Foundations

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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

RTA Structural Drafting Foundations
and Detailing Manual

OTB005 Issue 1 – Revision 0 (09 July 2007) Page 2 of 5
(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.
RTA Structural Drafting Foundations
and Detailing Manual

OTB005 Issue 1 – Revision 0 (09 July 2007) Page 3 of 5
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

RTA Structural Drafting Foundations
and Detailing Manual

OTB005 Issue 1 – Revision 0 (09 July 2007) Page 4 of 5
'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
RTA Structural Drafting Foundations
and Detailing Manual

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

• 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 NOTES
0 200 400 600 800 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
T
H
IS
D
R
A
W
IN
G
IS
C
O
N
F
ID
E
N
T
IA
L
A
N
D
S
H
A
L
L
O
N
L
Y
B
E
U
S
E
D
F
O
R
T
H
E
P
U
R
P
O
S
E
O
F
T
H
E
N
O
M
IN
A
T
E
D
P
R
O
JE
C
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 NSW2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
CLIENT
XXX
XXX
XXX
PHONE (02)
FACSIMILE (02)
A 5
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
C
H
9
5
0
.0
0
0
C
H
1
0
5
0
. 0
0
0
C
H
1
0
0
0
.0
0
0
C
H
1
0
2
0
. 0
0
0
PILE LAYOUT
NOT TO SCALE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
R
6
7
0
0
0
0
CONTROL MCA3
E 601 047.212
N 6121 364.783
E 601 047.887
N 6121 401.396
C
H
9
5
5
.6
0
0
B
E
A
R
IN
G
9
5
%
%
d
0
7
’ 5
1
.8
"
C
H
9
8
5
.0
0
0
B
E
A
R
IN
G
9
2
%
%
d
3
7
’ 0
.7
"
C
H
1
0
2
1
. 5
0
0
B
E
A
R
I N
G
8
9
%
%
d
2
9
’ 4
3
. 9
"
C
H
1
0
5
8
. 0
0
0
B
E
A
R
I N
G
8
6
%
%
d
2
2
’ 2
7
. 1
"
C
H
1
0
8
6
. 4
0
0
B
E
A
R
I N
G
8
3
%
%
d
5
6
’ 4
3
. 9
"
2
2
5
0
2
2
5
0
1 150 1 150
1
1
5
0
1
1
5
0
1
1
5
0
1
1
5
0
E 601 049.880
N 6121 430.824
E 601 048.532
N 6121 328.189
E 601 050.936
N 6121 299.797
FROM YASS TO GUNDAGAI
2
2
5
0
2
2
5
0
1
1
5
0
1
1
5
0
5
0
OF PILE L c
TOE OF PILE
CONTRACT LEVEL RL ’B’
7
0
0
1
-
1
-
SECTION 1
-
L
E
N
G
T
H
O
F
P
I
L
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
1
2
.
GENERAL NOTES
CONCRETE EXPOSURE CLASSIFICATION: B2
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 NSW2150
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 LAYOUT
PILE 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 1 OF PILES ABUTMENT A L c
L c
FROM SYDNEY
20
PIER 2 L c L c
TO NEWCASTLE
OF PILES ABUTMENT B
VERTICAL PILE
PILE 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 PILE
PILE Nos 12, 13, 18 AND 19
RAKED PILE
PILE Nos 8 - 11 AND 14 - 17
FOR VALUES ’A’,’B’ AND ’L’ SEE TABLE I
RAKED PILE
PILE 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 SPACED
AT 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 CH
CH
CH
700
350 TYP 350 TYP
TYP
10-12-S-1C
10-12-S-1C
12-S-1C 12-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.
CONCRETE EXPOSURE CLASSIFICATION: B1
0 1000
500 1000
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 NSW2150
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.
L cOF PILE CAP
COLUMN AND HEADSTOCK
SECTION
-
A
-
3
L c PIER
’X’
1
2
3
PIER ’X’
6 875
11 450
9 930
TABLE I
L c
1925 1925 1925
COLUMN AND HEADSTOCK
OF PILE CAP
8100
4050
VIEW 1
-
L c
1925
PIER
4050
LINE
B
-
-
DETAIL A
ELEVATION
L c
-
MASS CONCRETE
COLUMN AND HEADSTOCK
OF PILE CAP
50 THICK
NCF
3
-
-
CJ
RL 99.500 PIER 1
RL 99.900 PIER 2
RL 98.400 PIER 3
3
R 650 L c
L c
1900
1250
OF COLUMN R 650
OF PIER
3800
1900
1250
VIEW
-
2
L c 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
SIDE
1900
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 500mm 0
100 50
100 200 300 400 500mm 0
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
UNLESS SPECIFIED OTHERWISE.
NCF DENOTES NO CHAMFER OR FILLET.
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.
CONCRETE EXPOSURE CLASSIFICATION: B1
CONTRACT LEVEL MAY BE LOWERED 600mm MAX WITHOUT CHANGING THE CONCRETE
THE CALCULATED MAXIMUM FOUNDATION PRESSURE IS 2000kPa.
SCALE OR AS SHOWN.
GENERAL NOTES
0 1000
500 1000
2000 3000mm
SETTING OUT, REFER TO FIGURE 5.6
E N
E N
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
PIER CONCRETE - SHEET A








