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PRESSURE PIPE JOINT
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Tee - M. J, Hydrant Asseril
Restrained
Length And Fltth
As Requ/red
No tes•
1. At H/gh Points Along Maln Water L/ne Where
Indica ted On Drawings, Anchoring Tee Shall
Be Set At 45' Angle Upwards And Connected
To 6' 45' Bend. Ma In Water L lne Shall Be
Lowered To Provide Sufflclent Cover As Spec/fled
2, All Joints Shall Be Restrained Except In Run
Of Tee,
3, Hydrants Shall Be Set At 500' Max. Horizontal
Distance, Or Less As Specified By Flre Department
Mueller Cen turlon A-423, Or Equal
Painted 'Safety Yellow'
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_— Bedding Material Conforming To
INDICT 903,02, Size No. 8
One 8'x8'x16' Solld
Conc. Block Or 6'M/n.
Class'B' Concrete
Base On Undisturbed
Ground.
SIZE
'W'
PRESSURE PIPE JOINT
RESTRAINT TABLE
EXXPANSION JT.
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8'
2'-6'
Length Of Plpe To Be Res tra lased
4'
10'
2'-6'
2'-3'
4'_1
12'
In Each Dlrec tion
From ? OP Bend
4'
15'
3'-0'
2'-8'
5'
Based On 150 PSI
Test Pressure
3'-0'
5'
21'
Degree
3'-4'
6'
24'
4'-3'
3'-8'
6'
27'
OF Bend
6'
8'
10' 12' 14'
16' 18'
20'
24'
30'
900, Tees
5'-2'
6'
420
6'-11'
SUBSOIL
8'
48'
7'-4'
D
9'
& Plugs
27,
35'
42'
50'
58'
65'
73'
80'
95'
115'
I
45'
7'
9'
11'
13'
15'
17'
19'
21'
24'
29'
22-1/2'
1 3'
4'
5'
6'
7'
8'
9' 110'
12'
14'
11-1/4•
2'
2'
3'
3'
4'
4'
4'
5'
6'
7'
SIZE
'W'
'U'Nx'
'T'
EXXPANSION JT.
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8'
2'-6'
2'-1
4'
10'
2'-6'
2'-3'
4'_1
12'
2'-9'2'-5'
•
4'
15'
3'-0'
2'-8'
5'
18'
3'-6'
3'-0'
5'
21'
3' 11'
3'-4'
6'
24'
4'-3'
3'-8'
6'
27'
5-6'
3-11'
6'
30'
5'-9'
4'-4'
6'
36'
6'-3'
5'-2'
6'
420
6'-11'
SUBSOIL
8'
48'
7'-4'
D
9'
54'
8'-0'
9'
60'
8'-6'
W
9'
66'
9'-1'
9'
V
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U
10'
78'
10'-3'
10'
Restrained Joints Shall Be Mechanical Joint With Retainer Glands,
US Plpe TR Flex Joint System, US Plpe Fleld LICK Gasket System,
Or Equa 1,
NOTE THE ABOVE RESTRAINED JOINT LENGTHS ARE MINIMUM LENGTHS
THE DESIGN ENGINEER SHALL DETERMINE IF LONGER LENGTHS ARE REQUIRED.
1'-0' M/n/mum
Undisturbed
Exlsting Pavement,
Cut Stralght Edge
Speclal Backfill Under—
Pavement,
nderPavement, Drives, Walks
Or Where Ordered Tamped
In 6' Layers
Speclal Backfill Shall
Conform To INDICT 211.02b
TRENCH SCHEDULE
Undisturbed
*x Table Is For ASTM B-3034, Wall Thickness
Class SDR 35 For 6'-15' And ASTM
F-679 Wall Thickness Class T-1 For
18'-36. For Other Flexible Plpes,
Minimum Trench W161th 'U' Shall Meet
ManuFacturer's Requirements
Match Ex/sting Pavement
Ma terlal And Thickness
Appro ved Exca va ted Ma terla l In Unpa ved
Areas Unless Otherwise Directed
° ° 4
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Odd
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4, d
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n. .d d d n°.4
or 'U' At
Top Of P/pe
\�! Note! Under Exist/ng Sewers, Water Lines,
Gas Lines, Telephone Cable And
Electrical Condults, BackF/ll Wlth
Granular Bedd/ng Material To The
Centerilne OF The Exist/ng Utii/ty
L/nes.
I— For Flex/b/e P/pe W/th Solld Or ProFile Wolfs,
Granular Bedding Nater/al Shall Be Placed
And Hand Tamped In 6' Layers To A Minim
Of 1'-0' Above P/pe.
