AND STAGHORN COURT. EVID04CB OR FOR WJIIC�f NO ABOVE GROUND
CAPPED REBAR STAMPED
� � �
EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS
0 7TS THE LA W OF SAID EXISTING UNDERGROUND UTILITIES DRAWN BY: CHECKED BY:
(S&A FIRM # 0008) SET A BRONZE DISC SET IN THE EASTERN HEADWALL OF A CULVERT, 2.5 ELEVATION: CALL 2 WORKING DAYS BEFORE YOU DIG SHOULD BE VERIFIED BY THE CONTRACTOR AAA /KRG, B KR
FEET SOUTH OF THE NORTH END OF HEADWALL, SAID CULVERT IS 757.78 (NGVD 1929) PRIOR TO ANY AND ALL CONSTRUCTION.
r�~r ALONG RIVER ROAD AND 1100 FEET + NORTHEAST OF THE 1800-382-5544 SHEET No.
ENTRANCE TO PRAIRIE TRACT ELEMENTARY SCHOOL. DISC STAMPED CALL TOLL FREE
TREES TO BE REMOVED "HAM 25 1964" PER INDIANA STATE LAW IC8 -1 -26.
{
IT IS AGAINST THE LAW TO EXCAVATE
ELEVATION: WITHOUT NOTIFYING THE UNDERGROUND C 10 1
LOCATION SERVICE TWO (2) WORKING S & A JOB N0.
749.52' (NGVD 19 2 9) DAYS BEFORE COMMENCING WORK.
5279051
z
W
w
o
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o
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FLOW LINE "`.... , , ., ... � �
. , �
.,.,.. __ m
o _ NOTE: ALL DEBRIS FROM W
E.P. ELECT. PEDESTAL DEMOLITION
BEC BURIED ELECTRIC LINE E M BENCHMARK HISTORY: TBM 2
b TBM 6 SHALL BE REMOVED FROM THE SITE.
ELECT. METER
E OVERHEAD ELECTRIC LINES ELEVATIONS BASED UPON THE BENCHMARK INFORMATION PROVIDED
BY THE SCHNEIDER CORPORATION FOR THE EARLHAM PROPERTY, A COPPERWELD AT THE RADIUS POINT OF ARCADIAN COURT. A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S
- GUY WIRE TSC PROJECT NUMBER 5271.002. RAN A CLOSED LOOP FROM THEIR RIDGE AND PLANTATION LANE.
BURIED CABLE T. V. LINE TBM 2 AROUND THE SITE. ELEVATION:
771.54' (NGVD 1929) NOTE: ALL TREE REMOVAL ON-SITE
- '� - -,: TELEPHONE PEDESTAL ELEVATION:
-., _____..___ CABLE T.V. LINE j,; JRL FIELD BOOK 428, PAGES 118 -125 773.87' (NGVD 1929)
f ` -- TBM 3 TO BE DETERMINED BY DEVELOPER.
TELEPHONE MANHOLE
' REFERENCE BENCHMARK (TSC PROJECT NUMBER 5271.002): TBM 7
BURIED TELEPHONE LINE �.r
r_:- ,f- _.__._____.____ A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER
== {-y GAS VALVE �> POLE NUMBER HM 14261 20 FEET SOUTH OF SOUTH CURB OF
�� = A STANDARD USGS DISK IN CONCRETE STAMPED 95 RHP 752 1951 A COPPERWELD AT THE RADIUS POINT OF PECOS COURT.
TELEPHONE LINE AT THE NORTHWEST CORNER OF 146TH STREET AND NORFOLK AND 146TH STREET, 1150 FEET ± EAST OF CHERRY TREE ROAD. CD
C.O. CLEAN OU T WESTERN RAILROAD, 18.5 FEET NORTH OF THE CENTERLINE OF ELEVATION: HOLEY MOLEY SAYS W
-- - - - - - -- WATER LINE 146TH STREET. ELEVATION:
770.76' (NGVD 1929) m zv
z, 785.49' (NGVD 1929) DIG SAFEL YWATER METER �.
GAS LINE TBM 4
ELEVATION: E VA TI 0 N : TBM 8
(�
751.46 (NGVD 1929) 0
' A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER
s SANITARY SEWER LINE; MANHOLE WATER VALVE A COPPERWELD AT THE CENTERLINE INTERSECTION OF CHERRY TREE
I
TB M ROAD AN 2 (TSC PROJECT NUMBER 5271.002): D KL NGENSMITH BLVD. CAUTION �--
`=S
POLE NUMBER HM 14273, 20 FEET SOUTH OF SOUTH CURB OF
FIRE HYDRANT
STORM SEWER LINE; MANHOLE, f 146TH STREET, 630 FEET + WEST OF GREYLAN PLACE.
TOP OF THE WEST ANCHOR BOLT ON METAL TRAFFIC POLE, SW. - ELEVATION: � _ LOCATION OF ALL EX /STING UNDERGROUND
CURB INLET, FLAT INLET & EN DSECTI ON M.B. MAILBOX QUADRANT OF 146TH STREET AND RIVER ROAD. 773.68' (NGVD 1929) b UTILITIES SHOWN ON THIS PLAN ARE BASED
ELEVATION.
, not limited to, manho %s inlets valves &
UPON ABOVE GROUND EVIDENCE. including, but
FENCE LINE ELEVATION: 759.73' (NGVD 1929}
760.79 NGVD 1929 - marks made upon the ground by others.) AND
M.C.S.R. MARION COUNTY SURVEYORS RECORD � W
P.W.P.
( ) TBM 5 ARE SPECULATIVE IN NATURE. THERE MAY ALSO
0 POWER POLES O PK NAIL SET S & A TEMPORARY BENCHMARKS: BE OTHER EXISITING UNDERGROUND UTILIITIES
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S FOR WHICH THERE IS NO ABOVE GROUND Q
LIGHT POLE TBM 1 RIDGE AND STAGHORN COURT. EVID04CB OR FOR WJIIC�f NO ABOVE GROUND
CAPPED REBAR STAMPED
� � �
EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS
0 7TS THE LA W OF SAID EXISTING UNDERGROUND UTILITIES DRAWN BY: CHECKED BY:
(S&A FIRM # 0008) SET A BRONZE DISC SET IN THE EASTERN HEADWALL OF A CULVERT, 2.5 ELEVATION: CALL 2 WORKING DAYS BEFORE YOU DIG SHOULD BE VERIFIED BY THE CONTRACTOR AAA /KRG, B KR
FEET SOUTH OF THE NORTH END OF HEADWALL, SAID CULVERT IS 757.78 (NGVD 1929) PRIOR TO ANY AND ALL CONSTRUCTION.
r�~r ALONG RIVER ROAD AND 1100 FEET + NORTHEAST OF THE 1800-382-5544 SHEET No.
ENTRANCE TO PRAIRIE TRACT ELEMENTARY SCHOOL. DISC STAMPED CALL TOLL FREE
TREES TO BE REMOVED "HAM 25 1964" PER INDIANA STATE LAW IC8 -1 -26.
{
IT IS AGAINST THE LAW TO EXCAVATE
ELEVATION: WITHOUT NOTIFYING THE UNDERGROUND C 10 1
LOCATION SERVICE TWO (2) WORKING S & A JOB N0.
749.52' (NGVD 19 2 9) DAYS BEFORE COMMENCING WORK.
5279051
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NOTES:
1. DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS
LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE i
RIGHT -OF -WAY.
2. A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN -ENDED
INLETS AND AT THE POND OUTFALL PIPE.
3. NO PROPOSED DRIVEWAY SHALL ENCROACH ON ANY SIDEYARD EASEMENT.
4. THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT
CURBS, OR SIDEWALKS.
5. ALL EXISTING PAVEMENT SHALL BE SAW CUT TO A CLEAN EDGE WHERE NEW
PAVEMENT (FOR WIDENING) IS TO BE INSTALLED ADJACENT TO EXISTING
PAVEMENT.
6. ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT -OF -WAY SHALL
CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING.
7. THE CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO
SCHEDULE APRE- CONSTRUCTION MEETING TO REVIEW THE DEPARTMENTS
CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED
INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND TO REVIEW THE
AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING
AND PROPOSED CITY RIGHT -OF -WAY.
8. FINISHED FLOOR ELEVATIONS OF ALL STRUCTURES SHALL BE NO LESS THAN 2'
ABOVE ANY ADJACENT 100 YEAR LOCAL OR REGIONAL FLOOD ELEVATION
(WHICHEVER IS GREATER).
/
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9. ALL SUB - SURFACE DRAINS SHALL BE DOUBLE WALL HANCORE HI -Q OR d .t'`'
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EARTHWORK:
1. EXCAVATION
A. Excovoted material that is suitable may be used for fills. All unsuitable material and all surplus
excavated material not required shall be removed from the site.
B. Provide and place any additional fill material from offsite as may be necessary to produce the grades
on
required plans. Fill obtained from off
q p site shall be of unlit as specified edfr '
o fill
quality s herein. and the
P
source approved by the Developer. It will be the responsibility of the Contractor for any costs for
fill
needed.
2. REMOVAL OF TREES
A. All trees and stumps from area to be occupied by a road surface area and building pod. Trees and
stumps shall not be buried on site.
3. PROTECTION OF TREES
A. The Contractor shall, at the direction of the Developer, endeavor to save and rotect trees of value
P
and worth which ch
do not impair
construction
of improvements rov
emen
is a
s designed.
B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with
respect of protective measure to be taken, if any, to preserve such trees.
4. REMOVAL OF TOPSOIL
A. All topsoil shall be removed from all areas to be excavated.
Topsoil should
be
stored at a location i
on wh
ere it will
no interfere rote
rfer
e with
. construction operations. The topsoil shall be free of debris and stones.
5.
UTILITIES
A. Rules and regulation governing the respective e utility shall be observed in executing all work under
this section.
B. It shall be the responsibility of the Contractor to determine the location of existing underground
utilities t es
2 working 9 da s
P rior.
to commencing ncin
9 work.
For
utility locations ons
to
be marked e
d c I
f Toll
Free
1- 800 - 382 -5544 within Indiana or 1- 800 - 428 -5200 outside Indiana.
6. SITE GRADING
A
Do I
a I cutting,
filling,
compacting of fills and rough grading required to bring entire project area
to subgrade as shown on the drawing.
B.
The tolerance for paved areas shall not exceed 0.05 feet above established sub 9 rode. All other areas
plus shall not exceed 0.05 feet
p s or minus the established rode. Provide rou
g ndings at top and bottom
of banks and other breaks in grade.
C_ The Engineer sha)! be notificd when the Contractor- has
reached the toieranee as stated above, so
that field measurements and spot elevations can be verified by the Engineer. The Contractor shall
not remove his equipment from the site until the Engineer has verified that the job meets the above
. tolerance.
FORM \EARTHWRK
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79.6.2
LEGEND
<::__:__::::: EMERGENCY FLOOD ROUTE
848 EXISTING CONTOUR
O
EXISTING NG
SANITARY
SEWER
1 1
�
EXISTING NG
STORM
SEWER
848.0 PROPOSED GRADE
--- -848
PROPOSED CONTOUR
PROPOSED SANITARY SEWER
PROPOSED STORM SEWER
00< PROPOSED SWALE
PROPOSED 5' SIDEWALK
(BY HOME BUILDER)
PROPOSED 10' PATH
q- LOT NUMBER
N.P. PAD ELEVATION
M. F. P. G. MINIMUM FLOOD
PROTECTION GRADE
° DENOTES 4" SUBSURFACE DRAIN TO
DENOTES 6" SUBSURFACE DRAIN
ROLL CURB
L. 0. LOOK OU T
W. 0. WALK OU T
M.E. J MATCH EXISTING
1. M.E.
K
i-n
-- - - - - --
- -- - - - -
S. S. D.
S.S.D. '
TYPICAL UTILITY
LATERAL PLACEMENT
SCALE: 1 °= 50'
M
3 +66.69
787.9 1 M . E.
"HOLEY MOLEY"
.
SAYS,
CAUTION
LOCATION OF ALL EXISTING UNDERGROUND
UTILITIES SHOWN ON THIS PLAN ARE BASED
UPON ABOVE GROUND EVIDENCE. (including,
but not limited to, manholes, inlets, valves, &
marks made u a t � !
� ��'tQ ������d b� o�'r�ers.� A4vu
ARE SPECULATIVE IN NATURE. THERE MAY ALSO
BE OTHER EXISITING UNDERGROUND UTILIITIES
FOR WHICH THERE IS. NO ABOVE GROUND
EVIDENCE OR FOR WHICH H N
0 ABOVE E GR
OUN
D
EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS
1-800-382-5544 OF SAID EXISTING UNDERGROUND UTILITIES
SHOULD BE VERIFIED BY THE CONTRACTOR
CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION.
1 -800- 428 -5200
FOR CALLS OUTSIDE OF INDIANA
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WATERLINE
i
TYPICAL U Tl LI TY
LATERAL PLACEMENT
EARTHWORK:
1. EXCAVATION PROPOSED 5 SIDEWALK
A. Excavated material that is suitable may be used for fills. All unsuitable material and all surplus (BY HOME BUILDER)
excavated material not required shall be removed from the site. NOTES: PROPOSED 10' PATH
B. Provide and place any additional fill material from offsite as may be necessary to produce the grades
required on plans. Fill obtained from offsite shall be of quality as specified for fills herein and the
source approved by the Developer. It will be the responsibility of the Contractor for any costs for
fill needed.
2. REMOVAL OF TREES
r surface area and building pod. Trees and
A. All trees and stumps from area to be occupied by a road su ce bu Id g p
stumps shall not be buried on site.
3. PROTECTION OF TREES
A. The Contractor shall at the direction of the Developer, endeavor to save and protect trees of value
P � P
and worth which do not impair construction of improvements as designed.
P P 9
B. In the event cut or fill exceeds 0.5 foot over the root area, the Developer shall be consulted with
respect of protective measure to be taken, if any, to preserve such trees.
4. REMOVAL OF TOPSOIL
A. All topsoil shall be removed from all areas to be excavated.
t soil should be stored a a o
Topsoil location where it will not interfere with
construction operations. The topsoil shall be free of debris and stones.
5. UTILITIES
A. Rules and regulation governing the respective utility shall be observed in executing all work under
this section.
B. It shall be the responsibility of the Contractor to determine the location of existing underground
utilities 2 working days prior to commencing work. For utility locations to be marked call Toll Free
1- 800 - 382 -5544 within Indiana or 1 -800- 428 -5200 outside Indiana.
6. SITE GRADING
A. Do all cutting, filling, compacting of fills and rough grading required to bring entire project area
to subgrade as shown on the drawing.
B. The tolerance for paved areas shall not exceed 0.05 feet above established subgrade. All other areas
shall not exceed 0.05 feet plus or minus the established grade. Provide roundings at top and bottom
of banks and other breaks in grade.
C. The Engineer shall benotified w hen the Contractor has reached the tolerance as stated above , so
that field measurements and spot elevations can be verified by the Engineer. The Contractor shall
it Engineer has verified that h job meets the above
not remove his equipment from the site until the En e s the 9 J
tolerance.
FORM \EARTHWRK
1. DECORATIVE SIGNS, SPRINKLER SYSTEMS, TREES, LANDSCAPING MOUNDS,
LIGHT POLES, OR OTHER SUCH AMENITIES ARE NOT PERMITTED IN THE
RIGHT -OF -WAY.
2. A DEBRIS GUARD SHALL BE INSTALLED ON ALL UPSTREAM OPEN -ENDED
INLETS AND AT THE POND OUTFALL PIPE.
3. NO PROPOSED DRIVEWAY SHALL ENCROACH ON ANY SIDEYARD EASEMENT.
4. THERE ARE TO BE NO WATER VALVES OR MANHOLES WITHIN THE PAVEMENT,
CURBS, OR SIDEWALKS.
5. ALL EXISTING PAVEMENT SHALL BE SAW CUT TO A CLEAN EDGE WHERE NEW
PAVEMENT (FOR WIDENING) IS TO BE INSTALLED ADJACENT TO EXISTING
PAVEMENT.
6. ALL PAVING WITHIN THE EXISTING AND PROPOSED CITY RIGHT -OF -WAY SHALL
CONFORM TO THE REQUIREMENTS OF THE DEPARTMENT OF ENGINEERING.
7. THE CONTRACTOR SHALL CONTACT THE DEPARTMENT OF ENGINEERING TO
SCHEDULE A PRE - CONSTRUCTION MEETING TO REVIEW THE DEPARTMENTS
CONSTRUCTION REQUIREMENTS, STAFF NOTIFICATION REQUIREMENTS, REQUIRED
INSPECTIONS FOR CERTAIN STAGES OF THE WORK AND TO REVIEW THE
AUTHORITY OF THE DEPARTMENT AS IT RELATES TO WORK WITHIN THE EXISTING
AND PROPOSED CITY RIGHT -OF -WAY.
8. FINISHED FLOOR ELEVATIONS OF ALL STRUCTURES SHALL BE NO LESS THAN 2'
ABOVE ANY ADJACENT 100 YEAR LOCAL OR REGIONAL FLOOD ELEVATION
(WHICHEVER IS GREATER).
9. ALL SUB - SURFACE DRAINS SHALL BE DOUBLE WALL HANCORE HI-0 OR
EQUIVALENT.
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N.P.
M.F. P. G.
LOT NUMBER
PAD
ELEVATION
MINIMUM FLOOD
PROTECTION GRADE
DENOTES 4" SUBSURFACE DRAIN TO LOT
DENOTES 6" SUBSURFACE DRAIN
ROLL CURB
L. 0.
LOOK OUT
W. 0. WALK OUT
M.E. MATCH EXISTING
"HOLEY MOLEY"
SAYS: CAUTION
.
1-800-382-5544
CALL TOLL FREE
1-800-428-5200
FOR CALLS OUTSIDE OF INDIANA
LOCATION OF ALL EXISTING UNDERGROUND
UTILITIES SHOWN ON THIS PLAN ARE BASED
UPON ABOVE GROUND EVIDENCE. (including,
but not limited to, manholes, inlets, valves, &
marks made upon the ground by others.) AND
ARE SPECULATIVE IN NATURE. THERE MAY ALSO
BE OTHER EXISITING UNDERGROUND UTILIITIES
FOR WHICH
THERE IS NO ABOVE GROUND
EVIDENCE OR FOR WHICH NO ABOVE GROUND_
EVIDENCE
WAS OBSERVED. THE EXACT LOCATIONS
0S
OF SAID EXISTING UNDERGROUND UTILITIES
SHOULD BE VERIFIED BY THE CONTRACTOR
PRIOR TO ANY AND ALL CONSTRUCTION.
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....................
PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL:
CRWHITE DEVELOPMENT, LLC
510 FOX LANE
CARMEL, INDIANA 46032
PHONE # (317)848 -2830
CONTACT PERSON: CHRIS WHITE
o 0 0 Construction Limits
...:, (SF) ii==iI Denotes silt fence to be installed
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Temporary straw bale dam to be removed during blanket
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Denotes permanent seeding & mulch areas
Seeding rate: 130# /acre or 3# /1000 S.F.
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Seeding mixture: 25% creeping red fescue
-
35% perennial rye
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40% Kentucky bluegrass
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Denotes seeding w /fiber blanket #S150 by North American Green
Seeding rate: 110# /acre or 2.5# /1000 S.F.
Seeding mixture: 38% Kentucky 31 fescue
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19% annual rye
14% orchard grass
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10% Kentucky bluegrass NOTE:
++++++++*
Denotes temporary seeding & mulching. AFTER THE LAKE IS COMPLETED
Seeding rate: 50# /acre SIDE SLOPES SHALL BE STABLIZED
Seeding mixture: 100% perennial rye. WITH A FIBER BLANKET.
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Temporary geotextile bags to be installed at curb inlets.
The following is a list in sequence of construction
activities to control soil erosion:
1. The contractor shall schedule a Pre — construction
meeting with the Hamilton County Soil and Water
Conservation District prior to any construction on
the site being started.
2. The construction entrance installed.
3. Posting sign installed
4. Install perimeter silt fence
5. Maintenance and Refueling area constructed
6: Concrete washout area constructed
7. Construct Pond. All material excavated in this
process shall be used to grade site.
8. Grade site (sides of swales, mounds and ponds to
be seeded and mulched immediately upon
completion). Temporary seeding shall be
recommended for all swales and disturbed areas
that cannot be final seeded within a 15 day time
period to prevent erosion. For temporary seeding,
the contractor shall utilize a fast growing seed of
either oats, annual rye grass, wheat or rye
depending on time of year. Disturbed areas should
be kept to a minimum at all times. All Common
Areas to be topsoiled & fertilized based on soil
type utilizing low or no phosphorous fertilizer. SCALE: 1"= 50'.
9. Storm inlets are to be protected immediately after
installation.
10. Contractor shall control mud accumulation on all
streets surrounding project by installing stone
surface at all locations where construction traffic
leaves the site. Dust shall be kept to a minimum
by utilizing sprinkling, Calcium Chloride, Vegetative
cover, spray on adhesives or other approved
methods.
11. Maintain all filters and traps during construction to
prevent any blockages from accumulated sediment.
Additional seeding and straw bales may be required
during construction as specified by Engineer or Soil
Conservation Service. Payment for additional straw
bales shall be at the contractor's expense.
Payment for additional rip —rap (not shown on
plans) and seeding shall be paid for on a unit
basis.
12. Contractor shall install all sanitary sewers, storm
sewers, subsurface drains, and water mains.Strow
bale filters shall be installed at all storm inlets
(including street inlets).
13. All disturbed areas to be temporarily seeded.
NOTE: TO CONTRACTOR
1. Prior to any work commencing contractor shall install stone drive at entrance, and all silt
fences shown on plan.
2. Upon completion of the storm structure from being built the fabric drop inlet protection is
to be installed ON curb inlets and straw bales on yard inlets immediately.
3. Upon completion of the swale construction, contractor shall notify engineer to as— built,
upon review of as —built engineer shall notify contractor to install the erosion control
blankets as soon as possible.
BENCHMARK HISTORY:
ELEVATIONS BASED UPON THE BENCHMARK INFORMATION PROVIDED BY THE SCHNEIDER
CORPORATION FOR THE EARLHAM PROPERTY, TSC PROJECT NUMBER 5271.002. RAN A
CLOSED LOOP FROM THEIR TBM 2 AROUND THE SITE.
JRL FIELD BOOK 428, PAGES 118 -125
REFERENCE BENCHMARK (TSC PROJECT NUMBER 5271.002):
A STANDARD USGS DISK IN CON_ CRETE STAMPED "95 RHP 752 1951" AT THE
NORTHWEST CORNER OF 146TH STREET AND NORFOLK AND WESTERN RAILROAD, 18.5
FEET NORTH OF THE CENTERLINE OF 146TH STREET.
ELEVATION: 751.46' (NGVD 1929)
TBM 2 (TSC PROJECT NUMBER 5271.002):
TOP OF THE WEST ANCHOR BOLT ON METAL TRAFFIC POLE SW. QUADRANT OF 146TH
STREET AND RIVER ROAD.
ELEVATION: 760.79' (NGVD 1929)
S & A TEMPORARY BENCHMARKS:
TBM 1
A BRONZE DISC SET IN THE EASTERN HEADWALL OF A CULVERT, 2.5 FEET SOUTH OF
THE NORTH END OF HEADWALL, SAID CULVERT IS ALONG RIVER ROAD AND 1100 FEET +
NORTHEAST OF THE ENTRANCE TO PRAIRIE TRACT ELEMENTARY SCHOOL. DISC STAMPED
"HAM 25 1964"
ELEVATION: 749.52' (NGVD 1929)
TBM 2
A COPPERWELD AT THE RADIUS POINT OF ARCADIAN COURT.
ELEVATION: 771.54' (NGVD 1929)
TBM 3
A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER POLE NUMBER HM
14261, 20 FEET SOUTH OF SOUTH CURB OF 146TH STREET, 1150 FEET ± EAST OF
CHERRY TREE ROAD.
ELEVATION: 785.49' (NGVD 1929)
TBM 4
A RAILROAD SPIKE SET 1 FOOT UP ON THE SOUTH SIDE OF POWER POLE NUMBER HM
14273, 20 FEET SOUTH OF SOUTH CURB OF 146TH STREET, 630 FEET ± WEST OF
GREYLAN PLACE.
ELEVATION: 759.73' (NGVD 1929)
TBM 5
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S RIDGE AND STAGHORN
COURT.
ELEVATION: 757.78' (NGVD 1929)
TBM 6
A COPPERWELD AT THE CENTERLINE INTERSECTION OF SETTLER'S RIDGE AND PLANTATION
LANE.
ELEVATION: 773.87' (NGVD 1929)
TBM 7
A COPPERWELD AT THE RADIUS POINT OF PECOS COURT.
ELEVATION: 770.76' (NGVD 1929)
TBM 8
A COPPERWELD AT THE CENTERLINE INTERSECTION OF CHERRY TREE ROAD AND
KLINGENSMITH BLVD.
