CRCP

REVISION REGISTER 01B

2/0

1/0 G. Donald

ED/REV DATE AUTHORISEDSHEET No AMENDMENT DESCRIPTION

30.09.1984

K. Porter30.06.2009

3/0 K. Porter31.05.2010

ALL Comprehensive review

ALL Comprehensive review

AUTHORISEDSHEET No AMENDMENT DESCRIPTIONED/REV DATE

A3 original

SCALES

This sheet may be prepared using colour and may be incomplete if copied

REGISTRATION NUMBER

FILE No.

SHEET No.

ISSUE

DESIGNED

REVIEWEDCo-ordinate System: MGA Zone 56 Height Datum: A.H.D.

-ROADS AND TRAFFIC AUTHORITY, NSW SERIES

MD.R83.CC

CC

STANDARD DETAILS - CONSTRUCTION

CONTINUOUSLY REINFORCED CONCRETE PAVEMENT (CRCP)

SERIES CC

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ED3 REV 0

I.C, G.W, J. R, G.A.

G. AYTON

NOT TO SCALE ENGINEERING SERVICES DIRECTORATEREGIONAL OPERATIONS AND

ENGINEERING TECHNOLOGY BRANCH

PREPARED BY

SHEET INDEXDrawing name No.

CC 01B

SYMBOL DESCRIPTION

NOTE 5; ALL NUMERIC NOTES ARE LOCATED ON NOTE 5

CONTINUOUSLY REINFORCED CONCRETE PAVEMENTCRCP

LEAN-MIX CONCRETE SUBBASELCS

PCP-R

DOWELLED PLAIN CONCRETE PAVEMENTPCP-D

STEEL FIBRE REINFORCED CONCRETE PAVEMENTSFCP

SMZ

PCP

SELECT MATERIAL ZONE (UPPER SUBGRADE)

PLAIN CONCRETE PAVEMENT

L max.

Min. Corner Angles (b)

Index and Legend

Bridge Approach Plans

L min.

W max.

R max.Shape Factor R = L / W

W min

R min.

Table 2.4 Notes:

CRCP

4.4 (4.5)

SHEET CC 03.

JOINTED REINFORCED CONCRETE PAVEMENTJRCP

(metres)

(metres)

UN-TRAFFICKED (a)TRAFFICKED (a)

LONGITUDINAL: TIED & SAWN

C15

C14

C7

C7d

C5

C2d

C2

C1

TRANSVERSE: CONSTRUCTION, FORMED & DRILL-TIED

TRANSVERSE: CONSTRUCTION, FORMED & TIED

LONGITUDINAL EDGE, BUTT OR CORRUGATED

LONGITUDINAL: UNTIED & SAWN

LONGITUDINAL: DRILL-TIED & FORMED

LONGITUDINAL: TIED & FORMED

TYPE DESCRIPTION

LL

to C mm.

JOINT TYPE: DD

SFCP-R STEEL FIBRE REINFORCED CONCRETE PAVEMENT

WITH MESH ADDED

TABLE A.B SHEET A, TABLE B (LIKEWISE "FIGURE A.B")

1.5

LCS

0.6

SYMBOL DESCRIPTIONTable 2.2 Notes:

(a)

UNLESS NOTED OTHERWISEUNO

ABBREVIATIONSTABLE 2.1: JOINT TYPE NUMBERS AND DESCRIPTIONSTABLE 2.2:

SYMBOLSTABLE 2.3:

(a)

Table 2.3 Notes:

R

Bridge Approach Sections

Joint Details Sheet 1


see CC05 and Fig. 11.1.

Leg Length in terminal anchors.

Notes (numeric)

REINFORCED PCP (DISCRETE SLABS)

(h)

(i)

F72

CC 02

CC 03

CC 04

CC 05

CC 06

CC 07

CC 08

CC 09

CC 10

CC 11

CC 12

CC 13

CC 14

CC 15

LD

RED RELIEF-EDGE DISTANCE

GENERAL SLAB DIMENSIONAL LIMITS TABLE 2.4:(f)

(g)

(f)

(e)

Base thickening in bridge approach anchors.


CC 01A

within 20 years, it must be designed for "trafficked" criteria.

Where an un-trafficked slab is likely to become trafficked

design review.

They must not be adopted by field staff without approved

use by designers where unavoidable.

Values in brackets show compromise limits for exclusive

Reserved.

Slab Length L

(d)

(c)

(b)

(a)

TIEBAR SPACING : Constant spacing of A mm

TIEBAR SPACING : Change point from spacing B

TIEBAR NUMBER PER SLAB. Note (a).

C

A

B

53

Mesh - reinforced slab (non-CRCP)

Sometimes used in lieu of hatching or shading

(iii) In other PCP; See Series CP.

(ii) In PCP ramp joints types PI, P2, P2d.

(i) In joints type C2p where the ties will be clustered.

C2p

C4

C6

C16 - C17

C8 - C13

LONGITUDINAL: CLUSTER TIED & FORMED

LONGITUDINAL: UNTIED & FORMED

TRANSVERSE: CONSTRUCTION, FORMED & TIED;

ONLY APPLICABLE IN BRIDGE APPROACH ZONE.

Typical Plan - with PCP Ramp

Reinforcement Details Sheet 1

NA NA

NANA

4.3 (4.5)

NA

NA

NA

NA

0.61.0

NA

NA

PCP, PCP - R, SFCP, SFCP - R

Drawings

Series CP

See

Typical Reinforcement Plan

Applicable to jointed slabs only as follows:

Slab Width W (d) , (i), (j)

ISOLATION WITH SUBGRADE BEAM

ISOLATION WITHOUT SUBGRADE BEAM

C18 BEAMED EDGE

F71 SEE SERIES CP DRAWINGS

Suffixes apply as follows: b : butt, c : corrugated, d : drilled

p: PCP interface (clustered ties)

edges or joints, or the largest radial measure on curved slabs.

Width is the largest square measure between longitudinal

Reserved.

Corner angles must be maximised wherever possible.

See Note 1 on sheet CC03

contributors such as mounted kerbs.

Slab width limits must make allowances for stress

must be a tied & corrugated joint.

For slabs with W < 3.4 m one longitudinal edge

Reserved.

(j)

Reinforcement Details Sheet 2

Rural Intersection Plan

Kerbs & Barriers

CC 16Typical Plan - with CRCP Ramp

CRCP Extension of existing CRCP

Title

Revision Register

INDEX AND LEGEND 02A3 original

SCALES


Amendment Description

REGISTRATION NUMBER

FILE No.

SHEET No.

ISSUE

DESIGNED



MD.R83.CC

CC



SERIES CC

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ED3 REV 0


G. AYTON

NOT TO SCALE

FOR AMENDMENTS REFER TO SHEET No 01B

ENGINEERING SERVICES DIRECTORATE

REGIONAL OPERATIONS AND


PREPARED BY

03

PAVING

REINFORCEMENT

(b) Within 30 m of anchors, and/or;

(c) Within 30 m of contract limits.

SLAB DIMENSIONAL LIMITS

ANCHORS. JOINT DETAILS

KERBS, ISLANDS, MEDIANS & BARRIERS

SEALANTS AND FILLERS

DOWELS

SLAB REPLACEMENT

LEAN-MIX CONCRETE SUBBASE (LCS)

REFERENCES(a) Where the central joint is specifically shown as an optional

formed joint Type C2, and/or;

(b)

1. (a)

GENERAL

permitted within trafficked lanes except:-

41 . A filler must be provided between the LCS and the abutment

(or other structure). The filler must comply with RTA 3204 and

must cover the full end of the LCS.

40. LCS joints are typically butt faced and need not be scabbled or

corrugated. They must not be tied. The vertical alignment must

36. (a) Where joints daylight at formed joints or edges, the sealant

(both temporary and permanent) must extend down the

vertical face of joints (in accordance with the Specification)

to prevent the ingress of incompressibles during subsequent

paving. Dimensions must be equivalent to those for the top

35. At least one kerb tiebar must be placed in any discrete section

of kerb bounded by joints (eg at kerb noses).

