Section 24 - Prestressed Concrete · 24 PRESTRESSED CONCRETE 24.1 GENERAL ... Bridge Design,...
Transcript of Section 24 - Prestressed Concrete · 24 PRESTRESSED CONCRETE 24.1 GENERAL ... Bridge Design,...
SECTION 24
PRESTRESSED CONCRETE
RTA Structural Drafting Prestressed Concrete and Detailing Manual
OTB005 Issue 1 – Revision 0 (09 July 2007) Page 1 of 3
24 PRESTRESSED CONCRETE
24.1 GENERAL
In general, drawing practice for the detailing of prestressed concrete items shall be in accordance with the principles outlined in this Manual. In addition to general details, further information relevant to prestressed concrete shall be shown on the drawings and this will include specifying tendon requirements as well as the detailing of appropriate anchorages. See RTA Standard Bridge Drawing No RTAB029 for typical 'GENERAL NOTES' for prestressed concrete.
24.2 PRE-TENSIONED PRESTRESSED CONCRETE 24.2.1 PSC Planks
In simple cases, such as in PSC plank deck designs, no additional detailing of tendons etc. is required, as RTA Standard Bridge Drawings No RTAB060 to RTAB072 inclusive are sufficiently detailed for standard applications. Where RTA Standard Bridge Drawings are used for "non-standard" applications, any modifications to the drawings, such as the inclusion of cast-in items must be carefully considered with respect to strand and/or void locations. If the "Standard Drawing" is altered or added to in any way, except for title block information, the text adjacent to the title block shall be amended to read "MODIFIED RTA DRAWING No. ....". This would include variations for skew angles and reduced span lengths. If the "Standard Drawing" is used on the basis of a one-off design where the span exceeds the standard span and/or the prestress is altered in any way, the drawing is not considered to be an RTA "Standard Drawing" and must be signed by the designer, drafter and the checkers of the design and drafting.
24.2.2 Precast Prestressed Concrete Girders As Precast Prestressed Concrete Girders are individually designed for span requirements, no "STANDARD" drawing for a particular span exists. Standard cross Sections of Precast Prestressed Concrete I-Girders shall conform to details as shown in AS5100 – Bridge Design, Section 5 - Appendix H. The method of detailing Precast Prestressed Concrete I-Girders shall be as shown in Figures 24.2.2(a) and 24.2.2(b). RTA Standard Bridge Drawing Number RTAB033 details the adopted standard cross Sections for SUPER-T Girders. The details which are shown on Drawing Number RTAB033 shall be adhered to. Typical details (such as strand and reinforcement layout) for Super-T Girders shall be in accordance with details shown in RTA Standard Bridge Drawings RTAB033A to RTAB033F inclusive.
RTA Structural Drafting Prestressed Concrete and Detailing Manual
OTB005 Issue 1 – Revision 0 (09 July 2007) Page 2 of 3
When detailing Precast, Prestressed Concrete items with deflected strands, the following shall be checked thoroughly:- - That the deflection point of strands is correctly dimensioned. - That deflected strands are not fouled by elements cast into the member i.e. ducts
for transverse reinforcement, ferrules, anchor bolts for bearings etc. It should be noted that it is considered to be good practice, where possible, for the designer not to specify one single point where the strands may be deflected but a length range where the deflection is possible. Various prestressed concrete girder manufacturers have different casting beds and providing a range whare the strands may be deflected reduces the need to request variations to the approved design.
24.3 POST-TENSIONED PRESTRESSED CONCRETE 24.3.1 General
Several post-tensioning systems are currently being used in bridge applications. Bridges are generally detailed for a typical "size" strand prestressing system and any variation to the details as shown shall be covered by an appropriate "PRESTRESSING SYSTEM" note. See RTA Standard Bridge Drawing No RTAB029 for typical 'GENERAL NOTES' for prestressed concrete. When detailing post-tensioned prestressed concrete, particular attention must be given to:- - The physical dimensions of anchorages; - The spacing between anchorages; - Sufficient space allowed for use of tendon jacks; - Arrangement of end block/diaphragm reinforcement with respect to anchorages and tendons to facilitate the placement and vibration of concrete/ (large scale details are appropriate in most cases). Sample reinforcement drawings, in accordance with the requirements of Section 23 of this Manual are provided as Figures 24.3.1(c) – 24.3.1(f) inclusive.
24.3.2 Tendon Profiles
Tendon profiles shall be sufficiently detailed to enable correct stressing duct placement and careful attention must be given to minimum bend radii recommendations from post-tensioning manufacturers i.e. SHARP BENDS SHALL BE AVOIDED. Comprehensive detailing in both Plan and Elevation/Section shall be provided to ensure correct placement can be achieved and that required clearances for anchorages are maintained. See Figures 24.3.1(a) and 24.3.1(b) for the required level of detailing.
24.3.3 Ducts
RTA Structural Drafting Prestressed Concrete and Detailing Manual
OTB005 Issue 1 – Revision 0 (09 July 2007) Page 3 of 3
Ducting detailed on drawings shall be in accordance with stressing system manufacturer's recommendations for the system used. Where misalignment of ducting is possible during construction, appropriate oversize ducts shall be specified on the drawings. Duct supports, whilst not usually detailed, shall be closely examined with regard to placement of non-stressed reinforcement to ensure correct placement is achieved.