ELEVATION: 773.68' (NGVD 1929)
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F�iR �ROSIO Co TROL O L .
PERSON ONSITE RESPONSIBLE FOR EROSION CONTROL:
STEVE WILSON
STEVEN A. WILSON, INC.
PHONE # (,317)-846-2555 1 .
SEASONAL SOIL PROTECTION CHART
STABILIZATION
PRACTICE JAN. FEB. MAR. APR. MAY JUN. JUL. AUG. SEPT. OCT. NOV. DEC.
PERMANENT A * * * �
SEEDING / /��� / /� /�� ///
DORMANT B B >
SEEDING
SEEDING E
SODDING F* * * / / / / / / / / / / / / //* >
____ - MULCHING G
Seedbed p- Luaration for Permanent Seeding
1. Test soil to determine pH and nutrient levels.
(Contact you county SWCD or Cooperative Extension office for assistance and soils
information, including available testing services.) .
2. If soil pH is unsuitable for the species to be seeded, apply lime according to test
recommendations. .
3. Fertilize as recommended by the soil test. if testing was not done, consider applying -
400 -600 lbs. /acre of 12-12-12. analysis, or equivalent, fertilizer.
4. Till the soil to obtain a uniform seedbed, working the fertilizer and lime into the soil
2 -4 in. deep with a disk or rake operated across the slope.
A = KENTUCKY BLUE GRASS 40 lbs. /AC.: CREEPING RED FESCUE 40 lbs. /AC.:
PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 20lbs > /AC.
B = KENTUCKY BLUE GRASS 60 lbs. /AC.: CREEPING RED FESCUE 60 lbs. /AC.:
PLUS 2 TONS STRAW MULCH /AC. OR ADD ANNUAL RYEGRASS 30lbs > /AC.
C = SPRING OATS 3 BUSHEL /ACRE
D = WHEAT OR RYE 2 BUSHEL /ACRE
E = ANNUAL RYEGRASS 40 lbs. /AC. (1 lb./1000 sq. ft.)
F =SOD
G = STRAW MULCH 2 TONS /ACRE - ANCHOR ALL MULCH BY CRIMPING OR
TACKIFYING
* / //* = IRRIGATION NEEDED DURING JUNE, JULY, AND /OR SEPT.
** = IRRIGATION NEEDED FOR 2 TO 3 WEEKS AFTER APPLYING SOD
Rule 5 requires all disturbed areas likely to be idle for 15 day shall have surface
stabilization applied. When weather conditions prevent rapid germination of grass, then
2t /ac mulch will be used to ensure ground stabilization requirements are met.
Drop Inlet Protection Basket
It is the intent of this device to detain water for the purpose of allowing suspended solids
111 the water to settle out before the water enters the storm structure. Soule filtering will
occur as water passes through the device. .
The bottom of this device is to seal against the flat outer part of the casting. The overall
dimension of the basket shall be no smaller than the water inlet perforations in the casting
and IIO larger than the outer dimensions of the casting. The height shall be 15"
The basket franle shall be welded wire mesh rolled or bent and welded to itself to fit the
casting. The wire size shall be no smaller than .149" dia. and openings no larger than IS
sq in. It is important that the bottom of the wire franle be Smooth so as not t0 allow any
leakage between the basket and casting. The top of the basket shall be open to prevent
flooding during heavy storm events.
Fabric shall be woven polypropylene allowing 15- 25ga1f1I1111/S(( 111. If 11011-woven fabric
is used, the maintenance intervals should be increased to replace silt laden fabric. The
fabric shall be attached to the f rame and folded under the bottom to lielp seal against the
casting. .
This device should be used in conjunction with other Best Nlanagenlent Practices to
maximize the efficiency of the erosion control plan.
Suppliers for this product include: Lakeside Supply Inc. (317) 281 -2661, Turfgrass Inc
(3 17) 894 -3276.
CHERRY TREE GROVE
A part of the West Half of the Northeast Quarter of Section 22, Township 18 North, Range
4 East, Clay Township, Hamilton County, Indiana, being more particularly described as follows:
Commencing at the Southwest corner of the Northwest Quarter of said Northeast Quarter
Section; thence North 00 degrees 02 minutes 24 seconds East along the West line of said
Half Quarter Section 45.00 feet to the Centerline of Cherry Tree Road and the POINT OF
BEGINNING of this description; the next four (4) calls being on and along said Centerline; 1.)
North 16 degrees 44 minutes 52 seconds East 52.54 feet; 2.) North 26 degrees 53 minutes
43 seconds East 132.80 feet; 3.) North 35 degrees 34 minutes 19 seconds East 81.80 feet;
4.) North 38 degrees 11 minutes 37 seconds East 102.55 feet to the Southwest corner of
the property described in Instrument No. 2001 -36075 in the Office of the Recorder of
Hamilton County, Indiana; the next three(3) calls being on and along the South, East and
North lines of said real estate; 1.)North 89 degrees 50 minutes 30 seconds East 469.84
feet; 2.)North 01 degrees 00 minutes 12 seconds West 225.57 feet; 3.)South 89 degrees 50
minutes 30 seconds West 288.06 feet to a point on aforesaid Centerline; thence North 36
degrees 53 minutes 48 seconds East along said Centerline 154.16 feet to the Southwest
corner of the real estate described in Instrument No.2000 -51124 in said Recorders Office;
thence North 89 degrees 50 minutes 30 seconds East along the South line of said Real
estate 861.04 feet to the East line of said Half Quarter Section; thence South 00 degrees
04 minutes 03 seconds West along said East line 961.00 feet; thence South 89 degrees 23
minutes 59 seconds West 810.89 feet; thence North 00 degrees 36 minutes 01 seconds
West 323.49 feet; thence North 89 degrees 53 minutes 58 seconds West 269.02 feet;
thence South 05 degrees 45 minutes 52 seconds West 20.49 feet; thence South 89 degrees
35 minutes 45 seconds West 233.46 feet to the place of beginning, containing 20.442
acres, more or less.
FENCE POST (2x2 HARDWOOD POST)
. . T SILT FENCE MATERIAL „
61 -8
ti 3'
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tit'
FENCE POST SHOULD SILT FENCE MATERIAL SHOULD
BE BURIED ;�: t' BELOW BE BURIED 6" BELOW GROUND
GROUND SURFACE. SURFACE.
SILT FENCE DETAIL
NOT -TO -SCALE
Exhibit 3,74 -0. SpecIfIcationa Mtiminuins for 5I1t Petme Fantle.
Physical proper((
Woven 1'ilbric
Non- is,oven fabric
itt�riirt ; �:fttir�:i4:rt4:y
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Terisilty strength at
A
A
20To Clongatioll:
B
4'
Standard strength
30 lbs. /lincar in.
.501bs.11incar ill.
Extra strength
5113 1bs, /linear in,
70 lbs. /linvar in.
Slurry flow rate.
0.3 gal. /min. /sg1t.
4.5 g31. /mill. /sq.ft.
Water flow rate
15 e'a1, /11l111' /Sq, fL
a 10 gaL /min, /sq,ft.
UV re i'stance
7017c1
85%
CIIINCRM WAVOU ' DETAL WOVEN
-x
STAPLE PATTERNS APPLY TO ALL NORTH AMERICAN
GREEN EROSION CONTROL BLANKETS. STAPLE
PATTERNS WILL VARY DEPENDING UPON SLOPE
LENGTH, SLOPE GRADE, SOIL TYPE AND AVERAGE
ANNUAL RAINFALL.
300
27
250
225
200
�:_ 175
0
J150
w 125
a_
100
V) 75
50
25
FT.
B
C
C
C
C
D
g
A
A
B
B
4:1 3:1 2:1 1:1 LOW MED /HIGH
FLOW FLOW
CHANNEL CHANNEL
AND
SLOPE GRADIENT SHORELINE
3'
1 STAPLE 1 -1/2 STAPLES 2 STAPLES � 3.5 STAPLES
PER SQ. YD. PER SQ. YD. PER SQ. YD. PER SQ. YD.
EROSION CONTROL BLANKET
STAPLE PATTERN GUIDE
NOT -TO -SCALE
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RIP -RAP DETAIL
NOT -TO -SCALE
Assessment of Construction Plan Elements
Al. See Sheets C300 thru C302
A2. See Attachment.
A3. Narrative Describing Project Nature and Purpose: This project is
Cherry Tree Grove, a residential subdivision. The purpose of this project
is for future residential construction.
A4. See map included on this sheet.
A5. Legal Description of the Project Site: Legal description is shown on this
sheet. The latitude is 390- 57' -48" and longitude is 860- 13' -22 ".
A6. See Sheet C200
A7. Hydrologic Unit Code: 05120201120080
A8. State or Federal Water Quality Permits: None
A90 Specific Points Where Storm water Discharge Will Leave This Site:
The storm water will leave the site through the lake outlet pipes to the South
of this property into an existing subdivision.
See sheet 9200.
A10. Location and Name of All Wetlands, Lakes, and Water Courses on And
Adjacent to the Site: None
A11. Identify All Receiving Waters: This site drains to the South to an existing pipe
Al2. Identification of Potential Discharges to Groundwater: None
A13. 100 Year Flood plains, Floodways and Floodway Fringes: There are no
flood plains, floodways or floodway fringes on this site.
A14. Pre - Construction and Post Construction Estimate of Peak Discharge:
Pre- Developed: 10 year =14.98 c.f.s. Post- Developed: 10 year = 0.95 c.fs.
100 year = 4.53 c.fs.
A15. Adjacent Landuse Including Upstream Watershed:
West: agricultural
East: woods /residential
North: residential
South: residential
A16. See Sheet C200
A17. Identification of existing vegetative cover:
This site is entirely covered by crop residue.
A18. See Map & descriptions included on this sheet.
A19. See Sheet C200
A20. See Sheets 0500 -0502 and C700
A21. Locations of proposed soil stockpiles, borrow and/or disposal areas:
All topsoil is to be relocated to non - building areas. Non - building areas would be
considered common areas, rear yards, etc.. Their will be NO borrow areas
associated with this project.
A22. See Sheet 0100
A23. See Sheet C200
CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES
DROP INLET PROTECTION REAR YARD
DRAINAGE SWALE
I -
> o 0 0 0 0, o 0 0 . *..*. .
SUBSOIL
STOCKPILE SF SF I -A
AREA TO BE TOP- \
0 0
\111W SOILED, SEEDED, ° PS ° TOPSOIL
°
AND .MULCHED STOCKPILE
BY OWNER AT [6-01
COMPLETION OF
CONSTRUCTION.
PALIMAR IS TO BE HOUSE
GARAGE
USED IF GRASS
GROWTH IS NOT \
POSSIBLE. :• • . CONSTRUCTION
PS ENTRANCE EXIT
0 :.. ° /
0 . .. °
SIDE YARD SF SF
DRAINAGE SWALE .
STREET
SIDE-
WALK
EXISTING CURB AND GUTTER
CURB INLET PROTECTION
SEE STORM WATER POLLUTION & PREVENTION NOTES BELOW
INDIVIDUAL LOT STORMWATER
POLLUTION & PRE\/FN110N DETAIL
NOT-TO-SCALE
STORM WATER POLLUTION & PREVENTION NOTES:
(A) All storm water quality measures, including erosion and sediment control, necessary to comply
(b)•
with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection
(B) Provisions for erosion and sediment control on individual building lots regulated under the
original permit of a project site owner must include the following requirements:
(1) The individual lot operator, whether owning the property or acting as the agent of the
property owner, shall be responsible for erosion and sediment control requirements associated
with activities on individual lots.
(2) Installation and maintenance of a stable construction site access.
(3) Installation and maintenance of appropriate perimeter erosion and sediment control
measures prior to land disturbance.
(4) Sediment discharge and tracking from each lot must be minimized throughout the lan d
disturbing activities on the lot until permanent stabilization has been achieved.
(5) Cleanup of sediment must be redistributed or disposed of in a manner that is in compliance
with all applicable statutes and rules.
(6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with
temporary or permanent surface stabilization.
(7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or
this rule will be achieved when the individual lot operator:
(A) completes final stabilization; or
(B) has installed appropriate erosion and sediment control measures for an individual lot prior to
occupation of the home by the homeowner and has informed the homeowner of the requirement for,
and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when:
(A) all land disturbing activities have been completed and a uniform (for example, evenly
distributed, without large bare areas) perennial vegetative cover with a density of seventy percent
(70 %) has been established on all unpaved areas and areas not covered by permanent structures, or
equivalent permanent stabilization measures have been employed; and
(B) construction projects on land used for agricultural purposes are returned to its preconstruction
agricultural use or disturbed areas, not previously used for agricultural production, such as filter
strips and areas that are not being returned to their preconstruction agricultural use, meet the final
stabilization requirements in clause (A).
Assessment of Storm water Pollution Prevention Plan
- Construction Component
B1. Description of Potential Pollutant Sources Associated with the
Construction Activities: Potential Pollutants during construction includes:
Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these
pollutants to storm water runoff should be mimized by performing activities
such as, equipment storage, refueling, maintenance and port-a -let placement in
designated areas as shown on sheet C300. In the event of accidental
contamination all efforts should be made to remove contaminants in an
appropriate manner. The appropriate Fire Department should be contacted
immediately to determine if further measures are needed
B2. Sequence Describing Storm water Quality measure Implementation
Relative to Land Disturbing Activities: See Construction Sequence on
Sheets C300 -C303
B3. Stable Construct on Entrance Locations and Specifications: The
construction entrance is shown on sheet C300 along with the details of
installation and specification of maintenance on this sheet.
B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet
flow condition are shown on sheet C300. Silt fence is the primary measure used
to eliminate this type of erosion and details are shown on this sheet.
B5. Sediment Control Aleasures For Concentrated Flow Areas: The
concentrated flow areas are the proposed swales. Erosion control blankets and
temporary straw bale dams are proposed for use in these areas. Temporary dams
shall be removed once seeding is established. See sheets C300 -C302 for locations.
B6. Storm Sewer Inlet Protection Measure Locations and Specifications:
Baskets and stone bags are shown to be placed at inlets. Locations are shown
on sheet C300 -C301 and details are shown on this sheet.
B7. Runoff Control Measures: The lake areas are to be utilized for temporary
sediment traps. These are to be constructed as early as possible to speed the
removal of sediment (See construction sequence on sheets 0300 - C301).
B8. Storm water Outlet Protection Specifications: All end sections of an outlet
are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on
the site development plans and storm water pollution & prevention plans.
See detail shown on this sheet and C801.
B9. Grade Stabilization Structure Locations and Specifications: Not necessary
B10. Location, Dimensions, Specifications and Construction Details of Each
Storm water Quality Measure: Each measure is shown on the plans along
with the appropriate details and specifications.
B11. Temporary Surface Stabilization Methods Appropriate for Each Season:
The storm water pollution & prevention plans along with the detail sheet
provides different methods and sequences for each measure to be utilized.
(See seasonal soil protection chart on this sheet.)
B12. Permanent Surface Stabilization Specifications: The permanent
stabilization methods are specified on the storm water pollution & prevention plans.
The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet).
B13. Material Handling and Spill Prevention Plan:
In order to minimize the release of potential pollutants during construction the Contractor
shall implement this material handling and spill prevention plan. The Contractor shall
review this plan with all subcontractors and require that they implement the plan as well.
1. Construction Equipment
a. Fueling, lubrication and fluids: All operations involving the addition of fluids
to equipment should be done in one location, as designated on Sheet C300, so
that spills are limited to one location on the site, which will facilitate the cleanup
Of spills. If an onsite fueling tank is planned to be on site, it shall be double
walled and stored in this designated area. This location is an area that will not
allow spilled fluids to migrate into subsurface soils. In the event of a spill, the
fluid shall immediately be cleaned up by removing the contaminated soil or
stone which shall be disposed of in an acceptable manner. Spills on hard
surfaces shall be soaked up by an acceptable material such as Oil Dry and the
absorbent material disposed of in a proper manner. The spill shall also be
reported immediately to the Contractor's superintendent.
b. Equipment repair, especially when fluids must be removed from the
equipment or the possibility of fluid spills is high, should always be done offsite
at a facility that is more suitable than a construction site to handle spills. When
equipment must be repaired onsite it should be moved to the maintenance and
fueling area if possible. Otherwise, suitable containers should be placed under
the equipment during repair to catch any spilled fluids and these fluids should
be disposed of in a proper mariner.
C. All reusable fluid containers, such as gasoline cans, shall be inspected for
leaks each time they are used. If leaks are found, the fluid shall be removed
from the container in a proper manner and the container disposed of in an
acceptable manner. Empty disposable containers, such as grease tubes and
lubricating oil and brake fluid containers, and their packaging, shall be disposed
of in a proper manner and shall not be left on the ground or in the open on the
construction site.
° ° ° PROPERTY LINE/
DRAINAGE SWALE
-�- EXISTING DRAINAGE
FINISHED DRAINAGE
S TREE CONSERVATION
L_(_J .
SF SILT FENCING
' GRAVEL ENTRANCE/
. .. . .
EXIT PAD
.. . ..
CURB INLET
PROTECTION
G�_�
DROP INLET
PROTECTION
SOIL SALVAGE AND
UTILIZATION
PS PERMANENT SEEDING
B13 Cont. 2. Construction Materials and their Packaging
a. Erosion control measures shown on these plans shall be implemented prior to
and during construction in the proper sequencing to minimize soil erosion.
Erosion controls shall be inspected and maintained as described elsewhere in
these plans. Excessive dusting of soil on the site shall be minimized by
reducing construction traffic across bare soil during dry and/or windy weather,
and by applying water or other acceptable dust control measures to the soil.
Upon completion of construction and suitable establishment of permanent
vegetation, temporary erosion control measures such as silt fence, check dams
and inlet protection devices shall be removed in a manner to minimize
additional land disturbance. Any areas disturbed by these operations shall be
properly revegetated.
b. Large waste materials created by cutting, sawing, drilling, or other operations
shall be properly disposed of in suitable waste containers. The site shall be
checked at the end of the day, as a minimum, and all waste materials, including
those blown across or off the site by wind, shall be picked up and disposed of in
. suitable containers. Where possible, operations such as sawing that create small
particles should be performed in one spot in an area protected from wind, and
waste particles collected and disposed of frequently to minimize wind dispersal.
Packaging used to transport materials to the site for construction of the facility
shall be disposed of properly, whether the material is taken out of its package
and incorporated into the project immediately or stored onsite for future use.
Packaged materials stored onsite shall be inspected regularly and any loose
packaging shall be repaired or disposed of properly.
3. Concrete Waste Water
a. All concrete waste water shall be disposed of in the designated area as shown on -
Sheet C300. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be
constructed over a geotextile fabric. This area shall be inspected on a daily basis as a
minimum. When this area becomes full, the pollutants shall be excavated, placed in an
acceptable container and disposed of in a proper manner.
4. Paint Products .
a. All excess paint and there related products shall be disposed of in the manner at
which the manufacturer suggest. Under NO circumstances will paint or their related
products be cleaned or disposed of in soil, sanitary sewers, storm sewers or detention
basins. Any violation of this shall be reported to the job superintendent.
5. Spill Response
In the event of small spills, please contact the construction supervisor.
In the event of spills that require removal of soils or other materials, please contact
the construction supervisor, developer, County Surveyor's Office and the Local
Fire Department.
In the event of spills that have potential groundwater or surface water
contamination, please contact the construction supervisor, developer, County
Surveyor's Office, Local Fire Department, and IDEM.
5. Emergency Numbers:
Emergency Response 911
Carmel Fire Department (317) 571 -2600
Carmel Police Department (317) 571 -2545
Indiana Department of Natural Resources (812) 477 -8773
Indiana Department of Environmental Management (317) 233 -7745
Hamilton County Soil and Water (317) 773 -2181
Hamilton County Surveyor (317) 776 -8495
Steven A. Wilson (317) 846 -2555
B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution
Prevention Measure: Person in charge of and knowledgeable about erosion and sediment
.control shall inspect the site for storm water pollution prevention deficiencies at least
daily and again within 24 hours of every 1/2 inch rain event.
See Erosion Control Notes on this sheet for specifications.
B15. Erosion and Sediment Control Specifications For Individual Building
Lots: Construction sequence for individual building lots is shown on this sheet.
Storm water Pollution Prevention Plan
Post Construction Component
C1. Description of Pollutants and Their Sources Associated with the Proposed
Land Use: Proposed site will be a single family subdivision. Potential pollutants
from this type of development include, but are not limited to: nutrients and pesticides,
fluids and debris from parked vehicles & vehicular traffic which could include: fossil
fuels, oil, grease, antifreeze, brake fluid, window washer fluid, rubber, plastic, & metal
fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other
biological agents contained in the trash) from littering and other types of improper
disposal or storage, and elevated receiving water temperatures from storm water runoff
contact with impervious surfaces.
C2. &C3. Sequence Describing Storm water Quality Measure Implementation:
Description of Proposed Post Construction Storm water Quality Measures:
The post construction measures used to minimize sedimentation in waterways include
swales and a detention pond. The swales will collect runoff from portions of the buildings.
The design of the swales will allow sediment to be partially filtered out before storm water
enters the designed storm sewer system. Ditch grate inlets will prevent large items from
entering the storm pipes and leaving the site. The detention basin which is designed to
have water in it at all times, will also help reduce sediment and trash by allowing it to drop
. out prior to leaving the site.
C4. Location, Dimensions, Specifications and Construction Details of Each
Storm water Quality Measures:
Catch basins, swales, and lake locations are provided on the site development plans.
Details are provided on the Construction Plan Detail sheets.
C5. Description of Maintenance Guidelines for Proposed Post Construction
Water Quality Measures:
Maintenance of all Storm water pollution prevention measures will be the responsibility of
the project owner, Steven A. Wilson, Inc. until a point in time in which the Home Owners
Association is established. At that point said association shall assume all maintenance
responsibilities. The maintenance guidelines consist mostly of good housekeeping
measures. Any grassed or vegetated areas that experience erosion from rainfall events
should be repaired and revegetated as soon as possible. Trash or litter should be picked up
and properly disposed to prevent it from getting into the storm drainage system and
downstream waterways. .
Erosion of the detention pond banks should be addressed as soon as it becomes visible by
filling the eroded area with suitable soil and establishing vegetation immediately,
preferably by sodding, or by seeding and mulching and monitoring until suitable
vegetation is established. The same measure should be used for steep banks of any earth
berm or any other steep area. The detention pond should also be monitored for sediment
coming from the storm drainage system. If the bottom of the pond receives sediment, it
should be cleaned out and the source found and repaired. The elevation of the pond
bottom should be checked every 8 to 10 years and, if significant sediment is encountered,
it should be removed from the basin. This should be done during periods of low rainfall to
allow soil stirred up by excavation to settle out before a rain event. The detention pond
outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to
prevent soil from entering the offsite storm drainage system.
Pavement areas should also be monitored for pollutants. Any large quantity of fluids such
as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home
Owner Association and the source determined, if possible, and removed from the site for
maintenance or repair. Pavements should also be monitored for sediment coming from
vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off
the pavement, and the source of the soil found and repaired as discussed above.
SOILS MAP
. Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional u p lands. It is deep po
drained with moderate permeability. It has high available water for plant growth and high organic matter o tedntVe It hasrly
high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and
compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal
onded surface w ater.
P
Because of these engineering limitations this site will be constructed as follows. Cass Estates,
being ,a sinl
. development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the currentmily
Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes
within this development be well above the 100yr elevation of the proposed detention basins and therefore be rotected
from flooding. All homes will be of slab type construction. in cases where a high water table is present s ecial fo t'
shall be constructed All d II
VICINITY MAP
roa s wi have adequate sub -base. All sanitary sewers shall be public and therefore no Sept
systems shall be allowed
with 2 to 3 inch stone or mulch.
2 '
2/
orgaic matter
has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are seasonal high water table, moderate shrink -swell
high
-
(S
-
4'
_IC -
4'
10'
elevation of the proposed detention basins and therefore be protected
from flooding. All homes will be of slab type construction. In cases where a high water table is present special footings
shall be constructed. All roads will have adequate
3
sub -base. All sanitary sewers shall be public and therefore no septic
systems shall be allowed
_ (3) 12" MULCH FILLED
Mmc2 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained
with moderate permeability. It has moderate available water for plant and
EROSION CONTROL LOGS
growth a medium organic matter content. It has
compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are
moderate potential frost action, moderate shrink -swell
= N W
potential, moderately slow permeability, low strength and erosion durin
construction. g
. .. . . I ...
t. - .� •' �� -' ' v '`" '
....,,
3
1
6" EXCAVATED KEYWAY
drain tiles as to help prevent structural
shrinking and swelling and low strength. There will be no septic fields in this development. All roads will �ha e adequate sub -base.
6" EXCAVATED KEYWAY
6" MULCH BOTTOM OVER GEOTEXTILE
CIIINCRM WAVOU ' DETAL WOVEN
-x
M_
accumulated sediments after every storm.
4<
x x
-x--
M
;:�_
I
STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION
x- -x
M
O
4'
IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP
OR SURROUNDED BY A SEDIMENT BARRIER.