32. Joints in kerbs (etc.) must be located to coincide with joints in

31. Longitudinal joints (Types C1, C2, C4 & C5 ) may terminate

The change from a tied longitudinal joint to an untied one

(referred to as an "un-tied change point") must occur only at

27. Outer edges may be either Type C6b or C6c unless specifically

shown otherwise. Tiebars must not be provided in Type C6

joints unless specifically shown otherwise.

created by sawcutting or by fixing a temporary filler to the first-

placed face. The nominated method must consider the impact

of any existing rounding and/or spalling of the existing arrisses.

24. In corrugated joints, the top and bottom corrugations must be

concave in the first-placed face.

23. All formed joints in the Base (including tied joints) must be

debonded in accordance with the specification.

those shown here may be provided to suit the construction

7. Slab dimension limits are listed on Table 2.4. These are

critical criteria governing the layout of joints, and compliance

must be strictly observed. All skew angles refer to road skew

requirements. They may be bent in situ.

6. (a) Tiebars must be provided in tied longitudinal joints at the

specified spacings.

TIEBARS

38.

the ingress or mortar and other incompressibles.

and the full face of exposed joints must be sealed to prevent

At slab replacements, all exposed faces must be debonded

(ie. 90 - bridge skew).

34. The location of Base joints relative to the extremities of islands

in the Base.

must be such as to prevent the occurrence of re-entrant angles

(ie. excluding mounted kerbs such as types SF, SG, SM) the

Where a Base joint intersects the nose of an adjoining kerb

used as a control for the location of adjacent joints.

and kerbs is critical. The dimensions so specified must be

20.

dowels must comply with AS 3679.1.

on interlayer treatments in accordance with R82.

(d) Design of tiebars and other transverse reinforcement is based

For LCS, no upper limit is specified on the width between

39.

method) must be located within the zone 0.25 0.15 m offset

the nominated zone.

joints but, if joints are required, they must be located within

Hence, LCS may be paved in large widths without longitudinal

joints and/or free edges.

from the planned location of base joints.

LCS longitudinal joints (if required by the nominated paving

See also Note 25.

Mesh must be placed in accordance with the Series CP or CJ

5.

25 . Designers attention is drawn to the risk of using induced

longitudinal joints at locations other than the centre of the total

width "W" to be paved in one pass. As a guide, they should be

located not more than W/10 from the paved centre.

14. At horizontal anchor construction joints, the horizontal faces

must be scabbled.

Anchors may be constructed in discrete sections to match base

pavement widths. Where used, vertical construction joints in

anchors must be placed within 50 mm of a longitudinal Base

joint. H bars N16 must be lapped by 450 mm, and the joint

(i) within 0.5 m of each extremity, and;

(ii) at each deflection in alignment.

The imprint must be in accordance with CC07 Detail A,

and to a depth of 4 1 mm below the circular surround.

Stamps should preferably be placed within low trafficked

areas. Anchor slabs are always reinforced so need not be

face must be lightly scabbled.

(d)

(c)

(b)

17. (a)

in the documents.

grade and drainage requirements, as specified elsewhere

The 200 mm depth is nominal only and to be adjusted to suit

intrusion into the base concrete.

Geotextile wrapping is to be fully secured to prevent its

Drains are not required between adjacent anchors unless a

the anchor. Where the grade falls away from the anchor,

longitudinal grade on that side of the anchor falls towards

stamped (R). A stamp is not required under proposed AC surfacing.

15. The thickness of the terminal leg pavement (denoted D ) must

not be less than the greater of : (a) the specified pavement

thickness of the approach slab (to facilitate subbase construction).

The thickness must be constant within the length L .L

L

JOINT LAYOUT DESIGN

Notwithstanding, the constructed slab layout must comply

with the limits contained in Table 2.4.

18. The joint layout has been designed so that slabs have

corner angles not more acute than the values shown

in Table 2.4. This is a major criterion governing

the alignment of joints, particularly intersection areas,

In non-typical areas such as intersections where definition on

joint location is inadequate, dimensions must be scaled to the

nearest 0.1 m and the joints must be located within 0.2 m.

and compliance must be strictly observed.

19. Longitudinal Base joints, unless otherwise shown, must be

located within the zone offset from the lane lines as follows:

(a) In rural design: 0.20 0.10 m, with offset in the direction

(b) In urban design: 0.10 0.05 m, with offset away from the

most heavily trafficked lanes.

shown;

above the anchor centreline and:

Anchors must be identified by a surface stamp placed

thickness, and (b) 250mm, but it must be increased to match the

(b) Steel reinforcement must be in accordance with AS4671,

4. (a) See Fig 11.2 for bar marking legend.

Steel must be of the classifications listed in Table 11.3

unless otherwise specified.

Fig 12.2 shows acceptable lap patterns in B and C bars.

42.

RTA R83: Concrete Pavement Base

RTA R82: Lean Mix Concrete Subbase

(b) Sealants and fillers must comply with RTA R83.

33. Unless otherwise allowed in the Specification, kerb types SA,

SB, SC, SE, SK and SL must be strength grade N32 (min) in

accordance with Standard AS 1379 and must not be extruded.

pavement thickness design purposes (as long as they are also tied).

Such kerbs are deemed to satisfy the "with shoulder" criteria for

3. On the through-carriageway, single lane paving is not

37. Refer to drawing Series CP or CJ.

only at joint Types C2, C7, C14, C15, or at free edges.

joint Types C7, C14, C15.

28. Reserved.

30. Reserved.

Reserved.29.

26. In joint Type C4 the sealant reservoir may be

to achieve continuity.

22. Untied joints Types C14 to C16 (inclusive) must be continuous

Reserved.

21. Transverse construction joints (Type C7) additional to

program and/or methods. They must be aligned at an angle

to the adjacent longitudinal joints of 90 6.

13. Unless shown otherwise, terminal anchors in CRCP

consist of groups of three Type 12 anchors.

16. Anchor stirrups must be lapped to the B or C bars.

non-typical catchment exists. For example on adverse

crossfall a PCP shoulder anchor will direct water towards

the CRCP, hence necessitating a drain.

SPECIAL REINFORCEMENT

10. Areas of base which require special reinforcement have been

marked on the drawings. Typical locations are:

(c) at cut-outs such as drainage structures.

(b) at tapers in width;

(a) at acute slab corners;

11. Reserved.

9. Where jointed slabs are tied to CRCP, a reduction in the typical

slab length is recommended to minimise conflict in contraction

strains at the C2p joint.

drawings.

CC02.

Abbreviations and nomenclature are scheduled on sheet

A definition of terms is contained in the specification.

(c)

adjacent shoulder lanes.

2. Paving of CRCP must precede paving of adjacent Jointed

pavement unless separated by an isolation joint.

Paving within travel lanes must precede paving within

(Series CP, CJ or CF).

Jointed Base must also comply with the relevant drawings

Where a filler is used, the formed faces must be prepared in

accordance with the specification prior to silicone sealant installation.

paving.

(e) Tiebars E2 must be securely fixed against rotation during

the adjoining Base, in accordance with RTA R15 except that C7

joints need not be extended into kerbs. For kerbs abutting jointed

pavement, refer to the relevant drawings (CP or CJ).

For kerbs abutting CRCP, construct shrinkage control joints in

accordance with AS2876 and at spacings of 2.5m to 3.0m.

located traffic signal detector loops.

design details for items listed in Table C1.2.

Project-specific drawings must therefore show precise

intended for interpretation and application by site staff.

intended primarily for use by designers and are not

included (eg. Table 12.1 for tiebar spacings) they are

designers & constructors. Where design tables are

These Drawings provide standard details for use by both

8. Reserved.

12. CRCP is not suitable for the incorporation of sawcut

(c) Bar laps must be as follows:

N12: 360 mm min.(i)

N16: 525 mm min.(ii)

> N20: 30 x dia min.(iii) _

(b) Tiebars Shape 21 (in kerbs) are bent to satisfy cover

delete the drain and extend the subbase to the anchor.