24 ASSEMBLIES REQUIRED
320140
‘SCHROEDER P21’
CAST-IN SOCKETS
NOT TO SCALE
DENOTES GIRDER TYPEB
3
-
3
-
GRADE 250 TO AS 3679
95
95
5
GRADE 250 TO AS 3679
M24 TAPPED HOLE50
72
VIEW 3
-GIRDER LAYOUTEND
B
ABUTMENT A
B
A
A
A
A
A
A
INNER GIRDERS
END
ABUTMENT B
OUTER GIRDERS
2
--
1
ELEVATIONGIRDER TYPE A - 6 REQUIRED
GIRDER TYPE B - 2 REQUIRED
THE AREA SHOWN STIPPLED (BOTH ENDS) SHALL BE ROUGHENED TO EXPOSE
THE COARSE AGGREGATE, TO AN AVERAGE DEPTH OF 3mm ON THE FACES
WHERE EITHER 40 HOLES OR CAST-IN FERRULES ARE SHOWN. THE OUTER
ROUGHENING SHALL BE PROVIDED TO THE SUPERINTENDENT
FACES OF GIRDERS TYPE B SHALL NOT BE ROUGHENED. THE METHOD OF
2
--
80 340
1
500
ABUTMENT A END27 000
FLOAT TO PROVIDE SEATING FOR PERMANENT FORMWORK PANELS - SEE
TOP SURFACE SHALL BE ROUGHENED DURING MANUFACTURE
TO EXPOSE THE COARSE AGGREGATE TO AN AVERAGE DEPTH OF
3mm EXCEPT A 50mm EDGE STRIP SHALL BE FINISHED WITH A STEEL
-
80340
500
ABUTMENT B END
VIEW 1
-
545
17
515
0
1150
500
150
20 x 20 CHAMFER
ON THESE EDGES
OF SOFFIT ONLY
c OF GIRDERS
SECTION
-
30 HOLE
275
2
GIRDER TYPE B
40 HOLES
77 77
32
0
CAST-IN FERRULES
‘SCHROEDER P21’ ELECTROPLATED STEEL CAST-IN SOCKETS:
255
SECTION 2
-
275
GIRDER TYPE A3
20
130
150
450
EXTENT OF ROUGHENED
SURFACE FOR DECK
STEEL FLOAT
FINISH - TYP
50 50
30
0
255
30
0 SECTION WILL NOT BE PERMITTED.
GENERAL NOTES
SCALES AS SHOWN.
UPRIGHT POSITION AND SUPPORTED NOT MORE THAN 500mm FROM EACH END.
CONCRETE SHALL NOT BE DRILLED OR OTHERWISE DISTURBED ONCE
INITIAL SET HAS OCCURRED.
MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT TRANSFER OF
PRESTRESS SHALL BE 35MPa.
MINIMUM 28 DAY COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 50MPa.
EDGES OF SOFFIT AND ENDS ONLY SHALL BE CHAMFERED 20mm.
CONCRETE EXPOSURE CLASSIFICATION: B1
3
0
500 250
500 1000 1500mm
0 100 200 300mm
100 50
0 100 200 300mm
100 50
100 200 300 400 500mm0
100 50100 200 300 400 500mm0
100 50
0 100 200 300mm
100 50
100 200 300 400 500mm0
100 50
6/·40 HOLES (GIRDER TYPE A) OR
6/CAST-IN FERRULES (GIRDER TYPE B)
VIEW1
IF HOLES FOR THE SUPPORT OF DECK AND PARAPET FORMWORK ARE REQUIRED THEY SHALL
·16 x 190 LONG STEEL BAR,·40 x 72 LONG STEEL BAR,
M16 x 100 LONG WITH ·12 x 100 LONG DOWELS
OR APPROVED EQUIVALENT. 64 REQUIRED
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW 2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
WELDING SYMBOLS CONFORM TO AS 1101 PART 3.
DURING STORAGE, TRANSPORT AND HANDLING, GIRDERS SHALL BE IN AN
THE DIMENSIONS OF THE GIRDERS CONFORM TO AS 5100.5 TYPE 3
MASS OF EACH GIRDER IS APPROXIMATELY 22t(BASED ON DENSITY 2600kg/m )
GIRDERS SHALL ONLY BE LIFTED USING LIFTING DEVICES WHICH ARE ACCEPTABLE
TO RELEVANT NSW REGULATORY REQUIREMENTS AND IN ACCORDANCE WITH
THE MANUFACTURER’S RECOMMENDATIONS.
FERRULE ASSEMBLIES SHALL BE HOT-DIP GALVANIZED TO AS 1214.
AN ALTERNATIVE TO THAT SHOWN MAY BE USED, SUBJECT TO
APPROVAL BY THE PRINCIPAL’S REPRESENTATIVE.