O
C)
z
,I-
r-, �
�-
20
1
I
1/2' 1 -1
z
x
N
x
(
q<
4d
x
REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE)
CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY
. IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON
3'
�
U)
THE UPSTREAM FACE OF THE DAM.
�
O
O
00
ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND
W
W
�
�
�
I
-____'
6
-
x
CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY.
TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50
M
3,x
W-Wop
AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED.
C.�
x x x
00
AB
W
Lit
0
C
IC it
1
x xDx
Q
X
PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.)
X x
W
z
I
EROSION CONTROL MATTING
IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED
THE AREA, AND RE -LAY AND STAPLE THE BLANKET.
x x x
J
1 STAPLE 1 -1/2 STAPLES 2 STAPLES � 3.5 STAPLES
PER SQ. YD. PER SQ. YD. PER SQ. YD. PER SQ. YD.
EROSION CONTROL BLANKET
STAPLE PATTERN GUIDE
NOT -TO -SCALE
2, -0„
a
Q O 0
0 .
d
1 � � Q 609 o 5 -0 ..
Q DO
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RIP -RAP DETAIL
NOT -TO -SCALE
Assessment of Construction Plan Elements
Al. See Sheets C300 thru C302
A2. See Attachment.
A3. Narrative Describing Project Nature and Purpose: This project is
Cherry Tree Grove, a residential subdivision. The purpose of this project
is for future residential construction.
A4. See map included on this sheet.
A5. Legal Description of the Project Site: Legal description is shown on this
sheet. The latitude is 390- 57' -48" and longitude is 860- 13' -22 ".
A6. See Sheet C200
A7. Hydrologic Unit Code: 05120201120080
A8. State or Federal Water Quality Permits: None
A90 Specific Points Where Storm water Discharge Will Leave This Site:
The storm water will leave the site through the lake outlet pipes to the South
of this property into an existing subdivision.
See sheet 9200.
A10. Location and Name of All Wetlands, Lakes, and Water Courses on And
Adjacent to the Site: None
A11. Identify All Receiving Waters: This site drains to the South to an existing pipe
Al2. Identification of Potential Discharges to Groundwater: None
A13. 100 Year Flood plains, Floodways and Floodway Fringes: There are no
flood plains, floodways or floodway fringes on this site.
A14. Pre - Construction and Post Construction Estimate of Peak Discharge:
Pre- Developed: 10 year =14.98 c.f.s. Post- Developed: 10 year = 0.95 c.fs.
100 year = 4.53 c.fs.
A15. Adjacent Landuse Including Upstream Watershed:
West: agricultural
East: woods /residential
North: residential
South: residential
A16. See Sheet C200
A17. Identification of existing vegetative cover:
This site is entirely covered by crop residue.
A18. See Map & descriptions included on this sheet.
A19. See Sheet C200
A20. See Sheets 0500 -0502 and C700
A21. Locations of proposed soil stockpiles, borrow and/or disposal areas:
All topsoil is to be relocated to non - building areas. Non - building areas would be
considered common areas, rear yards, etc.. Their will be NO borrow areas
associated with this project.
A22. See Sheet 0100
A23. See Sheet C200
CONSTRUCTION SEQUENCE FOR BUILDING SITE EROSION CONTROL PRACTICES
DROP INLET PROTECTION REAR YARD
DRAINAGE SWALE
I -
> o 0 0 0 0, o 0 0 . *..*. .
SUBSOIL
STOCKPILE SF SF I -A
AREA TO BE TOP- \
0 0
\111W SOILED, SEEDED, ° PS ° TOPSOIL
°
AND .MULCHED STOCKPILE
BY OWNER AT [6-01
COMPLETION OF
CONSTRUCTION.
PALIMAR IS TO BE HOUSE
GARAGE
USED IF GRASS
GROWTH IS NOT \
POSSIBLE. :• • . CONSTRUCTION
PS ENTRANCE EXIT
0 :.. ° /
0 . .. °
SIDE YARD SF SF
DRAINAGE SWALE .
STREET
SIDE-
WALK
EXISTING CURB AND GUTTER
CURB INLET PROTECTION
SEE STORM WATER POLLUTION & PREVENTION NOTES BELOW
INDIVIDUAL LOT STORMWATER
POLLUTION & PRE\/FN110N DETAIL
NOT-TO-SCALE
STORM WATER POLLUTION & PREVENTION NOTES:
(A) All storm water quality measures, including erosion and sediment control, necessary to comply
(b)•
with this rule must be implemented in accordance with the plan and sufficient to satisfy subsection
(B) Provisions for erosion and sediment control on individual building lots regulated under the
original permit of a project site owner must include the following requirements:
(1) The individual lot operator, whether owning the property or acting as the agent of the
property owner, shall be responsible for erosion and sediment control requirements associated
with activities on individual lots.
(2) Installation and maintenance of a stable construction site access.
(3) Installation and maintenance of appropriate perimeter erosion and sediment control
measures prior to land disturbance.
(4) Sediment discharge and tracking from each lot must be minimized throughout the lan d
disturbing activities on the lot until permanent stabilization has been achieved.
(5) Cleanup of sediment must be redistributed or disposed of in a manner that is in compliance
with all applicable statutes and rules.
(6) Adjacent lots disturbed by and individual lot operator must be repaired and stabilized with
temporary or permanent surface stabilization.
(7) For individual residential lots, final stabilization meeting the criteria in section 7(b)(20) or
this rule will be achieved when the individual lot operator:
(A) completes final stabilization; or
(B) has installed appropriate erosion and sediment control measures for an individual lot prior to
occupation of the home by the homeowner and has informed the homeowner of the requirement for,
and benefits of, final stabilization. 7(b)(20) Final stabilization of a project site is achieved when:
(A) all land disturbing activities have been completed and a uniform (for example, evenly
distributed, without large bare areas) perennial vegetative cover with a density of seventy percent
(70 %) has been established on all unpaved areas and areas not covered by permanent structures, or
equivalent permanent stabilization measures have been employed; and
(B) construction projects on land used for agricultural purposes are returned to its preconstruction
agricultural use or disturbed areas, not previously used for agricultural production, such as filter
strips and areas that are not being returned to their preconstruction agricultural use, meet the final
stabilization requirements in clause (A).
Assessment of Storm water Pollution Prevention Plan
- Construction Component
B1. Description of Potential Pollutant Sources Associated with the
Construction Activities: Potential Pollutants during construction includes:
Concrete waste water, trash, fossil fuels, oil, grease, paint. Exposure of these
pollutants to storm water runoff should be mimized by performing activities
such as, equipment storage, refueling, maintenance and port-a -let placement in
designated areas as shown on sheet C300. In the event of accidental
contamination all efforts should be made to remove contaminants in an
appropriate manner. The appropriate Fire Department should be contacted
immediately to determine if further measures are needed
B2. Sequence Describing Storm water Quality measure Implementation
Relative to Land Disturbing Activities: See Construction Sequence on
Sheets C300 -C303
B3. Stable Construct on Entrance Locations and Specifications: The
construction entrance is shown on sheet C300 along with the details of
installation and specification of maintenance on this sheet.
B4. Sediment Control Measures for Sheet Flow: The areas of runoff in a sheet
flow condition are shown on sheet C300. Silt fence is the primary measure used
to eliminate this type of erosion and details are shown on this sheet.
B5. Sediment Control Aleasures For Concentrated Flow Areas: The
concentrated flow areas are the proposed swales. Erosion control blankets and
temporary straw bale dams are proposed for use in these areas. Temporary dams
shall be removed once seeding is established. See sheets C300 -C302 for locations.
B6. Storm Sewer Inlet Protection Measure Locations and Specifications:
Baskets and stone bags are shown to be placed at inlets. Locations are shown
on sheet C300 -C301 and details are shown on this sheet.
B7. Runoff Control Measures: The lake areas are to be utilized for temporary
sediment traps. These are to be constructed as early as possible to speed the
removal of sediment (See construction sequence on sheets 0300 - C301).
B8. Storm water Outlet Protection Specifications: All end sections of an outlet
are shown to be rip - rapped to prevent scour erosion. Rip -Rap is shown on
the site development plans and storm water pollution & prevention plans.
See detail shown on this sheet and C801.
B9. Grade Stabilization Structure Locations and Specifications: Not necessary
B10. Location, Dimensions, Specifications and Construction Details of Each
Storm water Quality Measure: Each measure is shown on the plans along
with the appropriate details and specifications.
B11. Temporary Surface Stabilization Methods Appropriate for Each Season:
The storm water pollution & prevention plans along with the detail sheet
provides different methods and sequences for each measure to be utilized.
(See seasonal soil protection chart on this sheet.)
B12. Permanent Surface Stabilization Specifications: The permanent
stabilization methods are specified on the storm water pollution & prevention plans.
The sequencing is specified on this sheet.(See seasonal soil protection chart on this sheet).
B13. Material Handling and Spill Prevention Plan:
In order to minimize the release of potential pollutants during construction the Contractor
shall implement this material handling and spill prevention plan. The Contractor shall
review this plan with all subcontractors and require that they implement the plan as well.
1. Construction Equipment
a. Fueling, lubrication and fluids: All operations involving the addition of fluids
to equipment should be done in one location, as designated on Sheet C300, so
that spills are limited to one location on the site, which will facilitate the cleanup
Of spills. If an onsite fueling tank is planned to be on site, it shall be double
walled and stored in this designated area. This location is an area that will not
allow spilled fluids to migrate into subsurface soils. In the event of a spill, the
fluid shall immediately be cleaned up by removing the contaminated soil or
stone which shall be disposed of in an acceptable manner. Spills on hard
surfaces shall be soaked up by an acceptable material such as Oil Dry and the
absorbent material disposed of in a proper manner. The spill shall also be
reported immediately to the Contractor's superintendent.
b. Equipment repair, especially when fluids must be removed from the
equipment or the possibility of fluid spills is high, should always be done offsite
at a facility that is more suitable than a construction site to handle spills. When
equipment must be repaired onsite it should be moved to the maintenance and
fueling area if possible. Otherwise, suitable containers should be placed under
the equipment during repair to catch any spilled fluids and these fluids should
be disposed of in a proper mariner.
C. All reusable fluid containers, such as gasoline cans, shall be inspected for
leaks each time they are used. If leaks are found, the fluid shall be removed
from the container in a proper manner and the container disposed of in an
acceptable manner. Empty disposable containers, such as grease tubes and
lubricating oil and brake fluid containers, and their packaging, shall be disposed
of in a proper manner and shall not be left on the ground or in the open on the
construction site.
° ° ° PROPERTY LINE/
DRAINAGE SWALE
-�- EXISTING DRAINAGE
FINISHED DRAINAGE
S TREE CONSERVATION
L_(_J .
SF SILT FENCING
' GRAVEL ENTRANCE/
. .. . .
EXIT PAD
.. . ..
CURB INLET
PROTECTION
G�_�
DROP INLET
PROTECTION
SOIL SALVAGE AND
UTILIZATION
PS PERMANENT SEEDING
B13 Cont. 2. Construction Materials and their Packaging
a. Erosion control measures shown on these plans shall be implemented prior to
and during construction in the proper sequencing to minimize soil erosion.
Erosion controls shall be inspected and maintained as described elsewhere in
these plans. Excessive dusting of soil on the site shall be minimized by
reducing construction traffic across bare soil during dry and/or windy weather,
and by applying water or other acceptable dust control measures to the soil.
Upon completion of construction and suitable establishment of permanent
vegetation, temporary erosion control measures such as silt fence, check dams
and inlet protection devices shall be removed in a manner to minimize
additional land disturbance. Any areas disturbed by these operations shall be
properly revegetated.
b. Large waste materials created by cutting, sawing, drilling, or other operations
shall be properly disposed of in suitable waste containers. The site shall be
checked at the end of the day, as a minimum, and all waste materials, including
those blown across or off the site by wind, shall be picked up and disposed of in
. suitable containers. Where possible, operations such as sawing that create small
particles should be performed in one spot in an area protected from wind, and
waste particles collected and disposed of frequently to minimize wind dispersal.
Packaging used to transport materials to the site for construction of the facility
shall be disposed of properly, whether the material is taken out of its package
and incorporated into the project immediately or stored onsite for future use.
Packaged materials stored onsite shall be inspected regularly and any loose
packaging shall be repaired or disposed of properly.
3. Concrete Waste Water
a. All concrete waste water shall be disposed of in the designated area as shown on -
Sheet C300. This area is a 4' high, 10' diameter doughnut type mulch berm which shall be
constructed over a geotextile fabric. This area shall be inspected on a daily basis as a
minimum. When this area becomes full, the pollutants shall be excavated, placed in an
acceptable container and disposed of in a proper manner.
4. Paint Products .
a. All excess paint and there related products shall be disposed of in the manner at
which the manufacturer suggest. Under NO circumstances will paint or their related
products be cleaned or disposed of in soil, sanitary sewers, storm sewers or detention
basins. Any violation of this shall be reported to the job superintendent.
5. Spill Response
In the event of small spills, please contact the construction supervisor.
In the event of spills that require removal of soils or other materials, please contact
the construction supervisor, developer, County Surveyor's Office and the Local
Fire Department.
In the event of spills that have potential groundwater or surface water
contamination, please contact the construction supervisor, developer, County
Surveyor's Office, Local Fire Department, and IDEM.
5. Emergency Numbers:
Emergency Response 911
Carmel Fire Department (317) 571 -2600
Carmel Police Department (317) 571 -2545
Indiana Department of Natural Resources (812) 477 -8773
Indiana Department of Environmental Management (317) 233 -7745
Hamilton County Soil and Water (317) 773 -2181
Hamilton County Surveyor (317) 776 -8495
Steven A. Wilson (317) 846 -2555
B14. Monitoring and Maintenance Guidelines for Each Proposed Pollution
Prevention Measure: Person in charge of and knowledgeable about erosion and sediment
.control shall inspect the site for storm water pollution prevention deficiencies at least
daily and again within 24 hours of every 1/2 inch rain event.
See Erosion Control Notes on this sheet for specifications.
B15. Erosion and Sediment Control Specifications For Individual Building
Lots: Construction sequence for individual building lots is shown on this sheet.
Storm water Pollution Prevention Plan
Post Construction Component
C1. Description of Pollutants and Their Sources Associated with the Proposed
Land Use: Proposed site will be a single family subdivision. Potential pollutants
from this type of development include, but are not limited to: nutrients and pesticides,
fluids and debris from parked vehicles & vehicular traffic which could include: fossil
fuels, oil, grease, antifreeze, brake fluid, window washer fluid, rubber, plastic, & metal
fragments, grit (sediment) from wearing of the road surface, trash (including bacteria and other
biological agents contained in the trash) from littering and other types of improper
disposal or storage, and elevated receiving water temperatures from storm water runoff
contact with impervious surfaces.
C2. &C3. Sequence Describing Storm water Quality Measure Implementation:
Description of Proposed Post Construction Storm water Quality Measures:
The post construction measures used to minimize sedimentation in waterways include
swales and a detention pond. The swales will collect runoff from portions of the buildings.
The design of the swales will allow sediment to be partially filtered out before storm water
enters the designed storm sewer system. Ditch grate inlets will prevent large items from
entering the storm pipes and leaving the site. The detention basin which is designed to
have water in it at all times, will also help reduce sediment and trash by allowing it to drop
. out prior to leaving the site.
C4. Location, Dimensions, Specifications and Construction Details of Each
Storm water Quality Measures:
Catch basins, swales, and lake locations are provided on the site development plans.
Details are provided on the Construction Plan Detail sheets.
C5. Description of Maintenance Guidelines for Proposed Post Construction
Water Quality Measures:
Maintenance of all Storm water pollution prevention measures will be the responsibility of
the project owner, Steven A. Wilson, Inc. until a point in time in which the Home Owners
Association is established. At that point said association shall assume all maintenance
responsibilities. The maintenance guidelines consist mostly of good housekeeping
measures. Any grassed or vegetated areas that experience erosion from rainfall events
should be repaired and revegetated as soon as possible. Trash or litter should be picked up
and properly disposed to prevent it from getting into the storm drainage system and
downstream waterways. .
Erosion of the detention pond banks should be addressed as soon as it becomes visible by
filling the eroded area with suitable soil and establishing vegetation immediately,
preferably by sodding, or by seeding and mulching and monitoring until suitable
vegetation is established. The same measure should be used for steep banks of any earth
berm or any other steep area. The detention pond should also be monitored for sediment
coming from the storm drainage system. If the bottom of the pond receives sediment, it
should be cleaned out and the source found and repaired. The elevation of the pond
bottom should be checked every 8 to 10 years and, if significant sediment is encountered,
it should be removed from the basin. This should be done during periods of low rainfall to
allow soil stirred up by excavation to settle out before a rain event. The detention pond
outlet should also be protected by adequate filtration (rip -rap, shown on these plans) to
prevent soil from entering the offsite storm drainage system.
Pavement areas should also be monitored for pollutants. Any large quantity of fluids such
as oil, antifreeze, brake fluid, etc. found on the pavement should be reported to the Home
Owner Association and the source determined, if possible, and removed from the site for
maintenance or repair. Pavements should also be monitored for sediment coming from
vegetated areas that drain onto the pavement. If sediment is found it should be cleaned off
the pavement, and the source of the soil found and repaired as discussed above.
SOILS MAP
. Br Brookston silty clay loam- this soil is dark colored, silty in texture and on depressional u p lands. It is deep po
drained with moderate permeability. It has high available water for plant growth and high organic matter o tedntVe It hasrly
high water table, high potential frost action, moderate shrink -swell potential, moderate permeability and
compact till starting at a depth of 40 to 60 inches. The main soil features that affect the urban development uses are seasonal
onded surface w ater.
P
Because of these engineering limitations this site will be constructed as follows. Cass Estates,
being ,a sinl
. development within the jurisdiction of The City of Carmel and Hamilton County will have to abide by the currentmily
Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes
within this development be well above the 100yr elevation of the proposed detention basins and therefore be rotected
from flooding. All homes will be of slab type construction. in cases where a high water table is present s ecial fo t'
shall be constructed All d II
VICINITY MAP
roa s wi have adequate sub -base. All sanitary sewers shall be public and therefore no Sept
systems shall be allowed
with 2 to 3 inch stone or mulch.
CrA Crosby silt loam, 0 -3 percent slopes- this soil is light colored, silty in texture and on sloping uplands.
poorly drained with slow permeability. It has high available water for plant growth and medium dconten d somewhat
2. At a position downslope of the lot and upslope
orgaic matter
has compact till starting at a depth between 20 -40 inches. The main soil features that affect urban development uses are seasonal high water table, moderate shrink -swell
high
of the inlet, lay bags tightly in a row curving
potential, potential frost action and slow permeability.
upslope from curb and away from inlet.
Because of these engineering limitations this site will be constructed as follows. Cass Estates, being a single - family
development within the jurisdiction of The City of Carmel and Hamilton County will have to by
3. Overlap bags onto the curb and extend amin-
abide the current
Subdivision Control Ordinance. This ordinance requires that we have an artificially drained site and that the homes
within this development be well above the 100yr
10'
elevation of the proposed detention basins and therefore be protected
from flooding. All homes will be of slab type construction. In cases where a high water table is present special footings
shall be constructed. All roads will have adequate
DIA.
sub -base. All sanitary sewers shall be public and therefore no septic
systems shall be allowed
_ (3) 12" MULCH FILLED
Mmc2 Miami silt loam, 2 -6 percent slopes- this soil is light colored, silty in texture and on sloping uplands. It is deep and well drained
with moderate permeability. It has moderate available water for plant and
EROSION CONTROL LOGS
growth a medium organic matter content. It has
compact till starting at a depth between 20 -40 inches. The main soil features that adversely affect urban development uses are
moderate potential frost action, moderate shrink -swell
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potential, moderately slow permeability, low strength and erosion durin
construction. g
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Because of these engineering limitations this site will be constructed as follows. The foundations and footin s used
in this development shall be designed to include foundation g
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6" EXCAVATED KEYWAY
drain tiles as to help prevent structural
shrinking and swelling and low strength. There will be no septic fields in this development. All roads will �ha e adequate sub -base.
6" EXCAVATED KEYWAY
6" MULCH BOTTOM OVER GEOTEXTILE
CIIINCRM WAVOU ' DETAL WOVEN
FABRIC
NOT -TO -SCALE
accumulated sediments after every storm.
20' -0" MIN. WIDTH
2 " -3" WASHED STONE z
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CONSTRUCTION ENTRANCE DETAIL
NOT -TO -SCALE
LINE WITH GEOTEXTILE WOVEN FABRIC
#53 STONE
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FUELING &VEHICLE MAINTENANCE AREA
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NOT -TO -SCALE
Bags overlap onto the curb
1. Fill geotextile bags approximately half full
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with 2 to 3 inch stone or mulch.
2. At a position downslope of the lot and upslope
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of the inlet, lay bags tightly in a row curving
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upslope from curb and away from inlet.
3. Overlap bags onto the curb and extend amin-
imum of 3 feet into the street.
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4. For additional layers, overlap bags with the
Gat between bogs
acts as a spillway
row beneath, and leave a one -bag gap in the
IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE
middle of the top row to serve as a spillway.
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are in a sump position.
IS CAUSING THE FABRIC TO BULGE.
6. Set up safety /traffic barriers to keep vehicles
TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
from hitting bags, causing possible injury.
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accumulated sediments after every storm.
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WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL,
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INLET AND STABILIZE.
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INSTALLATION SEQUENCE
MAINTENANCE
PRIOR TO CLEANING AND GRADING INSPECT ENTRANCE PAD AND SEDIMENT DISPOSAL AREA WEEKLY AND AFTER STORM EVENTS OR HEAVY USE.
STONE ENTRANCE
RESHAPE PAD AS NEEDED FOR DRAINAGE AND RUNOFF CONTROL.
TOPDRESS WITH CLEAN STONE AS NEEDED.
IMMEDIATELY REMOVE MUD AND SEDIMENT TRACKED OR WASHED ONTO PUBLIC ROADS BY BRUSHING OR
SWEEPING. FLUSHING SHOULD ONLY BE USED IF THE WATER IS CONVEYED
INTO A SEDIMENT TRAP OR BASIN.
REPAIR ANY BROKEN ROAD PAVEMENT IMMEDIATELY.
PRIOR TO CLEANING AND GRADING INSPECT THE SILT FENCE PERIODICALLY AND AFTER EACH STORM EVENT.
SILT FENCE
IF FENCE FABRIC TEARS, STARTS TO DECOMPOSE, OR IN ANY WAY BECOMES INEFFECTIVE, REPLACE THE
AFFECTED PORTION IMMEDIATELY.
REMOVE DEPOSITED SEDIMENT WHEN IT REACHES HALF THE HEIGHT OF THE FENCE AT ITS LOWEST POINT OR
IS CAUSING THE FABRIC TO BULGE.
TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE THE FENCE AND SEDIMENT DEPOSITS,
BRING THE DISTURBED AREA TO GRADE, AND STABILIZE.
PRIOR TO CLEANING AND GRADING . DETERMINE DEPTH AND SUITABILITY OF TOPSOIL AT THE SITE. (FOR HELP, CONTACT YOUR LOCAL SWCD OFFICE
TOPSOIL STOCKPILE
TO OBTAIN A COUNTY SOIL SURVEY REPORT OR CONSULT WITH A SOIL SCIENTIST.)
PRIOR TO STRIPPING TOPSOIL, INSTALL ANY SITE - SPECIFIC DOWNSLOPE PRACTICES NEEDED TO CONTROL RUNOFF
AND SEDIMENTATION.
.
REMOVE THE SOIL MATERIAL NO DEEPER THAN WHAT THE COUNTY SOIL SURVEY DESCRIBES AS "SURFACE SOIL"
(I.E.. A OR AP HORIZON).
STOCKPILE THE MATERIAL IN ACCESSIBLE LOCATIONS THAT NEITHER INTERFERE WITH OTHER CONSTRUCTION
.
ACTIVITIES NOR BLOCK NATURAL DRAINAGE; AND INSTALL SILT FENCES, STRAW BALES, OR OTHER BARRIERS TO
TRAP SEDIMENT (SEE EXHIBIT 3.02 -B). (SEVERAL SMALL PILES AROUND THE CONSTRUCTION
SITE ARE USUALLY
MORE EFFICIENT AND EASIER TO CONTAIN THAN ONE LARGE PILE.)
IF SOIL IS STOCKPILED FOR MORE THAN 6 MO., IT SHOULD BE TEMPORARILY SEEDED OR COVERED WITH A TARP
OR SURROUNDED BY A SEDIMENT BARRIER.
TEMPORARY DIVERSIONS
AFTER ROUGH GRADING INSPECT WEEKLY AND FOLLOWING EACH STORM EVENT.
REMOVE SEDIMENT FROM THE CHANNEL AND REINFORCE THE RIDGE AS NEEDED.
CHECK THE OUTLETS AND MAKE NECESSARY REPAIRS IMMEDIATELY.