Anchor drains are only required where the

between free edges (as defined). They may be intermixed

NOTESA3 original

SCALES



REGISTRATION NUMBER

FILE No.

SHEET No.

ISSUE

DESIGNED



MD.R83.CC

CC



SERIES CC

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G. AYTON

NOT TO SCALE





PREPARED BY

04

1

-

1-

SECTION

SMZ SELECT MATERIAL ZONE

CRCP BASE

C7

3.0 TYP

C2p

C6b

C1

C7

FORMED AND CLUSTER TIED

INDUCED AND TIED

FORMED EDGE

CRCP

CRCP

0.05 NOM. 0.05 NOM.

TYPICAL CROSS SECTION

0.25 0.15 0.25 0.15

0.5 MIN

MIN0.5

TYP0.6

C1C2p

3.84.31.9

SHOULDER

0.53.53.5

TRAVEL LANESHOULDER

2.5

TRAVEL LANE

PCP

-

1

4.0 B

AS

E S

LA

B3.0

1.9

3.8

4.3

BRID

GE

AP

PR

OA

CH

BRID

GE

2-

TRAVEL LANE

2.5

SHOULDER

3.5

0.05 NOM.0.05 NOM.

PCP BASE

SMZ SELECT MATERIAL ZONE (TYPICAL)

SECTION

-

2

SHOULDER

0.25 0.15

3.5

LA

NE

S 0.5

3.5

2.5

SL

AB

BA

SE

(TYPICAL)

PCP BASE

(IN SHOULDER ONLY)

PCP BASE

2.4

3.8

4.3

SL

AB

BA

SE

2.5 L

AN

ES

3.5

FORMED EDGE

2.0

C2p

C1

C6b

P6b

1.9

3.8

4.3

SL

AB

BA

SE

3.5

0.5 L

AN

ES

3.5

2.5

P6b3

950

950

3 3

P4P6b

P6b

69

TYPE 12

ANCHORS

TERMINAL

0.3+1.3

3.0 TYP.

NOTE 39

P2

3

C1 C2

C14

C1 C2

C1

NOTE 39 NOTE 39

806

9

1.0

P1

P7

P9TYP

P7

4.0 B

AS

E S

LA

B4.0

P7

P2

4.0 3.0

P7

P7

6

840

1050

TERMINAL ANCHOR

TERMINAL ANCHORS

TYPE 12

TYPP8

CRCP

PCP

PCP-R

FLEXIBLE

b) Reinforcement details on this sheet are

PAVEMENT

FLEXIBLE

PAVEMENT

FLEXIBLE

706

TYPP8

P4 84(MIN.)

3.0 TYP

84MIN.

For further details.

See Series CP

a)

NOTE 25

E3 - N12 CLUSTERED

E1 - N12 TIEBARS

FORMED AT BREAK IN PAVING

TRANSVERSE CONSTRUCTION JOINT

E3 - N12 CLUSTERED

E3 - N12 CLUSTERED

700470

NOTES 3 & 25

5.0 0.5

706

Pavement Types:

indicative only. See Note 1(b).

Refer to Series CP drawings for further

PCP details.

c)

Sections for pavement edge treatments.

d)

Table 2.4.

For slab dimensional limits refer to

See CC16 for CRCP ramp alternative.

FIGURE 4.1

5.0 0.5

SEE NOTES 3 & 25

SEE NOTE (c)TYPE 12

700 600

A1 - N12

E1 - N12 TIEBARS

700 700

P1 P2

SEE NOTE 25

E3 - N12 CLUSTERED

470600

A1 - N12

P2

C2p

SEE NOTE 9

3.6 0.2 TYP.

WHERE AN UNTIED LONGITUDINAL

JOINT EXTENDS INTO A TRAFFICKED

LANE IT MUST CHANGE TO A P14

E1 - N12 TIEBARS

C6P6

P6P6

NOTE (C)NOTE (C)

ONLY

SHOULDER

IN PCP

OPTION A

(SEE OPTION B BELOW)

NOTES

3 9

750750

470600

OPTION B

OPTION A ABOVE)

(ALTERNATIVE TO

950950

700700

OPTION 1 OPTION 2

950750750

0.2 0.1

NOTE (e)

NOTE 19

NOTE (e)

NOTE (e)

e)

f)

indicative only.

Slab widths marked and all lane widths areLCS SUBBASE (TYPICAL)

LCS SUBBASE (TYPICAL)

(SEE CC16 FOR CRCP RAMP)A3 original

SCALES



REGISTRATION NUMBER

FILE No.

SHEET No.

ISSUE

DESIGNED



MD.R83.CC

CC



SERIES CC

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G. AYTON

NOT TO SCALE





PREPARED BY

05

W2

5

06

6

06

W3

W4

MIN

1000

84(+6,-0)

3000 MAX

MIN

1000

1000

MIN

1500 MIN 1100 MIN

4000 MIN

1000 MIN

F2

F2

F2

F14

SLAB

BRIDGE APPROACH

C1 C2

BRIDGE

F2

3000 MAX

SFCP-R

BRIDGE

C2C1F2SLAB

BRIDGE APPROACH

C2p

F14

CRCP

SFCP-R

SFCP-R

SFCP-R C

RCP

PCP

1100 MIN

C2p

A

OR

SFCP-R

SFCP-R

SFCP-R

CRCP

OR

A

A

PCP-R

PCP-R

CRCP

P8

C

B

W4

F

T3

T2

E

D

A

P8

W1

T1

1800 300

1800 300

LL

LL

LL

DETAIL

FOR SKEW < 84

IN TERMINAL SLABS

CORNER REINFORCEMENT

-

AA-

-

A

A

TERMINAL DESIGN AT BRIDGES

F

F

F

F4

3

2

1 F5

F6

F7

F8

A

07

(F to F )

F2 JOINTS

TIEBAR SPACING IN TYPE

CORNER ANGLES F

Design as per TABLE 12.1

W1 to W4

adjoining Type C1 / C2 and F2 joints (at points D, E and F) are

equal. Check dimensions W1 to W4. The minimum offsets from

(d) Locate the skewed Type F2 joints, They need not be parallel but

that the resulting angle at B complies with the target minimum value

limit on the far side is satisfied, i.e. 20.0 m max.

side (top side in this diagram). Check that the dimensional

(a) Locate the anchor relative to the approach slab at the nearest

T1, T2, T3:

4.5 max, 1.0 min.

LIMITS

SLAB WIDTH W1 to W4

DIMENSIONSYMBOL

(e) For reinforcement in SFCP-R terminal slabs and in

1 8

5 6 7 8

BRIDGE SKEW

ROAD SKEW

TERMINAL DESIGN AT BRIDGES

FOR ROAD SKEW 60 84

07

A

84

L

4000 MIN.

L 12,000 MAX.

07

_

FIGURE 5.1

F 10900 MAX, 1500 MIN.L

AN

CH

OR 1

C2p

4000 MIN.

A

PCP-R

CRCP

CRCPC14

4

12000 MAX.

LL

C2

AN

CH

OR 1

A

AN

CH

OR 2

A

AN

CH

OR 3

# 3000 TYP.

C1

7

06

7

06

C1

* *

X X X

# # # # #

# 1800 300

C2p

*AS PER TABLE 2.4

X

C6C6

C6C6

F72

L

C6

P6

TABLE 5.1: KEY TO FIGURE 5.2

F

C6

P6

SEE

4

FOR SHOULDER DETAILS

SEE DRAWINGS CP

5000 5005000 500

A A

FIGURE 5.3

NTS.