Bed Pipe In Spec/Fled Granular
Bedd/ng Ma ter/al Hand Tamped In
6' Layers To Plpe Cen terl/ne
Bedding Ma terlal Shall Con Form
To INDICT 903,02, Slze No. 8
NoteT 'W' Is The Maximum Width For Rlgld Pipes.
'U' Is The M/n/mum Width For Flexlb/e P/p
In Accordance Wlth ASTM D-2321.
TRENCH DETAIL
FOR SEWER AND WATER MAINS NTS
SANITARY NOTES:
ALL WATER MAIN AND SEWER PIPING SHALL BE TESTED IN ACCORDANCE WITH
INDIANA CODE AND IDEM REGULATIONS
AIR PRESSURE ACCEPTANCE TEST
1) CONTRACTOR SHALL PREFORM AN AIR PRESSURE TEST ON ALL GRAVITY
SEWER PIPE IN ACCORDANCE WITH ASTM F-1417 SPECIFICATIONS.
2) THE CONTRACTOR SHALL FUNISH ALL EQUIPMENT, MATERIALS LABOR, AND
CONDUCT THE TEST UNDER OBSERVATION OF CITY PERSONNEL.
3) TEST METHOD:
A) LOW PRESSURE AIR TEST METHOD SHALL BE THE TIME PRESSURE
DROP METHOD. THE PRESSURE USED IN THE TEST SHALL BE THE
STATED PRESSURE GREATER THAN THE AVERAGE BACK PRESSURE OF
ANY GROUND WATER ABOVE THE PIPE. THE TIME REQUIRED FOR
THE PRESSURE IN THE TEST SECTION TO DROP 1.0 psig SHALL
BE MEASURED USING A STOP WATCH. IF THE TIME EXCEEDS THE
TIME DETERMINED FROM ASTM F-1417, THE SECTION FAILS.
B) MANHOLES - AIR TEST IN ACCORDANCE WITH ASTM C1244-93
STANDARD TEST METHOD FOR CONCRETE SEWER MANHOLES BY
NEGATIVE AIR PRESSURE TEST (VACUUM).
FORCE MAIN AND WATER MAIN PRESSURE AND LEAKAGE TESTS
1) CONTRACTOR SHALL FURNISH ALL EQUIPMENT, LABOR, AND MATERIALS
NECESSARY FOR THE HYDROSTATIC PRESSURE AND LEAKAGE TEST ON ALL
MAINS UNDER THE SUPERVISION OF CITY PERSONNEL.
2) TESTS PRESSURE SHALL BE 100 PSI OR 150% OF NORMAL PIPE OPERATING
PRESSURE, WHICH EVER IS GREATER.
3) LEAKAGE TEST PRESSURE SHALL NOT BE LESS THAN THE MAXIMUM
OPERATING PRESSURE OF THE PIPE. THE DURATION OF THE LEAKAGE
TEST SHALL NOT BE LESS THAN TWO HOURS. ALLOWABLE LEAKAGE
SHALL NOT EXCEED 9 gal/in OF PIPE DIAMETER PER MILE OF PIPE IN 24hr.
DEFLECTION TEST OF PVC SEWER PIPE
1) VERTICAL RING DEFLECTION- BEFORE FINAL ACCEPTANCE OF SEWER LINES,
ALL SECTIONS OF SEWER PIPE 8 -INCHES AND LARGER SPECIFIED DIAMETER
SHALL BE MEASURED FOR VERTICAL RING DEFLECTION BY THE CONTRACTOR
AND WITNESSED BY THE CITY. MAXIMUM DEFLECTION UNDER FULL LOAD
SHALL NOT EXCEED 5% OF THE ASTM DESIGNATED AVERAGE INSIDE DIAMETER
AS DETERMINED BY THE LABORATORY FOR THE SPECIFIED PIPING.
2) FAILURES- SHOULD A PIPE EXCEED THE ALLOWABLE DEFLECTION, THE
CONTRACTOR SHALL REPLACE THOSE PIPES AND RETEST THE SECTION.
3) EQUIPMENT- TESTING SHALL BE GO -NO-GO PULL THROUGH GAGES OF A
TYPE APPROVED BY THE CITY. A METAL OR PLASTIC GAUGING RING OF
DIAMETER EQUAL TO 95% OF THE SPECIFIED AVERAGE INSIDE PIPE DIAMETER
SHALL BE WITH EACH GAGE.
4) THE CONTRACTOR SHALL FURNISH TESTING EQUIPMENT AND PERSONNEL
AND PERFORM THE REQUIRED TESTS. TESTS MUST BE WITNESSED BY CITY
PERSONNEL.
