volume cj - jointed reinforced concrete pavement · standard details - construction volume cp -...

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related drawings:

PAVEMENT STANDARD DRAWINGS

RIGID PAVEMENT

15ED 2 REV 0

DS2014/005559

REGISTRATION No OF PLANS

ISSUE

SHEET No

No OF SHEETS

© COPYRIGHT ROADS AND MARITIME SERVICES

DATE

G. VOROBIEFF CJ

VOLUME

01A

MD.R83.CJREGISTRATION No OF PLANS

SUPERSEDED

ASSET MAINTENANCE DIVISION

ENGINEERING SERVICES BRANCH

PAVEMENTS UNIT

PREPARED BY:

SIGNED DATE

APPROVED FOR USE

G. VOROBIEFF

PAVEMENTS AND GEOTECHNICAL

PRINCIPAL ENGINEER,

Volume CJ - Jointed Reinforced Concrete Pavement

STANDARD DETAILS - CONSTRUCTION

Volume CP - Plain Concrete Pavement

Volume CC - Continuously Reinforced Concrete Pavement

18/12/201518/12/2015

01B

REVISION REGISTER, SHEET INDEX AND NOTES

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SHEET No

No OF SHEETS

© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED

A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS

15

ISSUE

ED 2 REV 0 CJ

VOLUMEDATE

DS2014/005559ASSET MAINTENANCE DIVISION


PREPARED BY: PAVEMENTS UNIT

APPROVED FOR USE


PRINCIPAL ENGINEER,

FOR AMENDMENTS REFER TO SHEET No 01B

JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)


RIGID PAVEMENT


G.VOROBIEFF

18/12/2015

18/12/2015

REVISION REGISTER

ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED

1/0 ALL Initial issue

2/0 ALL

COVER SHEET

LEGEND

Comprehensive revision

CJ-01A

CJ-01B

BRIDGE APPROACH PLANS

BRIDGE APPROACH SECTIONS

REVISION REGISTER, SHEET INDEX AND NOTES

12/08/2009 K. Porter

TIEBAR AND MESH DESIGN

URBAN INTERSECTION PLAN

KERBS AND BARRIERS Various The location of joints J7 and J7d may be selected on site to suit construction logistics.

L F L

*

TABLE C1.3: UNSPECIFIED DESIGN PARAMETERS

TABLE C1.1: NOTES ON APPLICATION TO CONTRACT DRAWINGS

Not required in the contract drawings.

drawings.

Table 5.1 is provided only as a guide to designers and so is not suitable for use in contract

PROJECT-SPECIFIC DETAILS REQUIREDTABLE C1.2:

CJ-01B

Suitable for use without change.

For use by designers in preparing project-specific details.

contract drawings.

Table 7.1 and Table 7.3 are for use by designers only and are not suitable for use in

Suitable for use without change. See Table C1.2 regarding Details D, E, F and H.

must be replaced with the label "Reserved": 1(b), 13(a), 15, 17(a) and 17(b), 19, 25.

in the contract drawings. They are not suitable for inclusion in the contract drawings and

The following notes are intended for designers in the preparation of project-specific details

*Items such as tiebar numbers and mesh sizes are indicative only.

Slab widths which are marked " " and all lane widths are indicative only.

A typical plan layout for use by designers as a guide in preparing project-specific layouts.

locations in the contract drawings.

Figures 13.1 and 13.2 are provided to assist designers in specifying anchor types and

In Table 11.1, reference to Table 7.1 must also be removed.

Its deletion requires the removal of the reference to it in Table 11.1 and Figure 11.1.

Table 11.5 is for use by designers only and is not suitable for use in contract drawings.

NOTES (numeric)

JOINT DETAILS - SHEET A

JOINT DETAILS - SHEET B

JOINT DETAILS - SHEET C

G. Vorobieff

SHEET INDEX

DRAWING CONTENTSHEET No

VOLUME-

parameters must be specified by the designer.

specified in the contract drawings and which may be nominated on site. All other

Table C1.3 provides information about the design parameters which need not be6.

in the contract drawings.

Table C1.2 provides information about the project-specific details which are required5.

to contract drawings.

Table C1.1 provides general comments regarding the applicability of specific sheets4.

Standard Drawings.

adopt the same item number (figure or table) as used in these(c)

cloud all revisions to that item until the final approval stage of the drawings.(b)

copy and paste the entire contents of any particular item (that is, figure or table).(a)

drawings, designers are encouraged, to the maximum extent practicable, to:

However in order to assist all parties in the design and review of the contract

There are many details which will not be applicable in some contracts.3.

available in DGN format.

website in PDF format. Untitled versions of the Standard Drawings are also

The Standard Drawings are accessible from the Roads and Maritime Services2.

minimise the work required in preparing and checking the contract drawings.(c)

minimise the variation in drawings between projects.(b)

assist designers in preparing project-specific details in contract drawings.(a)

The Standard Drawings are intended to:1.