DETAIL

FOR SHOULDER DETAILS

SEE DRAWINGS CP

2 - K - N20 -

(T&B)

*

2 - K - N20 -

(T&B)

*

(SEE ALSO TABLE 5.1)

terminal anchors refer to Table 11.5

BEND ON

80 2

0

CO

VE

R

1500

1500

/3

/3

/3

F

F

F

FOF BOTTOM MESH

MESH AND TOPSIDE

UNDERSIDE OF TOP

BARS TO BE TIED TO

K - N20

CRCP

F71

C2p

CP DRAWINGS

SEE SERIES

A suggested setout sequence is as follows:-

(b) Locate the Type F72/F71 joint (marked A - B on this diagram).

Locate point A according to dimensional limits. Radiate to point B such

TABLE 5.1: NOTES

T1

BRIDGE APPROACH PLANSA3 original

SCALES



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ISSUE

DESIGNED



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SERIES CC

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ED3 REV 0


G. AYTON

NOT TO SCALE





PREPARED BY

06

200

NO

M

*

05

4

CRCP TERMINAL ANCHOR 1 DESIGN AT BRIDGES

SECTION

1200

SECTION 7

04

600 MIN.

ANCHOR

TYPE 12

(TY

PE 1

2)

FOR ROAD SKEW > 84

A

-

1200

TERMINAL SLAB BRIDGEBRIDGE APPROACH SLAB

600

LCS

05NTS

DRAWINGS

REFER TO BRIDGE

COVER.

(SEE NOTE 14)

JOINT

CONSTRUCTION

F14

(SEE NOTE 41)

SUBGRADE BEAM

FILLER

SECTION

LCS

MIN.

FOR ROAD SKEW 60 84

30 10

D

BA

SE

SFCP-R

1,100 MIN.

07

06

7

C1

C2p

C ANCHOR 3LLC ANCHOR 2L

C14

ISO

LA

TIO

N J

OIN

T

C ANCHOR 1 (EXTENDS

THROUGH SHOULDER)

NOTES:

BRIDGE SKEW

A

ROAD SKEW

3

JOINTS IN PCP SHOULDER

P8

1800 300

P8

(b) C BAR CENTRES CALCULATED BASED ON REINFORCEMENT

RATIO OF 0.68-0.70%. REFER TABLE 11.1 NOTE (c).

A

A A

A A

(a) FOR NUMBERED NOTES REFER SHEET CC 03.

F14

/

5

90

5

50

SURFACE STAMP FOR ANCHOR SLABS

NTS

DETAIL

A

CIRCULAR SURROUND

A

TYPICAL CRCP REINFORCEMENT PLAN

5000 500

IN THIS ZONE

FOR DESIGN

SEE CC05

SEE NOTE (f)

P8

SEE NOTE (f)

CLUSTERED

E3 - N12

SLAB

APPROACH

BRIDGE

LL

R R

CLUSTERED

E3 - N12

CLUSTERED

E3 - N12

4,000 MIN.

P8

R

A1 - N12 - JP

1000 - JP

E1 - N12

C BAR CTRS

D2 - N16 ATD2 - N16 AT

C BAR CTRS

A

-

LAPPING OPTIONS.

B1 - N16 AT C BAR CENTRES

SEE CC12 FOR

5000 500

(d) C1 AND C2 JOINTS HAVE BEEN NOMINATED FOR

DEMONSTRATION PURPOSES; SEE NOTE 3.

(e) A1 BARS MAY BE CONTINUOUS ACROSS THE C1 JOINT IN

LIEU OF TIEBAR E1/E2. COVER TO SAW CUT MUST BE 30 MIN.

(f) AT ANCHORS 2 & 3 THE LOCATIONS OF JOINTS P8 AND TIEBARS

E3 ARE INDEPENDENT OF THE ANCHORS.

C2

R

SEE DRAWINGS CP FOR

SHOULDER DETAILS

C BAR CTRS

D1 - N16 AT

1000 - JP

E1 - N12

F - N16 & G1 - N16

AT 300 C IN

PCP SHOULDERS

C

(d)

P8

CLUSTERED

E3 - N12

60 M

IN.

60 M

IN.

A1 - N12 - * - JP

SEE NOTE (e)

LAP OPTIONS

SEE CC12 FOR

(d)

1800 300

6 PER ANCHOR

A2 - N12 - * - 350

6 PER ANCHOR

H - N16 - * - NA

CC

PAIRS EACH ANCHOR

AT C BAR IN

F - N16 AND G1 - N16

06

7

C7

L1 - N16 - 12000

AT 3 x C BAR CTRS

110 30

110 30

110 30

3000 TYPICAL3000 TYPICAL

FIGURE 7.1

NTS

SEE NOTE (e)

E1 - N12 - 1000 - JP

C - N16 - * - JP

P6

C6

110 30

JOIN

S

BE

LO

W

A1 - N12 - * - JP

JOIN

S

AB

OV

E

C2p

C7d

C7d

C1

C - N16 - * - JP

CTRS

AT 3 x C BAR

L1 - N16 - 12000

B2 - N16 - * - JP

3000 min.300 min.

09

C7d

See Note 13

(c) A BAR CENTRES AS PER TABLE 12.1

60 min

60 min

TYPICAL REINFORCEMENT PLANA3 original

SCALES



REGISTRATION NUMBER

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ISSUE

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SERIES CC

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ED3 REV 0


G. AYTON

NOT TO SCALE





PREPARED BY

08

RELIEF-EDGE, SEE NOTE 1(a)

L

CRCP TO NON-CRCP

LONGITUDINAL / CLUSTER TIED / FORMED

AND ADJACENT JOINTED LANES / SHOULDER)

LCS

CRCP (FORMED FIRST)

JOINT TYPE

PCP

P8

C2p

P8

PLAN

C2p

L/3

CR

CP

JRCP OR

SFCP

SLAB LENGTH

OR S

FC

P

PC

P, JR

CP

L/3

BA

SE D

EP

TH

D

LCS

CRCP

400 MAX.

50 NOM.

50 NOM.

D

250 MIN.

BA

SE D

EP

TH

DD

C4c

(NO FUTURE BASE WIDENING PROPOSED)

CRCPCRCP

CRCP

LCS

C5

CRCP

JOINT TYPE

CRCP LONGITUDINAL / UNTIED / SAWN

D/3 MIN.

JOINT TYPE

CRCP BUTT EDGE

C6b

CRCP

LCS

C6c

CRCP CORRUGATED EDGE

JOINT TYPE

(WHERE PAVEMENT WIDENING IS ANTICIPATED)

CRCP

LCS

C4b OR

CRCP

JOINT TYPE

CRCP LONGITUDINAL / UNTIED / FORMED

CRCP

C2d

CRCP

LCS

JOINT TYPE

BA

SE D

EP

TH

(AT EDGE OF NEW TO OLD PAVEMENT)

CRCP LONGITUDINAL / FORMED / DRILL-TIED

LCS

CRCPBA

SE D

EP

TH

C2JOINT TYPEC1

LCS

CRCP

JOINT TYPE

CRCP LONGITUDINAL / TIED / SAWN CRCP LONGITUDINAL / TIED / FORMED

BA

SE D

EP

TH

D

D/3 MIN.

D/3 MIN. D/3 MIN.

D/3 MIN.

D/3 MIN.

H

10

L

10 10

L

H

10

J

10

SEE NOTE 24

FIRST PLACED SLAB

400 MAX.

50 NOM.

LCS

10

L

NTS

SECTION 1

-

C4c: CORRUGATIONS TABLE 10.2

ORC4b: BUTT JOINT

TABLE 10.2.

CORRUGATIONS

1

-

STEEL AS FOR C2STEEL AS FOR C1STEEL AS FORC2

(LONGITUDINAL JOINT BETWEEN CRCP LANES

50075

E3 - N12 - 1000 - JP

D/3 MIN.

