Section 6 - · PDF file6.2.1 Precast Reinforced Concrete Driven Piles ... the minimum depth...

SECTION 6

FOUNDATIONS

RTA Structural Drafting Foundations and Detailing Manual

OTB005 Issue 1 – Revision 0 (09 July 2007) Page 1 of 5

6 FOUNDATIONS

6.1 GENERAL

Various types of foundation elements are used in bridge construction and these include: (a) Piles framed to headstock - several types (b) Pile/Pile cap combination (c) Spread Footings (d) Rock Anchors - commonly used in conjunction with footings

Drawings shall contain a layout plan to enable the correct setting out of foundation elements and appropriate notes (conforming to AS5100 - Bridge Design and RTA Technical Specifications) shall also be included.

6.2 PILING 6.2.1 Precast Reinforced Concrete Driven Piles

For designs prepared by the Authority’s Bridge Engineering Section or Consultants that prepare drawings for the Authority or for bridges that will become property of the Authority, RTA Standard Bridge Drawing Numbers RTAB002A and RTAB002B (Reinforced Concrete Pile Design Information, Sheets A and B) are provided for use when preparing drawings for either of the two standard precast reinforced concrete pile designs (Normal Driving Conditions and Hard Driving Conditions). RTA Standard Bridge Drawing Number RTAB003 shall be used for pile drawings where normal driving conditions are known to exist, whilst RTA Standard Bridge Drawing Number RTAB004 shall be used for pile drawings where hard driving conditions are known to exist. Missing information, such as schedule values, dimensions, bar sizes and values in notes shall be completed using tables and details as shown on RTA Standard Bridge Drawing Number RTAB002A, however, sketches provided by the engineer responsible for the design, may show some variations which will need to be included on the drawing.

A separate drawing shall be prepared, in each case, to provide details of the pile layout for the structure. This drawing shall clearly show the location of the test piles and representative piles. (See Clause 7 of RTA Specification B50). Where piles exceed 20 metres in length, the details provided in RTA Standard Drawing No RTAB048 (Epoxy Splice for Precast Concrete Piles) should be included on the pile drawings. Where piles are required to be spliced, the minimum depth below ground level to the splice shall be clearly shown on the drawings. The minimum depth shall be not less than 5 metres below the existing surface level or the design surface level, whichever is the lower. See RTA Standard Drawing Nos RTAB003 AND RTAB004 for the typical level of detailing required for these types of piles.

6.2.2 Prestressed Reinforced Concrete Driven Piles

For designs prepared by the Authority’s Bridge Engineering Section or Consultants that prepare drawings for the Authority or for bridges that will become property of the Authority, RTA Standard Bridge Drawing Numbers RTAB0025 and RTAB0026 (Prestressed Concrete Pile Design Information, Sheets A and B) are provided for use when preparing drawings for either of the two standard prestressed reinforced concrete pile designs



(Normal Driving Conditions and Hard Driving Conditions). RTA Standard Bridge Drawing Number RTAB027 (Prestressed Concrete Pile – Normal Driving Conditions) shall be used for pile drawings where normal driving conditions are known to exist, whilst RTA Standard Bridge Drawing Number RTAB028 (Prestressed Concrete Pile – Hard Driving Conditions) shall be used for pile drawings where hard driving conditions are known to exist. Missing information, such as schedule values, dimensions, bar sizes and values in notes shall be completed using tables and details as shown on RTA Standard Bridge Drawing Number RTAB0025, however, sketches provided by the engineer responsible for the design, may show some variations which will need to be included on the drawing. A separate drawing shall be prepared, in each case, to provide details of the pile layout for the structure. This drawing shall clearly show the location of the test piles and representative piles.

Where piles exceed 20 metres in length, the details provided in RTA Standard Drawing No RTAB048 (Epoxy Splice for Precast Concrete Piles) should be included on the pile drawings. Where piles are required to be spliced, the minimum depth below ground level to the splice shall be clearly shown on the drawings. The minimum depth shall be not less than 5 metres below the existing surface level or the design surface level, whichever is the lower. See RTA Standard Bridge Drawing Nos RTAB027 and RTAB028) for the typical level of detailing required for these types of piles.

6.2.3 Cast-in-Place Reinforced Concrete Piles

No standard drawing is available for this type of pile however the drawing format for this type of pile is relatively standard.

Piles may have no casing requirements, or casing requirements (temporary or permanent), as dictated by geotechnical information and / or the design engineer's requirements. Provision of temporary steel casing is quite often a decision which is made by the contractor.

Drawings shall contain the following essential information:

• Pile layout plan in accordance with Clause 5.5 of this Manual.

• Elevation of pile showing Top RL and Contract Level, or Estimated Foundation Level, as appropriate, at toe.

• Indication of soffit level of pile cap or headstock. Piles are normally embedded 50mm into abutment beams or pile caps. • Anchorage length of reinforcement into pile cap or headstock.