HAVE 30mm COVER TO REINFORCEMENT AND STRANDS. UPON REMOVAL OF FORMWORK, HOLES
SHALL BE FILLED WITH DRY PACK MORTAR. THE SIZE AND LOCATION OF THESE HOLES SHALL BE
SUBMITTED TO THE PRINICPAL’S REPRESENTATIVE FOR APPROVAL PRIOR TO GIRDER MANUFACTURE
STANDARD PRECAST PRESTRESSED CONCRETE BEAM SECTIONS.VARIATIONS IN
PREPARED CHECKED
DESIGN
DRAWING
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
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WIN
G I
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ON
FID
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REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
1
ISSUE
CAD No KP2F2422A.dgn
FIGURE 24.2.2(a)
MANAGER, BRIDGE DESIGN PROJECTS
DETAIL B
-
DETAIL A
-
B
-
A
-
B
-
GIRDERS - CONCRETE
BAR SHAPES DIAGRAM
A
25
0
A A
AB
C
B
A
B
A
25
0A
B
SCALES AS SHOWN.
GENERAL NOTES
-DENSITY=2600kg/m
-STEAM CURING AT 70 C FOR 8 HOURS AFTER CASTING.
-NO LOADS EXCEPT GIRDER SELF WEIGHT.
ENDS OF GIRDER AND EXPOSED STRANDS SEALED AGAINST CORROSION BY
THE APPLICATION OF AN APPROVED EPOXY RESIN.
AFTER TRANSFER OF PRESTRESS, STRANDS SHALL BE CUT FLUSH WITH THE
SHALL BE 138KN.
THE GIRDER IMMEDIATELY AFTER RELEASE OF THE TENSIONING JACK
THE FORCE REMAINING IN EACH 12.7mm DIAMETER STRAND AT MIDPOINT OF
CALCULATED HOG OF GIRDER AT 28 DAYS IS 33mm ASSUMING:
-ELASTIC MODULUS AT TRANSFER=33 700 MPa.
-STORAGE IN OPEN AIR, AFTER STEAM CURING, AT 20 C AVERAGE
TEMPERATURE AND RELATIVE HUMIDITY IN THE RANGE OF 50%-75%.
-GIRDER SUPPORTED AT 500mm FROM EACH END.
3
IF GIRDER REMAINS UNLOADED.
HOG OF GIRDER WILL INCREASE TO APPROX 35mm 90 DAYS AFTER TRANSFER
PRESTRESSING NOTES
(NON DEFLECTED)HALF ELEVATION
(DEFLECTED)
INNER CONTOURS OF GIRDER NOT SHOWN
CLOSED END OF BAR
40
SUPER GRADE STRANDSSUPER GRADE STRANDS
2 500 MAX
2 000 MIN
MIDPOINT OF GIRDERSTRAND DEFLECTION POINT
REINFORCEMENT NOT SHOWN
STRAND PATTERN CROSS SECTIONS
AT DEFLECTION POINTS
12
51
25
45
== ==
AT ENDS OF GIRDER
55 55
=
45
210
100
55
55
100
55
= =131
45
= = =
110
70
80 80
GIRDER TYPE A SIMILIAR
GIRDER TYPE B SHOWN
STRANDS NOT SHOWN
= =
= =
55
107 126 107
150
80 80
20
0
STRANDS NOT SHOWN
150
83 83174
12
51
25
12
511
5
=
=
45D
EF
LE
CT
ED
ST
RA
ND
S
TO BE BENT
ON SITE
50
0
TO BE BENT
ON SITE
100 200 300 400 500mm0
100 50
100 200 300 400 500mm0
100 50
100 200 300 400 500mm0
100 50
0
500 250
500 1000 1500mm
FIGURE 24.2.2(b)S ZL U
290 100
225
230150150
18/·12.7 LOW RELAXATION 14/·12.7 LOW RELAXATION
6-12-U-1G-130
3 BUNDLES OF
1-12-Z-1G,
2-12-L-1G AND
1-12-Z-2G-115
57 BUNDLES OF
2-12-L-1G-100
29 BUNDLES OF
1-12-Z-1G AND
1-12-Z-2G-200
6-16-S-4G
18 BUNDLES OF
1-12-Z-1G,
1-12-Z-2G AND
2-12-L-1G-200
13 BUNDLES OF
1-12-Z-1G,
1-12-Z-2G AND
2-12-L-1G-3002
-
2
-
1
-
1
-
2-28-S-1G,
4-24-S-2G AND
4-20-S-3G
SPACED AS SHOWN
IN LAYOUT OF S BARS
¶ OF GIRDER
S BARS LAYOUT
20-S-3G 28-S-1G 24-S-2G
16-S-4G
12-Z-2G
12-L-1G
20-S-3G
12-Z-1G
12-U-1G
SECTION 1
-
SECTION 2
-
16-S-4G
12-Z-2G
12-L-1G
24-S-2G24-S-2G
24-S-2G 24-S-2G
28-S-1G28-S-1G
12-Z-1G
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW 2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
C =
BE
ND
DIA
THE CALCULATED DEFLECTION DUE TO THE MASS OF DECK CONCRETE IS....mm.
1870 MPa, RELAX 2, TO AS/NZS 4672.1 WITH MINIMUM BREAKING FORCE OF 184 kN.
STRANDS SHALL BE 7 WIRE, ORDINARY, DIAMETER 12.7mm, TENSILE STRENGTH
SURFACE SHALL BE 30mm IF NO DIMENSION SHOWN.