CAD No KP2F641A.dgn
L cOF FOOTING, COLUMN
AND HEADSTOCK
PLAN
FOR MORTAR PAD AND PEDESTAL LAYOUT
DETAILS, SEE VIEW1 ON SHEET No 2
L c
L c
ELEVATION
MASS CONCRETE
OF COLUMN 50 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
L c
L c
OF COLUMN
OF PIER
ANY OVER EXCAVATION SHALL BE BACKFILLED
SIDES OF FOOTING CAST AGAINST ROCK.
WITH MASS CONCRETE - TYPICAL
CJ
NCF - TYP
L c 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
UNLESS SPECIFIED OTHERWISE.
NCF DENOTES NO CHAMFER OR FILLET.
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.
CONCRETE EXPOSURE CLASSIFICATION: B1
CONTRACT LEVEL MAY BE LOWERED 600mm MAX WITHOUT CHANGING THE CONCRETE
THE CALCULATED MAXIMUM FOUNDATION PRESSURE IS 2000kPa.
SCALE OR AS SHOWN.
GENERAL NOTES
0 1000
500 1000
2000 3000mm
SETTING OUT, REFER TO FIGURE 5.6
E N
E N
PREPARED BY
BRIDGE ENGINEERING
110 GEORGE STREET
PARRAMATTA NSW2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
PIER CONCRETE - SHEET A








CAD No KP2F641A.dgn
1
L cOF FOOTING, COLUMN
AND HEADSTOCK
PLAN
FOR MORTAR PAD AND PEDESTAL LAYOUT
DETAILS, SEE VIEW1 ON SHEET No 2
L c
L c
ELEVATION
MASS CONCRETE
OF COLUMN 50 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
L c
L c
OF COLUMN
OF PIER
ANY OVER EXCAVATION SHALL BE BACKFILLED
SIDES OF FOOTING CAST AGAINST ROCK.
WITH MASS CONCRETE - TYPICAL
CJ
NCF - TYP
L c 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
L c OF PIER 1
E 297 490.623
N 1138 824.561
L c OF PIER 2
N 1138 792.079
L c
L c
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
L c L c OF PIER 4 OF PIER 3
N 1138 727.011
DOWNSTREAM
NORTHBOUND BRIDGE
DENOTES DIMENSION NORMAL TO PIER
DENOTES DIMENSIONS GIVEN ALONG PIER
L c
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 759.560
E 297 496.756
CH 436.640
SOUTHBOUND CONTROL
CH 452.500
E 297 517.233
N 1138 777.467
E 297 519.016
N 1138 744.935
E 297 520.271
N 1138 712.379
CH 485.000
NORTHBOUND CONTROL
L c
TO CANBERRA
SOUTHBOUND BRIDGE
L c L c OF PIER 1 OF PIER 2 L c L c OF PIER 3 OF PIER 4
UPSTREAM
0 1000
500 1000
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 NSW2150
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
-
L c
(NORTHBOUND
CONTROL LINE)
OF PIER HEADSTOCK
UPSTREAM
-
A
L c
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 500mm 0
100 50
100 200 300 400 500mm 0
100 50
100 200 300 400 500mm 0
100 50
100 200 300 400 500mm 0
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 BELOWTHE 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 NSW2150
PHONE (02) 8837-0802
FACSIMILE (02) 8837-0055
CLIENT
ISSUE STATUS:
RTA BRIDGE NUMBER
T
H
IS
D
R
A
W
IN
G
IS
C
O
N
F
ID
E
N
T
IA
L
A
N
D
S
H
A
L
L
O
N
L
Y
B
E
U
S
E
D
F
O
R
T
H
E
P
U
R
P
O
S
E
O
F
T
H
E
N
O
M
IN
A
T
E
D
P
R
O
JE
C
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 SHOWN
0
500 250
500 1000 1500mm
13 EQUAL SPACES
AT 130 APPROX
1
2
0
C
O
V
E
R
T
Y
P
SECTION 1
-
13 EQUAL SPACES
AT 130 APPROX
1
5
0
T
Y
P
1
5
0
T
Y
P
650 17 SPACES AT 100 = 1700
ELEVATION
2
0
0
1
1
-
-
3
0
0
L
A
P
1
2
5
0
1
0
0
1
2
0
0
2
5
5
0
1
-
1
-
1
1
0
0
300
T
Y
P
TYP
DENOTES COVER DIMENSION PROVIDED FOR CONCRETE CAST AGAINST GROUND
125
TYP
1
2
5
T
Y
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 NOTES
0 200 400 600 800 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, LOWRELAXATION 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 NSW2150
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
L c
150 80
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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