STEEL AS FOR C2

SCABBLED - DETAIL

CORRUGATIONS - TABLE 10.2

E3 - N12 - 1000 - JP

RE

LIE

F-

ED

GE

DIS

TA

NC

E (

RE

D)

T

10

50075

50075

STEEL AS FOR C2

NOTE 6 (C)

E4 - N12 - 750 - JP

SCABBLED - DETAIL


T

10A1 - N12

C - N16

SCABBLED - DETAIL


T

10

COVER

U

-

E1 - N12 - 1000 - JP

50075

U

-

30 MIN. COVER

C - N16

A - N12

TABLE 11.4

COVER

TABLE 11.4 SEE NOTE 6 (e)

E2 - N12 - 1000 - JP

E1 - N12 - 1000 - JP OR

MIN.60

C - N16

A1 - N12 11030

DETAIL U

-

TABLE 11.4

COVER

JOINT

LONGITUDINAL

JOINT DETAILS (SHEET 1)A3 original

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G. AYTON

NOT TO SCALE





PREPARED BY

09

D

BA

SE D

EP

TH

LCS

C7JOINT TYPE

(AT START AND STOP OF DAILY PAVING OPERATIONS)

CRCP TRANSVERSE CONSTRUCTION / FORMED / TIED

CRCP CRCP

THROUGH JOINT)

L

10

10

F

D

BA

SE D

EP

TH

LC

50 NOM.

600

200

300 300

CRCP OR PCP OR

BRIDGE APPROACH ETC.

LCS

CRCP

CRCP OR PCP OR

BRIDGE APPROACH ETC.

LCS

C14JOINT TYPE

OR IN ROUNDABOUT / INTERSECTION)

(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE

JOINT TYPE C15

CRCP ISOLATION / WITHOUT BEAM

C18JOINT TYPE

CRCP LONGITUDINAL / FORMED / BEAMED EDGE

(AT JOINT WITH SIDE ROAD OR CROSS OVER)

CRCP

LCS

200

10

FFLEXIBLE PAVEMENT

VERGE OR

WITH 80 20 COVER

FLOAT FINISH AND SL92 FABRIC

CONCRETE WITH STEEL -

SUBGRADE BEAM GRADE N32

STEEL AS FOR C2

50 MAX.

CRCP BEAMED ISOLATION JOINT

WITH 80 20 COVER

FLOAT FINISH AND SL92 FABRIC

CONCRETE WITH STEEL -

SUBGRADE BEAM GRADE N32

CRCP

CRCP STEEL CRCP STEEL

CRCP CRCP

LCS

SCABBLED - DETAIL


T

10

BA

SE D

EP

TH

D

JOINT TYPE C7d

(AT CRCP EXTENSION OF AN EXISTING CRCP)

A1 - N12

B2 - N16

L1 - N16 - 12000 AT3 x C BAR CTRS

300 MIN.

NOTE 6 (C)

A1 - N12 - * - JP

C - N16 (CONTINUOUS 12000 MIN.

SCABBLED - DETAIL


T

10

CRCP TRANSVERSE / FORMED / DRILL-TIED

SEE NOTE 24

FIRST PLACED SLAB

SEE NOTE 24

FIRST PLACED SLAB

DETAILS UNCERTAIN

EXISTING REINFORCEMENT;

CRCPSFCP-R

SFCP-CRCP TRANSVERSE / FORMED / TIED

JOINT TYPE

LCS

BA

SE D

EP

TH

D

TABLE 10.2.

CORRUGATIONS

F72

(IN TERMINAL SLABS)

D1 - N16

C - N16

A1 - N12

TABLE 11.5

E5 - * - 1000

50075

D/3 M

IN

TIED BESIDE OR UNDER C - N16)

(IN SECOND-PLACED SLAB

3 x C BAR CTRS

L1 - N16 - 12000 AT

MESH M2 SEE TABLE 11.5100 50

100 50

60 min

(ISOLATION JOINTS IN LIGHT TRAFFIC AREAS ONLY)


SCALES



REGISTRATION NUMBER

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ISSUE

DESIGNED



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SERIES CC

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L.tbl

PD

F-A

3.pltcfg

\\parrca04\d

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ON

CR

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ED3 REV 0


G. AYTON

NOT TO SCALE





PREPARED BY

10

TYPE S: FULL CORRUGATIONS

Base

< 200

Thickness DCorrugations

Concave

Number of

Depth d

Corrugations

3 +

3

200 - 230

4

> 230

4

< 250

> 250 4

9 - 3

3-9+

+8 - 2

2-8+

+9 - 3

> 240

< 240

Thickness D

Base

4

3

Corrugations

Depth dConvex

Corrugations

Number of

Height h

Corrugation

Minimum

20

22

24

17

30

Gap g

Minimum

6

8

10 - 12

6 - 8

8 - 10

6 - 7 30

3

4

206 - 7

8 - 12 20 10

10

12

10

10

12

12

10

TYPE S

N.T.S.

VE

RTIC

AL

+ -50 5

50 5

VE

RTIC

AL

-+

d

CORRUGATION

BA

SE T

HIC

KN

ES

S

g

GA

P

h

CO

RR

UG

ATIO

N

TYPICAL FORMWORK SECTION

TYPE F: CORRUGATIONS LINKED BY FLATS

(b)

(a)

DETAIL

SILICONE SEALANT

DEBONDING STRIP

JOINT FILLER

WsJOINT DIMENSIONS

SEE TABLE 10.1

DETAIL

JOINT DIMENSIONS

SEE TABLE 10.1

WsSAW CUT

DETAIL

SILICONE

BACKER

TRANSVERSE

+10- 0

D/4

D/3- 0+10

LONGITUDINAL

5 3

8 2

3 1

1 2 3 4 5 6 7

(m)

Width W

or

Slab Length L

(mm)

opening

Joint

Design

(mm)

W

Width

Sealant

(mm)

D

Depth

Sealant Recess R (mm)

ContractionsExpansions

Isolations &

(mm)

D

Depth

Joint

4.6 7 (+3, -0) 7 (+3, -0) 5 3 8 2 35 5

4.6 < L 6.5 9 (+3, -0) 8 (+3, -0) 35 58 25 3

6.5 < L 8.0

8.0 < L 9.5 4.0

3.5

2.9

2.1

10 (+3, -0)

11 (+3, -0)

8 (+3, -0)

9 (+3, -0)

6 3

6 3

8 2

8 2

40 5

45 5

9.5 < L 11.5 4.4 12 (+4, -0) 10 (+4, -0)

14 (+4, -0) 11(+4, -0)

14 (+4, -0)17 (+5, -0)

4.8

6.0

11.5 < L 13.0

13.0 < L 15.0

7 3

8 3

10 3

10 4

10 4

12 4

45 5

45 5

50 5

minimise tyre penetration.

Longitudinal width limited to 18 mm in order to

10 4 12 4 50 525 4 14 (+4, -0)

LONGITUDINAL

18

SEALANT DETAILS

D

Ds Rs

Ds

Rs

D

300

D

DETAIL L

-

CONCRETE

EDGE OF

EDGE OF CONCRETE

D/4

WITH RTA R38

ACCORDANCE

EDGE DRAIN IN

60 30

DETAIL L1

-

DETAIL L2

-

EDGE DRAINS

J

S

SS

H

-

J

-

F

-

TYPE F

N.T.S.

HEIG

HT

DEPTH

SEALANT

ROD

SILICONE

BACKER

SEALANT

ROD

J

/ EDGE DETAILS

GEOTEXTILE

C6 C18C6 C18

Table 10.2 Notes:

APPROACH SLABS

BRIDGE

C14 & F14 AT

INDUCING SAWCUT

(WHERE APPLICABLE)

SEE NOTE 26 FOR

FORMED OPTIONS

D/3+10- 0

PAVEMENT

FLEXIBLE

TRAFFICKED

VERGE OR

PAVEMENT

FLEXIBLE

TRAFFICKED

VERGE OR

(a) HIGH SIDE VERGE

APPLICATIONS : / EDGE DETAILS

DETAIL T

SECTION

SCABBLED

D

25 15

FACE

BUTT

SCABBLED JOINT FACEThe top and bottom corrugations must be concave in the first-placed face.