NOMINAL COVER TO REINFORCEMENT NEAREST TO THE CONCRETE
PREPARED CHECKED
DESIGN
DRAWING
MANAGER, BRIDGE DESIGN PROJECTS
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
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ON
FID
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SH
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GIRDERS - REINFORCEMENT
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
2
ISSUE
CAD No KP2F2422B.dgn
No
ABUTMENT A ABUTMENT B
DIMENSION ‘X’TENDON
1,3
2,4
5,7
6,8
505
390
390
505
390
505
505
390
TABLE I
TO OVERCOME FRICTION LOSSES HIGHER THAN THE CALCULATED VALUES.
IF THE CALCULATED ELONGATION IS OBTAINED AT A JACKING FORCE LESS THAN
FRICTION LOSSES AND TENDON ELONGATION
LOCKING OFF TENDON. JACKING FORCE PER TENDON MAY BE TAKEN TO A
SHALL BE PROVIDED AT ALL CROWN POINTS AND SAG POINTS OF EACH DUCT
(SEE SPECIFICATION FOR DETAILED GROUTING REQUIREMENTS).
GROUT POINTS SHALL BE PROVIDED AT ALL ANCHORAGES. AIR BLEEDER TUBES
THE TENDON DUCT SHALL BE PLACED TO A SMOOTH PROFILE PASSING THROUGH THE
SPECIFIED POINTS SHOWN ON DUCT PROFILE.
THE METHOD OF FIXING DUCTS AND THE METHOD OF JOINTING AND SEALING
5108kN, THE STRESSING SHALL CONTINUE TO 5108kN AT EACH END BEFORE
MAXIMUM OF 5789kN (85% OF MINIMUM BREAKING LOAD) IN ORDER
THE CALCULATED MAXIMUM FRICTION LOSS FOR TENDONS IS 10%.
EXPECTED TOTAL AVERAGE ELONGATION PER TENDON IS 480mm.
MINIMUM 28 DAY COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 40MPa
MINIMUM COMPRESSIVE STRENGTH AT THE TIME OF STRESSING SHALL BE 35MPa
CONCRETE EXPOSURE CLASSIFICATION:B1.
DUCTS AND GROUTING
SCALES AS SHOWN
GENERAL NOTES
PRESTRESSING DATA
THE TENDONS SHALL BE STRESSED FROM BOTH ENDS AND THE ORDER
OF STRESSING SHALL BE 3,5,2,8,4,6,1,7.
MODULUS OF ELASTICITY OF TENDONS Es = 193 000MPa
ANCHORAGE FRICTION = 0
COEFFICIENT OF FRICTION BETWEEN TENDON AND DUCT = 0.20
UNINTENTIONAL ANGULAR DEVIATION OF TENDON PROFILE = 0.008
THE JACKING FORCE HAS BEEN CALCULATED ASSUMING THE FOLLOWING
BREAKING LOAD).
DESIGN PARAMETERS
DRAW-IN AT LOCK OFF = 6mm
CONSIDERATION AT THE TIME OF TENDER.
TO THE DESIGN (SEE SPECIFICATION), SHALL BE SUBMITTED FOR
PRESTRESSING SYSTEM INCLUDING ANY REQUIRED MODIFICATIONS
THE JACKING FORCE FOR EACH TENDON SHALL BE 5108kN (75% OF MINIMUM
STRAND PRESTRESSING SYSTEM. FULL DETAILS OF THE PROPOSED
4 SPACES AT
1000 = 4000
51
5
1015
945
865
80
0
73
0
68
0
59
0
535
10
75
820
51
5
525
525
525
52
0
52
0
52
0
52
0
51
5Y1
525
VE
RT
ICA
L
OF
FS
ET
Y2 AND
Y3
945
10
75
1010
DIMENSIONS Y1, Y2 AND Y3 ARE THE
51
5
11 SPACES AT 2000 = 22 000
1155 - ‘X’
‘X’
1
-
‘Y1’
13 SPACES AT 1000 = 13000
53
0
575
64
0
86
0
10
20
1150
1140
12
05
1240
12
60
12
70
12
70
12
70
12
70
12
70
12
60
12
70
1240
12
05
74
0
SEE TABLE I FOR DIMENSION ‘X’
DUCT PROFILE
DENOTES DIMENSIONS FOR DUCT PROFILES 1 AND 3 ONLY
DENOTES DIMENSIONS FOR DUCT PROFILES 5 AND 7 ONLY
NOT TO SCALE
‘Y3’
955
795
55
0
395
325
33
0
365
PRESTRESSING SYSTEM
535
43
0
66
0
46
0
35
0
31
5
13 SPACES AT 2000 = 26 000
365
435
40
0
2
-
THE BRIDGE SUPERSTRUCTURE HAS BEEN DETAILED FOR A TYPICAL 12.7mm
4 SPACES AT
1000 = 4000
10
00
910
785
685
610
10
75
820
51
5
50
0
485
465
45
0
525
785
895
99
0
10
75
‘X’
1155 - ‘X’
END OF SUPERSTRUCTURE
ABUTMENT A1
-STRESSING FACE
‘Y2’
PIER
72 950
34 475
‘Y3’
3.262%
38 475
2
-END OF SUPERSTRUCTURE
ABUTMENT B
STRESSING FACE
‘Y1’
‘Y2’
VIEW 1
-
275 1375 13751200
16 REQUIRED
100 1375MULTISTRAND SYSTEM
1550 1375
4 4
10
75
525
1 3 5
642
2 2
ANCHORAGE
275
100
100 1375
1
2
3
1375
4
TENDON No (TYP)
275 1375 1375
7
8
6
1375
5
8
275
7
Y3
FOR TENDON
1375
965 VOIDS
100
115mm ID STEEL DUCT
Lc
LcVERTICAL HEIGHTS TO OF DUCT AS SHOWN
0 1000
5001000
2000 3000mm 0 1000
5001000
2000 3000mm
SECTION 2
-
FIGURE 24.3.1 (a)
TENDON DUCTS SHALL BE SEMI-RIGID STEEL SHEATHING 115mm INSIDE DIAMETER
(SEE RTA SPECIFICATION No B113 FOR DETAILED REQUIREMENTS AND PLACING TOLERANCES).
