HomeMy WebLinkAboutC10.1 - General DetailsSTORM SEWER INLET NOTE
ALL STORM WATER INLETS & CATCH BASIN
CASTINGS SHALL BE LABELED WITH
ENVIRONMENTAL MESSAGING "NO DUMPING,
DRAINS TO STREAM" CAST IN RAISED OR RECESSED
LETTERS AT A MIN. 1 -INCH HEIGHT. A SYMBOL OF A
FISH SHALL ALSO BE CAST WITH THE LETTERS.
6' MINIMUM OF TOPSOIL OR C04PACTED
AGGREGATE J53
L PAVEMENT SECTION VARIES
LIMIT OF SUBGRADE
FINAL BACKFILL
SHALE BE PER
NOTE 1. . .
MINIMUM COVER SHALL
BE PER NOTE 3.
BEDDING, HAUNCHINO, PIPE MATERIAL PER UTILITY
D7fNpi WID1N, IM11A HAVING JURISOICTION OVER
BACKFILL MATERIALS, INSTALLATION -
PLACEMENT, AND
COMPACMCN PER
STANDARD PRACTICE
OF UTILITY HAVING
JURISDICITON OVER
INSTALLAnOIN.
WA TER & SEWER MAIN AND LA TERAL TRENCH DETAIL
FOR UTILITY INS TALLA TIONS Wf THIN Cl TY R/W
NOTES, NO SCALE
I- FINAL BACKFILL FOR UTILITY INSTALLATIONS WHERE 'L' IS 5' OR LESS SHALL BE B -BORROW FOR STRUCTURE BACKFILL
MEETTNG THE MATERIAL REQOIREMVM OF THE INDOT AND $HALL BE COMPACTED IN 6' MAAMOM LIFTS TO NOT LESS
THAN 95% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR 1HE
TOP 6" OF THE EXCAVATION BELOW THE LIMIT OF SUBGRADE SHALL BE X63 STONE MEETING THE MATERIAL REQUIREMENTS
OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 95% STANDARD PROCTOR DENSITY FOR THE ENTIRE
DEPTH OF THE MATERIAL PLACED. IF THE STANDARD PRACTICE OF THE UDUTY THAT HAS JURISDICTION OVER
THE INSTALLATION HAS A MORE STRINGENT FINAL SACKFILL REQUIREMENT. THE MORE STRINGENT REQUIREMENT
WILL GOVERN. CONTRACTOR SHALL PROVIDE A 3rd PARTY TESTING AGENCY TO PROVIDE COMPACTION TESTING AS
NECESSARY.
2, THIS REQUIREMENT SHALL APPLY FOR ALL UTILITY INSTALLATIONS (INCLUDING BUT NOT LIMITED TO WATER
MAINS, WATER SERVICE LATERALS, SANITARY MAINS, SANITARY SERVICE LATERALS, GAS PIPING, POWER, TELECOMM
AND CATV CONDUITS OR DUCT BANK) MT4N EX STING AND PROPOSED CITY OF CARMEL R/W LIMITS.
3. rGR U11UTY INSTALLATIONS TINDER CRY STREETS. REGARDLESS OF THE JURISDICTION OF THE UTIUTY, THE MINIMUM
COVER FROM THE 70P OF THE INSTALLED PAVEMENT OR FINAL GROUND ELEVATTM TO THE TOP OF THE INSTALLED PIPE
CONDUIT OR DUCT BANK SHALL BE NO LESS THAN 2.5 FEET, IF THE STANDARD PRACTICE OF THE UTILITY THAT HAS
JURISDICTION OVER THE INSTALLATION HAS A MORE STFJNGENT COVER REQUIREMENT, THE MORE STRINGENT REQUIREMENT
SHALL GOVERN.
4, IF EXISTING SUBGRADE HAS BEEN LIME STABILRFD, BACKFILL WITH B -SORROW TO BOTTOM OF E)3STING SUBGRADE
AND FILL TO THE LIMIT OF TREATED SUBGRADE WITH COMPACTED AGGREGATE NO 53.