SHEET No

VOLUME-Comments

SHEET No

VOLUME-Details Required

SHEET No

VOLUME-Details

CJ-02

CJ-03

CJ-04

CJ-05

CJ-07

CJ-08, CJ-09

CJ-10

CJ-11

CJ-12

CJ-13

CJ-14

CJ-04

and CJ-13

CJ-05, CJ-06

CJ-07

CJ-10

CJ-12 See item CJ-04 above.

CJ-14

CJ-02

CJ-03

CJ-04

CJ-05

CJ-06

CJ-07

CJ-08

CJ-09

CJ-10

CJ-11

CJ-12

CJ-13

CJ-14

NOTES FOR USE OF THESE STANDARD DRAWINGS

as specified in Table 2.4.

changes in cross-section. Layouts must demonstrate the application of dimensional limits

Plan layouts and reinforcement details in the standard project cross-section(s) and at all

E5 tiebar spacings and mesh sizes M2 (Table 11.5 refers).

Dimensions of each approach slab length L , L and thickness D .

Type and chainage of all anchors.

project-specific plan layouts or in the form of table schedules or figures.

Tiebar spacings in all joints J1, J2, J2d, F2 and F71. They can be marked on the

Dimensions for Details D, E, F and H at specific locations.

only. Items such as tiebar numbers and mesh sizes are indicative only.

project-specific layouts. Slab widths which are marked " " and all lane widths are indicative

A typical plan layout and sections for use by designers as a guide in preparing

ANCHORS

Designers are encouraged to minimise changes.

logistics.

In Details K1, K2 and K3, joints J6b or J6c may be selected on site to suit construction

TYPICAL PLAN AND SECTIONS

REINFORCEMENT DETAILS

18/12/2015

02

LEGEND

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SHEET No

No OF SHEETS



15

ISSUE

ED 2 REV 0 CJ

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,




RIGID PAVEMENT


G.VOROBIEFF

18/12/2015

18/12/2015

DESCRIPTIONTYPE

J18

J15

J14

J7

J7d

J5

J2d

J2

J1

Isolation: without subgrade beam

Longitudinal: tied and sawn

Longitudinal: tied and formed

Longitudinal: drill-tied and formed

Longitudinal: untied and sawn

TABLE 2.2: JOINT TYPE NUMBERS AND DESCRIPTIONS

Table 2.4 Notes:

1.0

1.5

JRCP

TRAFFICKED (a) UN-TRAFFICKED (a)

84° 84° (80°)

4.4 (4.6)

W min

Shape Factor R = L / W

L max

W max

R max

L min

R min

Table 2.2 Notes:

Transverse construction: formed and tied

Transverse construction: formed and drill-tied

Longitudinal: edge and beamed

Isolation: with subgrade beam

J4b / J4c

J6b / J6c

Longitudinal: untied and formed, butt or corrugated

(metres)

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

F71

4.3 (4.5)

1.0 0.6

NA

NA

NA

NA

F14 Isolation: with subgrade beam (SFCP-R)

A

B C

TABLE 2.3: SYMBOLS

Joint type: 'J1'

SYMBOL DESCRIPTION

Base thickening in bridge approach anchors.

LL

DL

LF Length of SFCP-R in terminal leg of anchor.

N

05Detail N on Sheet 05.

Leg Length in terminal anchors. See CJ-06 and Fig. 11.1.

J1

D Nominal base thickness

S Nominal subbase (LCS) thickness

TABLE 2.1: ABBREVIATIONS

DESCRIPTION

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

NOTE 5

Continuously Reinforced Concrete PavementCRCP

JP Project-Specific Jointing Plan. See Figure 11.2

Jointed Reinforced Concrete PavementJRCP

Lean-Mix Concrete SubbaseLCS

PCP Plain Concrete Pavement

Dowelled Plain Concrete PavementPCP-D

PCP-R Reinforced Plain Concrete Pavement (discrete slabs)

RED Relief-Edge Distance

RMS Roads and Maritime Services

Steel Fibre Reinforced Concrete PavementSFCP

SFCP-R Steel Fibre Reinforced Concrete Pavement with mesh added

SMZ Selected Material Zone (upper subgrade)

T & B Top face and Bottom face

TYP Typical

UNO Unless Noted Otherwise

F2 Longitudinal: tied and formed (SFCP-R)

Longitudinal or transverse: edge, butt or corrugated

R

NOTE 5; ALL NUMERIC NOTES ARE LOCATED ON SHEET CJ-03.