Type S will typically suit slipform paving and type F will suit fixed-form paving.

UNTIED JOINTS - SILICONE SEALANT DIMENSIONSTABLE 10.1:

(a)

JOINT CORRUGATION DESIGNTABLE 10.2:

T

0908

D/3 + 10 MAX.

45 MIN.

BUTT FACE

FLEXIBLE PAVEMENTS

(b) HIGH SIDE AT TRAFFICKED

(a) LOW SIDE OF ALL CONCRETE PAVEMENTS, AND

APPLICATIONS :

+ -

VE

RTIC

AL

50 5

VE

RTIC

AL

50 5

-+

CORRUGATION

TOP & BOTTOM

CONCAVE CORRUGATIONS

FIRST-PLACED

FACE

BA

SE T

HIC

KN

ES

S

D

DEPTH

d

Table 10.1 Notes:

under design.

Width and length are calculated as the mean dimension for the two slabs abutting the joint

(a)

CROSSFALL

BASE DEPTH

LCS

CRCPCRCP


SCALES



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\\parrca04\d

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PREPARED BY

11

SEE

RTA R83

etc RL818 etc.

SL82, SL92,N12, N16

N L

500500

DEFORMED ROUND OR

DRAWINGS

USED IN

NOTATION

DUCTILITY

BAR

SHAPE

STRENGTH

MESH DOWELS FIBRE

DEFORMED

SEE

DRAWINGS

CP OR CJ

FL

L

F72

A

F14

PAVEMENT

OR

BRIDGE

OR O

TH

ER R

ELIE

F E

DG

E

L

FL

Spacing.

Where JP is used in lieu of a dimension, take the

spacing from the project-specific jointing plan.

Fig 4.1 shows a typical jointing plan.

NA denotes not applicable.

Bar length in millimetres.

Bar notation, as per Table 11.3

Bar mark, as per Table 11.1

2 - E - N12 - 1000 - 300

No. of bars in the set. Used only where applicable.

LL

Where * is shown, refer to Table 11.1

AN

CH

OR 1

(m)

< 9.0

9.0 - 11.9

350

Specialist design is required

F

250

12.0 - 15.9

16.0 - 20.0

> 20.0

300 [550]

250 [450]

200 [350]

300 [550]

Length

L

(b)N12 [N16]

E5 Tiebar spacing (mm)

Thickness of terminal

300 [550]

175 [300]

125 [225]

225 [400]

350

Specialist design is required

250

Thickness of terminal

(b) Designers may nominate either bar option.

(c)

Note 6(c)

10 deg max

22

1500

250 500500

400

250

500

175

150L/2 L/2

L

250 250

500

3

121

8100

5

4

6

Bending pin dia. to be 6 times bar diameter.

All dimensions are to intersections of straight portions at outside of bends(b)

(a)

(d)

2 /3F

R50

05F

BAR REINFORCEMENT SHAPESTABLE 11.2:

NOTE (c)

Or as required to meet cover requirements under the sawcut.

300 300 1501507

LC JOINT

NOTE (d)

30 MIN

5050

500 75 500 75

250500

ASee Detail for definition of corner angle,

1350

(e) Offset to match step in subbase if required; see Note 15

8

700600700

NOTE (e)

Note 6(c)

10 deg max

300

23

min

VAR, 3000 min

Top

Sides & edges

Ends

Tied under B1, B2, C, L1

60 min

(d)

(a)

(b)

Ends(c)

Sides

Top

Bottom

Sides

60 min, 120 max

-110 + 30

(d)

-80 + 20

-110 + 30

D > 200 : 90 + 10

D < 200 : 80 + 10-

--

(b)

(a)

Table 11.4 Notes:

An example of an "end" is where these bars are located alongside a

transverse joint such as a C7, C14 or C15.

(c) An example of an "end" is where these bars terminate at a transverse

untied joint such as a C14 or C15.

(d) Measured to bar centre.

Dimension (mm)MeasureBar Mark

A1, A2

D1, D2

C, L1B1, B2

(a)

L is measured at the longest edge.F (a) See Sheets CC05 & CC06.

REINFORCEMENT

To suit slab width1

MARK DIA. SHAPE LOCATION / DESCRIPTION LENGTH (m) SPACING (mm)

A1 CRCP: Transverse bars See Table 12.1

To suit slab widthTransverse bars above anchors1N12A2 350 c/c, 6 per anchor

B1 N16 CRCP: Longitudinal bars - terminal ends at C bar centresVariable

1 or 23N16B2

1

CRCP: Longitudinal bars in C7d joints

12.0 min1N16C CRCP: Longitudinal bars Note (c)

D1 N16 8 2.0 minCRCP: Anchor 1 at C bar centres

D2 N16 1 2.0 min at C bar centresCRCP: Anchors 2 & 3

1.0Tiebars in longitudinal joints

1N12E1 See jointing plan and Table 12.1

E2 N12 7Tiebars in longitudinal joints

1.0

1.01N12E3Tiebars (clustered) in longitudinal joint C2p

between CRCP and PCP Use E6 if drilled

E4 N12 0.75

1

N12

E5 1.0Tiebars in joints F71 & F72 See Table 11.5

E6

1 or 22

1 or 22 Clustered drill-ties in C2p joints 0.75

Anchor stirrup

4

-

N16F

N16G1 3

6 per anchorAnchor bars1N16H

K

J1

J2

J3

N20

N12

N12

N12

6

21

1

5

Kerb types SA, SB, SO & SK

longitudinal joints

Kerb types SF & SM

3.0

1.0

1.0

0.5

1000 50

1000 50

500 max; See note 35

1N16L1 Additional C-N16 bars abutting joints C7 & C7d 12.0 typ & min at 3 x C bar centres

SL82. PCP-R general

L

-

-

MESH

MESH

M1

M2

-

-

-

-

(a)

(b)

A2 bars need not be continuous across longitudinal joints.

E2 tiebars must be securely fixed against rotation during paving.

Mass steel ratio = (total sectional steel area) / (total concrete sectional area) X 100

N = (0.67 to 0.70) x W x D

(c)

200 x 100or

N = Number of C bars within any single paving width.W = Paving width (mm)

D = Specified slab thickness (mm)

Where:

The actual spacing must then be adjusted to meet clearance requirements to joints and edges.

200 x 100

Example: for W = 10.0m, D = 240mm: N = (0.67 to 0.70) x 10000 x 240 = 80.4 to 84 bars, so adopt 81 bars min.

REINFORCEMENT SCHEDULE AND BAR SPACINGTABLE 11.1:

To suit slab width; See note 14

Table 11.5 Notes:

Variable to suit lap skew, 3.3 min

Kerb types SE & SL longitudinal joints

REINFORCEMENT NOTATIONTABLE 11.3:

REINFORCEMENT COVERTABLE 11.4:

The number of C bars within each paving width must provide a mass steel ratio within the range 0.67% to 0.70% when calculated as follows:

Table 11.2 Notes:

Table 11.1 Notes:

N12 or N16

BAR MARKING LEGENDFIGURE 11.2: DIMENSION AND FIGURE 11.1:

slab (mm) slab (mm)

-

E2 is acceptable in C1 joints

See jointing plan and Table 12.1

Acute corners incl. SFCP-R terminal slabs

Drilled tiebars (drill-ties) in longitudinal joint C2d

See Note 6(b).

alternative to E1 for joint C1

Varies with L See Table 11.5

Bridge approach anchor slabs.

SEE CC06 AND TABLE 11.5

NTS

TERMINAL SLAB SFCP-R AT BRIDGE APPROACHES;TABLE 11.5:

Sides & edges relate to longitudinal orientation.

See Note (d) & Fig. 12.1

See Note (d) & Fig. 12.1

See jointing plan and Table 12.1

A

CRCP : at C bar centres

Jointed : 300-Anchor stirrup

(d) For E3 ties, calculate the number of ties required (Fig. 12.1) then locate them within the middle third of the PCP slab length.