• Socket length of pile into rock, including the rock type and classification.

• Pile casing if required (shown in section with an appropriate note stating " Casing shown in section ").

• Elevation of raked pile (if required) showing all of the above information.

• Pile cross section showing spacing of main reinforcement.



Note: Where bars are closely spaced, care shall be taken to ensure that bars in the pile cap or headstock can pass between the exposed pile reinforcement. A sketch showing orientation of bars may be advantageous.

• Details of any required casing splice (in accordance with RTA Standard Bridge

Drawing No RTAB039).

• Details of pile driving shoe (in accordance with Chief Bridge Engineer Circular No 91/6).

• Pile schedule (showing pile numbers, Top RL, Contract Level at toe, pile lengths and

bar marks where numerous pile lengths are involved). • Development and splice lengths for reinforcement given in Section 23 of this Manual

are dependant on the specified minimum clear spacing between reinforcing bars. Development and splice lengths of closely spaced reinforcing bars may need to be determined from the formula 13.1.2.1(1) given in Clause 13.1.2.1 of AS 5100.5.

• For those Cast-in-Place reinforced concrete piles that rely on the support of the soil

above the rock socket for lateral loads, minimum pile embedment below the existing or new surface level, whichever is the lower, must be specified in addition to the rock socket requirements.

• Reinforced concrete piles that support single column extensions must have a

diameter greater that the diameter of the column above to account for construction tolerances when installing the piles. The outside faces of the

column extensions must be located within the outside faces/perimeter of the supporting piles. The diameters of the supporting piles must be at least 200mm greater than the diameter of the column extensions. The construction joint between the tops of the supporting piles and the bottoms of the column extensions must be located at least 500mm below the constructed ground level at columns on land, below the NWL for non-tidal watercourses or below the MLWSL for tidal watercourses.

Figure 6.2.3 shows the typical level of detailing required for this type of pile.

6.2.4 Tubular Steel Driven Piles

No standard drawing has been developed for this type of pile drawing so each drawing for this type of pile shall be detailed in accordance with sketches provided by the engineer responsible for the design.

Generally these piles shall be detailed as for steel cased Cast-In-Place Reinforced Concrete piles with the differences being;

• no socket into rock shown although small embedment of the toe of the steel pile into soft rock may sometimes be specified by the designer • generally, only the top section of the pile is of reinforced concrete whilst the bottom section is of earth plug or granular material. • notes shall include driving details.

6.2.5 H Section Steel Driven Piles



'H' piles may be used with or without the top encased in reinforced concrete. Generally the encased section shall be that which is exposed to the air, water or aggressive soils. The cover to reinforcement shall be in accordance with AS 5100 - Bridge Design and RTA Technical Specifications).

Essential information:

• Pile layout plan in accordance with Clause 5.5 of this Manual

• Elevation of pile showing Top RL and Contract Level or Estimated Foundation Level, as appropriate, at toe

• Indication of soffit level of pile cap or headstock

• Concrete encasement (if applicable) together with reinforcement and protection of

the concrete encasement against aggressive soil, if required, should also be shown

• Pile cross section in the encased section, if applicable

• Elevation of raked pile (if required) showing all of the above information

• Table of levels and lengths

• Splice detail (if applicable) • Minimum pile embedment below the existing or new surface, whichever is the

lower, must be specified

• The length of pile penetration into the pile cap must be specified When using these piles care shall be taken when arranging reinforcing bars in pile caps and headstocks to ensure that the reinforcement does not clash with the designed pile location.

Figure 6.2.5 shows the typical level of detailing required for this type of pile.

6.3 PILE / PILE CAP COMBINATIONS

Where piles are used in conjunction with pile caps, the relevant section of Clause 6.2 and Clause 6.4 of this Manual shall be complied with ie the detailing required for piles shall be as outlined in the relevant clause and Pile

caps shall be detailed in accordance with the requirements for Spread Footings. Figure 6.3 shows the typical level of detailing required for pile/pile cap combinations.

6.4 SPREAD FOOTINGS

Generally spread footings are detailed on pier or abutment drawings, however the location of any spread footing shall be shown on the foundation layout.

Essential information:

• Layout plan in accordance with Clause 5.6 and Figure 5.6 of this Manual showing

dimensions

• Elevation of spread footing showing Contract Level or Estimated Foundation Level, as appropriate and top RL



• Mass concrete

• The position of the construction joint in the column above top of spread footing

• The location of starter bars for splicing with main column reinforcement. Clause 13.2.3 in Section 5 of AS5100 - Bridge Design, states that not more than

50% of the total area of tensile reinforcement shall be spliced at any one section. Where starter bars are provided to facilitate splicing of main

vertical reinforcement, they shall be detailed with two vertical leg lengths, necessitating the use of two bar marks. Starter bars shall be placed

alternately around the column base to facilitate splicing with main reinforcement ensuring that the main reinforcement fits within the shear

reinforcement. Particular care shall be exercised to provide required clearances when using large diameter reinforcement at close spacing. Development and splice lengths for reinforcement given in Section 23 of this Manual are dependant on the specified minimum clear spacing between reinforcing bars. Development and splice lengths of closely spaced reinforcing bars may need to be determined from the formula 13.1.2.1(1) given in Clause 13.1.2.1 of AS 5100.5.