STANDARD CITY OF CARMEL STANDARDS
DRAWING WATER & SEWER MAIN AND LATERAL TRENCHETAIL
FOR UTILITY INSTALLATIONS WITHIN CITY R W
2 #4 BARS AT 28" LON
6" MIN. (T`
NON -SHRINK GROUT
34"
24"
0
0
°INP
NEENAH
R-3405 OR EQUAL
VARIES
+_11 6" MIN. H*
MAXIMUM 12" O.C., E.W. AT w
OPENING
4" GREATER >
THAN O.D. Q
OF PIPE
SUMMARY OF LATERAL INSTALLATION REQUIREMENTS
1. All houses, buildings, etc-, shall connect to the District's sanitary sewer system within 90 days of notice providing a
sewer is within 300 feet for Hamilton County or 100 feet for Boone County of the property line as defined through
Indiana Code (IC 13-26-5-2). Only one building may connect to the sewer main per lateral unless otherwise
approved by the District.
2. No foundatian, Sump; Downspouts or other storm water drains shatI be interconnected to District's sanitary sewer
as addressed through our III Ordinance 12.08.D8 and III Policy found on our website at www.otrwd.org-
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 district shall inspect ALL laterals. The owner or contractor shall notify the District prior to backfilling the
installed lateral so the District can make an inspection to determine compliance with the District's sewer use
ordinance- Lateral stubs shall remain capped until an inspector is on site- Final connection shall only be made
under direct supervision of a CTRWD inspector. If an inspection fails and a second inspection is required or the
contractor is not on site for the scheduled inspection, a fee of $1130-130 will be assessed and must be paid prior to
the time of the fallow 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 sewer; a septic tank "...shall be abandoned (pumped clean) and filled completely with earthen material or
stone in a safe and sanitary manner." Please contact the appropriate County Board of Health for further
information and to notify the department of the abandonment.
S. Acceptable Pipe Materials:
PVC PIPE: SDR 35 or SDR 26, ASTM D3034, SIX INCH PIPE
PVC PRESSURE RATED PIPE: SDR 21, ASTM D2241, SDC INCH PIPE
RESTRAINED JOINT PVC PIPE (DIRECTIONAL DRILL); Yelomine SDR 21;
ASTM D2241, SIX INCH PIPE (use only per approval of the District Engineer)
GASKETED JOINTS. ASTM D3212
GASKETS: ASTM F477
FITTINGS: SDR26 OR BETTER ("FERNCO" OR SIMILAR FLEXIBLE COUPLINGS TYPICALLY NOT ALLOWED)
DUCTILE IRON MECHANICAL COUPLING WITH PROPER FITTINGS
PRIVATE GRINDER PUMPS ACCEPTABLE PIPE MATERIAL:
IF CONNECTING INTO A LOW PRESSURE FORCE MAI N-
CTRWD must be contacted for explanation of allowable pumps and pump requirements
1.25" HDPE ❑R11 IPS (TY P.) connections are to be made with
(Polypropylene or Stainless Steel), Compression Fittings or Electrofusion
ALL PUMP CONNECTIONS
Pumps located more than 3' perpendicular to or run longitudinally along the building for more than 3' shall have a
cleanout installed and the pipe shall be transitioned to 6" SDR 35 pipe for connection into the pump station.
CLEAN OUTS ARE TO BE LOCATF❑ NO MORE THAN THREE FFFT FROM THE FOUNDATION AND FOR
GRAVITY LATERALS NO MORE THAN 100 FEET APART (please see Clean Out Details Type 2 and Type 3 for
multiple cleanout installation requirements).
CLEAN OUT CAP REQUIREMENTS: 6" PVC Threaded Caps
7. BEDDING - Use Number 8 crushed stone or Number 8 fractured face aggregate Number 8 stone backfill material
is to be placed from 6 inches below to 12 inches above the pipe The trench should be a minimum of 18 inches
wide (six inches on both sides of the pipe)
8. Laterals shall be installed no closer than 20 feet from waterwells unless PVC pressure grade pipe is used meeting
SDR 21 and ASTM D2241. 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 between 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 unless the conditions in item 93 above are met. No glued pipe
shall be installed outside three feet of building foundation 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 http://www.ctrwd-org.