OF DUCTS AT CONSTRUCTION JOINTS SHALL CONFORM TO THE REQUIREMENTS OF THE SPECIFICATION.
EACH TENDON SHALL BE COMPRISED OF 37/7 WIRE, ORDINARY, DIAMETER 12.7mm,
TENSILE STRENGTH 1870 MPa, RELAX 2, TO AS/NZS 4672.1 WITH MINIMUM
BREAKING FORCE OF 6810 kN PER TENDON.
PREPARED CHECKED
DESIGN
DRAWING
MANAGER, BRIDGE DESIGN PROJECTS
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
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ON
FID
EN
TIA
L A
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L O
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Y B
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CAD No KP2F2431A.dgn
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
1
ISSUE
B
2
A
2
DENOTES DIMENSION FOR TENDONS 3 AND 5
FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 1.
GENERAL NOTES
SCALES AS SHOWN
DENOTES DIMENSION FOR TENDONS 1 AND 7
80
0
525
25
FOR DIMENSION ‘X’ SEE SHEET No 1
STRAND TENDONS (TYP)
FOR 37/12.7mm DIA
115mm I.D. STEEL DUCTS
STRAND TENDONS (TYP)
525
40
80
0 10
75
FOR DIMENSION ‘X’ SEE SHEET No 1
FOR 37/12.7mm DIA
115mm I.D. STEEL DUCTS
‘X’
40
STRESSING END CAP
10
75
ANCHORAGES
90 100
STRESSING END CAP
ANCHORAGES
‘X’
END CAP AND BLOCKOUTS SHALL
BE POURED AFTER STESSING AND
GROUTING OF TENDONS
BLOCKOUT - TYP
VIEW 4
16
5
1375
175
DENOTES DIMENSIONS BEFORE PRESTRESSING
‘L’
‘L’
350
FOR VALUE OF ‘L’ SEE TABLE II
FIGURES SHOWN IN BRACKETS REFER TO ABUTMENT B
ABUTMENT B END SIMILIAR
ABUTMENT A END SHOWN
185
16
40
(90
OR
10
0)
TENDON No 1
END OF SUPERSTRUCTURE
15 TYP
175350
TENDON No 2 TENDON No 3 TENDON No 4
6
7
8
25
(40
)
515
405
515
375
545
375
MEASURED PARALLEL TO CENTRE LINE OF THE BRIDGE
DIMENSION ‘L’ IS THE HORIZONTAL DISTANCE
FROM THE END OF THE SUPERSTRUCTURE TO CENTRE
OF THE ANCHOR STRESSING FACE.
2
3
5
4
1
TABLE II
TENDON
No
ABUTMENT A
ABUTMENT B
‘L’
520
400
520
400
405
430
490
430
490
545
0 200 400 600 800 1000mm
200 1000 200 400 600 800 1000mm
200 100
100 200 300 400 500mm0
100 50
FIGURE 24.3.1 (b)
PREPARED CHECKED
DESIGN
DRAWING
MANAGER, BRIDGE DESIGN PROJECTS
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
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ON
FID
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NL
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CAD No KP2F2431B.dgn
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
2
ISSUE
DETAIL A
1DETAIL B
1
PLAN
SHALL BE 40mm UNLESS SPECIFIED OTHERWISE.
REINFORCEMENT MAY BE DISPLACED SLIGHTLY WHERE NECESSARY TO CLEAR
STEEL DOWELS, ANCHOR BOLTS, DRAINAGE PIPES, FORMED HOLES AND RECESSES.
GENERAL NOTES
SCALES AS SHOWN.
UNLESS OTHERWISE SPECIFIED, THE MINIMUM DEVELOPMENT LENGTHS AND LENGTHS
OF LAPS SHALL BE AS FOLLOWS:
DENOTES VARIABLE LENGTH BAR.
BAR SIZE:
HORIZONTAL BARS WITH >300mm OF
CONCRETE CAST BELOW THE BAR: ... ... ... ... ...
............... OTHER BARS:
a)
b)
...