REMOVE SEDIMENT FROM TRAPS WHEN THEY ARE 50% FULL.
WHEN THE WORK AREA HAS BEEN STABILIZED, REMOVE THE RIDGE, FILL THE CHANNEL TO BLEND WITH THE
NATURAL GROUND, REMOVE TEMPORARY SLOPE DRAINS, AND STABILIZE ALL DISTURBED AREAS.
AFTER ROUGH GRADING INSPECT THE ROCK DAM AND BASIN FOLLOWING EACH STORM EVENT.
ROCK DAM
REMOVE SEDIMENT WHEN IT ACCUMULATES TO HALF THE DESIGN VOLUME (MARKED BY STAKE)
CHECK THE DAM AND ABUTMENTS FOR EROSION, PIPING, AND ROCK DISPLACEMENT, AND REPAIR IMMEDIATELY
. IF THE BASIN DOES NOT DRAIN BETWEEN STORMS, REPLACE THE STONE ON
THE UPSTREAM FACE OF DAM
IF THE BASIN DRAINS TO RAPIDLY FOLLOWING A STORM,(LESS THAN 6 HRS.), ADD INDOT CA NO. 5 GRAVEL ON
THE UPSTREAM FACE OF THE DAM.
ONCE THE CONTRIBUTING DRAINAGE AREA HAS BEEN PERMANENTLY STABILIZED, a. REMOVE WATER AND
SEDIMENT FROM THE BASIN. b. REMOVE THE DAM, DISPOSING OF THE ROCK IN DESIGNATED DISPOSAL AREAS.
c. SMOOTH THE SITE TO BLEND THE SURROUNDING AREA. d. STABILIZE
AFTER ROUGH GRADING INSPECT PERIODICALLY AFTER PLANTING TO SEE THAT VEGETATIVE STANDS ARE ADEQUATELY ESTABLISHED; RE-
E
TEMPORARY SEEDING
SEED IF NECESSARY.
CHECK FOR EROSION DAMAGE AFTER STORM EVENTS AND REPAIR; RESEED AND MULCH IF NECESSARY.
TOPDRESS FALL SEEDED WHEAT OR RYE SEEDINGS WITH 50
LBS. /ACRE OF NITROGEN IN FEBRUARY OR MARCH
IF NITROGEN DEFICIENCY IS APPARENT. (EXHIBIT 3.11 -8 SHOWS ONLY WHEAT /RYE FALL SEEDED.)
PERMANENT SEEDING
AFTER FINISH GRADING INSPECT PERIODICALLY, ESPECIALLY STORM EVENTS, UNTIL THE STAND IS SUCCESSFULLY ESTABLISHED.
(CHARACTERISTICS OF A SUCCESSFUL STAND INCLUDE: VIGOROUS DARK GREEN OR BLUISH -GREEN SEEDLINGS;
UNIFORM DENSITY WITH NURSE PLANTS, LEGUMES, AND GRASSES WELL INTERMIXED; GREEN LEAVES; AND THE
PERENNIALS REMAINING GREEN THROUGHOUT THE SUMMER, AT LEAST AT THE PLANT BASE.)
PLAN TO ADD FERTILIZER THE FOLLOWING SEASON ACCORDING TO SOIL TEST RECOMMENDATIONS.
REPAIR DAMAGED, BARE, OR SPARSE OR PATCHY, BY FILLING ANY GULLIES, RE- FERTILIZING, OVER - OR RE-
SEEDING AND MULCHING AFTER RE- PREPARING THE SEEDBED.
IF VEGETATION FAILS TO GROW, CONSIDER SOIL TESTING TO DETERMINE ACIDITY OR NUTRIENT DEFICIENCY
PROBLEMS. (CONTACT YOUR SWCD OR COOPERATIVE EXTENSION OFFICE FOR ASSISTANCE.)
IF ADDITIONAL FERTILIZATION IS NEEDED TO GET A SATISFACTORY STAND, DO SO ACCORDING TO SOIL TEST
RECOMMENDATIONS.
AFTER FINISH GRADING DURING VEGETATIVE ESTABLISHMENT, INSPECT AFTER STORM EVENTS FOR ANY EROSION BELOW THE BLANKET.
EROSION CONTROL MATTING
IF ANY AREA SHOWS EROSION, PULL BACK THAT PORTION OF THE BLANKET COVERING IT, ADD SOIL, RE -SEED
THE AREA, AND RE -LAY AND STAPLE THE BLANKET.
AFTER VEGETATIVE ESTABLISHMENT, CHECK THE TREATED AREA PERIODICALLY.
AFTER FINISH GRADING INSPECT THE DROP INLET PROTECTION AFTER EACH STORM EVENT, AND MAKE NEEDED REPAIRS IMMEDIATELY.
STRAW BALES
REMOVE SEDIMENT FROM THE POOL AREA TO ENSURE ADEQUATE RUNOFF sTnRAr,E FoR TIDE NcYT RAM' TokmltAo
CARE To NOT DAMAGE OR UNDERCUT THE BALES.
WHEN THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED, REMOVE ALL BALES, CONSTRUCTION MATERIAL,
AND SEDIMENT AND DISPOSE OF PROPERLY, GRADE THE DISTURBED AREA TO THE ELEVATION OF THE TOP OF THE
INLET AND STABILIZE.
INLET PROTECTION
AFTER EACH INLET IN PLACED INSPECT FREQUENTLY FOR DAMAGE BY VEHICULAR TRAFFIC, AND REPAIR IF NEEDED.
INSPECT AFTER EACH STORM EVENT.
REMOVE SEDIMENT (BUT NOT BY FLUSHING) WHEN IT REACHES HALF THE HEIGHT OF THE BARRIER.
DEPOSIT REMOVED SEDIMENT WHERE IT WILL NOT ENTER STORM DRAINS.
AFTER ALL AREAS DRAINING TO THESE AREAS N/A
ARE STABILIZED
AFTER ALL AREAS DRAINING TO THESE AREAS N/A
ARE STABILIZED .
AFTER ALL AREAS DRAINING TO THESE AREAS N/A
ARE STABILIZED
REMOVAL OF STRAW BALES
REMOVAL OF INLET PROTECTION
REMOVAL OF SILT FENCE
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A. D. = 1.71
K = 23.39
POIN�NT T�O�F
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T= 82.03'
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HIGH POINT STA = 2 +26.68
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PVI ELEV 806.23
A. D. _ -3.04
K = 19.77
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T= 156.43'
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For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service
Laterals under City streets, regardless of the jurisdiction of the utility, the minimum cover from the top of the
installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and
aggregate material above the subgrade) plus 1 -0 ". 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
LOW POINT .ELEV = 791.29
LOW POINT STA = 10 +20.49
PVI STA = 10 +07.30
PVI ELEV = 791.17
A. D. = 2.55
HIGH POINT ELEV = 792.03
HIGH POINT STA = 11+53.41
PVI STA = 11+83.58
PVI ELEV = 792.24
A. D. = -4.91
END CONSTRUCTION
STA. 13+25.71
SCALE: 1 °= 50'
LOW POINT ELEV = 787.13
LOW POINT STA = 13 +37.21
PVI STA = 13 +07.31
PVI ELEV = 786.91
A. D. = 4.93
POINT OF CURVATURE
STA. 2 +62.37
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LOW POINT STA = 1+00.47
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PVI ELEV = 804.83
A. D. = 1.71
K = 23.39
POIN�NT T�O�F
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CURVE DATA
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ok INTERSECTION
STA. 4 +77.01 �
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HIGH POINT STA = 2 +26.68
PVI STA = 2 +35.23
PVI ELEV 806.23
A. D. _ -3.04
K = 19.77
SCALE• 1"= 50' H OR
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CURVE DATA
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T= 156.43'
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TA*. 20957
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For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service
Laterals under City streets, regardless of the jurisdiction of the utility, the minimum cover from the top of the
installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and
aggregate material above the subgrade) plus 1 -0 ". 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
LOW POINT .ELEV = 791.29
LOW POINT STA = 10 +20.49
PVI STA = 10 +07.30
PVI ELEV = 791.17
A. D. = 2.55
HIGH POINT ELEV = 792.03
HIGH POINT STA = 11+53.41
PVI STA = 11+83.58
PVI ELEV = 792.24
A. D. = -4.91
END CONSTRUCTION
STA. 13+25.71
SCALE: 1 °= 50'
LOW POINT ELEV = 787.13
LOW POINT STA = 13 +37.21
PVI STA = 13 +07.31
PVI ELEV = 786.91
A. D. = 4.93
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LEGEND
STOP STOP SIGN
[25] 25 M.P.H. SIGN
STREET NAME SIGN
000 END ROADWAY MARKERS
SCALE: 1 "= 50'
NOTE: ALL TRAFFIC CONTROL SIGNS ARE INSTALLED
BY THE CITY AND REQUIRE AN ORDINANCE.
NOTE: ALL TRAFFIC MAINTENANCE MUST BE IN
COMPLIANCE WITH THE INDIANA MANUAL
OF UNIFORM TRAFFIC CONTROL DEVICES
(M.U.T.C.D.).
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LEGEND
O FLAGMAN
A FLAGMAN AHEAD SIGN
❑ ROAD CONSTRUCTION AHEAD SIGN /END CONSTRUCTION SIGN
o DRUMS
4
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EAST SIDE OF CHERRY TREE ROAD 13 DRUMS w/"STEADY BURNING LIGHTS" ® 25' 0 —C= 300'
MOBILE OPERATION ON A TWO —LANE
ROAD USING FLAGGERS
(TRAVELING 3 MPH OR LESS OR
MOBILE OPERATIONS -15 MINUTES OR LESS)
NOTES:
1. THE DISTANCE BETWEEN ROAD WORK AHEAD SIGNS SHOULD NOT
EXCEED APPROXIMATELY 2 MILES.
2. WHERE FEASIBLE, WELL DEFINED END POINTS (E.G. INTERSECTIONS,
MAJOR DRIVEWAYS, CITY LIMITS, ECT.) SHOULD BE USED TO
ESTABLISH THE LIMITS OF THE WORK ZONE.
3. FLAGGER WARNING SIGNS SHOULD BE REPOSITIONED PERIODICALLY
AS THE OPERATION MOVES.
4. IF THERE IS A SIDEROAD INTERSECTION WITHIN THE WORK AREA,
ADDITIONAL TRAFFIC CONTROL, SUCH AS FLAGGERS AND APPROPRIATE
SIGNAGE, MAY BE NEEDED ON THE SIDEROAD APPROACHES.
5. ADDITIONAL PROTECTION VEHICLES TO WARN AND REDUCE THE
SPEED OF ONCOMING OR OPPOSING TRAFFIC MAY BE USED.
POLICE PATROL CARS MAY BE USED FOR THIS PURPOSE.
11*0
a El El 00
a El El 00
NOTE.- ALL TRAFFIC MAINTENANCE MUST BE IN
COMPLIANCE WITH THE INDIANA MANUAL
OF UNIFORM TRAFFIC CONTROL DEVICES
(M. U. T. C. D.).
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EAST SIDE OF CHERRY TREE ROAD 13 DRUMS w/"STEADY BURNING LIGHTS" ® 25' 0 —C= 300'
MOBILE OPERATION ON A TWO —LANE
ROAD USING FLAGGERS
(TRAVELING 3 MPH OR LESS OR
MOBILE OPERATIONS -15 MINUTES OR LESS)
NOTES:
1. THE DISTANCE BETWEEN ROAD WORK AHEAD SIGNS SHOULD NOT
EXCEED APPROXIMATELY 2 MILES.
2. WHERE FEASIBLE, WELL DEFINED END POINTS (E.G. INTERSECTIONS,
MAJOR DRIVEWAYS, CITY LIMITS, ECT.) SHOULD BE USED TO
ESTABLISH THE LIMITS OF THE WORK ZONE.
3. FLAGGER WARNING SIGNS SHOULD BE REPOSITIONED PERIODICALLY
AS THE OPERATION MOVES.
4. IF THERE IS A SIDEROAD INTERSECTION WITHIN THE WORK AREA,
ADDITIONAL TRAFFIC CONTROL, SUCH AS FLAGGERS AND APPROPRIATE
SIGNAGE, MAY BE NEEDED ON THE SIDEROAD APPROACHES.
5. ADDITIONAL PROTECTION VEHICLES TO WARN AND REDUCE THE
SPEED OF ONCOMING OR OPPOSING TRAFFIC MAY BE USED.
POLICE PATROL CARS MAY BE USED FOR THIS PURPOSE.
11*0
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NOTE.- ALL TRAFFIC MAINTENANCE MUST BE IN
COMPLIANCE WITH THE INDIANA MANUAL
OF UNIFORM TRAFFIC CONTROL DEVICES
(M. U. T. C. D.).
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1) General
A) The work subject to the requirements of this policy shall include the production,
hauling/delivery, spreading, finishing, compaction and other work necessary to
prepare foundations, install aggregate bases and install one or more courses of base,
intermediate, or surface hot mix asphalt mixtures within existing or proposed
right -of -way for roadways, auxiliary lanes and asphalt multi -use paths.
B)This policy shall be the basis for acceptance of the work by the City. Failure to
adhere to the requirements of this policy may result in non - acceptance of the work or
other remedies outlined in this policy.
C) Workmanship, materials and quality of the work completed shall conform to the 2006
Standard Specifications of the Indiana Department of Transportation (hereinafter
referred to as Standard Specifications), except where deviations are allowed herein,
or variances are granted.
D) Where the minimum standards of any other governmental agency having concurrent
jurisdiction exceed these standards, the higher standards shall apply.
E) If any plan or other note or specification on the approved construction documents
exceeds the minimum standards of this policy, the higher standards shall apply.
F) Nothing contained herein shall be construed as prohibiting the design and
construction of improvements meeting higher standards, nor as discouraging petitions
to appropriate governing bodies for variances for alternatives which can be supported
by advances in technology and are approved by other agencies with concurrent
jurisdiction.
G) All work shall comply with the requirements of Section 105.03 of the Standard
Specifications.
H) For the purposes of this policy, where the term Engineer is used in this policy and
the Standard Specifications, it shall mean:
a) The Carmel City Engineer, staff of the Department of Engineering, other personnel
employed by the City of Carmel, or authorized agent(s) that may be retained to
represent the City of Carmel.
ii) The Hamilton County Highway Engineer, staff of the Hamilton County Highway
Department, other personnel employed by Hamilton County, or authorized agent(s)
that may be retained to represent Hamilton County Highway, depending on the
location of the work.
I) Authority of the Engineer over the work shall be per Section 105.01 of the Standard
Specifications.
J) Prior to commencing the work, the Contractor performing the work shall contact the
Engineer to schedule a pre - construction meeting to review the Engineer's
construction requirements, staff notification requirements, required inspections for
certain stages of the work and to review the authority of the Engineer as it relates to
the work.
K) Under no circumstances shall work subject to the standards established by this
policy commence without obtaining approved construction drawings by the City of
Carmel Department of Engineering.
2) Foundation
A) General
i) This work shall consist of the construction/preparation of the foundation in
accordance with Section 105.03 of the Standard Specifications.
B)Excavation and Embankment
i) Prior to beginning excavation and embankment operations, all necessary clearing,
grubbing, scalping and topsoil stripping and subsequent backfilling for removed
items within the slope stake limits shall be performed in accordance with Section
201.03 and 201.04 of the Standard Specifications. All topsoil, vegetation, roots,
stumps, friable and deleterious material shall be completely removed within the
limits of the slope stakes.
ii) Excavations
(1) After excavation operations, all spongy and yielding material that does not
readily compact shall be removed from within the slope stake limits and the
resulting void shall be refilled with suitable material and compacted in
accordance with Section 203 of the Standard Specifications.
(2) Any pronounced depressions within the slope stake limits resulting after
excavation operations shall be refilled with suitable material and compacted in
accordance with Section 203 of the Standard Specifications.
lll) Embankments
(1) Embankments shall be constructed in accordance with Section 203 of the
Standard Specifications.
(2) All spongy and yielding material that does not readily compact shall be
removed from within the slope stake limits prior to embankment operations.
(3) Any pronounced depressions within the slope stake limits resulting after
clearing, grubbing, scalping and topsoil removal shall be refilled with suitable
material and compacted in accordance with Section 203 of the Standard
Specifications prior to embankment operations.
(4) Prior to the construction of any embankment, the original ground surface
within the limits of the slope stakes shall be leveled and the upper 6- inches shall
be compacted in accordance with Section 203 of the Standard Specifications.
(5) Embankments shall be shaped to be well drained and shall be protected to
prevent erosion.
(6) Loose depth of each embankment lift, final compacted depth, compaction
method and compaction requirements shall be in accordance with Section 203
of the Standard Specifications.
A) Soil Subgrades
i) Subgrades shall be prepared only after the installation of all utilities and subsurface
drains indicated on the approved construction documents to be located under the
pavement are completed. Trench backfilling work of these installations shall be in
accordance with the City of Carmel Trench Backfilling specifications.
ii) The subgrade shall be shaped to the required grade and sections, free from all ruts,
corrugations, or other irregularities.
iii) The subgrade shall be uniformly prepared, compacted and approved in
accordance with Sections 207.02, 207.03 and 207.04 of the Standard
Specifications.
iv) Subgrades shall be inspected and approved by the Engineer before any
aggregate base or hot mix asphalt pavements are constructed. A proofroll shall be
conducted in accordance with Section 203.26 of the Standard Specifications.
Unacceptable areas shall be corrected to the satisfaction of the Engineer before any
aggregate base or hot mix asphalt paving operations commence.
v) At the discretion of the Engineer, Subgrade that has satisfactorily passed a
proofroll, but remains uncovered for a period of 14 calendar days prior to
placing stone or is subject to a measurable rain event prior to placing stone, shall
be subject to additional proof rolls prior to placement of the Aggregate Base.
A) Existing Pavement
i) Milling of existing pavement surfaces shall be in accordance with Section 306.02,
306.03, 306.05, 306.07 and 306.08 of the Standard Specifications.
ii) Localized weak areas of the existing pavement section uncovered during the
milling process shall be repaired in accordance with Section 304.02, 304.035
304.05 or 305 of the Standard Specifications.
iii) Prior to opening milled areas to traffic, the milled areas shall be cleaned of
all material, debris and dust resulting from the operation.
iv) Milled areas that remain open to traffic longer than those times stipulated in
Section 306.05 of the Standard Specifications shall be subject to liquidated
damages outlined in Section 306.05 of the Standard Specifications. The Contractor
shall be responsible for payment of these liquidated damages.
2) Aggregate Bases
A) General
i) This work shall consist of placing a compacted aggregate on a prepared soil
subgrade in accordance with Section 105.03 of the Standard Specifications.
ii) Aggregate Base materials shall be in accordance with Section 301.02 of the
Standard Specifications.
iii) The material shall be obtained from a Certified Aggregate Producer in
accordance with Section 917 of the Standard Specifications.
iv) The Aggregate Base material shall be handled and transported to, and on, the
work site in a manner that minimizes segregation and moisture loss.
v) Aggregate Bases shall be constructed on prepared foundations and to thicknesses
equal or greater than those indicated on the approved construction documents.
B)Temperature and Seasonal Limitations
i) The Aggregate Base shall be placed in accordance with the temperature limitations
of Section 301.04 of the Standard Specifications.
ii) Frozen material shall not be placed.
iii) Aggregate Bases must be placed and pass proof roll prior to November 30 in
order to allow paving in accordance with Section 4C(iv) of this policy.
C)Preparation
i) The prepared foundation shall be free from objectionable or foreign materials at
the time of placement.
ii) The subgrade shall be subject to additional proof rolls in accordance with Section
203.26 of the Standard Specifications just prior to placing the Aggregate Base on
the subgrade in accordance with Section 2C(v) of this policy. Unacceptable areas
shall be corrected to the satisfaction of the Engineer before any Aggregate Base is
placed.
D) Spreading and Finishing
i) The Aggregate Base shall be spread in accordance with Section 301.05 of the
Standard Specifications.
ii) The Aggregate Base shall be compacted in accordance with Section 301.06 of the
Standard Specifications.
iii) Subsequent paving courses shall be placed over the Aggregate Base within
14 calendar days. Aggregate Bases that lay exposed for a period of time greater
than 14 calendar days or experience a measurable rain event prior to the placement
of subsequent paving courses shall be subject to inspection and acceptance by the
Engineer. At the discretion of the Engineer, additional proof rolls may be required.
3) Asphalt Pavement
A) General
i) This work shall consist of placing one or more courses of base, intermediate, or
surface hot mix asphalt (HMA) mixtures on a prepared foundation in accordance
with Section 105.03 of the Standard Specifications.
ii) HMA base, intermediate, or surface mixtures shall be constructed on prepared
foundations and to thicknesses equal or greater than those indicated on the
approved construction documents.
iii) Materials used in the production of the HMA mixtures shall be in accordance
with Section 401.03 of the Standard Specifications.
iv) Equipment for HMA operations, including but not limited to production,
hauling/transportation, laydown, compaction and miscellaneous /ancillary activity
shall be in accordance with Section 409 of the Standard Specifications.
v) Installation of the full pavement section indicated on the approved construction
documents for the entire area to be paved must be completed in the same paving
season.
vi) Widening operations shall comply with the following:
(1) The outside face of the excavated area shall be left as nearly vertical as the
nature of the material will permit and not wider than the outside limits of the
widening section.
(2) The existing pavement adjacent to the widening area shall be sawcut to a
clean edge.
(3) The subgrade in the widened area shall be compacted in accordance with this
policy.
(4) Widening mixtures shall comply with the pavement section indicated on the
approved construction documents.
(5) Compaction of the widening shall be in accordance with Section 304.05 of
the Standard Specifications.
A) Preparation
i) The Aggregate Base shall be subject to additional proof rolls in accordance with
Section 203.26 of the Standard Specifications just prior to placing the HMA
courses in accordance with Section 3D(iii) of this policy. Unacceptable areas shall
be corrected to the satisfaction of the Engineer before any paving operations
commence.
ii) All displacement or rutting of the Aggregate Base shall be repaired prior to placing
HMA mixtures.
iii) Milled asphalt surfaces shall be tacked in accordance with Section 406 of the
Standard Specifications.
iv) Asphalt surfaces between courses shall be tacked in accordance with Section
406 of the Standard Specifications.
v) Contact surfaces of curbing, gutters, manholes, and other structures shall be tacked
in accordance with Section 406 of the Standard Specifications.
vi) Surfaces on which a mixture is placed shall be free from objectionable or
foreign materials at the time of placement.
vii) Tack Coat material shall be distributed with equipment meeting the
requirements of Section 409.03(a) of the Standard Specifications.
B) Weather and Seasonal Limitations
i) HMA courses shall be placed when the ambient temperature and the temperature
of the surface on which it is to be placed is 45 °F (7 °C) or above. The Engineer
shall determine the ambient temperature. There shall be no provision for low
temperature compaction allowed by Section 402.16 of the Standard Specifications.
ii) No mixture shall be placed on a frozen subgrade.
iii) Under no circumstances shall HMA mixtures be placed between December
15 and March 30.
iv) If a foundation that is to receive one or more courses of base, intermediate,
or surface HMA mixtures is placed and determined to be an approved foundation
by the City prior to November 30, placement of HMA courses will be allowed up
to December 15, provided that the ambient and foundation surface temperature
complies with the requirements of Section 4C(i) of this policy and the paving
contractor pay for the services of a full time construction inspector and who shall
act as an authorized agent of the Engineer. The Engineer shall select the
construction inspector.
v) If the ambient and foundation surface temperature complies with the requirements
of Section 4C(i) of this policy between April 1 and April 15, HMA course shall be
allowed to be placed on an approved foundation provided that the paving
contractor pay for the services of a full time construction inspector and who shall
act as an authorized agent of the Engineer. The Engineer shall select the
construction inspector.
vi) The Engineer reserves the right to suspend all paving operations if, in the
opinion of the Engineer, that prevailing weather conditions and/or the condition of
the Subgrade and /or the Aggregate Base may result in substandard HMA
placement, spreading and finishing.
C) Spreading and Finishing
i) HMA courses shall be placed upon an approved foundation or other HMA course
by means of laydown equipment in accordance with Section 409.03(c) of the
Standard Specifications.
ii) Segregation or flushing or bleeding of HMA mixtures will not be permitted.
Corrective action shall be taken to prevent continuation of these conditions.
Segregated or flushed or bleeding HMA mixtures shall be removed if directed.
iii) All areas showing an excess or deficiency of binder shall be removed and
replaced.
iv) All HMA mixtures that become loose and broken, mixed with dirt, or is in
any way defective shall be removed and replaced.
D) Joints
i) Joints shall conform to the requirements of Section 401.15 of the Standard
Specifications.
E) Compaction
i) The HMA mixture shall be compacted with equipment in accordance with Section
409.03(d) of the Standard Specifications immediately after the mixture has been
spread and finished.
ii) Rollers shall not cause undue displacement, cracking, or shoving.