Figures 6.4.1(a), 6.4.1(b) and 6.4.1(c) show the typical level of detailing required for spread footings.

6.5 ROCK ANCHORS

The location of rock anchors should generally be shown in the Foundation Layout. Where rock anchors are used to tie back walls and abutments, locations shall be shown on an elevation and any other views necessary to clearly show angles, etc.

Essential information: • The location of test anchors

• An Elevation showing: Anchorage and anchorage recess

Bonded length (for primary grouting)

Free length (for secondary grouting)

Depth of drilled holes ie 500 below end of anchor

Bore hole diameter and length

Sheathing and extent of sheathing

• A cross section showing: Location and size of pipe through pile or footing

• Rock Anchor Notes as per Figure 6.5 modified to suit the actual case

• Proprietary names shall not be shown.

GENERAL NOTES0 200 400 600 800 1000mm

200 100

LOCATION PILE No RL ’A’ RL ’B’

TABLE 1

LENGTH ’L’’x’

ABUTMENT A

1 1

2

3

4

5

6

7

8

9

PIER 1

PIER 2

PIER 3

ABUTMENT B

Ls

2

3

16

17

18

4 TO 7

8 TO 11

12 TO 15

257.460

257.572

257.685

250.150

250.350

251.550

255.452

255.564

255.677

240.000

240.000

240.000

227.600

238.000 12 350

240.000

246.400

246.400

246.400

17 460

17 572

17 685

22 550

11 550

9 052

9 164

9 277

2000

2000

2000

LOCATION

ABUTMENT A

MIN PROPERTIES OF

ROCK SOCKET (kPa)

‘BP’ ‘SA’

PIER 1 - 3

ABUTMENT B

3000

4000

2000

80

150

75

2000

4000

2000

TABLE 2

4000

4000

4000

4000

4000

4000

CAD No KP2F623.dgn

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.

SHEET No

ISSUE STATUS:

RTA BRIDGE NUMBER

ISSUE

HIGHWAY No 2 SHIRE OF YASS

BRIDGE OVER YASS RIVER

AT 4.6KM SOUTH OF YASS

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

CLIENT

XXX

XXX

XXX

PHONE (02)

FACSIMILE (02)

A5

0002 246 BC 1002

REGISTRATION No OF PLANS

FOR CONSTRUCTION

PILES

MAX DESIGN AXIAL

LOAD PER PILE AT SLS

(kN)

DESIGN BENDING

MOMENT PER PILE

(kN/m)

400

150

400

SCALE OR AS SHOWN.

CONCRETE EXPOSURE CLASSIFICATION: B1

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 40MPa.

MINIMUM LAP LENGTH REQUIRED FOR DIA 28 BARS SHALL BE 700mm.

MINIMUM LAP LENGTH FOR ·10 SPIRAL REINFORCEMENT SHALL BE 320mm.

LAPS ON ADJACENT BARS NOT SHOWN ON THE DRAWINGS SHALL BE STAGGERED

(OFFSET) BY THE LENGTH OF THE LAP.

NOMINAL COVER TO REINFORCEMENT SHALL BE 75mm IF NO DIMENSION SHOWN.

PILE CONTRACT LEVELS (RL ’B’) AND ROCK SOCKET LENGTHS (’Ls’) ARE BASED ON

MINIMUM PROPERTIES OF FOUNDING MATERIAL (’BP’ AND ’SA’) AS GIVEN IN TABLE 2.

CONTRACT LEVELS SHALL BE LOWERED WHERE THE MINIMUM ROCK SOCKET LENGTH

AND/OR MINIMUM FOUNDING MATERIAL PROPERTIES ARE NOT ACHIEVED.

CONTRACT LEVELS MAY BE RAISED WHERE THE MINIMUM ROCK SOCKET LENGTH

AND FOUNDING MATERIAL PROPERTIES ARE ACHIEVED AT A HIGHER LEVEL.

’BP’ DENOTES MINIMUM ALLOWABLE BASE BEARING CAPACITY (kPa).

’SA’ DENOTES MINIMUM ALLOWABLE SHAFT ADHESION (kPa).

’Ls’ DENOTES SOCKET LENGTH.

ROCK CLASSIFICATION IS BASED ON SAA SITE INVESTIGATION CODE AS 1726.