2820
1
-
3
150150150
4
1
-
120
2
2800
3
905 905
PIE
R
4
2
(TYP)
SPACED AS SHOWN IN
500
TYP
SECTION 1
-
TRANSVERSE BARS NOT SHOWN
SECTION
500
TYP
500
TYP
800 MIN LAP
PLAN
NOT TO SCALE
PIE
R
500
500
3
0 1000
5001000
2000 3000mm
22
Lc
0 5m4321
1 0.5
Lc
FIGURE 24.3.1 (c)
27-16-S-1D FF SPACED
AS SHOWN IN SECTION
2-16-V-2D FF LAPPED WITH
16-S-1D AND 16-VV-7D
2-16-V-5D FF LAPPED WITH
16-S-7D AND 16-VV-7DA
13-12-S-9D SPACED
AS SHOWN IN DETAIL
2
75-16-S-8D SPACED AS
SHOWN IN SECTION
27-16-S-7D FF SPACED AS
SHOWN IN SECTION
13-12-S-9D SPACED
AS SHOWN IN DETAIL
2-16-V-7D FF LAPPED WITH
16-S-7D AND 16-VV-7D
21-16-V-6D FF LAPPED WITH
16-S-7D AND 16-VV-7D
77-20-S-6D LAPPED WITH
16-S-1D, 16-S-2D, 16-S-7D AND 16-S-8D.
LENGTH OF BAR SHALL BE 12 000mm AND
PLACED SYMMETRICALLY ABOUT ¶ OF PIER
1-16-VV-1D FF, 2-16-S-3D FF, 1-20-V-1D NF,
2-16-K-1D AND 2-16-AZ-1D
2-16-HT-1D, 2-16-HT-2D AND 4-12-Q-1D
1-16-VV-2D FF, 2-16-S-3D FF, 1-20-V-1D NF, 2-16-V-9D,
2-16-K-1D AND 2-16-AZ-1D
2-16-HT-1D, 2-16-HT-3D AND 4-12-Q-1D
1-20-VV-3D FF, 2-16-S-3D FF, 1-24-V-12D NF, 2-16-V-9D,
2-16-K-1D AND 2-16-AZ-1D
2-16-HT-2D, 2-16-HT-4D AND 4-12-Q-1D
2-16-V-4D FF LAPPED WITH
16-S-1D AND 16-VV-7D
25-16-VV-7D LAPPED WITH 16-V-2D, 16-V-3D,
16-V-4D, 16-V-5D, 16-V-6D AND 16-V-7D
21-16-V-3D FF LAPPED WITH
16-S-1D AND 16-VV-7D
2
75-16-S-2D SPACED AS
SHOWN IN SECTION
16-V-10D, 16-V-11D, 16-D-1D AND 16-D-2D NOT SHOWN
16-D-1D 16-V-11D
16-V-10D 16-D-2D
16-V-10D , 16-V-11D , 16-D-1D AND 16-D-2D LAYOUT DETAIL* * * *
16-S-2D
16-S-1D16-V-2D, 16-V-3D
OR 16-V-4D
2-16-V-10D NF AND 2-16-D-1D FF
16-VV-7D
SPACED AS SHOWN IN SECTION
2-16-V-11D FF AND 2-16-D-2D NF
16-V-5D, 16-V-6D
OR 16-V-7D16-S-7D
16-S-8D
20-S-6D
N12 N16 N20 N24 N28 N32 N36
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW 2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
BUNDLE TYPE A CONSISTS OF:
BUNDLE TYPE B CONSISTS OF:
BUNDLE TYPE C CONSISTS OF:
BUNDLE TYPE D CONSISTS OF:
BUNDLE TYPE E CONSISTS OF:
BUNDLE TYPE F CONSISTS OF:
168 BUNDLES TYPE A-150 AND
84 BUNDLES TYPE B-300
2 SETS OF 14 BUNDLES TYPE E-150 AND
2 SETS OF 7 BUNDLES TYPE F-300
2 SETS OF 24 BUNDLES TYPE C-150 AND
2 SETS OF 12 BUNDLES TYPE D-300
195 BUNDLES TYPE A-150 AND
98 BUNDLES TYPE B-300
UNLESS SHOWN OTHERWISE ON THE DRAWINGS, LAPS ON ADJACENT BARS ON ANY
FACE SHALL BE STAGGERED (OFFSET) BY NO LESS THAN THE LAP LENGTH.
...
... ...
NOMINAL COVER TO REINFORCEMENT NEAREST TO THE CONCRETE SURFACE
PREPARED CHECKED
DESIGN
DRAWING
MANAGER, BRIDGE DESIGN PROJECTS
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
S C
ON
FID
EN
TIA
L A
ND
SH
AL
L O
NL
Y B
E U
SE
D F
OR
TH
E P
UR
PO
SE
OF
TH
E N
OM
INA
TE
D P
RO
JEC
T.
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
ISSUE
CAD No KP2F2431C.dgn
DECK REINFORCEMENT - SHEET A
A
1
2
2
2
2
2
2
2
AND ARRANGED AS SHOWN IN LAYOUT DETAIL
2
3
AND ARRANGED AS SHOWN IN LAYOUT DETAIL
2
2
2 EQ
SPACES
3 E
QU
AL
2 EQ
SPACES
(TYP)
3 E
QU
ALS
PA
CE
S SP
AC
ES
300
1200 (
TY
P)
GENERAL NOTES
2 EQ 6 EQUAL SPACES8 EQUAL SPACES75
SPACES
2 EQ
SPACES
6 EQUAL SPACES 8 EQUAL SPACES2 EQ6 EQUAL SPACES2 EQ
SPACES SPACES
6 E
QU
AL
SP
AC
ES
75
4006 E
QU
AL
SP
AC
ES
10 EQUAL SPACES
400
10 EQUAL SPACES
300
BENT ON SITE
300
500
100 200 300 400 500mm0
100 50
SCALE OR AS SHOWN.