5) USE OF MECHANICAL PULLING DEVICES IS NOT PERMITTED.
6) DEFLECTION TESTING SHALL NOT BE PERFORMED UNTIL THE COMPLETED
AND ACCEPTED TRENCH BACKFILL HAS BEEN IN PLACE FOR AT LEAST
30 DAYS.
CONCRETE SPECIFICATIONS
1) MATERIALS
A) CEMENT: ASTM C150 TYPE I OR II
B) AGGREGATE: ASTM C33
C) ADMIXTURES:
1. AIR ENTRAINING: ASTM C260
2. FIBER: AASHTO M213.
3. PROHIBITED ADMIXTURES: CALCIUM CHLORIDE, THIOCYANATES, OR
ADMIXTURES CONTAINING MORE THAN 0.05%
CHLORIDE IONS ARE NOT PERMITTED.
D) CLASS A CONCRETE SHALL BE AS FOLLOWS:
28 -DAY COMPRESSIVE STRENGTH (PSI)....... 3500
MAXIMUM WATER/CEMENT RATIO ....................0.45
MINIMUM CEMENT CONTENT (POUNDS/CY).... 564
SLUMP (INCHES)............................................2-4
AIR CONTENT..................................................6.0%
E) PREMOLDED JOINT FILLER: ASPHALT TYPE IN CONFORMANCE WITH ASTM
D994. W.R. MEADOWS SEALTIGHT, OR EQUAL.
F) REINFORCING BARS: ASTM A615 OR ASTM A616, GRADE 60.
6' 21
1 1/2- RADIUS
#4 BAR STIRRUPS O 24" O.C.
1' 3'
c0LEAVE SURFACE ROUGH TO 1/8" RADIUS 1/4' FILL W/JOINT SEALANT
• �° • ' • IMPROVE ADHESION KEYWAY 8" CONCRETE W/BROOM FINISH
• a
• I• • I • N6 X 6-W2.9 X W2.9 W.W.F.
• I • • \—� REINFORCING. STOP 3"
• �• • • • • • ° \ `� SHORT OF JOINTS. Talo
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#53 COMPACTED
AGGREGATE BASE
'O
�I I—III—I 11 I I I I L I I I I I COMPACTED SUBGRADE
CURB DETAIL VARY•PERI p� ES &LOCATIONS KEYWAY CONSTRUCTION JOINT
AT THE END OF A DAYS PLACEMENT OR AS INDICATED.
^^Li^nCTC n A %1L9AICLIT r% -T AIM A
NTS
17 :�
NOTE:
ARROW TO BE PAINTED
SOLID WHITE (TYP.)
8'-0"
RROW DETAIL
NTS
TOPSOIL DEPTH PER PLAN
6" 6" 18"
MIN 1" R
11111111 2" R
\ I . I")
r�
CV
CID •
NEW 1" BITUMINOUS
SURFACE COURSE (11B)
EXISTING PAVEMENT
FRCEODRIVCONSTRUCTION
BLDG. FACE
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EXXPANSION JT.
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1/2" RADIUS ROUND
SII II •-
4" CONC. SLAB
TOOLED EDGE (TYP.)
STOOP LEVEL
W/W 6X
APPLIED ANTI
11=
VY W/BROOM
SPALLING0/10
COMPOUND
•
; m
SLOPE PER PLAN
LONG ® 12" O.C.
BLDG. FACE
1/2" PREFORMED
1
EXXPANSION JT.
U
SEE PLAN FOR
SLOPE
(SEE DETAIL)
1/2" RADIUS ROUND
4" CONC. SLAB
TOOLED EDGE (TYP.)
STOOP LEVEL
W/W 6X
APPLIED ANTI
FINISH FL. EL V.
VY W/BROOM
SPALLING0/10
COMPOUND
#4 REBAR 20"
FINISH
SLOPE PER PLAN
LONG ® 12" O.C.
11
SEE STIR. PLAN�>.?'
`
FOR CONTIN.
`'"�• ''�=
III=1 I 1=1 I I
1 /2" PREFORMED
_
1-1 i
00
XX
E PANSION JT.
0
W
(SEE DETAIL)
6" } ''
1
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CV
4" DRAINAGE FILL
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CONTINUOUS TURN
DOWN SLAB ALL
6„
WELL COMPACTED
3 SIDES
5'-0"
SUBSOIL
NTS
TOOLED CONTROL JTS. 4" FIBROUS REINFORCED CONCRETE
1/8" WIDE, MIN. 1" PAVEMENT W/BROOM FINISH &
DEEPTH CONTROL JTS. ® 10'-0" O.C. MAX.