FIGURE 6.2.3

1234

MANAGER, BRIDGE DESIGN PROJECTS

CH

950.0

00

CH

1050.0

00

CH

10

00

.00

0

CH

1020.0

00

PILE LAYOUTNOT TO SCALE

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

R 6

70 0

00

CONTROL MCA3

E 601 047.212

N 6121 364.783

E 601 047.887

N 6121 401.396

CH

955.6

00

BE

AR

ING

95%

%d 0

7’

51.8

"

CH

985.0

00

BE

AR

ING

92%

%d 3

7’

0.7

"

CH

10

21

.50

0

BE

AR

ING

89%

%d 2

9’

43.9

"

CH

1058.0

00

BE

AR

ING

86%

%d 2

2’

27.1

"

CH

1086.4

00

BE

AR

ING

83%

%d 5

6’

43.9

"

2 2

50

2 2

50

1 150 1 150

1 1

50

1 1

50

1 1

50

1 1

50

E 601 049.880

N 6121 430.824E 601 048.532

N 6121 328.189

E 601 050.936

N 6121 299.797

FROM YASS TO GUNDAGAI

2 2

50

2 2

50

1 1

50

1 1

50

50

OF PILELc

TOE OF PILE

CONTRACT LEVEL RL ’B’

70

0

1

-

1

-

SECTION 1

-

LE

NG

TH

OF

PIL

E ’

L’

TOP OF PILE RL ’A’SOFFIT OF ABUTMENT OR PILE CAP

Ls

900

TOP OF ROCK

12-28-CS-’x’-EQUALLY SPACED

FOR VALUES OF "x" - SEE TABLE 1

TYPICAL PILE ELEVATION

10W-CSP-’x’

28-CS-’x’

1-10W-CSP-’x’-150 PITCH

(PROVIDED 1.5 TURNS AT

TOP AND BOTTOM OF PILE

ADJUSTED TO ZERO PITCH)

SURFACES IN CONTACT WITH ABUTMENT CONCRETE SHALL NOT BE EPOXY COATED.

PILES 1 TO 7 AND 20 TO 25.

PREBORING MAY BE REQUIRED FOR PILES TO REACH CONTRACT LEVEL. PREBORING

PILES SHALL BE DRIVEN TO REFUSAL ON SOUND SANDSTONE OR SILTSTONE.

WELDING SYMBOLS ARE TO AS 1101 PART 3.

TO EXISTING SURFACE LEVEL THROUGH EMBANKMENT FILL IS REQUIRED FOR

SURFACES OF STEEL PILES Nos 1 TO 7 AND 20 TO 26 SHALL BE ABRASIVE

COATS OF COAL TAR EPOXY PAINT SHALL BE APPLIED TO SURFACES IN

DIRECT CONTACT WITH EARTH PROVIDING A MINIMUM DRY FILM THICKNESS

12

.

GENERAL NOTES


25

26

36.170

36.275

36.375

15 275

15 375

24 15 170

23 36.430 15 550

21.000 20

21

22

36.120

36.225

36.325

15 240

15 345

15 445

23.000 1

2

3

4

5

6

7

31.500

31.500

31.500

31.500

8 565

8 500

8 565

8 500

36.140

36.245

36.345

36.090

36.195

36.295

36.400

13 140

13 505

13 245

13 345

13 190

13 300

13 400

TABLE I

PILE No RL ’A’ RL ’B’LENGTH OF

PILE ’L’

8 TO 11

12 AND 13

14 TO 17

18 AND 19

PER COAT OF 150 m.

0

500 250

500 1000 1500mm

SCALES OR AS SHOWN.

THE WELD CATEGORY SHALL BE SP IN ACCORDANCE WITH AS 1554 PART1.

BLAST CLEANED TO CLASS 2 IN ACCORDANCE WITH AS 1627 PART 4. TWO

UNIVERSAL BEARING PILES SHALL BE TO AS/NZS 3679.1 - 300

FIGURE 6. 2. 5

SHALL BE 55mm UNLESS SPECIFIED OTHERWISE.

COVER TO REINFORCEMENT NEAREST TO THE CONCRETE SURFACE

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

CLIENT

PILE LAYOUT AND DETAILS

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL BE 40MPa.

2

3

5

6

7

8 9

10 11

12

13

1200 1200

PILE LAYOUTPILE POSITIONS ARE GIVEN AT THE SOFFIT LEVEL OF PIER PILE CAPS

AND AT UNDERSIDE OF ABUTMENT HEADSTOCKS

14 15

16 17

18

19

21

22

23

1200 1200

NOT TO SCALE

DENOTES PILE RAKED 1 IN 8 IN THE DIRECTION SHOWN.