Clay Township Regional Waste District 10701 College Avenue - Suite A Indianapolis, Indiana 46280
10701 North College Avenue Suite A
Indianapolis, Indiana 4628D
Phone (317)-844-9200 Fax (317)-844-9203
12- Septic effluent shall not be pumped out into the sanitary sewer system -
13. Contractors shall la 14 gauge -solid wire the entire length of the lateral. Wire isto be laced on to of the lateral.
Y 9 9 9t P P
The District inspector will verify placement of the wire- After inspection, bedding is to be placed on top.
13-a All splicing of tone wire shall be reconnected using either a 3M splice kit model DBRIY-6, King Innovation Dryconn
Direct Bury Lug Aqua catalog # 90220, or District Engineer approved equal
14. All exteriors structures and piping are subject to be tested and/or televised upon the Districts discretion.
Examples of structures that may be included are manholes. rit interce tors um its grease interce ors eto.
p Y 9 p , pump pits, 9 pt
ors,
re uirements are to verif that all structures are waterti ht and that the conform to the Districts III PoIic -
9 q Y g Y Y
15- Call before you dig- IUPPS 1-800-382-5544 48 hours prior to digging.
Y 9 � P
Revised 07/11/2016 6y RH
tAIDERDRAIR
COMPACTED #53
AGGREGATE
CROSS SECTION
01 PAVEMENT INLET TYPE "A"
C10_ NOT TO SCALE
DIMENSIONS (INCHES)
A
(MAX.)
B
(I.D.)
C
(MIN.)
18
48
25
21
48
28
24
48
31
27
60
34
30
60
38
33
60
41
36
60
44
42
60
50
■ IIIIIIIIIE111
34"
24"
0
O J I
PLAN VIEW
EENAH
R-3405 OR EQUAL
DOWNSTREAM DEFENDER
CONCRETE CHAMBER
(BY HYDRO'S PRECASTER)
STR# BMP
(BY HYDRO)
PIPE COUPLING
(BY OTHERS) -
6a 8 PRECAST REDUCER CAP
„ �� INV. = 835.97
6" MINIMU 2 -o w ~ o
d. Q p
PRECAST MANHOLE SECTION B ON -SHRINK
GROUT TANGENTIAL INLET PIPE
MAXIMUM *C (8 LF OF 12" HDPE @12.5%)
OPENING ARREL SECTION
4" GREATER A ASTM C-478 CLASS A
THAN O.D. REINFORCED CONCRETE PIPE
OF PIPE 4000 PSI
d 4 bo00Z
COMPACTED
\\� \ \\ \\ \ , #53 STONE
6"
* MANHOLE STEPS REQUIRED IF 4 REBAR 6" O.C.
DEPTH EXCEEDS 4'-0" EACH WAY
(AT 16" MAX. ON CENTERS)
02 PAVEMENT MANHOLE O
C10. NOT TO SCALE
_ r�
TRENCH DETAIL FOR CITY STORM SEWERS
NO SCALE
L 6" MINIMUM OF TOPSOIL OR COMPACTED
PAVEMENT SECTION VARIES AGGREGATE ¢53.
LIMIT OF SUBGRADE
MINIMUM COVER SHALL
FINAL BE PER NOTE 3
BAO(FILL
Or +18'/MRN,
LEGEND
Bc = OUTSIDE DIAMETER
D = INSIDE DIAMETER
d = DEPTH OF BEDDING
MATERIAL BELOW PIPE
sPLaNcuNE
HAUNCHING {BC/5} OEPTH OF BEDDING
MATERIAL BELOW PIPE
BEDDING d D d MIN
NOTES Bs 60' & SMALLER 4
66' h LARGER 6'
1. BEDDING AND HAUNCHING FOR ALL RCP INSTALLATIONS SHALL BE 08 STONE MEETING THE MATERIAL REDUIREMENTS OF THE
INDOT, BEDDING SHALL BE PLACED IN THE TRENCH BOTTOM SUCH THAT AFTER THE PIPE IS INSTALLED TO GRADE AND
LINE, THERE REMAINS A 4" MINIMUM DEPTH OF MATERIAL BELOW THE PIPE BARREL AND A MINIMUM OF 3" BELOW THE BELL