2) Inspections
A) All materials furnished and each part or detail of the work will be subject to
inspection per Section 105.10 of the Standard Specifications for the purpose of
ascertaining that the work is in substantial conformance with this policy and the
approved construction documents.
B)The Contractor shall notify the Engineer a minimum of 48 -hours in advance of
commencing any work subject to the standards established by this policy.
C)The Contractor shall schedule proofrolls with the Engineer a minimum of 48 -hours in
advance of such proofrolls.
D) Sampling and testing of materials, equipment or construction work may be required
at the expense of the Contractor at the discretion of the Engineer for the purpose of
ascertaining that the work is in substantial conformance with this policy and the
approved construction documents. Sampling and testing shall conform to the
requirements of the sections of the Standard Specifications applicable to the portion
of the work suspected to be non - compliant or as directed by the Engineer.
E) Where the Engineer determines that is necessary to confirm compliance with
standards of quality or thickness, pavements shall be cored and tested at the expense
of the Contractor. The average thicknesses of all courses must equal or exceed the
minimum prescribed by the approved construction documents, and no single core
shall show a deficiency greater than one half inch (1 /2 ") in any course or total
thickness from the pavement section indicated on the approved construction
documents.
F) Such inspections shall not be construed to relieve the developers' engineers or
contractors in any way from their obligations and responsibilities under their
contracts. Specifically, inspection by the Engineer, or by retained engineers or
testing agencies, shall not require them to assume responsibilities for the approved
construction documents, for any misinterpretation of the approved construction
documents by the contractors during construction, or for the means and methods of
construction, nor for safety on the job site.
G) Work identified to not meet the requirements of this policy or the approved
construction documents, unacceptable work, whether the result of poor workmanship,
use of defective materials, damage through carelessness, or any other cause found to
exist prior to the final acceptance of the work, shall be removed immediately and
replaced in an acceptable manner at the Contractor's expense.
H) If the Contractor fails to comply forthwith with any order made under the
provisions of this subsection, the Engineer will have authority to cause unacceptable
work to be remedied or removed and replaced; to cause unauthorized work to be
removed; and to deduct the costs from any monies due or to become due.
I) Work done contrary to instructions provided by the Engineer shall be considered
unacceptable and subject to immediate removal and replacement in accordance with
the instructions provided by the Engineer.
3) Acceptance
A) Before acceptance of any phase of construction, the Engineer shall determine if the
improvements are in substantial compliance with this policy (except for any variances
granted) and the approved construction documents
B)The Engineer may, at his sole discretion, accept work that is not in conformance with
this policy provided that the work is bonded for a period greater than three years. The
Engineer shall establish the extended bonding requirement.
(1)
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Minimum Cover or Pipe Crossings of City Streets �'" �
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NOTE: THERE ARE TO B NO WATER VALVES OR MANHOLES For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service w U,
Laterals under City streets, regardless of the jurisdiction of the utility, the minimum cover from the top of the Q
WITHIN THE PAVEMENT, CURBS, OR S installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and O
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over the installation has a more stringent cover requirement, the more stringent requirement shall govern
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7. 15" R.C.P. NW
J EX. 8" S.D.R. 35 P.V.C. 102 L.F. O INV.= 778.57
INV.= 779.35 N
0.42% 36" R.C.P. NE U
INV.= 776.61
CONTRACTOR SHALL VERIFY INVERT 8" SDR 35 P.V.C. "HOLEY MOLEY" Z
PRIOR TO CONSTRUCTION
SAYS: CAUTION Q
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UTILITIES SHOWN ON THIS PLAN ARE BASED
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13 1-800-3(92-5544 OF SAID EXISTING UNDERGROUND UTILITIES
SHOULD BE VERIFIED BY THE CONTRACTOR SHEET N0.
• CALL TOLL FREE PRIOR TO ANY AND ALL CONSTRUCTION.
1- 800 - 428 -5200 500
FOR CALLS OUTSIDE OF INDIANA s & A JOB No.
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For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service
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installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and
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Storm SewMinhnum Cover for Pipe CYOSSilzgs of .City Streets
For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service
Laterals under City streets, regardless of the jurisdiction of the utility, the minimum cover from the top of the
installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and
aggregate material above the subgrade) plus 1 -0 ". If the standard practice of the utility that has jurisdiction
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N 0 TE : ALL CASTINGS SHALL BE LABELED Laterals, Sanitary Service Laterals under City streets, regardless of the jurisdiction
" D U M P N 0 WASTE - DRAINS TO WA TE R WA Y�� , of the utility, the minimum cover from the top of the installed pavement to the top of
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788-61
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37 L.F.
787.20
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792.14 792.33
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34 L.F.
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781.93
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781.83
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791. 88
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790
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800
790
780
810
790
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780.00
790
"HOLEY MOLEY"
SAYS:
1-800-382-5544
CALL TOLL FREE
1-800-42.8-5200
FOR CALLS OUTSIDE OF INDIANA
1-317-571-2648
CALL CARMEL UTILITIES
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800
790
780
810
790
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790
"HOLEY MOLEY"
SAYS:
1-800-382-5544
CALL TOLL FREE
1-800-42.8-5200
FOR CALLS OUTSIDE OF INDIANA
1-317-571-2648
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(FOR WATER MAIN LOCATIONS)
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90 °, TEES
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27
35
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58
65
73
80
95
,
115
450
7'
9'
11 '
13'
15'
17'
19'
21'
24'
29'
22-1/2"
3'
4'
5'
6'
7'
8'
9'
10'
12'
14'
11-1/4,,
2'
2'
3'
3
4'
4'
4'
5'
6'
7'
Misiiminn Cover for Pipe Crossings of City Streets
For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service Laterals under City streets, regardless of the jurisdiction of the
utility, the minimum cover from the top of the installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and aggregate
material above the subgrade) plus 1 -0 ". 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
RESTRAINED JOINTS SHALL BE MECHANICAL JOINT MEGALUG WITH RETAINER GLANDS, US PIPE TR FLEX JOINT SYSTEM,
US PIPE FIELD LOK GASKET SYSTEM, OR EQUAL.
NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS
THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED.
"HOLEY MOLEY"
SAYS:
1-800-382-5544
CALL TOLL FREE
1-800-428-5200
FOR CALLS OUTSIDE OF INDIANA
1-317-571-2648
LATERAL
S.S.D.
3
S. S. D.
TV01 f% A I 1 IM 1 T/
CAUTION
LOCATION OF ALL EXISTING UNDERGROUND
UTILITIES SHOWN ON THIS PLAN ARE BASED
UPON ABOVE GROUND EVIDENCE. (including,
but not limited to, manholes, inlets, valves, &
marks made upon the ground by others.) AND
ARE SPECULATIVE IN NATURE. THERE MAY ALSO
BE OTHER EXISITING UNDERGROUND UTILIITIES
FOR WHICH THERE IS NO ABOVE GROUND
EVIDENCE OR FOR WHICH NO ABOVE GROUND
EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS
OF SAID EXISTING UNDERGROUND UTILITIES
SHOULD BE 'VERIFIED BY THE CONTRACTOR
PRIOR TO ANY AND ALL CONSTRUCTION.
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CONCRETE
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FIRE HYDRANT DETAIL
(NO SCALE)
ALL WATERMAIN SERVICE LINES TO
TERMINATE 8 FEET BEHIND SIDEWALK
AND MARKED WITH A 4" PVC PIPE
WITH A PAINTED BLUE TOP.
NOTE-. POSI —CAPS OR EQUIVALENT IS
REQUIRED ON ALL WATER
VALVE INSALLATION AND MEGA LUGS
MUST BE INSTALLED AT ALL
MECHANICAL JOINTS.
NO WATERMAIN VALVES ARE TO BE
PLACED WITHIN THE STREETS, CURBS,
OR SIDEWALKS.
INSTALL WATERMAIN TRACER WIRE WITH ALL
WATER MAINS LAID AND BLUE REFLECTIVE
WARNING TAPE MUST BE INSTALLED 18"
ABOVE ALL WATERMAINS SAID.
NOTE:
FIRE HYDRANT MARKERS TO BE INSTALLED
IN THE STREET PAVEMENT PERPENDICULAR
TO THE FIRE HYDRANT.
ALL WATERMAINS SHALL BE
DUCTILE IRON AND INSTALLED PER
THE CITY OF CARMEL SPECIFICATIONS
CONTACT CARMEL UTILITIES FOR
WATER MAIN LOCATIONS.
O U V I\ I
LINE
LENGTH OF PIPE TO
BE RESTRAINED
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HYDRANTS SHALL
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MIN.
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REQUIRED
IN ACCORDANCE
WITH SPECIFICATIONS
GATE
VALVE WATER MAIN TEE OR
ANCHORING TEE
CONCRETE
THRUST BLOCK
FIRE HYDRANT DETAIL
(NO SCALE)
ALL WATERMAIN SERVICE LINES TO
TERMINATE 8 FEET BEHIND SIDEWALK
AND MARKED WITH A 4" PVC PIPE
WITH A PAINTED BLUE TOP.
NOTE-. POSI —CAPS OR EQUIVALENT IS
REQUIRED ON ALL WATER
VALVE INSALLATION AND MEGA LUGS
MUST BE INSTALLED AT ALL
MECHANICAL JOINTS.
NO WATERMAIN VALVES ARE TO BE
PLACED WITHIN THE STREETS, CURBS,
OR SIDEWALKS.
INSTALL WATERMAIN TRACER WIRE WITH ALL
WATER MAINS LAID AND BLUE REFLECTIVE
WARNING TAPE MUST BE INSTALLED 18"
ABOVE ALL WATERMAINS SAID.
NOTE:
FIRE HYDRANT MARKERS TO BE INSTALLED
IN THE STREET PAVEMENT PERPENDICULAR
TO THE FIRE HYDRANT.
ALL WATERMAINS SHALL BE
DUCTILE IRON AND INSTALLED PER
THE CITY OF CARMEL SPECIFICATIONS
CONTACT CARMEL UTILITIES FOR
WATER MAIN LOCATIONS.
ALL DUCTILE IRON WATER MAINS SHALL BE
BEDDED IN SAND FROM THE BOTTOM OF
THE TRENCH TO 12" ABOVE THE PIPE.
PRESSURE PIPE JOINT RESTRAINT TABLE
NOTE:
LENGTH OF PIPE TO
BE RESTRAINED
ALL
HYDRANTS SHALL
INCLUDE A 6" VALVE.
IN EACH
DIRECTION
0. D. + 1•
15' -20'
ANGLE VALVE
—
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WITH ITH PUSTIC
III. WRAP
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7'
9'
11'
PIPE
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— EXCAVATE FOR EACH JOINT
�
19'
WATER SERVICE INSTALLATION
24'
29'
22-1/2 °
3'
4'
5'
6'
(NO SCALE)
8'
9'
10'
12'
14'
11-1/4 0
LEGEND
2'
3'
3'
4'
4'
4'
5'
G
�
PROPOSED
HYDRANT 111 6" VALVE
3
-0
O
VALVE
Cn
REDUCER
ALL DUCTILE IRON WATER MAINS SHALL BE
BEDDED IN SAND FROM THE BOTTOM OF
THE TRENCH TO 12" ABOVE THE PIPE.
PRESSURE PIPE JOINT RESTRAINT TABLE
LENGTH OF PIPE TO
BE RESTRAINED
IN EACH
DIRECTION
FROM
1/4 OF BEND
BASED ON 150 psi TEST PRESSURE
DEGREE OF
6
10 12
14
16 18 20
24
30
BEND
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AA KRG
BKR
SHEET N0.
90 °, TEES
27
35
42
50
58
65
73
80
95
,
115
& PLUGS
450
7'
9'
11'
13'
15'
17'
19'
21'
24'
29'
22-1/2 °
3'
4'
5'
6'
7'
8'
9'
10'
12'
14'
11-1/4 0
2'
2'
3'
3'
4'
4'
4'
5'
6'
7'
ONLY MUELLER FIRE HYDRANTS AND
VALVES MAY BE USED.
Mininuc»t Cover for Pipe Crossings of City Streets
For installation of Storm Mains, Water Mains, Sanitary Mains, Water Service Laterals, Sanitary Service Laterals under City streets, regardless of the jurisdiction of the
utility, the minimum cover from the top of the installed pavement to the top of the installed pipe shall be the pavement section thickness (all bituminous and aggregate
material above the subgrade) plus 1 -0 ". 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
RESTRAINED JOINTS SHALL BE MECHANICAL JOINT MEGALUG WITH RETAINER GLANDS, US PIPE TR FLEX JOINT SYSTEM,
US PIPE FIELD LOK GASKET SYSTEM, OR EQUAL.
NOTE: THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS
THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED.
SANITY
"HOLEY MOLEY"
SAYS:
SCALE: 1 "= 50'
1-800-382-5544
CALL TOLL FREE
1-800-428-5200
FOR CALLS OUTSIDE OF INDIANA
1-317-571 2648
S.S.D.
3
S.S.D.
W W W W W
WATERLINE
TYPICAL UTILITY
LATERAL PLACEMENT
CAUTION
LOCATION OF ALL EXISTING UNDERGROUND
UTILITIES SHOWN ON THIS PLAN ARE BASED
UPON ABOVE GROUND EVIDENCE. (including,
but not limited to, manholes, inlets, valves, &
marks made upon the ground by others.) AND
ARE SPECULATIVE IN NATURE. THERE MAY ALSO
BE OTHER EXISITING UNDERGROUND UTILIITIES
FOR WHICH THERE IS NO ABOVE GROUND
EVIDENCE OR FOR WHICH NO ABOVE GROUND
EVIDENCE WAS OBSERVED. THE EXACT LOCATIONS
OF SAID EXISTING UNDERGROUND UTILITIES
SHOULD BE VERIFIED BY THE CONTRACTOR
PRIOR TO ANY AND ALL CONSTRUCTION.
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GENERAL NOTES:
I f'f
equa . I lame er, a an a l long teen
(15) seconds and for manholes six (6) feet in diameter, add an additional
. thirty (30) seconds to the time requirements for four (4)
C. Blow -off valves shall be those manufactured by Mueller Corporation foot diameter manholes. For all manholes. deeper than twenty -five
(H010283 or H- 10291), or equal. (25) feet, the Engineer will determine the applicable minimum
elapsed time.
D. Angle valves at the end of water service stub are to be copper compression D. If the manhole fails the test, necessary repairs must be made
type fitting also and are to be and the vacuum test and repairs must be repeated until the manhole
yp g protected with plastic bay over the passes the test.
va I ve .
E. If manhole joint sealants are pulled out during the vacuum
E. 3/4" taps in lines smaller than 4 inches shall be only topped tee or test, the manhole must be disassembled and the joint sealants
y y PP replaced.
tapping saddle. Water service lines should be marked on curbs with blue
paint. (Sewer lateral locations - red). F. Manholes will be subject to visual inspection with all visual
. leaks being repaired.
5. Butyl rubber coating shall be applied around each manhole joint from
8. All water mains to be pressure tested for leakage and sterilized in 6- inches above to 6- inches below each joint. The appropriate primer
shall be applied prior to applying the rubber coating. Inside joints
accordance with _directions from Carmel Water Department. to be filled with precoat plug material.
9. No traffic will be allowed on prepared subgrade prior to paving. 6. The manhole chimneys, including all riser rings shall be sealed
using Infi- Shield Uniband or approved equal. Prior to placement, the
. top 4- inches of the manhole cone and casting frame shall be cleaned and
10. All street construction within the lines of dedicated right -of -way shall be primed. The Uniband shall extend from 3- inches below the top of the
in accordance with the Specifications of the City of Carmel. cone section to 2- inches over the flange of the . manhole casting frame.
7. The casting elevations are set by plan. However, the castings are
11. Property line corners of street intersections are rounded by an arc having to be adjusted in the field by the Engineers representative
a 20' radius. Property lines drawn hereon are carried to the P.I. of the should a discrepancy occur between plan grade and existing grade. New
manhole ring and cover shall be installed to establish grade. Maximum
arc. 9
I . height of adjusting rings shall be 12- inches.
12. A temporary seeding mixture in the areas where stripping of fills have been 8. Backfill around all structures and all cuts under paved areas with granular material. Trenches opening within 5 -feet of paved roadways
graded shall be seeded for silt and erosion protection. After grading all shall be backfilled with granular material in accordance with Section
- construction areas are to be seeded as follows: 1 211. Backfill under sidewalks shall be granular; unless the walks
. I are constructed a minimum of 6 months after backfill has been in place.
A. Swale seeding : Seed and fertilize within construction limits with 5# /acre 9. The Contractor shall be responsible for verifying that all state
R
" highways, city, and county permits have been obtained .by the
_ edtop grass, 20# /acre Rye Gross", 20# /acre _Blue Gross", 25# /acre developer prior to start of construction.
"Tall Fescue" grass, and 600# /acre 12 -12 -12 fertilizer.
10. The Contractor shall be required to furnish the developer's
B. Cut /Fill Seeding Along Paved Areas: Seed and fertilize with 25# /acre "Tall Engineer with a set of prints, marked in red pencil, showing actual
sewer location and invert, to include lateral location, depth and
Fescue" grass, 20# /acre "Rye Grass ", 15# /acre "Blue Grass" and 600# /acre length. Such asbuilt prints must be received by the Engineer
. I 12 -12 -12 fertilizer. before the final contract payment can be authorized. The sanitary sewer
laterals and stubs termination shall be indicated on the surface with a
metal fence post set immediately above the said termination point.
13. The location of houses (depicted by rectangles) show the pad elevation and /or I 11. All sanitary sewer lines upon completion will be required to
pass a low pressure air test. Said test shall be conducted according to
outside grade. The finished floor elevation is 8 inches higher, more or less ASTM 1417 -92, and shall be witnessed by an Engineer and a
9
than the outside grade. representative of the District. The testing shall be in accordance
with Table 1. Add 0.5 psig for each foot of water above the sewer line
14. It shall be the responsibility of each contractor to verify all existing being tested.
utilities and conditions pertaining to his phase of the work. It shall also 12. Deflection tests shall be performed on all flexible* pipe
be the contractors responsibility to contact the owners of the various after the final backfill has been in place at least 30 days. No pipe
shall exceed a vertical deflection of 5% deflection test results.
utilities before work is started. The contractor shall notify in writing the ( *The following are considered non - flexible pipes: concrete pipe,
. owners and /or the engineers of any changes, errors, or omissions found on ductile iron pipe) and cast iron pipe). The deflection test shall be
these plans or in the field before work is started or resumed. performed with a nine -point mandrel. Proving rings shall be
available.
15. All drainage pipe and ditch outfolls to receiving streams shall be 13. All mandrel testing shall be observed by a professional engineer
. representative for certification and a representative of the
constructed in accordance with drawings, subject however, to any modification District.
required by the City of Carmel at the time installation is completed and to .
any adjustments needed for field conditions that could not be anticipated on 14. The ends of laterals are to be plugged tight with a braced plastic
disc or cap capable of withstanding a low pressure air test without
the design drawings. leakage.
15. Bedding for flexible pipe shall be No. 8 crushed stone from
16. Contractor to record dimensions measured along sewer line from nearest 6- inches below the pipe to 12- inches above the pipe. Bedding for
rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe
manhole to each sanitary sewer lateral. I to the spring line of the pipe and from this point to 12- inches above
shall be fill sand or equivalent. Manholes shall be placed on no less
1
17. Contractor to record dimension of each water stub from nearest fire hydrant than 6- inches of No. 8 crushed stone bedding.
measured along the water main. 16. Water and sewer line crossings and separations shall be in accordance
. with 327 IAC 3 -6 -9.
18. The above locations of laterals, along with any other construction changes 17. Trench shall be opened sufficiently ahead of pipe laying to
are to be incorporated on the original construction drawings and record reveal obstruction, and shall be properly protected and /or barricaded
drawings submitted to the City Engineer's Office as soon after completion of when left unattended.
construction as possible. 18. No water shall be permitted to flow into the sanitary sewer
system during construction. Contractor shall utilize a pump to
19. Contractor shall verify subsurface conditions prior to bidding. keep the water level below the pipe. Pump discharge shall be
directed to a storm outlet in accordance with state and federal laws and
regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers
20. "The engineer and /or owner disclaim any role in the construction means and shall be plugged with screw type mechanical, braced plug until such
methods associated with the project as set forth in these plans." time as all tests on the sewers have been completed and the lines
have passed all punch lists.
19. All sewer laterals installed by the mainline Contractor shall be
bedded the same as the main line sewer.
DUCTILE IRON PIPE SPECIFICATIONS
20. Forty -eight (48) hours notice shall be given to the District
a. Material: Ductile Iron Pipe in diameters from eight (8) inches through thirty six (36) prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer..
inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA
C -151, latest revision. Ductile Iron Pipe shall be Class 50, 51, 52, or 54 wall thickness 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting
dependent upon site conditions and . provided in minimum laying lenghts of eighteen (18) feet. R 1642A or equal) and be self - sealing type. The casting flange shall
be 34 inches and the clear opening shall be 24 inches. Waterproof
castings shall be
b. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall Neenah R- 1916 -F1 and stamped SANITARY SEWER.
.
comply with ANSI A- 21.10, AWWA C -110. 22. The minimum slope for sewer acceptance by the Clay Township
Regional Waste District are:
c. Joints: Mechanical joints, slip or flanged joints shall be provided. Size of Pipe Minimum Constructed Slope
Mechanical joints and accessories shall conform to AWWA Standard C -111, ANSI A- 21.11. The 8 -inch 0.40
10 -inch 0.28
bolts and nuts shall be corrosion resistant high strenght alloy steel. 12 -inch 0.22
The 0 -ring gaskets sealing the slip joint shall be made of rubber of special composition 15 -inch 0.15%
having a texture to assure a watertight and permanent seal and shall be the product of a 18 -inch 1 0.12%
manufacturer having at least five (5) years experience in the manufacuter of rubber gaskets 23. The Contractor shall provide measurements of the sloe of the
for pipe joints. The gasket shall be a continous ring of flexible joint rubber of a composition P p
sewer for each manhole section as construction progresses. Such
and texture which is resistant to common ingredients of sewage, industrial wastes and measurements shall be certified by a Registered Land Surveyor or
groundwater, and which will endure permanently under the conditions likely to be imposed by Engineer and be available on -site for observation by the District's
this service. The gasket shall conform to the requirements of AWWA C -111 (ANSI A- 2111). Inspector. No more than three manhole sections can be constructed in
Flanged jofnts shall be manufactured with laying dimesions, facing and flange detailed in advance of such measurements.
accordance with AWWA Standard C -115 (ANSI A21.15) Class 125. 24. In the event the Contractor does not meet the minimum slopes,
the sewer section and any other affected sewer sections shall be
reconstructed to. meet such minimum slopes.
. 25. Laterals are to be traced with a minimum size of 14 gauge wire
from the wye to the terminus. The contractor for the building or
home will extend the wire from this terminus to the building
cleanout adjacent to the building.
CLAY TOWNSHIP REGIONAL WASTE DISTRICT
SUN'11ARY OF LATERAL INSTALLATION REQUIREMENTS
1. All houses, buildings, etc., shall correct to the District's sanitary sewer system within 90 days of notice providing a sewer
Is within 300 feet for Haaftri County or 100 feet for Boone County of the property Iin7 Onhy one building may connect to
the sewer main per lateral unless otherwise approved by the District.
2. No foundation or other storm water drains shall the interconnected to the sewer lateral installed and connected to the
Districts sanitary sewer.
.3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio,
porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost of
all testing. The District inspector must be onsite for the duration of the air test.
4. The (timer or contractor shall notifj the District prior to covering the installed lateral so that the District can make an
inspection to determine compliance with the District's sewer use ordinance. Such notificabon shall be made 24 hours
prior to the need for the inspection. If the inspection fails and a second inspection is required, or contractor is not on site
for scheduled inspection, or fails to cancel inspecAion, an additional fee of $100.00 will be due. This must be paid prior to
the time of the follow up inspection.
5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private
sewage disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public stirrer, a
septic tank "...shall be abandoned and filled v4i earthen material In a safe and sanitary manger." Please contact the
appropriate County Board of Health for further information.
6. Acceptable Pipe Liaterials:
PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE
• PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE
GASKETS JOINTS ASTTV1 D 3212 .
GASKETS ASTM F477
FITTINGS - SDR -26
DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS.
CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND
NO MORE THAN 300 FEET APART.
7. Bedding:
Use fill sand o; Number 8, 9 or 11 stone
Fill rnatehal is to be placed from 6 inches below to 6 inches above the pipe
The trench should be a minimum of 18 inches wide
8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR
21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District
and the District's engineer prior to installation_
9. Where a transition is made betNeen SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical
coupling shall be used. .
10. Laterals shall terminate within 3 feet of the building uraess the conditions ire item #3 above are met. No vlued nine shall be
installed outside of buik,ing fouri,dation walls.
11. Additional information on District standards and specifications may be obtained from the District's office during business
hours of 8:00a.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at
h ttp :l /wvnv. ct rwd . org r.