DENOTES VERTICAL PILE

(NORTHBOUND)

F3 CONTROL LINE

7 DENOTES TEST PILE

24

25

26

1

4

PIER 1OF PILES ABUTMENT ALc Lc

FROM SYDNEY

20

PIER 2 Lc Lc

TO NEWCASTLE

OF PILES ABUTMENT B

VERTICAL PILEPILE Nos 1 - 3 AND 24 - 26

FOR VALUES ’A’,’B’ AND ’L’ SEE TABLE I FOR VALUES ’A’,’B’ AND ’L’ SEE TABLE I

VERTICAL PILEPILE Nos 12, 13, 18 AND 19

RAKED PILEPILE Nos 8 - 11 AND 14 - 17

FOR VALUES ’A’,’B’ AND ’L’ SEE TABLE I

RAKED PILEPILE Nos 4 - 7 AND 20 - 23

FOR VALUES ’A’,’B’ AND ’L’ SEE TABLE I

RL ’B’

CONTRACT LEVEL

310 UBP 79 310 UBP 79

RL ’B’

CONTRACT LEVEL

RL ’B’

CONTRACT LEVEL

310 UBP 79

8

1

750

EQUALLY SPACED

RL ’B’

CONTRACT LEVEL

310 UBP 79

8

1

1

-

1

-

EQUALLY SPACEDAT 150

APPROX

SOFFIT LEVEL

SECTION 1

-NOT TO SCALE

AN ALTERNATIVE METHOD OF WELDING MAY BE USED

FIELD SPLICE DETAILS

2

NOT TO SCALE

IF APPROVED BY THE SUPERINTENDENT

PILE CAP ABUTMENT HEADSTOCK

SOFFIT LEVEL

SOFFIT LEVEL

PILE CAP

ABUTMENT HEADSTOCK

SOFFIT LEVEL

ELEVATION

RL ’A’

TOP OF PILE

RL ’A’

TOP OF PILE

RL ’A’

TOP OF PILE

RL ’A’

TOP OF PILE

CH CHCH

CH

700

350 TYP 350 TYP

TYP

10-12-S-1C

10-12-S-1C

12-S-1C12-Y-1C

LAP

20-12-Y-1C

20-12-Y-1C

AT 150 APPROX

GENERAL NOTES

NCF DENOTES NO CHAMFER OR FILLET.

UNLESS SPECIFIED OTHERWISE.


0 1000

5001000

2000 3000mm

SCALE OR AS SHOWN.

EDGES SHALL BE CHAMFERED 20 x 20 AND RE-ENTRANT ANGLES FILLETED 20 x 20

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

CLIENT

FIGURE 6.3.1

PIERS - CONCRETE

CJ

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL BE 40MPa.

Lc OF PILE CAP

COLUMN AND HEADSTOCK

SECTION

-

A

-

3

LcPIER

’X’

1

2

3

PIER ’X’

6 875

11 450

9 930

TABLE I

Lc

1925 19251925

COLUMN AND HEADSTOCK

OF PILE CAP

8100

4050

VIEW 1

-

Lc

1925

PIER

4050LINE

B

-

-

DETAIL A

ELEVATION

Lc

-

MASS CONCRETECOLUMN AND HEADSTOCK

OF PILE CAP50 THICK

NCF

3

-

-

CJ

RL 99.500 PIER 1

RL 99.900 PIER 2

RL 98.400 PIER 3

3

R 650 Lc

Lc

1900

1250

OF COLUMN R 650

OF PIER

3800

1900

1250

VIEW

-

2

Lc OF PIER

50

4450

DOWNSTREAM

1

-

RL 106.280

RL 105.175

NCF

8900

RL 107.480-

4450

UPSTREAM

2

2

1

-

RL 105.025

RL 105.925

ABUTMENT A

SIDE

FORMED HOLES - TYP

RL 107.125

950

ABUTMENT B

SIDE1900

950

HORIZONTAL

300 300

80 x 300 DEEP

CONTROL

FOR CHAINAGES AND VALUE OF "X" - SEE TABLE I

CH

BEARING 151%%d 25’ 41"

CHAINAGE

49.280

83.025

116.555

DETAIL

-TYPICAL

210

- -

FORMED HOLES

4

210

420

MORTAR PAD

4

540

B

MORTAR PAD THICKNESS

TOP OF

HEADSTOCK

SECTION

-

HORIZONTAL

VARIES - FOR DETAILS

SEE SHEET No

4

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

80 x 300 DEEP

FOR INFORMATION RELATING TO SPREAD FOOTING

PIER 3

PIER 4

PIER 1

PIER 2

LOCATION‘Y’ RL ‘A’

PIER 4

RL ‘B’ RL ‘C’ RL ‘D’ RL ‘E’

NORTHBOUND BRIDGE

RL ‘F’ RL ‘G’

PIER 3

PIER 1

PIER 2

LOCATION‘Y’ RL ‘A’ RL ‘B’ RL ‘C’

TABLE I

SOUTHBOUND BRIDGE

RL ‘D’ RL ‘E’

FIGURE 6. 4. 1(a)

EDGES SHALL BE CHAMFERED 20x20 AND RE-ENTRANT ANGLES FILLETED 20x20



THE PLACING OF CONCRETE IN THE COLUMNS SHALL BE CARRIED OUT IN ONE

CONTINUOUS OPERATION UNLESS SPECIFIED OTHERWISE.