APPLIED ANTI SPALLING & EXP. JTS. ® 40'-0" O.C. MAX.
COMPOUND SEE DETAIL 10
C600 `
NOTE: CONTROL JTS. &
•EXPANSION JTS. SPACING
MAY VARY. THE DIMENSIONS
- - -- - - ABOVE ARE MAXIMUM. SEE
-1L=III-III=III=III=III=III-III- -I PLANS FOR ANY VARIATIONS
II-III=111-III-III-III-III=III=III=1 = EITHER INDICATED OR IMPLIED.
-1 i I -III -1I1-11 I- I=iTl=1I 1=1 1-1Ti- 4" COMPACTED AGGREGATE BASE
4"
NTS
5' THICKNESS TAPER
FILL W/JOINT SEALANT
EXPANSION JOINT MATERIAL
° ..' .
n°.�°cam-,r`� • ' • : • .
-1 =1 I FIEI, ;III I,, j 11=i 1
EXPANSION JOINT
', 3'
TACK COAT
1 1/2" SURFACE COURSE (#12 INDOT)
2" BINDER COURSE (#9 INDOT)
3 1/2" BASE COURSE (#5D INDOT)
7" STONE BASE (#53 INDICT)
4" STONE BASE (#2 INDOT)
COMPACTED & WELL
DRAINED SUBSOIL
Owner:
CARMEL CITY CENTER
COMMUNITY DEVELOPMENT
CORPORATION
30 West Main Street, Suite 220
Carmel, Indiana 46032
317.571-2787
Architect:
im
..... ................................_................ ................
PEDCOR .. . . DESIGN ...GRO.UP
Architecture / Project Management:
355 City Center Drive
Carmel, Indiana 46032
317.705.7979 (phone)
317.705.7980 (fax)
NTS C600
Engineer:
CSO Architects
HOT ASPHALT SURFACE (#12 INDOT) ARCIIITECTliRE •INTERIOR DESIGN
2' VARIES 2' SAWCUT 280 Easl 96th Street, Suite 100 Indianapolis, Indiana 46240
TACK COAT Main 317.848.7800 Fax317.574.0957 csoincneL
7 m PAV PAVEMENT
ASPHALT BASE 'r-:`••'` �'• =`"'
„�,., LOWABLE FILL BACKFILL
CUT PAVEMENT REPAIR DETAIL
NTS
NTS
SELF LEVELING
SEALANT
1/2" PREFORMED
EXPANSION JT.
CONC. PVMT. - A'
a
F I.D. STANDARD WEIGHT
STEEL PIPE FILLED W/ CONC.
& PAINTED W/ 2 COATS
ALIPHATIC POLYURETHANE
COATING, (COLOR TO BE
SELECTED BY ARCHITECT).
--l" WASH
CONC. FOOTING
EXTEND JT. MATERIAL
TO BOTTOM OF PVMT.
EXPANSION JOINT DETAIL
NTS
/8" RADIUS FILL W/JOINT SEALANT /4'
. • • • • e C-4
• °
CV ° • °
• +
CONTRACTION JOINT
North
Parcel 7-C Keyplan
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Project:
1
SHELL &
U
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Print Date
Sheet Issue Date
9/14/09
J
9/15/09
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Checked By
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CSS
Last Revision Date:
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COPYRIGHT & OWNERSHIP OF DOCUMENTS
THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE
PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP, LLC. ALL
INFORMATION CONTAINED HEREIN IS CONFIDENTIAL- ITS SUBMISSION AND
DISTRIBUTION TO OTHER PARTIES IS NOT?0 BE CONSTRUED AS
PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT,
INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL
INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND
UNPUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN. AND
PEDCOR DESIGN GROUP, LLC. NO PART OR WHOLE OF TIIIS DESIGN,
THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR
PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY BE
OUPLIGATED, COPIED, EXHIBIIED, PHOI OGHAPHED, PUBLISHED, MODIFIED
OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND
PRIOR WRITTf�N CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND
P1000R DE N GROUP, LLC c COPYRIGHT 2006.2007,2008,2009.
,LAMES R. STUT7MAN. AIA, CARMEL IN.
Project Number:
Sheet Title:
SITE
DETAILS
Sheet Number:
C600
BID SET
NO
SHELL &
CORE
Print Date
Sheet Issue Date
9/14/09
9/15/09
Drawn By
Checked By
KIRT
CSS
Last Revision Date:
O
O
O
O
O
O
Project Number:
Sheet Title:
SITE
DETAILS
Sheet Number:
C600