CRCP : at C bar centres

Jointed : 300

at C bar centres

1N16B3 CRCP: Transitions in slab width One bar along transition edge12.0 min

60 min

REINFORCEMENT DETAILS (SHEET 1)

tiebarsE5

(e)

Upper limit on RED (m)

Mesh M2(c)

(e)

at top or bottom to suit construction logistics.

Three sheets of mesh are required. The third sheet may be placed(d)

Thickness = concrete base + asphalt surfacing.(e)

15.0

SL92

16.5

SL81

23.0

SL81

16.5

SL81

23.0

SL81(d)

For higher RED a mesh with increased transverse capacity is required.

This is the safe upper limit on RED for specific cell parameters.(c)

(b)

(a)

N12 or N16

25.0

SL81 x 3

A3 original

SCALES



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FILE No.

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ISSUE

DESIGNED



MD.R83.CC

CC



SERIES CC

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PREPARED BY

12

400

500

600

700

800

900

1000

1100

1200

1300

1400

300

2.8 3.0 3.2 3.4 3.6 3.8 4.0 4.2

Maximum allowable spacing 1400 mm

4.4

3

4

5

6

7

8

9

Figure 12.1 Notes:

PCP Slab Length (m)

Avera

ge Tie

bar Spacin

g (

mm)

240220

Relief-edge

200180 260

3.1

3.1 - 3.5

3.6 - 4.0

4.1 - 4.5

4.6 - 5.0

5.1 - 5.5

5.6 - 6.0

6.1 - 6.5

6.6 - 7.0

7.1 - 7.5

7.6 - 8.0

14.0 SPECIALIST DESIGN IS REQUIRED

Distance

(RED)

(m)(d)

Bar

size

(mm)

N12

N16

1050/750 900/750 850/750 800/750

800/750850/750

800/750

800/750

850/750

950/750

Table 12.1 Notes:

LAP 525 MIN LAP 525 MIN MIN

525

LAP

FIGURE 12.21: 12-BAR CYCLE FIGURE 12.22: 6-BAR CYCLE FIGURE 12.23: 3-BAR CYCLE

LAP OPTIONS FOR B1, B2 & C BARSTABLE 12.2:

Table 12.2 Notes:

area, ie 200/110=1.8

(e) Designers may nominate alternative A1-N16 bars at spacings which are increased in proportion to the sectional

The value for RED must make allowances for stress contributors such as connected kerbs and future widening. See also Fig. 16.3.

(d) Relief - edge distance (RED) is measured from the joint (or section) under design to the nearest relief edge.

(c) Where only one number is provided, it applies to tiebars and to A1 bars.

(b) Base Thickness = Concrete Base + asphalt surfacing.

(a) A1 bar spacings are maximised at 750 to meet support criteria for the longitudinal steel.

MIN

600

SPACE

box as shown in Figure 12.24.

(f) the layout must not result in more than one-third of laps falling within a test

(e) patterns may vary across longitudinal and transverse joints;

bounded by longitudinal joints;

(d) the patterns must be consistent (ie repeating) within any slab width as

(c) patterns must be specified (defined) in the approved project drawings;

N16 bars;

(b) lap lengths must be a minimum of 33 bar diameters, or 525mm min for

patterns may be used subject to the following conditions:

(a) The three patterns shown left are suggested common layouts. Alternative

FIGURE 12.24: TEST BOX

Longitudinal joint

jointLongitudinal

600

Test box

This lap pattern is conforming.

REINFORCEMENT DETAILS (SHEET 2)A3 original

SCALES



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PREPARED BY

13

MAXIMUM 3300mm

LCS

CONCRETE BASE

LCS

TYPE SB, SO AND SK

TYPE SA

TYPE SE AND SL

DETAIL

-

K1

DETAIL K2

-

DETAIL

-

K3

SUBBASE

BASE

SUBBASE

90 20

SUBBASE

D

1008

1008

BASE

10

L

10

L

10

L

CONCRETE BASE

TIEBARS

D

D

SF KERB500 MIN.

REQUIRED

TO MEET

AUSTROADS

"WITH SHOULDER"

RULE

APPLICABLE ALSO TO TYPE SM

J3 - N12 - * - 500

SEE NOTE 35

DETAIL

TYPE SF

BASE

BASE

J1 - N12 - 1000 - 1000

MIN

MIN

C6b or C6c

J2 - N12 - 1000 - 1000

MIN

MIN

C6b or C6c

MIN

MIN

J1 - N12 - 1000 - 1000

50 MIN

COVER

50 MIN

COVER

REFER TO MD R 132 D08 A 1

DOWEL OR TIEBAR;

TYPE F BARRIER

(a)

(a)

(a)

TYPE F BARRIER

DETAIL

-

K6

IN DETERMINING SLAB DIMENSIONS AND TIEBAR SPACINGS.

ALLOWANCE MUST BE MADE FOR THE KERB WEIGHT

AND TO TABLE 12.1 NOTE (d)

REFER TO GENERAL SLAB DIMENSIONAL LIMITS TABLE 2.4

DETAIL

-

K5

INTEGRAL KERB BASE

FOR KERBS SB, SO, SK.

SIMILAR DESIGN APPLIES

(WHERE SLAB WIDTH < 1.0m)

JOINT OMITTED IN THIS SLAB

1.0m MIN.

MAX: SEE TABLE 2.4

600 MIN.

C2

C7(a)

C2

(a) OMIT L1-N16 BARS FROM THIS JOINT

D/3

D/3

D/3

D/3

D/3

D/3

50 MIN

COVER

50 MIN

COVER

50 MIN

COVER

50 MIN

COVER

KERBS & BARRIERSA3 original

SCALES



REGISTRATION NUMBER

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ED3 REV 0


G. AYTON

NOT TO SCALE





PREPARED BY

14L

AN

ES

1.0

3.5

3.5

3.5

LA

NE

S0.5

LA

NE

S BA

SE

SL

AB

3.5

3.5

3.5

LA

NE

S

SL

AB

BA

SE

0.5

3.5

P6

P8TYP.

C1

3.5

3.5

2.5

C6

P6

0.5

3.5

C1

C6

P18

P18

4 6 6 3

C1

P6

C6

P8TYP.

C1

C2

C6

P7

P2

P7

P7

4

0.6 M

IN.

0.6 M

IN.

R

4.3 M

AX.

2.5

3.5

3.5

0.5

1.0 M

IN.

4.3

3.8

3.8

4.3

3.9

2.5

2.5

3.9

4.3

3.8

1.0 M

IN.

1.0

4.3

1.9

3.8

5

3

P8

P8

750

C2p

530 530

C2p

C2p

C2p

P8

> 84ARE

IF CORNER ANGLES

SKEWING NOT NEEDED

P7

700 5307001000

550 1000

FIGURE 14.1

C2p

(TR

AFFIC

KE

D)

ALTERNATIVE DETAILS

SEE CP12 FOR

ODD - SHAPED SLABS. SEE NOTE (e).

SUITABLE PLACE TO MINIMISE

CHANGE SLAB LENGTH AT

Pavement types;(a)

NOTES

C2p

750600

750750

3.5

(TR

AFFIC

KE

D)

1.0 M

IN.

750750

1000

C2

C2

600530

1.3 0.2

3.0 0.2

1000 3

700530

1.9

750750

750600600 1000

ANGLES

MAXIMISE CORNER

SKEW JOINTS TO

1.0 M

IN.

(TR

AFFIC

KE

D)

1.3 0.2

3.0 0.2

700 750

750750

P710003

600750

(UN

TR

AFFIC

KE

D)

1000 600

C2p

OPTIONAL

600470

(UN

TR

AFFIC

KE

D)

R=1.2

5 M

AX.