0
500 250
500 1000 1500mm
FIGURE 24.3.1 (d)
20-V-1D
16-HT-2D
16-HT-1D
16-S-2D OR 16-S-8D
16-HT-1D
16-HT-2D
16-S-3D
16-S-1D OR 16-S-7D
16-VV-1D
12-Q-1D (TIED TO 16-HT-1D AND 16-HT-2D)
16-S-3D
20-S-6D
16-HT-2D 16-HT-2D
12-Q-1D (TIED TO 16-HT-2D,
16-HT-D3 AND 16-HT-4D)
16-S-3D
16-V-9D
16-D-1D OR 16-V-11D
20-V-1D OR
24-V-12D
16-S-3D
16-V-9D
16-D-2D OR 16-V-10D
16-V-2D OR 16-V-5D
SECTION 3
1
SECTION 2
1
16-VV-2D OR
20-VV-D3
16-V-3D OR
16-V-6D16-HT-3D OR
16-HT-4D
16-V-4D OR 16-V-7D
16-AZ-1D
12-S-9D
16-S-2D, 20-S-6D OR 16-S-8D
16-S-3D
20-V-1D
16-K-1D
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW 2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
PREPARED CHECKED
DESIGN
DRAWING
MANAGER, BRIDGE DESIGN PROJECTS
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
S C
ON
FID
EN
TIA
L A
ND
SH
AL
L O
NL
Y B
E U
SE
D F
OR
TH
E P
UR
PO
SE
OF
TH
E N
OM
INA
TE
D P
RO
JEC
T.
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
ISSUE
CAD No KP2F2431D.dgn
DECK REINFORCEMENT - SHEET B
FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 1.
2
DETAIL A
-
A
-
A
-
90
SECTION-SPACED AS SHOWN IN
VIEW-
AS SHOWN IN
-
500
(TY
P)
100
(TY
P)
500
(TY
P)
500
PLAN---
500(TYP)
-
LONGITUDINAL DECK
-
-
VIEW-
SHOWN IN
300 (TYP)
REINFORCEMENT
SEE SHEET No 3
300
(TYP) 25
0
LONGITUDINAL DECK
REINFORCEMENT
VIEW
-
--
25
0
(TY
P)
25
0
LONGITUDINAL DECK
-SECTION
SECTIONIN REINFORCEMENT
SPACED AS SHOWN IN SECTION -
SECTION -SHOWN IN
3 SETS OF
SECTION
-
SECTION -SHOWN IN
5 A
T 2
00
=1000
25
0
(TYP)675 (TYP)
500 S
Q
(TY
P) 10
50
(TY
P)
920 (TYP)
EXPANSION JOINT ANCHOR BOLT
DISPLACE BAR INWARDS TO CLEAR
SECTION
-
EQUAL SPACES
SECTION
-
12
5 6
AT
100
=6
00
150
1100 (TYP)
4 A
T
10
0=
40
0
SECTION
-
12
00
GENERAL NOTES
SCALE OR AS SHOWN.0
500 250
500 1000 1500mm
FIGURE 24.3.1 (e)
16-AZ-1D
12-S-9D
16-K-1D
16-S-3D
16-P-1D
16-S-13D
20-V-1D 16-HT-6D
16-E-2D
16-K-1D
16-AZ-1D
12-S-9D
16-S-3D
16-P-1D
16-S-12D
16-HT-5D
20-VV-5D
16-S-13D
16-HT-5D
6-16-S-16D -200FF16-S-12D
6-20-VV-6D SPACED AS
16-S-3D
16-K-1D
20-V-1D
16-S-13D
12-V-14D
6-20-V-13D SPACED AS 20-VV-6D
16-S-3D 16-K-1D
16-AZ-1D
12-S-9D
16-N-2D
16-E-1D
5-12-S-17D-220NF
16-L-1D16-S-14D
SPACED AS 20-BZ-1D IN
5-16-S-18D-200FF
20-S-15D
16-S-13D16-S-14D
5-16-S-18D-200FF
16-L-1D
12-V-15D-100NF
16-E-1D
16-N-1D
12-S-9D
16-AZ-1D
20-V-1D
16-S-13D 12-V-14D
16-HT-5D AND 16-HT-6D
16-HT-5D
16-S-16D
20-VV-5D20-S-15D16-S-13D
12-S-17D
20-VV-6D
16-S-13D
12-V-14D
20-V-1D
16-E-2D
16-S-16D
20-VV-5D20-S-15D16-S-13D
20-BZ-1D
20-BZ-1D
20-VV-6D
20-V-1D
16-S-12D
16-S-3D
16-S-18D
16-N-2D
20-S-15D16-S-14D
20-VL-1D
20-VL-1D
20-V-13D
16-S-13D
12-V-14D
15-16-S-12D LAPPED WITH
16-S-18D
5-16-E-1D SPACED
9-S-14D-215FF
7 BUNDLES OF
2-16-N-215
20-V-15D20-VV-6D
20-BZ-1D
20-VV-6D
12-S-9D NOT SHOWN
20-BZ-1D 20-BZ-1D 20-VL-1D
20-V-13D
2 SETS OF 8 BUNDLES OF
1-16-P-1D AND 2-16-HT-6D-100
9-16-S-14D-215
5-16-E-1D SPACED AS
9 BUNDLES OF