FOR PIPE SIZES 66' AND LARGER, THE MINIMUM DEPTH OF MATERIAL BELOW THE PIPE BAREL SHALL BE 6. BEDDING SHALL
BE PLACED TO BE UNIFORM AS POSSIBLE, BUT SHALL BE LOOSELY PLACED UNCOMPACTED MATERIAL UNDER THE MIDDLE
THIRD OF THE PIPE PRIOR TO PLACEMENT OF THE PIPE. IF THE UNDERLI1NG SOILS OF THE TRENCH BOTTOM ARE SOFT OR
YIELVING, THE SQL 9•IALL BE U14DUCUT TO SUCH A DEPTH THAT WHEN REPAIRED WITH #2 STONE IT 'ALL PRODUCE A
UNIFORM AND STABLE FOUNDATION ALONG THE ENTIRE LENGTH OF THE PIPE. HAONCHING AND iNITAL BACKFILL SHALL BE
COMPACTED IN B'MAXIMUM LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR DENSITY FOR THE ENTIRE DEPTH OF THE
MATERIAL PLACED. THE BACKFILL SHALL BE BROUGHT UP EVENLY ON BOTH SIDES OF THE PIPE FOR THE FULL LENGTH OF
THE PIPE. HAUNCHING SHALL EXTEND TO THE SPRINGUNE OF THE PIPE MINIMUM TRENCH WIDTH SHALL BE THE OUTSIDE
CIAMETER OF THE PIPE PLUS 18'.
2. FINAL BACKFILL FOR ALL RCP INSTALLATIONS WHERE l.' IS 5' OR LESS SHALL BE B -BORROW FOR STRUCTURE BACKFILL
MEETING THE MATERIAL REOUIRDAENTS OF THE INOOT AND SHALL BE COMPACTED IN 6" MAXIMUM LIFTS TO NOT LESS
THAN 95% STANDARD PROCTOR DENSITY FOR THE ENURE DEPTH OF THE MATERIAL PLACED. THE BACKFILL FOR THE
TOP G" OF THE EXCAVATION BELOW THE LIMIT GE SUBGRADE SHALL. BE #53 STONE MEETING THE MATERIAL
REQUIREMENTS OF THE INDOT AND SHALL BE COMPACTED TO NOT LESS THAN 959 STANDARD PROCTOR
DENSITY. FINAL SACKALL FOR ALL RCP INSTALLATIONS %iERE 'L' IS GREATER THAN 5' SHALL BE CLEAN FILL
MATERIAL FLEE OF ROCKS LARGER THAN 6" IN DIAMATER, FROZEN LUMPS OF SOIL, WOOD DR OTHER EXTRANEOUS
MATERIAL, COMPACTED IN 12' MAXIMUM LIFTS TO NOT LESS THAN 90% STANDARD PROCTOR DENSITY FOR THE ENTIRE
DEPTH OF THE EXCAVATION, CONTRACTOR SHALL PROVIDE A 3rd PARTY TESTING AGENCY TO PROVIDE COMPACTION TESTING
AS NECESSARY.
3. FOR INSTALLATION OF STORM MAINS WATERMAINS. SANITARY MAINS. MATER SERVICE LATERALS. AND SANITARY
SERVICE LATERALS UNDER CITY STREETS, REGARDLESS OF THE JURISDICTION OF THE UTILITY, THE MINIMUM
COVER FROM THE TOP OF THE INSTALLED PAVEMENT OR FINAL GROUND ELEVATION TO THE TOP OF THE INSTALLED PIPE
SHALL BE NO LESS THAN 2.5 FEET OF COVER ALONG ANY PART OF THE PIPE. IF TH£ STANDARD PRACTICE OF THE
UTILITY THAT HAS JURISDICTION OVER THE INSTALLATION HAS A MORE STRINGENT COVET REQUIREMENT,
THE MORE STRINGENT REQUIREMENT SHALL GOVERN.
4, IF EXISTING SUBGRAOE HAS BEEN 11ME STABILIIFD, BACKFILL WITH B -BORROW TO BOTTOM OF EXISTING SURGRADE
AND FILL TO THE LIMIT OF EXISTING SUBGRADE WITH COMPACTED AGGREGATE NO 53.
5, THESE STANDARDS SHALL APPLY FOR S70RM SEWERS INSTALLED WITHIN EXISTING AND PROPOSED CITY R/W AND FOR
STORM SEWERS THAT SHALL BE MAINTAINED BY THE CITY, REGARDLESS OF STORM SEWER JURISOICTICN.