BA

SE

SL

AB

3.0 0.2

3.4 0.2

NOTE (f)

75053044

P8

P15

P2ANGLES

MAXIMISE CORNER

SKEW JOINTS TO

3.4 0.2

C2p

P2

C15

4 4

C2p

530750

530750

C2

800

SL

AB

BA

SE

P8

P8

P7

C2p C2

1000800

470550

ANGLES

MAXIMISE CORNER

SKEW JOINTS TOWHERE FACTOR R>1.25

NOTE (f)

3.4 0.2

SLAB LAYOUTS)

(SEE CP12 FOR ALTERNATIVE

1.0 M

IN.

(TR

AFFIC

KE

D)

3.0 0.23.0 0.2

3.4 0.2

NOTE (f)

3.4 0.2

NOTE (f)

550750

530750 43

43

5501000

1.5 MIN.

CRCP

PCP

PCP-R

FLEXIBLE

3.0 0.2

TYPE 12

ANCHORS

TERMINALTYPE 12

ANCHOR

TERMINAL

(UN

TR

AFFIC

KE

D)

C2p

1.5 0.1

1.5 0.1

ALTERNATIVE LAYOUT

SEE FIG. 14.2 FOR

JRCP

P15

P2

C2p

C15

C2

J2

C2p

J2J2J2J2

FIGURE 14.2

ALTERNATIVE MEDIAN LAYOUT

1.3 0.2

530

(ii) minimise the occurrence of odd-shaped slabs requiring reinforcement.

(i) minimise differential contraction strains at the C2p joint, and;

to:

PCP slab lengths adjoining CRCP may be varied (to a maximum of 3.8m) in order (f)

Reinforcement details are indicative only; see Note 1 (b).(e)

For slab dimensional limits refer to Table 2.4.

Slab widths marked and all lane widths are indicative only.(d)

PCP must comply with series CP drawings.(c)

format will be specified in other documents.

format are contained in other RTA Guides. For contract purposes, the required

both PCP & CPCP formats. Guidelines for the selection of the most appropriate

For demonstration purposes, the acceleration & decceleration lanes are shown in (b)

NOTE (d)

RURAL INTERSECTION PLANA3 original

SCALES



REGISTRATION NUMBER

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PREPARED BY

15

UP TO 4600

SLAB WIDTHSUP TO 3700

LANE WIDTHS

UP TO 3.0m

SHOULDER WIDTHS

EXIS

TIN

G A

NC

HO

R

C1 C2OR

P8

3000 TYP.

1

-

D

NEW BASE

S

NEW SUBBASE

D

S1

1

1SECTION

-NTS

FIGURE 15.1

EXTENSION OF EXISTING CRCP WITH NEW CRCP

C2p

SEE CC07 FOR ADDITIONAL STEEL DETAILS

P7d

C7d

1500 200

No.1

C2p

P8P7d

R

C7d

PC

P A

NC

HO

R

3000 TYP.

P6

NEW CRCP CONSTRUCTION

EXISTING CRCP

P8

EXIS

TIN

G A

NC

HO

R

confirmed in existing CRCP.

Anchors are not required in the new work if anchors are(b)

should be checked against Works-as-executed drawings.

Details of existing pavement are indicative only and(a)

NOTES

1500 200

No. 2

P8

C2p

EXIS

TIN

G A

NC

HO

RN

o. 3

P8P8

3000 TYP.

10m - 12m TYP.10m - 12m TYP.

C2ORC1

PCP

CRCP

L1 - N16 - 12000 @ 3 x C - N16 C/C

STEEL NOT SHOWN

1200 200

TRANSITION

THICKNESS

C2p

SEE ALSO SERIES CP DRAWINGS.

BY GEOMETRIC CRITERIA

TRANSITION LENGTH INFLUENCED

B2 - N16 - * @ C - N16 C/C

W : SEE TABLE 2.4

OTHER DEFECTS.

ARRIS ROUNDING OR

AS NECESSARY TO REMOVE

EXISTING CRCP FULL DEPTH

SAWCUT AND REMOVE

CRCP EXTENSION OF EXISTING CRCPA3 original

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PREPARED BY

16

4.0

4.0

8.0

4.0 5.0

9.0

10.0

5.2

55.2

5

3.8

4.3

2.4

8.1

2.4

3.8

4.8

10.0 (a

ppro

x.)

10.0

(appro

x.)

9.1

C1

C2

C2

C2p

KERB OR BARRIER

KERB OR BARRIER

4.0

FOR RED = 4.0

A1 - N12

SEE NOTE (b)

KERB OR BARRIER

FOR RED = 8.0

E1 - N12

FOR RED = 4.0

E1 - N12

FOR RED = 8.0

A1 - N12

AN

CH

OR 1

AN

CH

OR 2

FOR RED = 10.0

A1 - N12

AN

CH

OR 3

FOR RED = 5.0

E1 - N12

C2

C2

FOR RED = 4.0

E1 - N12

FOR RED = 9.0

A1 - N12

FOR RED = 8.0

E1 - N12

FOR RED = 9.0

E1 - N12

C - N16

C1

FOR RED = 8.0

A1 - N12

P7P8

C2p

1.5 0.1

3.0 TYP.

TRANSITIONS IN WIDTHS

REINFORCEMENT AT

SEE DETAIL A FOR

FOR RED = 4.8

A1 - N12

FOR RED = 3.8

A1 - N12

FOR RED = 3.8

A1 - N12

FOR RED = 3.8

E1 - N12

FOR RED = 8.1

E1 - N12

FOR RED = 8.1

A1 - N12

RED = 5.25

A1 - N12 FOR

RED = 2.4

E3 - N12 FOR

C - N16

C - N16

5.0 0.5

5.0 0.5

1.3 0.2

C - N16

C2C2

C1

C6

1.0 MIN.C7

4.3 MAX.

C7

PREFERRED

1.85 0.35

5.0 0.5

CRC TERMINAL ANCHORS

P7

C2C2p

C71.0 MIN.

4.3 MAX.

C2

C2

5.0 0.5CRC TERMINAL ANCHORS

PCP SHOULDER

SEE NOTE (b)

KERB OR BARRIER

(SHOWN SEPARATED FOR CLARITY)

TIED UNDER TERMINATING C - N16

FOR FULL LENGTH OF TRANSITION

I - B3 - N16 - *

E1 - N12

C2

110 30

COVER

110 30

COVER

C2C1

FIGURE 16.1

(SEE FIG. 16.2 FOR REINFORCEMENT)

JOINTING PLAN

FIGURE 16.3

RELIEF - EDGE DISTANCE (RED)

FIGURE 16.2

PAVEMENT

FLEXIBLE

DETAIL A

-

CRCP REINFORCEMENT AT TRANSITIONS IN WIDTH

PAVEMENT

FLEXIBLE

C2C1

KEY:

RED

design

under

Section

A1 - N12

C - N16

LAPS 525 MIN.

C1 C2

a - b

BETWEEN C - N16S(SEE FIG. 16.3 FOR GUIDE TO RED)

REINFORCEMENT DESIGN

4.0

2.4

4.3

3.8

NOTE (d)

FLEXIBLE

Slab widths marked and all lane widths are indicative only.(d)

within the slab (as bounded by longitudinal joints).

required for the nearest RED at the point of highest stress

Transverse steel and tiebars must be not less than that(c)

(ii) are tied to, or located on top of the base.

(i) have cross-sectional area of 0.09m or greater, and

RED must include the influence of kerbs and barriers which:(b)

Longitudinal steel is independent of RED.(a)

Figure 16.3 Notes:

2

TYPICAL PLAN - WITH CRCP RAMPA3 original

SCALES



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PREPARED BY

MD.R83.CC_01AMD.R83.CC_01BMD.R83.CC_02MD.R83.CC_03MD.R83.CC_04MD.R83.CC_05MD.R83.CC_06MD.R83.CC_07MD.R83.CC_08MD.R83.CC_09MD.R83.CC_10MD.R83.CC_11MD.R83.CC_12MD.R83.CC_13MD.R83.CC_14MD.R83.CC_15MD.R83.CC_16

Date post:	04-Oct-2015
Category:	Documents
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