SECTION.

CONTRACT LEVEL OF FOOTINGS SHALL NOT BE RAISED ABOVE RL 19.000

ROCK CLASSIFICATION IS BASED ON SAA SITE INVESTIGATION CODE AS 1726. SEE

SPECIFICATION.

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL BE 40.MPa.


CONTRACT LEVEL MAY BE LOWERED 600mm MAX WITHOUT CHANGING THE CONCRETE

THE CALCULATED MAXIMUM FOUNDATION PRESSURE IS 2000kPa.

SCALE OR AS SHOWN.

GENERAL NOTES0 1000

5001000

2000 3000mm

SETTING OUT, REFER TO FIGURE 5.6

E N

E N

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

PIER CONCRETE - SHEET A

CAD No KP2F641A.dgn

Lc OF FOOTING, COLUMN

AND HEADSTOCK

PLAN

FOR MORTAR PAD AND PEDESTAL LAYOUT

DETAILS, SEE VIEW 1 ON SHEET No 2

Lc

Lc

ELEVATION

MASS CONCRETE

OF COLUMN50 THICK

DIMENSION ‘Y’ SEE TABLE I

FOR REDUCED LEVELS A,B,C,D,E,F AND

OF MINIMUM ROCK STRENGTH

CLASSIFICATION "VERY HIGH"

EXCEPT PIER 4 SOUTHBOUND

WHERE MINIMUM ROCK STRENGTH

CLASSIFICATION SHALL BE "MEDIUM"

300 MINIMUM INTO DACITE

RL ‘A’

CONTRACT LEVEL

Lc

Lc

OF COLUMN

OF PIER

ANY OVER EXCAVATION SHALL BE BACKFILLED

SIDES OF FOOTING CAST AGAINST ROCK.

WITH MASS CONCRETE - TYPICAL

CJ

NCF - TYP

Lc OF PIER

UPSTREAM

1

2

RL ‘C’

RL ‘E’

RL ‘G’

DOWNSTREAM

1

ABUTMENT A

SIDE

RL ‘B’

RL ‘D’

RL ‘F’

ABUTMENT B

SIDE

HORIZONTAL

2

OF PIER

E

N

2

-

2

-

3

-

3

-

75

4500 4500

9000

800 800

1600

150 150

850 850

1500 1500

3000

SECTION 3

-

(500) 500

2250 2250

4500

VIEW 2

-

75

CJ

FOR INFORMATION RELATING TO SPREAD FOOTING

PIER 3

PIER 4

PIER 1

PIER 2

LOCATION‘Y’ RL ‘A’

PIER 4

RL ‘B’ RL ‘C’ RL ‘D’ RL ‘E’

NORTHBOUND BRIDGE

RL ‘F’ RL ‘G’

PIER 3

PIER 1

PIER 2

LOCATION‘Y’ RL ‘A’ RL ‘B’ RL ‘C’

TABLE I

SOUTHBOUND BRIDGE

RL ‘D’ RL ‘E’

FIGURE 6. 4. 1(a)

EDGES SHALL BE CHAMFERED 20x20 AND RE-ENTRANT ANGLES FILLETED 20x20



THE PLACING OF CONCRETE IN THE COLUMNS SHALL BE CARRIED OUT IN ONE

CONTINUOUS OPERATION UNLESS SPECIFIED OTHERWISE.

SECTION.

CONTRACT LEVEL OF FOOTINGS SHALL NOT BE RAISED ABOVE RL 19.000

ROCK CLASSIFICATION IS BASED ON SAA SITE INVESTIGATION CODE AS 1726. SEE

SPECIFICATION.

MINIMUM 28 DAY COMPRESSIVE STRENGTH OF ALL CONCRETE SHALL BE 40.MPa.


CONTRACT LEVEL MAY BE LOWERED 600mm MAX WITHOUT CHANGING THE CONCRETE

THE CALCULATED MAXIMUM FOUNDATION PRESSURE IS 2000kPa.

SCALE OR AS SHOWN.

GENERAL NOTES0 1000

5001000

2000 3000mm

SETTING OUT, REFER TO FIGURE 5.6

E N

E N

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

PIER CONCRETE - SHEET A

CAD No KP2F641A.dgn

1

Lc OF FOOTING, COLUMN

AND HEADSTOCK

PLAN

FOR MORTAR PAD AND PEDESTAL LAYOUT

DETAILS, SEE VIEW 1 ON SHEET No 2

Lc

Lc

ELEVATION

MASS CONCRETE

OF COLUMN50 THICK

DIMENSION ‘Y’ SEE TABLE I

FOR REDUCED LEVELS A,B,C,D,E,F AND

OF MINIMUM ROCK STRENGTH

CLASSIFICATION "VERY HIGH"

EXCEPT PIER 4 SOUTHBOUND

WHERE MINIMUM ROCK STRENGTH

CLASSIFICATION SHALL BE "MEDIUM"

300 MINIMUM INTO DACITE

RL ‘A’

CONTRACT LEVEL

Lc

Lc

OF COLUMN

OF PIER

ANY OVER EXCAVATION SHALL BE BACKFILLED

SIDES OF FOOTING CAST AGAINST ROCK.