6, ALL STORM PIPE WITHIN EXISTING OR PROPOSED CITY R/W SHALL BE REINFORCED CONCRETE PIPE REGARDLESS OF
JURISDICTION OVER STORM PIPES,
STANDARD CITY OF CARMEL STANDARDS
DRAWING
10-31 TRENCH DETAIL FOR CITY STORM SEWERS
NOTE,
A OPPOSITE WE LATER"
T17,Ifp!
2K BEL M 94M MY BE AMONT
PR2PLRIY, RlClir-0F-+Orr - r {srplcAl a,
OR LW I u RALs;
Fpt BnPAW,,Nxt SILL MD1E
DIE WEE IEE -WE
PROPv�'r
Qi ugEOFr LLE
�.:
I T
MM SEM LIE u
sum ro EE w.an FIE unoanrrmm
£ARRL =PAC" OF A STONE
a CA X& 111UER NL AMT$ " "M
E PROPER mrACTM CWW BE AUWYO.
•1 THEN PIAT A MORM OF e OF M PBL
NOTE 28 DAY OnPMMM STRENGTH CONOWE
ALL HTRNG•5 SHALL BE SDR ss. PLAN M Ew ARM FIE TAPE TO KW M STAM
LRam (PS f11C wi PAMM om r 2 4' 'MTA
RHA OR T P09 IOETE rw
BY METAL M-UTM S We
- BEPIW To LAIEPA TB
A WRW OF r LF LB SIDE
ABwarm BE 910•tl [N MIfA4i.
ME TE WM VWE SMI BE (i1PMA A L IATER04
KACM PMM TO BAC1D2Ll16. Ir IKHT-W-IAY
27.r aR 4r FEEslim STALL OR EA31ENT LLE
X ALL "TOW-9) L*mrA1 FRNsU
725' OR 47 5 - d MANY
ALL IAEA"
A.
t f'�
AMQE MET BE 9.T1EF71 ( /. •. •E'' CAP FOR
15 AIA IS.
ASPHALT OR COMPACTED AGGREGATE
AME MUST BE BITIU1
Rmw LWEOTION
NO. 53 PER TYNCA. SECTION
THE BUILDING AT THE FRONT OF
� TS NU 4F..
(r1 MM ALL LATD c)
30 in.
SHORTEST, MOST DIRECT ROUTE
6' PVC CAP
INSTALL NON -WOVEN FILTERRINMI
MEAN 4' CONCRETE CAP ROWED.
EXISTING LATERAL STUB.
FABRIC ON PERIMETER OF
4
10 E%® Blulro F2es1 PPE
y- MwAM
SUPPORT FRAME
FALL 1 PER FOOT
SUBGRADE LEVEL
a
aMDT
CF 111E E A EYE IS 2FF DEEP•
TIFII LTIA:AEE CTP 6 REgIFID AS
6
3' MINIMUM
(TWWA ALL LATERALS]
YAY M®ro BE BFI•PER FOR
LING BAfNIG LATERALS CR
7
RE UUEM DautETM MNMT.M
ONQ. EM SIABICM OF W ESI. 28
3' MINIMUM
I
FrESED WALES ELOPLiI' AWWY
FRCII SEVER,
*Headloss is defined as the difference between static water level at
DAY COWPRUW ` I * SE=CTION
IIRIHIIIIBAfr,r,� RDTL.
ALL tAMUL BFIA`NO SKYE BE
0')'_
C( Ar,AEST LRV$TU fO TRDKK
d dlsr�• '�-
4 RFa MORE THAN 20' DEEP LESS THAN 20' DEEP
i No. NQTET TIEPIN Or MWE UMML SHNL SIE MFAwo FROM
19300219 �m UME TO RE TOP 1E MAIN SIE U LINE
STATE OF 2�= PPE WS0410TS PER MPV ARE AS FWNM
r� T-19' - SDR -35 211-25' - SM -29
g n' "ND1 AHP• ��2C OR GREATER - AR -7A5
�ONWAL E�
SERVICE LATERAL DETAIL
CLAY TOWNSHIP REGIONAL WASTE DISTRICT
•CTRWD-
SERVICE LATERAL DETAIL
a
Schneider
NORMAL AND DEEP CONNECTION
Date 12/06/06 TSIe T:\e1{\6388\ooi\DvGs\DErAII,R� LH-ym.D1rI
EARTH OR SIDEWALK SURFACE __N CONCRETE CURB OR CURB dI GUTTER
UNDERORAN TRENCH TO8E
ITEM
ASPHALT OR COMPACTED AGGREGATE
FLUSH WITH BACs[ OF CU:
OF 3' BELOW THE FOOTER AND EXIT
NO. 53 PER TYNCA. SECTION
THE BUILDING AT THE FRONT OF
I.D. CONCRETE MANHOLE
THE STRUCTURE TO PROVIDE THE
30 in.