. Clay Township Regional Waste District
10701 North Col!ege Suite A.
Indianapolis, Indiana 46280
Phone: 844 -9200 Fax: 844 -9203
12. Septic effluent shall not be purerped cut into the sanitary sewer system.
13. The District shall Inspect ALL laterals. Please call Vie District office at 844.9200 24 hours prior to time of inspection
14. Contractors shall lay 14 gauge - stranded wire the entire length of the lateral. wire is to be placed on top of the
lateral The District Inspector will verify placement of the wire. After inspection, bedding is to be placed on top.
15. Call before you dig. IUPPS 1- 800 - 382 -5544, 48 hours prior to digging,
Lateral- rev.01 -05akr
1. CONCRETE OR STONE BEDDING TO EXTEND TO
UNDISTURBED TRENCH WALLS.
2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS.
3. FOR PIPE DIA., REFER TO PLAN AND PROFILES.
EDGE OF PAVEMENT, MIN. 6" TOPSOIL TO
CURB, GUTTER OR ENSURE GRASS GROWTH
SIMILAR STRUCTURE IF NOT UNDER PAVEMENT
IN THE PUBLIC R/W ' OR LES MIN. 6" #53 CAP IF . .. -0 UNDER PAVEMENT
• _ •! ... 0-1, .
I I XW1 . �� ; - - '�
FINAL BACKFILL. �� ..;., . - - _ I
....�
..B" BORROW t' r '��M
ti •
COMPACTED TO 95% :.•• : � -1" .. , . ?
STANDARD PROCTOR 1
DENSITY ... :• i ..
3,000 P.S.I. ... r - .. ,.,.
CONCRETE I . •..
•• Z
•
P• •
.
O tiff
>;
t0
6" MIN. 6" MIN.
CONCRETE ENCASEMENT
CLASS "A -A"
EDGE OF PAVEMENT,
CURB, GUTTER OR
SIMILAR STRUCTURE
IN THE PUBLIC R/W
FINAL BACKFILL: T_�,
B BORROW
COMPACTED TO 95%
STANDARD PROCTOR
DENSITY
COMPACTED
#8 STONE
6" MIN. 6" MIN.
FLEXIBLE PIPE BEDDING
iZ OR
COMPACTED
GRANULAR
MATERIAL
3,000 P.S.I. -
CONCRETE
MIN. 6" TOPSOIL TO
ENSURE GRASS GROWTH
IF NOT UNDER PAVEMENT
MIN. 6" #53 CAP IF
UNDER PAVEMENT
BEDDING, HAUNCHING, INITIAL BACKFILL
BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT
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
- EDGE OF PAVEMENT, HAS JURISDICTION OVER THE INSTALLATION.
CURB, GUTTER OR FINAL BACKFILL
SIMILAR STRUCTURE FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS,
IN THE PUBLIC R/W SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND
WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR
MIN. 6" TOPSOIL TO STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF
ENSURE GRASS GROWTH THE INDOT AND SHALL BE COMPACTED IN 6 -INCH MAXIMUM LIFTS
IF NOT UNDER PAVEMENT TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE
ENTIRE. DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE
MIN. 6" #53 CAP IF TOP 6- INCHES OF THE EXCAVATION BELOW THE START OF THE
/ . UNDER PAVEMENT AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE
MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL . ... :I _11-111-- . / BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR
DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS
~ - :.,,••'`'.''•• ;-• : :•`''., '••. °,'t -1.* '-�' ' FINAL BACKFILL: JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT
`'��''��� "B" BORROW FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT RE UI
Q REMENT
' Z_ COMPACTED TO 95% SHALL GOVERN. 1. STANDARD PROCTOR MINIMUM COVER FO-, - :_` , .
; -
:,,. I I %, la, ".. - - .1 . R OR PIPE CROSSINGS OF CITY
N STREETS
' .- FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY
. - - -. MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS
`' i _ : =: UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE
��`Z UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED
i . . '' . -.' . :. M PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE
.W. �.. :• ,
<0 PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE
MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 ". IF THE STANDARD.
PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
-_ �- INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE
6 MIN. 6 MIN. MORE STRINGENT REQUIREMENT SHALL GOVERN.
CONCRETE CRADLE
CLASS "A"
W � W
I I V I 11
. / -I,,--,`,, I
/ I-, ol, I
I ,�� �,-, I--,-\ .
/ lo, , \ \ \
/ 01 I
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- X "�� . it> * ,
\\V_i��\ - I-,- .. . . . . . . I "*'��
�\,�>, \__ A . .
,\- �\\\ \� � D, D \ 2500 psi CONCRETE
BOTTOM OF TRENCH /� �
PIPE BEDDING DETAILS_
NOT TO SCALE
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R-1 916-Fl
EAST JORDAN 104522 I 1045V1IT
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, -
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS .
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE
MANHOLE CASTING SCHEDULE).
FINISH GRADE
" PRECAST CONCRETE ADJUSTING RING
N x 24 .13
Q 1
M .. DIA. DOUBLE ROW OF KENT SEAL
K, MANHOLE STEPS PER SPECS
INFISHIELD "UNIBAND" I - FINISH GRADE
INTERIOR JOINTS AND LIFT HOLES
°
BUTYL RUBBER • SHALL BE SEALED WITH NON - SHRINK
_ • ' GROUT PER SPECS, NO GROUT ABOVE N X
TOP OF CONE SECTION V_ Q n--**' ' 4
SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL
.: TO ASTM C -443 AND„ ON DOUBLE ROW OF %2" KENT SEAL UNIB NE
OR SINGLE ROW OF 1 KENT SEAL UNIBANC
1 } .
BUTYL RUBBEI
� Z T I
' ~ - � x MANHOLE REINF. PER ASTM SPECS
cV PIPE DIA. PER PLAN & PROFILE
. I -) s BENCHWALL SHALL BE CLASS "B" CONC.
.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. •
i
,f
.. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN N
r-
' LATERALS, SHALL BE A -LOCK, DURA SEAL OR
I - I APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A :;
OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN
r_ _ _ '%I
M `S'� s r � MANHOLES a
' Al vrl In rIrE IN VCR I uEr ins. OF i4 r I. UK
GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
o MIN. SLOPE
SHALL BE
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DRAWN BY: CHECKED BY:
BKR BKR
SHEET N0.
5 &A JOB NO.
52790S1 '
TYPICAL SANITARY SEWER SPECIFICATIONS
TO BE USED FOR PRIVATE SEWER DEVELOPMENT
1. A
All storm sewers shall be constructed with reinforced concrete pipe Class III W
WITHIN CLAY TOWNSHIP REGIONAL WASTE DISTRICT
or as noted and conform to A.S.T.M. C -76 or latest revision. All manholes R
REVISED MAY 2002
shall be precast concrete construction in accordance with State of Indiana 1
1. Standard specifications of the District and Indiana Department of
Specifications and shall have Type " A " cast iron ring and cover. i
Transportation shall apply for all work and materials. Pipe shall be
installed in accordance with Section 715.
2. J
Joints in sewer pipe shall conform to A.S.T.M. Specification C -425 or latest 2
2. Sanitary sewer pipe shall be PVC in accordance with ASTM D -3034
revision. T
(S.D.R. 35) and ASTM 2321. PVC pipe shall have grooved bell and gasket.
The pipe shall be made of PVC plastic having a cell classification of
124548.
3. S
Sewer pipe shall be bedded in accordance with detail shown. Sewer trenches 3
shall be kept free of all water. Do not allow water or mud to enter the D
3
PVC sewer fittings shall conform to the requirements of ASTM
sewer. m
molded in one piece with elastomeric joints and minimum socket
depths as specified in sections 6.2 and 7.3.2. Fittings 10" and
. l
larger shall be molded or fabricated in accordance with section 7.11 with
4. A
All pipe or drainage structures in trenches under paved surfaces and within 10 f
manufacturers standard pipe bells and gaskets. Wall thickness of.
feet of the pavement shall be backfilled with granular material and compacted s
specifications. Gaskets for elastomeric joints shall be molded with
by approved methods. a
a minimum crosssectional area of 0.20 square inches and conform to ASTM
F -477 specification. Fittings shall be manufactured by HarcO or equal.
5. N
No roof drains, footing drains and / or surface water drains may be connected 4
4. All sanitary manholes shall be precast concrete manholes in accordance
to the sanitary sewer system, including temporary connections during S
with ASTM C -478 and Section 720. 0 -rings shall conform to C -443. Kent
construction. r
riser rings and castings. Manhole step spacing shall be no more than
16- inches. Manholes shall be air tested for leakage in accordance with
ASTM C1244 -93, Standard Test Method for Concrete Sewer Manholes by
6. S
Sewers crossing mains shall be laid to provide minimum distance of 18 inches t
the Negative Air Pressure (vacuum) Test.
between the outside of the water main and the outside of the sewer. This shall A
A. Installation and operation of vacuum equipment an '
p d indicating
. b
be the case where the water main is L either above or below the sewer. The d
devices must be in accordance with manufacturers recommendations and
crossing shall be arranged so that the sewer joints will be equidistant and as p
performance specifications which have been provided by the
for as possible from the water main joints. Where a water main crosses under m
manufacturer and accepted by the Engineer. The vacuum equipment
must be capable of testing the entire manhole, including the
a sewer, adequate structural support shall be provided for the sewer to c
casting and riser rings.
prevent damage to the water main. When it is impossible to obtain proper
horizontal and vertical separation as stipulated above, the sewer shall be 1
B. With the vacuum tester set in place:
designed and constructed equal to water pipe and shall be pressure tested to o
open.
assure watertightness prior to backfilling. 2
2. Draw a vacuum of ten (10) inches of Hg. and close the valve.
C. Accepted standards for leakage will be established from the
7. W
Water mains shall be of ductile iron Class 350 cement lined pipe, unless e
elapsed time for a negative pressure change from ten (10) inches
otherwise noted in the plans. t
to nine (9) inches of mercury. The maximum allowable leakage rate
for a four (4) foot diameter manhole must be in accordance with the
following:
L
A. Water lines shall be of ductile iron pipe, Class 50 cement . I M
Minimum Elapsed Time for a . L
L I M
10 feet or less 60 seconds
B. Stop shall be those manufactured by Ford or Mueller Corporation with AWWA >
>10 feet but <15 feet
75 seconds
taper thread, and with copper compression type fitting on outlet, or
I F
For manholes five (5) feet 'n d' t dd dd't' I
equa . I lame er, a an a l long teen
(15) seconds and for manholes six (6) feet in diameter, add an additional
. thirty (30) seconds to the time requirements for four (4)
C. Blow -off valves shall be those manufactured by Mueller Corporation foot diameter manholes. For all manholes. deeper than twenty -five
(H010283 or H- 10291), or equal. (25) feet, the Engineer will determine the applicable minimum
elapsed time.
D. Angle valves at the end of water service stub are to be copper compression D. If the manhole fails the test, necessary repairs must be made
type fitting also and are to be and the vacuum test and repairs must be repeated until the manhole
yp g protected with plastic bay over the passes the test.
va I ve .
E. If manhole joint sealants are pulled out during the vacuum
E. 3/4" taps in lines smaller than 4 inches shall be only topped tee or test, the manhole must be disassembled and the joint sealants
y y PP replaced.
tapping saddle. Water service lines should be marked on curbs with blue
paint. (Sewer lateral locations - red). F. Manholes will be subject to visual inspection with all visual
. leaks being repaired.
5. Butyl rubber coating shall be applied around each manhole joint from
8. All water mains to be pressure tested for leakage and sterilized in 6- inches above to 6- inches below each joint. The appropriate primer
shall be applied prior to applying the rubber coating. Inside joints
accordance with _directions from Carmel Water Department. to be filled with precoat plug material.
9. No traffic will be allowed on prepared subgrade prior to paving. 6. The manhole chimneys, including all riser rings shall be sealed
using Infi- Shield Uniband or approved equal. Prior to placement, the
. top 4- inches of the manhole cone and casting frame shall be cleaned and
10. All street construction within the lines of dedicated right -of -way shall be primed. The Uniband shall extend from 3- inches below the top of the
in accordance with the Specifications of the City of Carmel. cone section to 2- inches over the flange of the . manhole casting frame.
7. The casting elevations are set by plan. However, the castings are
11. Property line corners of street intersections are rounded by an arc having to be adjusted in the field by the Engineers representative
a 20' radius. Property lines drawn hereon are carried to the P.I. of the should a discrepancy occur between plan grade and existing grade. New
manhole ring and cover shall be installed to establish grade. Maximum
arc. 9
I . height of adjusting rings shall be 12- inches.
12. A temporary seeding mixture in the areas where stripping of fills have been 8. Backfill around all structures and all cuts under paved areas with granular material. Trenches opening within 5 -feet of paved roadways
graded shall be seeded for silt and erosion protection. After grading all shall be backfilled with granular material in accordance with Section
- construction areas are to be seeded as follows: 1 211. Backfill under sidewalks shall be granular; unless the walks
. I are constructed a minimum of 6 months after backfill has been in place.
A. Swale seeding : Seed and fertilize within construction limits with 5# /acre 9. The Contractor shall be responsible for verifying that all state
R
" highways, city, and county permits have been obtained .by the
_ edtop grass, 20# /acre Rye Gross", 20# /acre _Blue Gross", 25# /acre developer prior to start of construction.
"Tall Fescue" grass, and 600# /acre 12 -12 -12 fertilizer.
10. The Contractor shall be required to furnish the developer's
B. Cut /Fill Seeding Along Paved Areas: Seed and fertilize with 25# /acre "Tall Engineer with a set of prints, marked in red pencil, showing actual
sewer location and invert, to include lateral location, depth and
Fescue" grass, 20# /acre "Rye Grass ", 15# /acre "Blue Grass" and 600# /acre length. Such asbuilt prints must be received by the Engineer
. I 12 -12 -12 fertilizer. before the final contract payment can be authorized. The sanitary sewer
laterals and stubs termination shall be indicated on the surface with a
metal fence post set immediately above the said termination point.
13. The location of houses (depicted by rectangles) show the pad elevation and /or I 11. All sanitary sewer lines upon completion will be required to
pass a low pressure air test. Said test shall be conducted according to
outside grade. The finished floor elevation is 8 inches higher, more or less ASTM 1417 -92, and shall be witnessed by an Engineer and a
9
than the outside grade. representative of the District. The testing shall be in accordance
with Table 1. Add 0.5 psig for each foot of water above the sewer line
14. It shall be the responsibility of each contractor to verify all existing being tested.
utilities and conditions pertaining to his phase of the work. It shall also 12. Deflection tests shall be performed on all flexible* pipe
be the contractors responsibility to contact the owners of the various after the final backfill has been in place at least 30 days. No pipe
shall exceed a vertical deflection of 5% deflection test results.
utilities before work is started. The contractor shall notify in writing the ( *The following are considered non - flexible pipes: concrete pipe,
. owners and /or the engineers of any changes, errors, or omissions found on ductile iron pipe) and cast iron pipe). The deflection test shall be
these plans or in the field before work is started or resumed. performed with a nine -point mandrel. Proving rings shall be
available.
15. All drainage pipe and ditch outfolls to receiving streams shall be 13. All mandrel testing shall be observed by a professional engineer
. representative for certification and a representative of the
constructed in accordance with drawings, subject however, to any modification District.
required by the City of Carmel at the time installation is completed and to .
any adjustments needed for field conditions that could not be anticipated on 14. The ends of laterals are to be plugged tight with a braced plastic
disc or cap capable of withstanding a low pressure air test without
the design drawings. leakage.
15. Bedding for flexible pipe shall be No. 8 crushed stone from
16. Contractor to record dimensions measured along sewer line from nearest 6- inches below the pipe to 12- inches above the pipe. Bedding for
rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe
manhole to each sanitary sewer lateral. I to the spring line of the pipe and from this point to 12- inches above
shall be fill sand or equivalent. Manholes shall be placed on no less
1
17. Contractor to record dimension of each water stub from nearest fire hydrant than 6- inches of No. 8 crushed stone bedding.
measured along the water main. 16. Water and sewer line crossings and separations shall be in accordance
. with 327 IAC 3 -6 -9.
18. The above locations of laterals, along with any other construction changes 17. Trench shall be opened sufficiently ahead of pipe laying to
are to be incorporated on the original construction drawings and record reveal obstruction, and shall be properly protected and /or barricaded
drawings submitted to the City Engineer's Office as soon after completion of when left unattended.
construction as possible. 18. No water shall be permitted to flow into the sanitary sewer
system during construction. Contractor shall utilize a pump to
19. Contractor shall verify subsurface conditions prior to bidding. keep the water level below the pipe. Pump discharge shall be
directed to a storm outlet in accordance with state and federal laws and
regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers
20. "The engineer and /or owner disclaim any role in the construction means and shall be plugged with screw type mechanical, braced plug until such
methods associated with the project as set forth in these plans." time as all tests on the sewers have been completed and the lines
have passed all punch lists.
19. All sewer laterals installed by the mainline Contractor shall be
bedded the same as the main line sewer.
DUCTILE IRON PIPE SPECIFICATIONS
20. Forty -eight (48) hours notice shall be given to the District
a. Material: Ductile Iron Pipe in diameters from eight (8) inches through thirty six (36) prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer..
inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA
C -151, latest revision. Ductile Iron Pipe shall be Class 50, 51, 52, or 54 wall thickness 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting
dependent upon site conditions and . provided in minimum laying lenghts of eighteen (18) feet. R 1642A or equal) and be self - sealing type. The casting flange shall
be 34 inches and the clear opening shall be 24 inches. Waterproof
castings shall be
b. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall Neenah R- 1916 -F1 and stamped SANITARY SEWER.
.
comply with ANSI A- 21.10, AWWA C -110. 22. The minimum slope for sewer acceptance by the Clay Township
Regional Waste District are:
c. Joints: Mechanical joints, slip or flanged joints shall be provided. Size of Pipe Minimum Constructed Slope
Mechanical joints and accessories shall conform to AWWA Standard C -111, ANSI A- 21.11. The 8 -inch 0.40
10 -inch 0.28
bolts and nuts shall be corrosion resistant high strenght alloy steel. 12 -inch 0.22
The 0 -ring gaskets sealing the slip joint shall be made of rubber of special composition 15 -inch 0.15%
having a texture to assure a watertight and permanent seal and shall be the product of a 18 -inch 1 0.12%
manufacturer having at least five (5) years experience in the manufacuter of rubber gaskets 23. The Contractor shall provide measurements of the sloe of the
for pipe joints. The gasket shall be a continous ring of flexible joint rubber of a composition P p
sewer for each manhole section as construction progresses. Such
and texture which is resistant to common ingredients of sewage, industrial wastes and measurements shall be certified by a Registered Land Surveyor or
groundwater, and which will endure permanently under the conditions likely to be imposed by Engineer and be available on -site for observation by the District's
this service. The gasket shall conform to the requirements of AWWA C -111 (ANSI A- 2111). Inspector. No more than three manhole sections can be constructed in
Flanged jofnts shall be manufactured with laying dimesions, facing and flange detailed in advance of such measurements.
accordance with AWWA Standard C -115 (ANSI A21.15) Class 125. 24. In the event the Contractor does not meet the minimum slopes,
the sewer section and any other affected sewer sections shall be
reconstructed to. meet such minimum slopes.
. 25. Laterals are to be traced with a minimum size of 14 gauge wire
from the wye to the terminus. The contractor for the building or
home will extend the wire from this terminus to the building
cleanout adjacent to the building.
CLAY TOWNSHIP REGIONAL WASTE DISTRICT
SUN'11ARY OF LATERAL INSTALLATION REQUIREMENTS
1. All houses, buildings, etc., shall correct to the District's sanitary sewer system within 90 days of notice providing a sewer
Is within 300 feet for Haaftri County or 100 feet for Boone County of the property Iin7 Onhy one building may connect to
the sewer main per lateral unless otherwise approved by the District.
2. No foundation or other storm water drains shall the interconnected to the sewer lateral installed and connected to the
Districts sanitary sewer.
.3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio,
porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost of
all testing. The District inspector must be onsite for the duration of the air test.
4. The (timer or contractor shall notifj the District prior to covering the installed lateral so that the District can make an
inspection to determine compliance with the District's sewer use ordinance. Such notificabon shall be made 24 hours
prior to the need for the inspection. If the inspection fails and a second inspection is required, or contractor is not on site
for scheduled inspection, or fails to cancel inspecAion, an additional fee of $100.00 will be due. This must be paid prior to
the time of the follow up inspection.
5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private
sewage disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public stirrer, a
septic tank "...shall be abandoned and filled v4i earthen material In a safe and sanitary manger." Please contact the
appropriate County Board of Health for further information.
6. Acceptable Pipe Liaterials:
PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE
• PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE
GASKETS JOINTS ASTTV1 D 3212 .
GASKETS ASTM F477
FITTINGS - SDR -26
DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS.
CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND
NO MORE THAN 300 FEET APART.
7. Bedding:
Use fill sand o; Number 8, 9 or 11 stone
Fill rnatehal is to be placed from 6 inches below to 6 inches above the pipe
The trench should be a minimum of 18 inches wide
8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR
21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District
and the District's engineer prior to installation_
9. Where a transition is made betNeen SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical
coupling shall be used. .
10. Laterals shall terminate within 3 feet of the building uraess the conditions ire item #3 above are met. No vlued nine shall be
installed outside of buik,ing fouri,dation walls.
11. Additional information on District standards and specifications may be obtained from the District's office during business
hours of 8:00a.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at
h ttp :l /wvnv. ct rwd . org r.
. Clay Township Regional Waste District
10701 North Col!ege Suite A.
Indianapolis, Indiana 46280
Phone: 844 -9200 Fax: 844 -9203
12. Septic effluent shall not be purerped cut into the sanitary sewer system.
13. The District shall Inspect ALL laterals. Please call Vie District office at 844.9200 24 hours prior to time of inspection
14. Contractors shall lay 14 gauge - stranded wire the entire length of the lateral. wire is to be placed on top of the
lateral The District Inspector will verify placement of the wire. After inspection, bedding is to be placed on top.
15. Call before you dig. IUPPS 1- 800 - 382 -5544, 48 hours prior to digging,
Lateral- rev.01 -05akr
1. CONCRETE OR STONE BEDDING TO EXTEND TO
UNDISTURBED TRENCH WALLS.
2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS.
3. FOR PIPE DIA., REFER TO PLAN AND PROFILES.
EDGE OF PAVEMENT, MIN. 6" TOPSOIL TO
CURB, GUTTER OR ENSURE GRASS GROWTH
SIMILAR STRUCTURE IF NOT UNDER PAVEMENT
IN THE PUBLIC R/W ' OR LES MIN. 6" #53 CAP IF . .. -0 UNDER PAVEMENT
• _ •! ... 0-1, .
I I XW1 . �� ; - - '�
FINAL BACKFILL. �� ..;., . - - _ I
....�
..B" BORROW t' r '��M
ti •
COMPACTED TO 95% :.•• : � -1" .. , . ?
STANDARD PROCTOR 1
DENSITY ... :• i ..
3,000 P.S.I. ... r - .. ,.,.
CONCRETE I . •..
•• Z
•
P• •
.
O tiff
>;
t0
6" MIN. 6" MIN.
CONCRETE ENCASEMENT
CLASS "A -A"
EDGE OF PAVEMENT,
CURB, GUTTER OR
SIMILAR STRUCTURE
IN THE PUBLIC R/W
FINAL BACKFILL: T_�,
B BORROW
COMPACTED TO 95%
STANDARD PROCTOR
DENSITY
COMPACTED
#8 STONE
6" MIN. 6" MIN.
FLEXIBLE PIPE BEDDING
iZ OR
COMPACTED
GRANULAR
MATERIAL
3,000 P.S.I. -
CONCRETE
MIN. 6" TOPSOIL TO
ENSURE GRASS GROWTH
IF NOT UNDER PAVEMENT
MIN. 6" #53 CAP IF
UNDER PAVEMENT
BEDDING, HAUNCHING, INITIAL BACKFILL
BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT
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
- EDGE OF PAVEMENT, HAS JURISDICTION OVER THE INSTALLATION.
CURB, GUTTER OR FINAL BACKFILL
SIMILAR STRUCTURE FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS,
IN THE PUBLIC R/W SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND
WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR
MIN. 6" TOPSOIL TO STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF
ENSURE GRASS GROWTH THE INDOT AND SHALL BE COMPACTED IN 6 -INCH MAXIMUM LIFTS
IF NOT UNDER PAVEMENT TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE
ENTIRE. DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE
MIN. 6" #53 CAP IF TOP 6- INCHES OF THE EXCAVATION BELOW THE START OF THE
/ . UNDER PAVEMENT AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE
MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL . ... :I _11-111-- . / BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR
DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS
~ - :.,,••'`'.''•• ;-• : :•`''., '••. °,'t -1.* '-�' ' FINAL BACKFILL: JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT
`'��''��� "B" BORROW FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT RE UI
Q REMENT
' Z_ COMPACTED TO 95% SHALL GOVERN. 1. STANDARD PROCTOR MINIMUM COVER FO-, - :_` , .