WITH MASS CONCRETE - TYPICAL

CJ

NCF - TYP

Lc OF PIER

UPSTREAM

1

2

RL ‘C’

RL ‘E’

RL ‘G’

DOWNSTREAM

1

ABUTMENT A

SIDE

RL ‘B’

RL ‘D’

RL ‘F’

ABUTMENT B

SIDE

HORIZONTAL

2

OF PIER

E

N

2

-

2

-

3

-

3

-

75

4500 4500

9000

800 800

1600

150 150

850 850

1500 1500

3000

SECTION 3

-

(500) 500

2250 2250

4500

VIEW 2

-

75

CJ

FOR OTHER GENERAL NOTES RELATING TO THIS SHEET, SEE SHEET No 3.

GENERAL NOTES

Lc OF PIER 1

E 297 490.623

N 1138 824.561

Lc OF PIER 2

N 1138 792.079

Lc

Lc

PIER SETTING OUT PLAN

ARE TYPICAL FOR ALL PIER HEADSTOCKS (S/B AND N/B)

DIMENSIONS GIVEN FOR PIER 1 ON NORTHBOUND BRIDGE

NOT TO SCALE

LcLc OF PIER 4OF PIER 3

N 1138 727.011

DOWNSTREAM

NORTHBOUND BRIDGE

DENOTES DIMENSION NORMAL TO PIER

DENOTES DIMENSIONS GIVEN ALONG PIER

Lc

CH 7370.880

CH 403.760

FROM YASS

CH 387.500

E 297 514.921

N 1138 809.966

CH 420.000

CH 469.520

E 297 493.202 E 297 495.246

N 1138 759.560E 297 496.756

CH 436.640SOUTHBOUND CONTROL

CH 452.500

E 297 517.233

N 1138 777.467

E 297 519.016

N 1138 744.935E 297 520.271

N 1138 712.379

CH 485.000

NORTHBOUND CONTROL

Lc

TO CANBERRA

SOUTHBOUND BRIDGE

Lc LcOF PIER 1 OF PIER 2 Lc LcOF PIER 3 OF PIER 4

UPSTREAM

0 1000

5001000

2000 3000mm

SCALE OR AS SHOWN.

FIGURE 6. 4. 1(b)

LINE R 2000 000

LINE R 1987 000

PIER CONCRETE - SHEET B

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

CAD No KP2F641B.dgn

2

c

2000 2000 2000

L BEARINGS AND

VIEW 1

cL BEARINGS AND

cL BEARINGS AND

1

SEE SHEETS No ?? AND ?? FOR DETAILS OF BEARINGS

2000

cL BEARINGS AND cL BEARINGS AND

ABUTMENT A SIDE

B

-

Lc

(NORTHBOUND

CONTROL LINE)

OF PIER HEADSTOCKUPSTREAM

-

A

Lc

ABUTMENT B SIDE

SOUTHBOUND

CONTROL LINE

OF PIER HEADSTOCK

DOWNSTREAM

PEDESTALS PEDESTALS

MORTAR PADS

PEDESTALS PEDESTALS

2 REQUIRED PER HEADSTOCK

8 REQUIRED PER HEADSTOCK

4

TYPICAL FOR EACH MORTAR PAD

4 5

600

5

-

- -

TYPICAL FOR EACH PEDESTAL

DETAIL B

FORMED HOLES

70 x 280 DEEP

215 215

430

300 300

-

SECTION

HORIZONTAL

TOP OF

HEADSTOCK

30 NOM THICK

MORTAR PAD

-

DETAIL A

-

-

FORMED HOLES

90 x 280 DEEP

320 320

640

270 270

540

TOP OF

HEADSTOCK

SECTION

-

30 NOM THICK

HORIZONTAL

4 5

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

100 200 300 400 500mm0

100 50

MORTAR PAD

HORIZONTAL TIES SHALL BE PROVIDED, UPON LOWERING OF THE FOOTINGS,

AT A SPACING NOT EXCEEDING THAT 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)

...

INFORMATION RELEVANT TO THE REINFORCEMENT

OF THE SPREAD FOOTING AND COLUMN CONNECTION

FIGURE 6. 4. 1(c)

PREPARED CHECKED REGISTRATION No OF PLANS

DESIGN

DRAWING

SHEET No

ISSUE DATE REVISION PREP AUTH

ROADS AND TRAFFIC AUTHORITY OF NSW

CHECK

ISSUE

CAD No

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

CLIENT

ISSUE STATUS:

RTA BRIDGE NUMBER

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

PIER REINFORCEMENT - SHEET A

16 20 24 28 32 36

SHOWN ONLY - TO ILLUSTRATE THE CORRECT

PLACEMENT OF STARTER BARS

NOMINAL COVER TO REINFORCEMENT SHALL BE 40 mm IF CONCRETE IS CAST AGAINST

FORMWORK AND 70 mm IF CAST AGAINST THE GROUND.