SHORTEST, MOST DIRECT ROUTE
6' PVC CAP
INSTALL NON -WOVEN FILTERRINMI
o
EXISTING LATERAL STUB.
FABRIC ON PERIMETER OF
4
FINAL GRADE
TRENCH AND OVERLAP ATz
SUPPORT FRAME
5
SUBGRADE LEVEL
a
6" PVC PIPE
6
3' MINIMUM
DOUBLE WALL PIPE, PERFORATED HANCOR
WASHED AGGREGATE
7
HI -Q, TYPE 4 PIPE OR EQUIVALENT
3' MINIMUM
I
PER SECTION 401.01 OF THE
*Headloss is defined as the difference between static water level at
z
STORM WATER TECHNICAL STANDARDS
NON -SHRINK
12 in.
305mm
UNDERDRAIN
NO SCALE
NOTES:
PIPE SHALL CONFORM TO SPEC REQUIREMENTS
OF SECTION 718 OF STANDARD SPECt9CATION
INSTALLATION REWIRED: BOTH SIDES OF PAVEMENT
AND WHERE REQUESTED BY THE CITY ENGINEER
STANDARD CITY OF CARMEL STANDARDS
DRAWING
10-12 UNDERDRAIN
NOTE: ALL SLAB AND CRAWL SPACE
ITEM
CONNECTIONS MUST BE A MINIMUM
8"
OF 3' BELOW THE FOOTER AND EXIT
48 in.
THE BUILDING AT THE FRONT OF
I.D. CONCRETE MANHOLE
THE STRUCTURE TO PROVIDE THE
30 in.
SHORTEST, MOST DIRECT ROUTE
6' PVC CAP
FROM THE BUILDING TO THE 3' MAXIMUM
EXISTING LATERAL STUB.
tr)
4
FINAL GRADE
TEMPORARY
GLUED CRFOUNDATION
P
SUPPORT FRAME
5
(FGpTER)
a
6" PVC PIPE
6
3' MINIMUM
International TM
CENTER SHAFT & CONE
7
TRACER WIRE
3' MINIMUM
I
IS-)
Ir (6- X s- X ) TEE -WYE
FLOW
4" SEWER
6' MINIMUM. SEE SANITARY 4X6 RIGID 6" SEWER LATERAL
SEWER TRENCHING, BEDDING
AND BACKFILL DETAIL
CLEANOUT TYPE 1
uDnllulurlxa,� (DNLY LANDSCAPED SURFACES iWTHIN
A THREE FEET OF BUILDING)
Q crsTE•RF`�
No.
b 19300219
STATE OF
r3�'aC 5 �N(1lANV,\-
`
1
i7NA
L
'x
+EEnimF0
a
CLAY TOWNSHIPREGIONAL WASTE DISTRICT
� 'CTRWD•
Schneider
TYPE 1 CLEANOUT RETAIL
4x Ona �
Date 12/08/06 File T:\6T(\6366\00L\Mg\DZTAR7IN-DTtS.DI
INV. = 836.97
OUTLET PIPE
(8 LF OF 12"
HDPE @1.25%)
INV. = 836.87
OUTLET PIPE
018" RCP)
®lm
INV. = 836.72
INV. = 836.97)
INV. = 836.97
6" WEIR WALL
INLET PIPE (BY OTHERS)
TOP ELEV. = 837.46
(15" RCP)
DIVERSION STRUCTURE (STR# 101)
AVEMENT
INSTALLATION REQUIRED '� ��� Z
1. EXTENDING 20' FROM DRAINAGE INLETS IN DO
STIR # aD
A "V"PATTERN OR ALONG THE FLOWLINE 2�
aa�a o
STS: 203, 204, 205, 206, 207, 208, 209,
210,211 & 213 04
2. PIPE MATERIAL PER INDIANA DEPT. OF
TRANSPORTATION SPECS. No. 718.02
#8 WASHED 4" DIAMETER PERFORATED
STONE 4" 4" HIGH DENSITY
POLYETHLENE PIPE
MIN. MIN. WITH "HIGHWAY SOCK
FILTER"
o4 4" PIPE UNDERDRAIN
c1o. UNDER PAVEMENT
NOT TO SCALE
8
ITEM
8" PRECAST REDUCER CAP
8"
1
48 in.