2-16-N-2D-215
16-S-18D
15-16-S-12D LAPPED WITH
72-16-S-13D LAPPED WITH4 SETS OF 1 BUNDLE OF
4-16-E-2D SPACED AS SHOWN
16-S-16D
3 SETS OF 6 BUNDLES OF
4-16-E-2D-100
13-16-P-1D-100
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW 2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
6 SETS OF 3-20-BZ-1D
2 SETS OF
13-16-HT-5D-100
2 SETS OF
2 SETS OF 3-20-VL-1D
2 SETS OF 8 BUNDLES OF
2-16-K-1D AND 2-16-AZ-1D
1-20-VV FF, 2-16-S-3D FF, 1-20-V-1D,
BUNDLE TYPE G CONSISTS OF:
AND 2-16-AZ-1D
5-12-S-17D,1-12-V-14D NF, 2-16-K-1D
10-20-S-15D FF, 2-16-L-1D, 2-16-S-3D FF,
BUNDLE TYPE J CONSISTS OF:
1-20-V-1D NF, 2-16-K-1D AND 2-16-AZ-1D
1-20-S-15D FF, 2-16-L-1D, 2-16-S-3D FF,
BUNDLE TYPE H CONSISTS OF:
1 BUNDLE TYPE J
9 BUNDLES TYPE G-150
9 BUNDLES TYPE H
12-V-14D
12-V-14D
1-16-HT-5D AND 2-16-HT-6D-100
PREPARED CHECKED
DESIGN
DRAWING
MANAGER, BRIDGE DESIGN PROJECTS
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
S C
ON
FID
EN
TIA
L A
ND
SH
AL
L O
NL
Y B
E U
SE
D F
OR
TH
E P
UR
PO
SE
OF
TH
E N
OM
INA
TE
D P
RO
JEC
T.
DECK REINFORCEMENT - SHEET C
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
ISSUE
CAD No KP2F2431E.dgn
3
4
5
6
7
8
FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 1.
SEE SHEET No 1
4
5
-
5
8
7 6
7 6
-
7
SEE SHEET No 1
4
5
5
8
8
7
7
7
7
GENERAL NOTES
SCALE OR AS SHOWN.
0
500 250
500 1000 1500mm
FIGURE 24.3.1 (f)
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW 2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
PREPARED CHECKED
DESIGN
DRAWING
ISSUE DATE REVISION PREP AUTH
ROADS AND TRAFFIC AUTHORITY OF NSW
CHECK
TH
IS D
RA
WIN
G I
S C
ON
FID
EN
TIA
L A
ND
SH
AL
L O
NL
Y B
E U
SE
D F
OR
TH
E P
UR
PO
SE
OF
TH
E N
OM
INA
TE
D P
RO
JEC
T.
REGISTRATION No OF PLANS
SHEET No
ISSUE STATUS:
RTA BRIDGE NUMBER
ISSUE
CAD No KP2F2431F.dgn
MANAGER, BRIDGE DESIGN PROJECTS
DECK REINFORCEMENT - SHEET D
4
FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 1.
-
PLANTENDONS NOT SHOWN
-
LcPIER175 175 175175 175
-
SECTION -
46
0
SECTION
-
-
HAVE LEG LENGTHS OF 1900mm
SECTION
-
9 EQUAL SPACES
28-V-8D
16-S-3D
16-D-1D AND 16-V-11D
5-16-S-10D-300EF
16-VV-7D
20-VV-4D
16-D-2D AND 16-V-10D
16-S-3D
16-E-3D, 16-E-4D AND 16-G-1D BARS SHALL
16-E-3D, 16-E-4D AND 16-G-1D
20-S-11D
20-S-6D20-S-11D
28-V-8D
20-S-6D
16-E-4D
16-S-10D
16-V-7D, 16-V-6D OR 16-V-7D16-VV-7D
20-VV-4D
16-G-1D16-V-2D, 16-V-3D OR 16-V-4D
16-E-3D
16-VV-7D
7 BUNDLES OF
4-16-E-4D, 2-16-E-3D
AND 2-16-G-1D-175
16-V-5D FF, 16-V-6D FF
OR 16-V-D7 FF
2 SETS OF 3 BUNDLES OF
4-16-E-4D, 2-16-E-3D AND
2-16-G-1D-215
7 BUNDLES OF
4-16-E-4D, 2-16-E-3D AND
2-16-G-1D-215
20-S-6D
6-20-S-11D SPACED AS SHOWN IN
2 SETS OF 3 GROUPS OF 4/DK4-16,
2/DK3-16, AND 2/DL1-16 AT 175
12-S-9D NOT SHOWN
10 BUNDLES OF 1-20-VV-4D FF, 2-16-S-3D FF,
1-28-V-8D NF, 2-16-K-1D AND 2-16-AZ-1D
SPACED AS SHOWN IN SECTION
16-V-2D FF, 16-V-3D FF
OR 16-V-4D FF
16-S-10D
9
10
-
9 9
10
10
10
10