Section 24 - Prestressed Concrete - Transport for NSW · 2007. 9. 27. · 24.2.2 Precast...

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.



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



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

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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




CHECK

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GIRDERS - REINFORCEMENT


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




CHECK

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CAD No KP2F2431A.dgn


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




CHECK

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CAD No KP2F2431B.dgn


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


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





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



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



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




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.


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




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.


SHEET No

ISSUE STATUS:

RTA BRIDGE NUMBER

ISSUE

CAD No KP2F2431D.dgn

DECK REINFORCEMENT - SHEET B


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


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


72-16-S-13D LAPPED WITH4 SETS OF 1 BUNDLE OF

4-16-E-2D SPACED AS SHOWN

16-S-16D


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


2-16-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




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


SHEET No

ISSUE STATUS:

RTA BRIDGE NUMBER

ISSUE

CAD No KP2F2431E.dgn

3

4

5

6

7

8


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



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.


SHEET No

ISSUE STATUS:

RTA BRIDGE NUMBER

ISSUE

CAD No KP2F2431F.dgn


DECK REINFORCEMENT - SHEET D

4


-

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


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

Section 24 - Prestressed Concrete - Transport for NSW · 2007. 9. 27. · 24.2.2 Precast...

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Transcript of Section 24 - Prestressed Concrete - Transport for NSW · 2007. 9. 27. · 24.2.2 Precast...