1219mm
I.D. CONCRETE MANHOLE
\
30 in.
761 mm
MANHOLE LID, FRAME & COVER
2'-0"
4
tr)
4
6" MINIMUM
`a
SUPPORT FRAME
5
a
o 0
6
5. Sediment storage capacity: 0.70 Cu. yd. [0.54 cu.m.]
International TM
CENTER SHAFT & CONE
7
>
_I CID
PRECAST MANHOLE SECTIO
8
*Headloss is defined as the difference between static water level at
94 Hutchins Drive
°
NON -SHRINK
12 in.
305mm
OVERFLOW PIPE STUB
10
12 in.
305mm
GROUT
MAXIMUM
12 in.
305mm
OVERFLOW PIPE (BY OTHERS)
12
OPENING
PIPE COUPLING (BY OTHERS)
TOP OF WEIR=837.47
BARREL SECTION
4" GREATER
d
°
ASTM C-478 CLASS A
THAN O.D.°
REINFORCED CONCRETE PIPE
OF PIPE
a
4000 PSI
1 .-836.72
9
. ' ;:
° .�
INV. -836.97
a
<:
DOWEL #4 REBAR INTO MH WALL
°d
; °
12" DEVELOPMENT IN WEIR WALL
a d
a
° a
° .
2' SUMP REQ'D.
°
INV.=834.72
° d
DO
1
PACTED
#53 STONE
9 -RQ' HIGH
x 6" WIDE CONCRETE WEIR WALL
#4 REBAR
STIRRUPS ® 12"o.c. SET IN MH BASE
*MANHOLE STEPS REQUIRED IF
DEPTH EXCEEDS 4'-0"
4 REBAR 6"
KCH
O.C.
(AT 16"MAX. ON CENTERS)
WAY
A�o1 STR.#101 - 5FT DIA. BMP DIVERSION MANHOLE
BOLT DOWN
INLt l INVtK l is 5L).y / PROPOSAL
Date Description
•t Date Scale
9 NTS
1 Drawn by Checked Eng.
6 44.
3 7 a SUMP 832.83 Checked Prod. Approved by
8 a4. A...'. a'ti` A
" COMPACTED
PLAN VIEW 5 #53 STONE Title
6M f SECTION A -A 4 -FT DIA. [1219mm]
DOWNSTREAM DEFENDER IS **"NOTE:BACKFILL AROUND THE PERIMETER DOWNSTREAM DEFENDER
OF THE STRUCTURE IS DICTATED BY THE
THE PRIMARY BMP INFLUENT/EFFLUENT CONNECTING PIPE
MATERIAL (I.E. RCP, HDPE, PVC)
EQUIPMENT PERFORMANCE
PARTS LIST
ITEM
SIZE
DESCRIPTION
1
48 in.
1219mm
I.D. CONCRETE MANHOLE
2
30 in.
761 mm
MANHOLE LID, FRAME & COVER
3
LEDGER ANGLE (TYP.)
4
3. Depth of flow in overflow pipe at 1.3 cfs: 6 in. [204mm]
SUPPORT FRAME
5
DIP PLATE
6
5. Sediment storage capacity: 0.70 Cu. yd. [0.54 cu.m.]
International TM
CENTER SHAFT & CONE
7
7. Sediment shall be stored in a zone that is isolated from the
BENCHING SKIRT
8
*Headloss is defined as the difference between static water level at
94 Hutchins Drive
FLOATABLES LID W/ VENT
9
12 in.