UNLESS SHOWN OTHERWISE ON THE DRAWING, LAPS ON ADJACENT BARS ON ANY

FACE SHALL BE STAGGERED (OFFSET) BY NO LESS THAN THE LAP LENGTH.

12

THE FOOTINGS MAY BE LOWERED 600mm MAX WITH THE LENGTHS OF THE VERTICAL

REINFORCEMENT BEING ADJUSTED ACCORDINGLY. ADDITIONAL GROUPS OF

REINFORCEMENT IN THE HEADSTOCK MAY BE DISPLACED SLIGHTLY TO

AVOID COLUMN REINFORCEMENT WHERE NECESSARY.

MANAGER, BRIDGE DESIGN PROJECTS

GENERAL NOTES

SCALE OR AS SHOWN0

500 250

500 1000 1500mm

13 EQUAL SPACES

AT 130 APPROX

12

0 C

OV

ER

TY

P

SECTION 1

-

13 EQUAL SPACES

AT 130 APPROX

150

TY

P

150

TY

P

650 17 SPACES AT 100 = 1700

ELEVATION

20

01

1

-

-

30

0

LA

P

12

50

100

12

00

25

50

1

-

1

-

1100

300

TY

P

TYP

DENOTES COVER DIMENSION PROVIDED FOR CONCRETE CAST AGAINST GROUND

125

TYP

12

5

TY

P

4 BUNDLES OF

1-20-S-1P-EF-250 AND

2-20-A-1P-250 36-36-L-1P-SPACED AS

SHOWN IN SECTION

500

TYP

COLUMN STARTER BARS L-1P AND L-2P NOT DETAILED

LL-1P AND LL-4P BARS SHALL BE PLACED NEAREST TO RESPECTIVE CONCRETE SURFACES

PLAN OF FOOTING

14-28-LL-2P-FF-250 AND

14-20-LL-3P-NF-250

20-A-1P

20-S-1P

20-A-1P

18-32-LL-1P-FF-250 AND

18-20-LL-4P-NF-250

20-S-1P

COLUMN REINFORCEMENT

20-LL-3P

28-LL-2P

30-36-L-2P SPACED AS

SHOWN IN SECTION

32-LL-1P AND

20-LL-4P

36-L-1P

36-L-1P TYP

36-L-2P

36-L-1P

36-L-2P

36-L-1P

36-L-2P

36-L-1P

NOT TO SCALE

150

GENERAL NOTES0 200 400 600 800 1000mm

200 100

SCALE OR AS SHOWN.

MINIMUM COMPRESSIVE STRENGTH OF CONCRETE AT TRANSFER OF

PRESTRESS SHALL BE .....MPa.

EACH ROCK ANCHOR SHALL BE COMPRISED OF .../15.2mm DIAMETER

SUPER GRADE STRESS RELIEVED, LOW RELAXATION STRANDS TO AS 1311

WITH A MINIMUM BREAKING LOAD OF .....kN.

THE DESIGN WORKING LOAD (TD) OF EACH ANCHOR SHALL BE ....kN.

AT LEAST ... ANCHORS SHALL BE ASSESSED DURING STRESSING BY PROVING TEST

AND ... ANCHORS SHALL BE ASSESSED DURING STRESSING BY SUITABILITY TEST.

THE REMAINING ANCHORS SHALL BE ASSESSED BY ACCEPTANCE TEST.

ANCHORS TO BE ASSESSED BY PROVING TEST SHALL PRECEED THE STRESSING

OF ALL OTHER ANCHORS.

ROCK ANCHOR RECESSES SHALL BE FILLED WITH ...MPa CONCRETE AT THE

CONCLUSION OF STRESSING OPERATIONS.

16-HT-1 FITMENT DETAIL

5-16-HT-1-125

2-12-HS-1EF

12-HS-1

CAD No KP2F65.dgn

PREPARED BY

BRIDGE ENGINEERING

110 GEORGE STREET

PARRAMATTA NSW 2150

PHONE (02) 8837-0802

FACSIMILE (02) 8837-0055

CLIENT

XXX

XXX

XXX

PHONE (02)

FACSIMILE (02)

FIGURE 6. 5

TYPICAL SECTION

DUCT I.D. TO

SUIT ROCK ANCHOR

FOOTING, I.D. TO SUIT MINIMUM

HOLE DIMENSION FOR ROCK ANCHOR

Lc

15080

ROCK ANCHORS

300

LIVE END ANCHORAGE FOR

2/ 15.2mm STRAND ROCK ANCHOR

RECESS DEPTH TO

SUIT ANCHORAGE

VOID FORMER THROUGH

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