; -
:,,. I I %, la, ".. - - .1 . R OR PIPE CROSSINGS OF CITY
N STREETS
' .- FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY
. - - -. MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS
`' i _ : =: UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE
��`Z UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED
i . . '' . -.' . :. M PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE
.W. �.. :• ,
<0 PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE
MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 ". IF THE STANDARD.
PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
-_ �- INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE
6 MIN. 6 MIN. MORE STRINGENT REQUIREMENT SHALL GOVERN.
CONCRETE CRADLE
CLASS "A"
W � W
I I V I 11
. / -I,,--,`,, I
/ I-, ol, I
I ,�� �,-, I--,-\ .
/ lo, , \ \ \
/ 01 I
� � , lo, . . .
X, \, 4
.oll Nll��\ t, * .. ..
- X "�� . it> * ,
\\V_i��\ - I-,- .. . . . . . . I "*'��
�\,�>, \__ A . .
,\- �\\\ \� � D, D \ 2500 psi CONCRETE
BOTTOM OF TRENCH /� �
PIPE BEDDING DETAILS_
NOT TO SCALE
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R-1 916-Fl
EAST JORDAN 104522 I 1045V1IT
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, -
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS .
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE
MANHOLE CASTING SCHEDULE).
FINISH GRADE
" PRECAST CONCRETE ADJUSTING RING
N x 24 .13
Q 1
M .. DIA. DOUBLE ROW OF KENT SEAL
K, MANHOLE STEPS PER SPECS
INFISHIELD "UNIBAND" I - FINISH GRADE
INTERIOR JOINTS AND LIFT HOLES
°
BUTYL RUBBER • SHALL BE SEALED WITH NON - SHRINK
_ • ' GROUT PER SPECS, NO GROUT ABOVE N X
TOP OF CONE SECTION V_ Q n--**' ' 4
SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL
.: TO ASTM C -443 AND„ ON DOUBLE ROW OF %2" KENT SEAL UNIB NE
OR SINGLE ROW OF 1 KENT SEAL UNIBANC
1 } .
BUTYL RUBBEI
� Z T I
' ~ - � x MANHOLE REINF. PER ASTM SPECS
cV PIPE DIA. PER PLAN & PROFILE
. I -) s BENCHWALL SHALL BE CLASS "B" CONC.
.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. •
i
,f
.. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN N
r-
' LATERALS, SHALL BE A -LOCK, DURA SEAL OR
I - I APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A :;
OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN
r_ _ _ '%I
M `S'� s r � MANHOLES a
' Al vrl In rIrE IN VCR I uEr ins. OF i4 r I. UK
GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
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o MIN. SLOPE
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52790S1 '
any adjustments needed for field conditions that could not be anticipated on 14. The ends of laterals are to be plugged tight with a braced plastic
disc or cap capable of withstanding a low pressure air test without
the design drawings. leakage.
15. Bedding for flexible pipe shall be No. 8 crushed stone from
16. Contractor to record dimensions measured along sewer line from nearest 6- inches below the pipe to 12- inches above the pipe. Bedding for
rigid pipe shall be No. 8 crushed stone from 6- inches below the pipe
manhole to each sanitary sewer lateral. I to the spring line of the pipe and from this point to 12- inches above
shall be fill sand or equivalent. Manholes shall be placed on no less
1
17. Contractor to record dimension of each water stub from nearest fire hydrant than 6- inches of No. 8 crushed stone bedding.
measured along the water main. 16. Water and sewer line crossings and separations shall be in accordance
. with 327 IAC 3 -6 -9.
18. The above locations of laterals, along with any other construction changes 17. Trench shall be opened sufficiently ahead of pipe laying to
are to be incorporated on the original construction drawings and record reveal obstruction, and shall be properly protected and /or barricaded
drawings submitted to the City Engineer's Office as soon after completion of when left unattended.
construction as possible. 18. No water shall be permitted to flow into the sanitary sewer
system during construction. Contractor shall utilize a pump to
19. Contractor shall verify subsurface conditions prior to bidding. keep the water level below the pipe. Pump discharge shall be
directed to a storm outlet in accordance with state and federal laws and
regulations (327 IAC 3- 6 -20). Any pipe entering existing sewers
20. "The engineer and /or owner disclaim any role in the construction means and shall be plugged with screw type mechanical, braced plug until such
methods associated with the project as set forth in these plans." time as all tests on the sewers have been completed and the lines
have passed all punch lists.
19. All sewer laterals installed by the mainline Contractor shall be
bedded the same as the main line sewer.
DUCTILE IRON PIPE SPECIFICATIONS
20. Forty -eight (48) hours notice shall be given to the District
a. Material: Ductile Iron Pipe in diameters from eight (8) inches through thirty six (36) prior to the start of sewer construction. Also, 48 hours notice shall be given prior to doing any testing on the sewer..
inches shall be centrifugally cast and shall conform to ANSI Specifications A21.51 and AWWA
C -151, latest revision. Ductile Iron Pipe shall be Class 50, 51, 52, or 54 wall thickness 21. Manhole castings shall be stamped SANITARY SEWER (Neenah Casting
dependent upon site conditions and . provided in minimum laying lenghts of eighteen (18) feet. R 1642A or equal) and be self - sealing type. The casting flange shall
be 34 inches and the clear opening shall be 24 inches. Waterproof
castings shall be
b. Fittings: Fittings shall be standardized for the type of pipe and joint specified and shall Neenah R- 1916 -F1 and stamped SANITARY SEWER.
.
comply with ANSI A- 21.10, AWWA C -110. 22. The minimum slope for sewer acceptance by the Clay Township
Regional Waste District are:
c. Joints: Mechanical joints, slip or flanged joints shall be provided. Size of Pipe Minimum Constructed Slope
Mechanical joints and accessories shall conform to AWWA Standard C -111, ANSI A- 21.11. The 8 -inch 0.40
10 -inch 0.28
bolts and nuts shall be corrosion resistant high strenght alloy steel. 12 -inch 0.22
The 0 -ring gaskets sealing the slip joint shall be made of rubber of special composition 15 -inch 0.15%
having a texture to assure a watertight and permanent seal and shall be the product of a 18 -inch 1 0.12%
manufacturer having at least five (5) years experience in the manufacuter of rubber gaskets 23. The Contractor shall provide measurements of the sloe of the
for pipe joints. The gasket shall be a continous ring of flexible joint rubber of a composition P p
sewer for each manhole section as construction progresses. Such
and texture which is resistant to common ingredients of sewage, industrial wastes and measurements shall be certified by a Registered Land Surveyor or
groundwater, and which will endure permanently under the conditions likely to be imposed by Engineer and be available on -site for observation by the District's
this service. The gasket shall conform to the requirements of AWWA C -111 (ANSI A- 2111). Inspector. No more than three manhole sections can be constructed in
Flanged jofnts shall be manufactured with laying dimesions, facing and flange detailed in advance of such measurements.
accordance with AWWA Standard C -115 (ANSI A21.15) Class 125. 24. In the event the Contractor does not meet the minimum slopes,
the sewer section and any other affected sewer sections shall be
reconstructed to. meet such minimum slopes.
. 25. Laterals are to be traced with a minimum size of 14 gauge wire
from the wye to the terminus. The contractor for the building or
home will extend the wire from this terminus to the building
cleanout adjacent to the building.
CLAY TOWNSHIP REGIONAL WASTE DISTRICT
SUN'11ARY OF LATERAL INSTALLATION REQUIREMENTS
1. All houses, buildings, etc., shall correct to the District's sanitary sewer system within 90 days of notice providing a sewer
Is within 300 feet for Haaftri County or 100 feet for Boone County of the property Iin7 Onhy one building may connect to
the sewer main per lateral unless otherwise approved by the District.
2. No foundation or other storm water drains shall the interconnected to the sewer lateral installed and connected to the
Districts sanitary sewer.
.3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio,
porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost of
all testing. The District inspector must be onsite for the duration of the air test.
4. The (timer or contractor shall notifj the District prior to covering the installed lateral so that the District can make an
inspection to determine compliance with the District's sewer use ordinance. Such notificabon shall be made 24 hours
prior to the need for the inspection. If the inspection fails and a second inspection is required, or contractor is not on site
for scheduled inspection, or fails to cancel inspecAion, an additional fee of $100.00 will be due. This must be paid prior to
the time of the follow up inspection.
5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private
sewage disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public stirrer, a
septic tank "...shall be abandoned and filled v4i earthen material In a safe and sanitary manger." Please contact the
appropriate County Board of Health for further information.
6. Acceptable Pipe Liaterials:
PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE
• PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE
GASKETS JOINTS ASTTV1 D 3212 .
GASKETS ASTM F477
FITTINGS - SDR -26
DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS.
CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND
NO MORE THAN 300 FEET APART.
7. Bedding:
Use fill sand o; Number 8, 9 or 11 stone
Fill rnatehal is to be placed from 6 inches below to 6 inches above the pipe
The trench should be a minimum of 18 inches wide
8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR
21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District
and the District's engineer prior to installation_
9. Where a transition is made betNeen SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical
coupling shall be used. .
10. Laterals shall terminate within 3 feet of the building uraess the conditions ire item #3 above are met. No vlued nine shall be
installed outside of buik,ing fouri,dation walls.
11. Additional information on District standards and specifications may be obtained from the District's office during business
hours of 8:00a.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at
h ttp :l /wvnv. ct rwd . org r.
. Clay Township Regional Waste District
10701 North Col!ege Suite A.
Indianapolis, Indiana 46280
Phone: 844 -9200 Fax: 844 -9203
12. Septic effluent shall not be purerped cut into the sanitary sewer system.
13. The District shall Inspect ALL laterals. Please call Vie District office at 844.9200 24 hours prior to time of inspection
14. Contractors shall lay 14 gauge - stranded wire the entire length of the lateral. wire is to be placed on top of the
lateral The District Inspector will verify placement of the wire. After inspection, bedding is to be placed on top.
15. Call before you dig. IUPPS 1- 800 - 382 -5544, 48 hours prior to digging,
Lateral- rev.01 -05akr
1. CONCRETE OR STONE BEDDING TO EXTEND TO
UNDISTURBED TRENCH WALLS.
2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS.
3. FOR PIPE DIA., REFER TO PLAN AND PROFILES.
EDGE OF PAVEMENT, MIN. 6" TOPSOIL TO
CURB, GUTTER OR ENSURE GRASS GROWTH
SIMILAR STRUCTURE IF NOT UNDER PAVEMENT
IN THE PUBLIC R/W ' OR LES MIN. 6" #53 CAP IF . .. -0 UNDER PAVEMENT
• _ •! ... 0-1, .
I I XW1 . �� ; - - '�
FINAL BACKFILL. �� ..;., . - - _ I
....�
..B" BORROW t' r '��M
ti •
COMPACTED TO 95% :.•• : � -1" .. , . ?
STANDARD PROCTOR 1
DENSITY ... :• i ..
3,000 P.S.I. ... r - .. ,.,.
CONCRETE I . •..
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6" MIN. 6" MIN.
CONCRETE ENCASEMENT
CLASS "A -A"
EDGE OF PAVEMENT,
CURB, GUTTER OR
SIMILAR STRUCTURE
IN THE PUBLIC R/W
FINAL BACKFILL: T_�,
B BORROW
COMPACTED TO 95%
STANDARD PROCTOR
DENSITY
COMPACTED
#8 STONE
6" MIN. 6" MIN.
FLEXIBLE PIPE BEDDING
iZ OR
COMPACTED
GRANULAR
MATERIAL
3,000 P.S.I. -
CONCRETE
MIN. 6" TOPSOIL TO
ENSURE GRASS GROWTH
IF NOT UNDER PAVEMENT
MIN. 6" #53 CAP IF
UNDER PAVEMENT
BEDDING, HAUNCHING, INITIAL BACKFILL
BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT
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
- EDGE OF PAVEMENT, HAS JURISDICTION OVER THE INSTALLATION.
CURB, GUTTER OR FINAL BACKFILL
SIMILAR STRUCTURE FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS,
IN THE PUBLIC R/W SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND
WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR
MIN. 6" TOPSOIL TO STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF
ENSURE GRASS GROWTH THE INDOT AND SHALL BE COMPACTED IN 6 -INCH MAXIMUM LIFTS
IF NOT UNDER PAVEMENT TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE
ENTIRE. DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE
MIN. 6" #53 CAP IF TOP 6- INCHES OF THE EXCAVATION BELOW THE START OF THE
/ . UNDER PAVEMENT AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE
MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL . ... :I _11-111-- . / BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR
DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS
~ - :.,,••'`'.''•• ;-• : :•`''., '••. °,'t -1.* '-�' ' FINAL BACKFILL: JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT
`'��''��� "B" BORROW FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT RE UI
Q REMENT
' Z_ COMPACTED TO 95% SHALL GOVERN. 1. STANDARD PROCTOR MINIMUM COVER FO-, - :_` , .
; -
:,,. I I %, la, ".. - - .1 . R OR PIPE CROSSINGS OF CITY
N STREETS
' .- FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY
. - - -. MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS
`' i _ : =: UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE
��`Z UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED
i . . '' . -.' . :. M PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE
.W. �.. :• ,
<0 PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE
MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 ". IF THE STANDARD.
PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
-_ �- INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE
6 MIN. 6 MIN. MORE STRINGENT REQUIREMENT SHALL GOVERN.
CONCRETE CRADLE
CLASS "A"
W � W
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PIPE BEDDING DETAILS_
NOT TO SCALE
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R-1 916-Fl
EAST JORDAN 104522 I 1045V1IT
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, -
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS .
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE
MANHOLE CASTING SCHEDULE).
FINISH GRADE
" PRECAST CONCRETE ADJUSTING RING
N x 24 .13
Q 1
M .. DIA. DOUBLE ROW OF KENT SEAL
K, MANHOLE STEPS PER SPECS
INFISHIELD "UNIBAND" I - FINISH GRADE
INTERIOR JOINTS AND LIFT HOLES
°
BUTYL RUBBER • SHALL BE SEALED WITH NON - SHRINK
_ • ' GROUT PER SPECS, NO GROUT ABOVE N X
TOP OF CONE SECTION V_ Q n--**' ' 4
SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL
.: TO ASTM C -443 AND„ ON DOUBLE ROW OF %2" KENT SEAL UNIB NE
OR SINGLE ROW OF 1 KENT SEAL UNIBANC
1 } .
BUTYL RUBBEI
� Z T I
' ~ - � x MANHOLE REINF. PER ASTM SPECS
cV PIPE DIA. PER PLAN & PROFILE
. I -) s BENCHWALL SHALL BE CLASS "B" CONC.
.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. •
i
,f
.. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN N
r-
' LATERALS, SHALL BE A -LOCK, DURA SEAL OR
I - I APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A :;
OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN
r_ _ _ '%I
M `S'� s r � MANHOLES a
' Al vrl In rIrE IN VCR I uEr ins. OF i4 r I. UK
GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
o MIN. SLOPE
SHALL BE
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DRAWN BY: CHECKED BY:
BKR BKR
SHEET N0.
5 &A JOB NO.
52790S1 '
CLAY TOWNSHIP REGIONAL WASTE DISTRICT
SUN'11ARY OF LATERAL INSTALLATION REQUIREMENTS
1. All houses, buildings, etc., shall correct to the District's sanitary sewer system within 90 days of notice providing a sewer
Is within 300 feet for Haaftri County or 100 feet for Boone County of the property Iin7 Onhy one building may connect to
the sewer main per lateral unless otherwise approved by the District.
2. No foundation or other storm water drains shall the interconnected to the sewer lateral installed and connected to the
Districts sanitary sewer.
.3. The existing sewer line from the building to the septic tank may only be used if it is located under a building addition, patio,
porch or paved driveway. Air test is required to show if acceptable for re -use. The property owner shall bear the cost of
all testing. The District inspector must be onsite for the duration of the air test.
4. The (timer or contractor shall notifj the District prior to covering the installed lateral so that the District can make an
inspection to determine compliance with the District's sewer use ordinance. Such notificabon shall be made 24 hours
prior to the need for the inspection. If the inspection fails and a second inspection is required, or contractor is not on site
for scheduled inspection, or fails to cancel inspecAion, an additional fee of $100.00 will be due. This must be paid prior to
the time of the follow up inspection.
5. Property owners are hereby advised that the County Board of Health regulates the operation and maintenance of private
sewage disposal (septic) systems. The County Ordinance provides in part that, upon connection to a public stirrer, a
septic tank "...shall be abandoned and filled v4i earthen material In a safe and sanitary manger." Please contact the
appropriate County Board of Health for further information.
6. Acceptable Pipe Liaterials:
PVC PIPE: SDR 35, ASTM D -3034, SIX INCH PIPE
• PVC PIPE: SDR 21, ASTM D -241, SIX INCH PIPE
GASKETS JOINTS ASTTV1 D 3212 .
GASKETS ASTM F477
FITTINGS - SDR -26
DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS.
CLEAN OUTS TO BE LOCATED THREE FEET WITHIN THE FOUNDATION AND
NO MORE THAN 300 FEET APART.
7. Bedding:
Use fill sand o; Number 8, 9 or 11 stone
Fill rnatehal is to be placed from 6 inches below to 6 inches above the pipe
The trench should be a minimum of 18 inches wide
8. Laterals shall be installed no closer than 20 feet from water wells unless PVC pressure grade pipe is used meeting SDR
21 and ASTM D -2241. Any proposed installation requiring pressure pipe shall be reviewed and accepted by the District
and the District's engineer prior to installation_
9. Where a transition is made betNeen SDR 35 pipe and pressure grade SDR 21 pipe, a ductile iron gasketed mechanical
coupling shall be used. .
10. Laterals shall terminate within 3 feet of the building uraess the conditions ire item #3 above are met. No vlued nine shall be
installed outside of buik,ing fouri,dation walls.
11. Additional information on District standards and specifications may be obtained from the District's office during business
hours of 8:00a.m. to 4:30 p.m. Monday through Friday: All District standards can be located on our web site at
h ttp :l /wvnv. ct rwd . org r.
. Clay Township Regional Waste District
10701 North Col!ege Suite A.
Indianapolis, Indiana 46280
Phone: 844 -9200 Fax: 844 -9203
12. Septic effluent shall not be purerped cut into the sanitary sewer system.
13. The District shall Inspect ALL laterals. Please call Vie District office at 844.9200 24 hours prior to time of inspection
14. Contractors shall lay 14 gauge - stranded wire the entire length of the lateral. wire is to be placed on top of the
lateral The District Inspector will verify placement of the wire. After inspection, bedding is to be placed on top.
15. Call before you dig. IUPPS 1- 800 - 382 -5544, 48 hours prior to digging,
Lateral- rev.01 -05akr
1. CONCRETE OR STONE BEDDING TO EXTEND TO
UNDISTURBED TRENCH WALLS.
2. FOR TRENCH WIDTH, REFER TO SPECIFICATIONS.
3. FOR PIPE DIA., REFER TO PLAN AND PROFILES.
EDGE OF PAVEMENT, MIN. 6" TOPSOIL TO
CURB, GUTTER OR ENSURE GRASS GROWTH
SIMILAR STRUCTURE IF NOT UNDER PAVEMENT
IN THE PUBLIC R/W ' OR LES MIN. 6" #53 CAP IF . .. -0 UNDER PAVEMENT
• _ •! ... 0-1, .
I I XW1 . �� ; - - '�
FINAL BACKFILL. �� ..;., . - - _ I
....�
..B" BORROW t' r '��M
ti •
COMPACTED TO 95% :.•• : � -1" .. , . ?
STANDARD PROCTOR 1
DENSITY ... :• i ..
3,000 P.S.I. ... r - .. ,.,.
CONCRETE I . •..
•• Z
•
P• •
.
O tiff
>;
t0
6" MIN. 6" MIN.
CONCRETE ENCASEMENT
CLASS "A -A"
EDGE OF PAVEMENT,
CURB, GUTTER OR
SIMILAR STRUCTURE
IN THE PUBLIC R/W
FINAL BACKFILL: T_�,
B BORROW
COMPACTED TO 95%
STANDARD PROCTOR
DENSITY
COMPACTED
#8 STONE
6" MIN. 6" MIN.
FLEXIBLE PIPE BEDDING
iZ OR
COMPACTED
GRANULAR
MATERIAL
3,000 P.S.I. -
CONCRETE
MIN. 6" TOPSOIL TO
ENSURE GRASS GROWTH
IF NOT UNDER PAVEMENT
MIN. 6" #53 CAP IF
UNDER PAVEMENT
BEDDING, HAUNCHING, INITIAL BACKFILL
BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT
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
- EDGE OF PAVEMENT, HAS JURISDICTION OVER THE INSTALLATION.
CURB, GUTTER OR FINAL BACKFILL
SIMILAR STRUCTURE FINAL BACKFILL FOR WATER MAINS, WATER SERVICE LATERALS,
IN THE PUBLIC R/W SANITARY MAINS AND SANITARY SERVICE LATERALS UNDER AND
WITHIN 5 -FEET OF PAVEMENT SHALL BE B- BORROW FOR
MIN. 6" TOPSOIL TO STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF
ENSURE GRASS GROWTH THE INDOT AND SHALL BE COMPACTED IN 6 -INCH MAXIMUM LIFTS
IF NOT UNDER PAVEMENT TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE
ENTIRE. DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE
MIN. 6" #53 CAP IF TOP 6- INCHES OF THE EXCAVATION BELOW THE START OF THE
/ . UNDER PAVEMENT AGGREGATE SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE
MEETING THE MATERIAL REQUIREMENTS OF THE INDOT AND SHALL . ... :I _11-111-- . / BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR
DENSITY. IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS
~ - :.,,••'`'.''•• ;-• : :•`''., '••. °,'t -1.* '-�' ' FINAL BACKFILL: JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT
`'��''��� "B" BORROW FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT RE UI
Q REMENT
' Z_ COMPACTED TO 95% SHALL GOVERN. 1. STANDARD PROCTOR MINIMUM COVER FO-, - :_` , .
; -
:,,. I I %, la, ".. - - .1 . R OR PIPE CROSSINGS OF CITY
N STREETS
' .- FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY
. - - -. MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS
`' i _ : =: UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE
��`Z UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED
i . . '' . -.' . :. M PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE
.W. �.. :• ,
<0 PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE
MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 ". IF THE STANDARD.
PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
-_ �- INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE
6 MIN. 6 MIN. MORE STRINGENT REQUIREMENT SHALL GOVERN.
CONCRETE CRADLE
CLASS "A"
W � W
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BOTTOM OF TRENCH /� �
PIPE BEDDING DETAILS_
NOT TO SCALE
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R-1 916-Fl
EAST JORDAN 104522 I 1045V1IT
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, -
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS .
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE
MANHOLE CASTING SCHEDULE).
FINISH GRADE
" PRECAST CONCRETE ADJUSTING RING
N x 24 .13
Q 1
M .. DIA. DOUBLE ROW OF KENT SEAL
K, MANHOLE STEPS PER SPECS
INFISHIELD "UNIBAND" I - FINISH GRADE
INTERIOR JOINTS AND LIFT HOLES
°
BUTYL RUBBER • SHALL BE SEALED WITH NON - SHRINK
_ • ' GROUT PER SPECS, NO GROUT ABOVE N X
TOP OF CONE SECTION V_ Q n--**' ' 4
SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL
.: TO ASTM C -443 AND„ ON DOUBLE ROW OF %2" KENT SEAL UNIB NE
OR SINGLE ROW OF 1 KENT SEAL UNIBANC
1 } .
BUTYL RUBBEI
� Z T I
' ~ - � x MANHOLE REINF. PER ASTM SPECS
cV PIPE DIA. PER PLAN & PROFILE
. I -) s BENCHWALL SHALL BE CLASS "B" CONC.
.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. •
i
,f
.. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN N
r-
' LATERALS, SHALL BE A -LOCK, DURA SEAL OR
I - I APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A :;
OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN
r_ _ _ '%I
M `S'� s r � MANHOLES a
' Al vrl In rIrE IN VCR I uEr ins. OF i4 r I. UK
GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
o MIN. SLOPE
SHALL BE
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BKR BKR
SHEET N0.
5 &A JOB NO.
52790S1 '
<0 PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE
MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 ". IF THE STANDARD.
PRACTICE OF THE UTILITY THAT HAS JURISDICTION OVER THE
-_ �- INSTALLATION HAS A MORE STRINGENT COVER REQUIREMENT, THE
6 MIN. 6 MIN. MORE STRINGENT REQUIREMENT SHALL GOVERN.
CONCRETE CRADLE
CLASS "A"
W � W
I I V I 11
. / -I,,--,`,, I
/ I-, ol, I
I ,�� �,-, I--,-\ .
/ lo, , \ \ \
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X, \, 4
.oll Nll��\ t, * .. ..
- X "�� . it> * ,
\\V_i��\ - I-,- .. . . . . . . I "*'��
�\,�>, \__ A . .