305mm
OVERFLOW PIPE STUB
10
12 in.
305mm
TANGENTIAL INLET PIPE (BY OTHERS)
11
12 in.
305mm
OVERFLOW PIPE (BY OTHERS)
12
PIPE COUPLING (BY OTHERS)
Dimensions are general and intended for guidance only. The fax: (207) 756-6212
orientation of the inlet pipe and overflow pipe can be adjusted to email: hilteCHIL hil-teCh.COM
site requirements. See site plan for orientation.
Any warranty made by Hydro International only applies to those items supplied by it. Hydro International does not accept and expressly disclaims any responsibility or liability for any structure Plant or equipment (or the performance thereof) designed,
CAD Ref: 4GA1
built manufactured or supplied b an third -party. H dro International has a otic of continuous product development and reserves the right to amend the specifications of an of its products or equipment at an time. Hydro International expressly PP Y YY policy P P 9 P Y PY Y P Y
@2005
disclaims any liability for the performance of its equipment (or any Part thereof) used or made subject to conditions outside of the conditions set forth in Hydro International's design specifications. Hydro International owns the copyright in and to this Hydra International drawing, which is supplied in confidence, and all intended recipients of the drawing, by their use thereof, agree to hold the drawing in confidence and not to use it for any purpose other than for which it was supplied and not reproduce, in whole or in Project No.
part, the drawing or any of the equipment or structures depicted therein, without prior written permission of Hydro International.
Drawing No. 4GA1 Rev.
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PROJECT NUMBER
DER. 001
DRAWING NUMBER
C1001
SHEET 11 OF 15
DWN BY: KPB
CHID. BY: EAG
SCALE: NSA
DATE: 07/20/18
STAN DAR D UNIT
The stormwater treatment unit shall adhere to the hydraulic
parameters given in the chart below and provide the removal
efficiencies and storage capacities as follows:
GENERAL ARRANGEMENT
1. Performance Performance objectives: The unit shall be capable of treating the
peak flow rate listed below.
1.3
2. Peak treatment flow: z -5 --it cfs [85 I/s]
3. Depth of flow in overflow pipe at 1.3 cfs: 6 in. [204mm]
Hydro
4. Estimated headloss* at 1.3 cfs:2.2 in. [127mm]
5. Sediment storage capacity: 0.70 Cu. yd. [0.54 cu.m.]
International TM
6. Oil storage capacity: 70 Gal. [265 liters]
7. Sediment shall be stored in a zone that is isolated from the
main flow path and protected from reintrainment by a benching skirt.
*Headloss is defined as the difference between static water level at
94 Hutchins Drive
the inlet of the Downstream Defender to the free water surface in
Portland, Maine 04102
the overflow pipe, assuming free discharge.
tel: (207) 756-6200
Dimensions are general and intended for guidance only. The fax: (207) 756-6212
orientation of the inlet pipe and overflow pipe can be adjusted to email: hilteCHIL hil-teCh.COM
site requirements. See site plan for orientation.
Any warranty made by Hydro International only applies to those items supplied by it. Hydro International does not accept and expressly disclaims any responsibility or liability for any structure Plant or equipment (or the performance thereof) designed,
CAD Ref: 4GA1
built manufactured or supplied b an third -party. H dro International has a otic of continuous product development and reserves the right to amend the specifications of an of its products or equipment at an time. Hydro International expressly PP Y YY policy P P 9 P Y PY Y P Y
@2005
disclaims any liability for the performance of its equipment (or any Part thereof) used or made subject to conditions outside of the conditions set forth in Hydro International's design specifications. Hydro International owns the copyright in and to this Hydra International drawing, which is supplied in confidence, and all intended recipients of the drawing, by their use thereof, agree to hold the drawing in confidence and not to use it for any purpose other than for which it was supplied and not reproduce, in whole or in Project No.
part, the drawing or any of the equipment or structures depicted therein, without prior written permission of Hydro International.
Drawing No. 4GA1 Rev.
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. �.
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DATE: 07/20/2018
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PROJECT NUMBER
DER. 001
DRAWING NUMBER
C1001
SHEET 11 OF 15
DWN BY: KPB
CHID. BY: EAG
SCALE: NSA
DATE: 07/20/18