,\- �\\\ \� � D, D \ 2500 psi CONCRETE
BOTTOM OF TRENCH /� �
PIPE BEDDING DETAILS_
NOT TO SCALE
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R-1 916-Fl
EAST JORDAN 104522 I 1045V1IT
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, -
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS .
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE
MANHOLE CASTING SCHEDULE).
FINISH GRADE
" PRECAST CONCRETE ADJUSTING RING
N x 24 .13
Q 1
M .. DIA. DOUBLE ROW OF KENT SEAL
K, MANHOLE STEPS PER SPECS
INFISHIELD "UNIBAND" I - FINISH GRADE
INTERIOR JOINTS AND LIFT HOLES
°
BUTYL RUBBER • SHALL BE SEALED WITH NON - SHRINK
_ • ' GROUT PER SPECS, NO GROUT ABOVE N X
TOP OF CONE SECTION V_ Q n--**' ' 4
SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL
.: TO ASTM C -443 AND„ ON DOUBLE ROW OF %2" KENT SEAL UNIB NE
OR SINGLE ROW OF 1 KENT SEAL UNIBANC
1 } .
BUTYL RUBBEI
� Z T I
' ~ - � x MANHOLE REINF. PER ASTM SPECS
cV PIPE DIA. PER PLAN & PROFILE
. I -) s BENCHWALL SHALL BE CLASS "B" CONC.
.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. •
i
,f
.. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN N
r-
' LATERALS, SHALL BE A -LOCK, DURA SEAL OR
I - I APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A :;
OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN
r_ _ _ '%I
M `S'� s r � MANHOLES a
' Al vrl In rIrE IN VCR I uEr ins. OF i4 r I. UK
GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
o MIN. SLOPE
SHALL BE
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MAIN SEWER U
DRAWN BY: CHECKED BY:
BKR BKR
SHEET N0.
5 &A JOB NO.
52790S1 '
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT, -
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS .
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL, OR SINGLE ROW OF 1" KENT SEAL (SEE
MANHOLE CASTING SCHEDULE).
FINISH GRADE
" PRECAST CONCRETE ADJUSTING RING
N x 24 .13
Q 1
M .. DIA. DOUBLE ROW OF KENT SEAL
K, MANHOLE STEPS PER SPECS
INFISHIELD "UNIBAND" I - FINISH GRADE
INTERIOR JOINTS AND LIFT HOLES
°
BUTYL RUBBER • SHALL BE SEALED WITH NON - SHRINK
_ • ' GROUT PER SPECS, NO GROUT ABOVE N X
TOP OF CONE SECTION V_ Q n--**' ' 4
SET BARREL JOINTS WITH RUBBER TYPE GASKET EQUAL
.: TO ASTM C -443 AND„ ON DOUBLE ROW OF %2" KENT SEAL UNIB NE
OR SINGLE ROW OF 1 KENT SEAL UNIBANC
1 } .
BUTYL RUBBEI
� Z T I
' ~ - � x MANHOLE REINF. PER ASTM SPECS
cV PIPE DIA. PER PLAN & PROFILE
. I -) s BENCHWALL SHALL BE CLASS "B" CONC.
.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA. •
i
,f
.. MANHOLE TO PIPE CONNECTION BOOTS, INCLUDIN N
r-
' LATERALS, SHALL BE A -LOCK, DURA SEAL OR
I - I APPROVED EQUAL. PRESS -SEAL, KOR -N -SEAL A :;
OTHER FLEXIBLE BOOTS SHALL NOT BE USED IN
r_ _ _ '%I
M `S'� s r � MANHOLES a
' Al vrl In rIrE IN VCR I uEr ins. OF i4 r I. UK
GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
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NOT -TO -SCALE
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NOT -TO -SCALE
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5 &A JOB NO.
52790S1 '
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GREATER.
4$-On 6" MIN. COMPACTED #8 STONE
I.D.
SANITARY MANHOLE -TYPE "A" � . "I
N 26"
SANITARY. MANHOLE R -1642A
NOT -TO -SCALE
TiOLE 1 TABLE I
MINIMUM SPECIFIED TIME REQUIRED FOR A 1.0 psie
DROP FOR SIZE AND LENGTH OF PIPE INDICATED
Pipe Nlinimum Length for Time for
Diameter Time, Minimum Longer Specification Time for Length (L) Shown, mints
In. mints Time, ft Length, S
100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft
4 3:48 597 0.360 L 3:46 3:46 3:46 3:46 3:46 3:46 3:46 3:46
6 5:40 386 0.854 L 5:40 5:40 5:40 5AU 5:40 5:40 5:42 6:24
8 7:34 298 1.520 L 7:34 7:34 7:34 7:34 7:36 8:52 10:08 11:24
10 8:26 239 2.374 L 9:28 9:28 9:28 9:63 11:52 13:51 1 15:49 17:48
12 11:20 199 3.418 L 11:20 11:20 11:24 14:15 17:05 19:58 22:47 25:38
16 14:10 158 5.342 L 14:10 14:10 17:48 22:15 26:42 31:09 35:36 40:04
18 17:00 133 7.682 L 17:00 19:13 1 25:38 32:03 26:27 44:52 51:16 57:41.
21 19:50 114 10.470 L 18:60 26:10 34 :54 43:37 52:21 61:00 69:48 78:31
24 22:40 89 13.674 L 22:47 34:11 45:34 56:58 68:22 79:46 91:10 102:33
27 25:30 88 17.306 L 28:51 43:16 57:41 72:07 86:32 100:57 115:22 129:48
30 28:20 80 21.388 L 96:37 53:26 71:13 89:02 108:50 1 124:38 142:25 160:15
33 31:10 72 25.852 L 49:05 64:38 88:10 107:49 129.18 1 150:43 172:21 193:53
38 34:00 I 86 1 30.788 L 1 61:17 76:55 102:12 128:12 153:80 179:29 205:07 230:46
NOT TO SCALE
PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
o MIN. SLOPE
SHALL BE
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PERSPECTIVE VIEW - EARTH CUT AWAY
0 TO BE USED WHEN CLEAR DISTANCE BETWEEN PIPES
IS 18" OR LESS, OR WERE NOTED ON THE DRAWINGS.
CONCRETE CRADLE
NOT -TO -SCALE
EAST JORDAN 104522 1045WT
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
o MIN. SLOPE
SHALL BE
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5 &A JOB NO.
52790S1 '
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R-1 642A R- 1916 -F1
MANHOLE CASTING SCHEDULE
MANUFACTURER SELF SEALING WATERTIGHT
NEENAH R -1642A R- 1916 -F1
CASTING SHALL BE EITHER SELF - SEALING OR WATERTIGHT,
(SEE PLAN & PROFILE SHEETS FOR CASTING TYPE). LIDS --
SHALL BE STAMPED "SANITARY SEWER" AND HAVE CLOSED
PICKHOLES. FRAME SHALL BE SET ON DOUBLE ROW OF 1/2"
KENT SEAL OR SINGLE ROW OF 1" KENT SEAL
(SEE MANHOLE CASTING SCHEDULE).
NOTE:
ALL BEDDING & INTAIL BACKFILL
SHALL BE INSTALLED IN 6"
. TO 12" BALANCED LIFTS
DX2 (MAX)
TRENCH WIDTH
6" PIPE
.12�
TAMPED IN PLACE :
#8 CRUSHED STONE
_\ . . . . . ... . . . ... . . ..
. x •.
90� - :
. III . El I
Wil 6. .
l l 1_
.II I 111 II
SANITARY SEWER
SERVICE CONNECTION
NOT -TO -SCALE
PRECAST CONCRETE ADJUSTING RING
DOUBLE ROW OF KENT SEAL
. MANHOLE STEPS PER SPECS
INTERIOR JOINTS AND LIFT HOLES
SHALL BE SEALED WITH NON - SHRINK
GROUT PER SPECS, NO GROUT ABOVE TOP
OF CONE SECTION
SET BARREL JOINTS WITH RUBBER TYPE GASKET
EQUAL TO ASTM C -443 AND ON DOUBLE ROW OF
%2" KENT SEAL OR SINGLE ROW OF 1" KENT SEAL.
MANHOLE REINF. PER ASTM SPECS
PIPE DIA. PER PLAN & PROFILE
BENCHWALL SHALL BE CLASS "B" CONC.
BENCHWALL HEIGHT SHALL BE 80% OF PIPE DIA.
-_ :__ . _ .
MANHOLE TO PIPE CONNECTION BOOTS,
INCLUDING LATERALS, SHALL BE A -LOCK, DURA
SEAL OR APPROVED EQUAL. PRESS -SEAL,
KOR -N -SEAL AND OTHER FLEXIBLE BOOTS
SHALL NOT BE USED IN MANHOLES WITH PIPE
INVERT DEPTHS OF 14 FT. OR GREATER.
6" MIN. CONCRETE ENCASEMENT
I.D. 6" MIN. COMPACTED #8 STONE
SANITARY MANHOLE - TYPE "B"
NOT TO SCALE
APPROVED SURFACE
MARKER
iii = iii = iii = iii = iii = iii =iTi =1 I Iii = iii =iii =i
UNDISTURBED EARTH
NOT -TO -SCALE
SANITARY SEWER SERVICE CONNECTION
NOT -TO -SCALE
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\,�Condults for fritilrc 11111Hy canssinya rnuy Le urstulled utter uriderd ails
�j�riUf t0 curb $t pgyrrncnl if desurcl In avoit. lulurr hxrs at 4t5r,
DqMt shul be 24" bE;OW Vp of back of curb.
NOTES.
1,) All trps, Icltrrul , pushes, bores arid uthcr undcrgrQurd fond rrassirlys Ic:r u;l utilil e� sl-ri,ll be at
a minirrrlrm of 4$° below lilt �tuYerireilt 1urfQee to avnL1 Onfl"..tions which wall ckrnai�e tilt un�rickairr 3y5lerrr.
2.) All Ltllitie3 to bC installed under the rOnd or bulb 3lrull be lastalleiJ prig t� the l��Crdrklin; if n Irrnrhinq
r:T�erullor� ii Ib t�' J, 64. Jut mqutnf lea the und�'rdrrrn�, l r. rr� ire -M'ed, NO Belo #iinq er Filctiirirtq i0 be, aliowctf
the: note! ui arts L, Ubb3.e far utlllty in3trallaticr3 wi,hin Ihr• r /w. In no event shall eutt:n� of the C3tholt
binder, ssurfaCr: {x r.rnrlrte. r 11110wed. Hu UriCCiCLttlrlg of in plat[ curb "s will he downd,
&fly repai to the uoderdrain sysiem shalt be in,j!CCtCd try the `:cnvt!y,r`x Dttice wtlerr a regulated drain is
invcly d, rthr.rwi:,c by till•. Hrunillun Cuunty Fighwoy DiportMe.rit.
4.) ►4'ntrr tr�� & yus tdp FitB shall be tTrac�ulvr bo(1filled to willl IUr !ca lt,r tu}r r1! 1:urt7.
u.) Tilts typical di-Aail cpplir only t,,} rare; having lire Fk /W wi4 us�rner7t <t:,arc;tcristics o� shown �n kills T�Inn;
f,) All drpft-, trinosurud.Irurrr (up of balk of Cuib.
l.) t ?&Wllicari� 14ii1 require it vcriance from tho County Glgirwor.
TYPICAL UTILITY LOCATIONS. AND -LOCAL ROAD CROSSING DETAIL
NO SCAil F
t1AY -26 -2005 WED 11:33 AM 0'717Y TY OF CARMEL FAX ti01 317 5711 2439 P. 04
PrOperty I.ne
Sock Of Curb r 5' —C"
Slope -41 Graded Qwn
l pe % " /ft. j
in �' rm .f 1 • , 4" $iQewcix ' : '_ 'r'- 4" Tcp Sc"
- � 8ockfili Prtpared Sut)y ►ade
TYPICAL SIDEWALK SECTION
NOT TO SCALE
* THE SPACE BEHIND THE' CURB SHALL BE FILLED WITH SUITABLE
MATERIAL TO THE REOUIRED ELEVATION AND COMPACTED IN LAIRS
NOT TO EXCEED 6" IN DEPTH.
SUBGRADE OR BASE UNDER ALL CURBS, SIDEWALKS, AND DRIVES
SHALL DE COMPACTED IN ACCORDANCE WITH SECTION 207.02 OF
THE STANDARD SPECIFICATIONS.
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shell Net Exeesd
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1.25 Times Width
=
Tea!ed Or Sawec Joints ?4 Thickness
�:. • . Clcss •A Concrete
•.
4" Knimurn
SidCwQlk Uitilt With Drnve,way$ Sna:l Have Minimum Thickness
Of p" Or Thickness Of Driveway Which EYer Is Greater.
COONCRETF SzDamA.
NOT TO SCALE
•rawr�•r r r rr , w - - �rr�" � A��
CITY OF CARMEL STANDARDS
SIDEWALK DETAILS PMSZD_
17GURE
10 -14
1.57 HMA #11 SURFACE
2•• HMA #8 BINDER
3" HMA LSD BASE
7° #53 COMPACTED STONE.
PREPARED SUBGRADE 1 , _ O„
PAVEMENT COMPOSITION NOTE: ALL PAVING MUST BE COMPLETED
IN ONE PAVING SEASON.
NOT -TO -SCALE
NOTE TO CONTRACTOR,
THE CITY OF CARMEL REQUIRES
DOUBLE WALL HANCOR H1 –Q SSD
PIPE OR EQUAL TO BE USED,
Ec-t i C- Sidewclk Surf "-c:
,, - C-.rcr -- e Curb Of CU D 'u' culler
Ifeaerant
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PI U ERDR.AIN
(Typical Instal!- otions)
NOTE: PIPE SHIALI- CGt4FORM TO REO,U REMEt--1'TS OF SECTION OF STANDARD SPECIFICATIONS.
1 yf'/TN C Dc-S OF PAVEPiENT VOOENRE REQUIRE"ID
INS iA..LrtTI0P1 RE: VYREG : Z! --
B 1HE ENGINEER.
Cf 4%f OF CARMEL STANDARDS
ANDARDS
SUBSURFACE IJpl*t" RT4SED
f?SUP.E
iff 10 -9
VARIABLE 26' -0" TO 36' -0" FROM CURB TO CURB
2' -0" 10' MIN. 2,_0"
6+ 2 "x8" WOOD RAILS I.S.H.C. SIGN XR -1 **
= K VAL.I
WHITE * CLOSED 4 "x4" WOOD POST
REFLECTIVE SHEETING
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REFLECTIVE SHEETING
EZ
_ GRADE LEVEL
II III III III III III III III III III III III III III III III 111-
1/4" 0 THRU BOLTS
6" LARGE WITH WASHERS
4 "x4" WOOD POST
0
2 "x4" WOOD BRACES -1
(2 PER POST) `v 2 "x8" WOOD RAILS
SANDBAGS 1' -6" 0I 0 °
)
i
(MIN. 2 BAGS 1' -0" U-)
* * * **
!, 50' MAX
PER POST) I I
TOP OF CURB
GRADE LEVEL
60-0"
1 8 "
STEEL PLATES
O
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-4 "x4" WOOD POST 4 "x4" WOOD POST ° °
'• �.. .
PAVEMENT BOTTOM OF CURB
TRANSVERSE EXPANSION JOINTS TRANSVERSE CONTRACTION JOINTS
GENERAL NOTES * * * ** WHEN BUILT IN CONJUCTI
ON WITH CONCRETE PAVEMENT, EXPANSION
10 ALL WOOD POST AND SUPPORT MEMBERS REFER TO SECTION 800 OF THE INDIANA AND CONTRACTION JOINTS SHOULD BE PLACED AT THE SAME
SHALL BE PAINTED WITH TWO (2) COATS STATE HIGHWAY COMMISSIONS STANDARD LOCATIONS AS IN THE PAVEMENT SLABS. THE CURB AND GUTTER
OF WHITE PAINT. SPECIFICATIONS AND LATEST ADDITION OF SHOULD BE TIED TO THE PAVEMENT BY 1/2" ROUND DEFORMED BARS
(D LOCATION OF BARRICADE AS PER PLANS INDIANA MANUAL OF UNIFORM TRAFFIC AT ABOUT 3 FOOT INTERVALS. IF NO CONCRETE PAVEMENT IS BEING
03 * REFLECTIVE SHEETING TO BE IN ACCORDANCE CONTROL DEVICES. BUILT AT THE TIME THE CURB IS CONSTRUCTED EXPANSION JOINTS
WITH I.S.H.C. STANDARD SPECIFICATION 912.10. WHEN THE PROPOSED EXTENSION of THE SHOULD BE PLACED AT THE ENDS OF ALL RETURNS AND AT
V ** SEE I.S.H.C. STANDARD DETOUR SIGNS SHT. 3. STREET IS TO BE a) LESS THAN TWO (2)
YEARS USE THE SANDBAGS ON POSTS INTERVALS NOT TO EXCEED 50 FEET MAX. CONTRACTION JOINTS SHOULD
b) GREATER THAN TWO (2) YEARS USE THE BE INSTALLED AT 10 FOOT SPACING (5 FOOT ON RADII).
GROUND POSTS.
STANDARD BAR RICADE DETAIL CURB JOINT D
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5' _ 0 "- 1 _ 4' - 0�,
SIDEWALK 4" THICK
SLOPE 1 4" FT
V
4" MIN. GRANULAR
MATERIAL
TEMPORARY SEEDING SHALL BE DONE
IN ACCORDANCE WITH SECTION 621
OF I.D.O.H. SPECIFICATIONS WITHIN
THE STREET RIGHT -OF -WAY.
NOTE: 6 SUBSURFACE SHALL BE
DOUBLE WALL HANCOR HI-0
OR EQUIVALENT.
50' R /W
30' - 0"
J TYPICAL STREET CROSS - SECTION
NOT -TO -SCALE
RESIDENTIAL STREETS ONLY
BEDDING, HAUNCHING, INITIAL BACKFILL
BEDDING, HAUNCHING AND INITIAL BACKFILL MATERIALS, PLACEMENT
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 SHALL BE B- BORROW FOR
STRUCTURE BACKFILL MEETING THE MATERIAL REQUIREMENTS OF
THE INDOT AND 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 SUBBASE OF THE PAVEMENT SHALL BE NO. 53 STONE
MEETING THE MATERIAL REQUIREMENTS OF THE 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
FINAL BACKFILL REQUIREMENT, THE MORE STRINGENT REQUIREMENT
SHALL GOVERN.
MINIMUM COVER FOR PIPE CROSSINGS OF CITY
STREETS
FOR INSTALLATION OF STORM MAINS, WATER MAINS, SANITARY
MAINS, WATER SERVICE LATERALS, SANITARY SERVICE LATERALS
UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE
UTILITY, THE MINIMUM COVER FROM THE TOP OF THE INSTALLED
PAVEMENT TO THE TOP OF THE INSTALLED PIPE SHALL BE THE
PAVEMENT SECTION THICKNESS (ALL BITUMINOUS AND AGGREGATE
MATERIAL ABOVE THE SUBGRADE) PLUS 1 -0 ". 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.
RCP STORM SEWER MINIMUM COVER HEIGHTS WHICH ARE LESS THAN
THOSE DESCRIBED WILL BE EVALUATED ON A CASE BY CASE
CONDITION AND APPROVED ONLY WITH WRITTEN PERMISSION BY THE
CITY ENGINEER.
11 W
l l l 1
1' -0" R/W
TYPICAL SIDEWALK SECTION
NOT -TO -SCALE
NOTE:
1. ALL TRANSVERSE JOINTS SHALL BE TOOLED OR SAWCUT JOINTS 1/4 THE
THICKNESS OF THE CONCRETE SIDEWALK.
2. WALKS ACROSS DRIVEWAYS SHALL BE 6" OR THE THICKNESS OF THE
PROPOSED DRIVEWAY WHICHEVER IS THICKER.
SOIL
—0
5' — o'
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SIDEWALK 4" THICK
SLOPE 1/4" FT.
MIN. 3" TOPSOIL
" MIN.
ROLL CURB &GUTTER 4 GRANULAR
TYPE I MATERIAL
NOTE: 6" SUBSURFACE SHALL BE
DOUBLE WALL HANCOR HI -0
OR EQUIVALENT.
NOTE:
Contractor shall con tact the Department of En ineerin to
g' g schedule
a pre – construction mee tin-9 to review the De p artmen i It construction
requirements, staff no tlflca Lion requirements, required inspections
fo q
r certain stages of the work and to re vie w the au th on t y of the
Dep artm en t as it relates to work within the existing g an d
proposed
City right – of– way.
S ALegahCarmel RCP Installation Review02 -0 1- O5\ DepartmentoEE✓ngineeringNote.doc
NOTE:
THAT ALL CONCRETE AND BITUMINOUS MATERIAL PRODUCTION,
TRANSPORT AND DELIVERY, PAVING AND PLACEMENT OPERATIONS
FOR IMPROVEMENTS LOCATED WITHIN EXISTING OR FUTURE CIT
Y OF
CARMEL RIGHT–OF–WAY SHALL CONFORM TO THE REQUIREMENTS OF
THE INDOT STANDARD AND SUPPLEMENTAL SPECIFICATIONS LATEST
EDITION.
6' -0" & 10' -0"
SLOPE ASPHALT PATH TO ROAD
1 /4 " /FT. MIN. OR TOWARD TOP OF BANK OF DITCH
TYPICAL ASPHALT ASPHALT PATH
.PEDESTRIAN PATH X- SECTION 110# SYD. BITUM SURFACE N0. 11. LV ON
220# SYD. BITUM BINDER N0. 81 LV ON
5" COMPACTED AGGREGATE BASE, SIZE N0. 53
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10' LANDSCAPE EASEMENT /TREE PRESERVATION LINE EXIST. EXIST. 1 L SEE
i - �-------- - - - -F i
TREES
EXISTING CANOPY TO REMAIN `� I � � I I j � i i 8 �
EXCEPT AS REQUIRED FOR I 1
PROPOSED HOME CONSTRUCTION � I� � I 2� 1 1 15
29
LOT 34
CONSERVANCY LOT � i � i �, `, � 91 I
14
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SIGNAGE AREA ELEVATION
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EXISTING CANOPY TO REMAIN ,
(8) TRAN Sp LAN TED
WHITE PINES _ 7`_g'
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ANNUALS
SIGNAGE AREA PLAN VIEW,
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BASIM ON SOIL DRAINAGE
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• -��'! sir! �i.♦ �� .� sir , �l�.! `• %•�:.::
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NOT TO SCALE
TREE PROTECTION FENCING NOTES
1. Tree protection shall be a minimum of 6-a" high chain fink fence mounted on vertical pipes driven 2'.0' into the
ground. at approximately, W-00 to 10 -0' (max.) on center/ with no gates.
In areas where super sill fence (SSF) and the free protection fence run parallel, SSF may be Wized for Uee
protection purposes upon approval by the County's Urban Forester.
2. "free protection fencing shall be erected at the critical root zone or beyond prior to start of any clearing, grading or
other constructlon activity. Signs stating 'No Entry, Tree Protection Area are to
be pasted in both English and Spanish. See Reference Detail II.A.5. Trea protection shall not be removed until
completion of all construction activity.
C!
At- nit C/ NM.t 1 ■w.i7V1115V
ICAL
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SINGLE OR SPECIMEN TREE I MULTIPLE OR CLUSTERED TREES
TREE FR-OTEC0000TION — PLAN \/IEN
SCALE: N.T.S.
%" / I V LL
EVERGREEN PLANTING.
DETAIL
NOT TO SCALE
TREE BACK
4AINING
fAL TREE
JNG STRING FROM BASE
4 LAYER OF SOIL TO
L
1 FOR WATER ACCUMULATION
TO BE PROMINENT
)LITER EDGE 11TH FOOTPRINT
BURLAP
i PART COMPOST WITH
(]STING SOIL
ACK FILL IN BOTTOM
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TREE FROTECofTION — ELE\/ATION
SCAIZ: KT .9.
RUBBER HOSE AT CONTACT POINTS
1/4" NYLON CORD
NOTE:
PRUNE LOWER BRANCHES OF TREE BACK
TO MAIN TRUNK SO THAT REMAINING
HEAD IS APPROX. 1/2 OF TOTAL TREE
HEIGHT
TREE STAKING AND.
PLANTING DETAIL
N OT TO SCALE
WRAP TRUNK OF TREE WITH
STANDARD TREE WRAPPING PAPER
(CRAPE) STARTING FROM BOTTOM
WINDING UPWARDS
UNTIE BALLING STRING FROM BASE
OF TRUNK
ALLOW THIN LAYER OF SOIL TO
COYER BALL
DEPRESSION FOR WATER ACCUMULATION
BERM SIZE TO BE PROMINENT
COMPACT OUTER EDGE WITH FOOTPRINT
GROUND TREATED STAKES
(3 STAKES SPACED EQUIDISTANT)
PEEL BACK BURLAP
BACK FILL 1 PART COMPOST WITH
5 PARTS QQSTING SOIL
COMPACT BACK FILL IN BOTTOM
OF HOLE
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