BRIDGE SKEW

ROAD SKEW

J3 Not Applicable

only applicable in bridge approach zone

Transverse construction: formed and tied;

J16

J17

Expansion: dowelled

Hinge: tied and sawn

J13b

J12

J11

J10d

J10

J8 Not Applicable

J9 Transverse contraction: sawn and dowelled

Transverse contraction: formed and dowelled

Transverse contraction: formed and drill-dowelled

Transverse contraction: knifed (undowelled)

Transverse contraction: knifed and dowelled

Transverse contraction: formed butt

(b)

J12 must not be used unless specifically allowed in the design brief.(b)

b : butt, c : corrugated, d : drilledSuffixes apply as follows:(a)

106

LS Nominated slab length for a specific project.

Not used in CJ Volume as all slabs are reinforced UNO.

(metres)

Slab Length L (c) 8.0 (10.0) 8.0 (10.0)

3.5 3.5

Minimum Corner Angles (b)

TABLE 2.4: GENERAL SLAB SHAPE REQUIREMENTS(f)

70°

LCS

ROAD SKEW DIAGRAM

A Surface stamp for anchor slab. See CJ-07, Detail Q.

ABBREVIATION

Drawings

Volumes CP and CC

See

Slab width limits must make allowances for stress contributors such as mounted kerbs.(j)

For slabs with W < 3.4 m one longitudinal edge must be a tied and corrugated joint.(i)

Slab lengths exceeding 6.0 m in SFCP-R require all untied transverse joints to be either dowelled or beamed.(h)

Where an un-trafficked slab is likely to become trafficked within 20 years, it must be designed for "trafficked" criteria.(g)

They must not be adopted by field staff without design review and approval.

Values in brackets show compromise limits for exclusive use by designers where their use is unavoidable.(f)

The subscript 'act' refers to actual dimensions.(e)

Width is the largest square measure between longitudinal edges or joints, or the largest radial measure on curved slabs.(d)

Length is the largest edge measure between transverse contraction joints, or the longest chord on curved slabs.(c)

Corner angles must be maximised wherever possible. See Notes 18 and 30.(b)

See Note 1 on sheet CJ-03.(a)

REQUIREMENTS

SLAB SHAPE

SFCP, SFCP-R

PCP, PCP-R, CRCP,

Tiebar numbers between joints or tiebar spacing in mm.

Change point 'B' mm to 'C' mm.

Tiebar numbers between joints or tiebar spacing in mm.

Number of tiebars per slab to left and right of the change point.

03

NOTES

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SHEET No

No OF SHEETS



15

ISSUE

ED 2 REV 0 CJ

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,




RIGID PAVEMENT


G.VOROBIEFF

18/12/2015

18/12/2015

GENERAL

PAVING

REINFORCEMENT

TIEBARS

SPECIAL REINFORCEMENT

All dimensions in millimetres (mm) unless shown otherwise.(c)

design details for items listed in Table C1.2.

site staff. Project-specific drawings must therefore show precise

designers and are not intended for interpretation and application by

Table 7.1 for tiebar spacings) they are intended primarily for use by

and constructors. Where design tables are included (for example,

These Drawings provide standard details for use by both designers(b)

Abbreviations and nomenclature are scheduled on sheet CJ-02.

A definition of terms is contained in RMS R82 and RMS R83.(a)1.

shoulder lanes.

Paving within travel lanes must precede paving within adjacent2.

Reserved.3.

on interlayer treatments in accordance with RMS R82.

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

Drill-ties may be inclined (at 10° maximum) to facilitate fixing.(c)

They may be bent insitu.

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

spacings.

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

signal detector loops.

JRCP is not suitable for the incorporation of sawcut located traffic12.

Reserved.11.

Reserved.10.

L

L

JOINT LAYOUT DESIGN

with the limits contained in Table 2.4.

Notwithstanding, the constructed slab layout must comply

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

joint location is inadequate, dimensions must be scaled to the

In non-typical areas such as intersections where definition on

intersection areas, and compliance must be strictly observed.

a major criterion governing the alignment of joints, particularly

angles not more acute than the values shown in Table 2.4. This is

The joint layout has been designed so that slabs have corner18.

JOINT DETAILS

debonded in accordance with the specification.

All formed joints in the Base (including tied joints) must be23.

concave in the first-placed face.

In corrugated joints, the top and bottom corrugations must be24.

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

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

longitudinal joints at locations other than the centre of the total

Designers' attention is drawn to the risk of using induced25.

installation.

accordance with the specification prior to silicone sealant

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

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

placed face. The nominated method must consider the impact of

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

In joint Types J4, J10 and J13, the sealant reservoir may be26.

Reserved29.

SEALANTS AND FILLERS

DOWELS

joint. The offset to the first dowel must not be greater than 250 mm.

Dowels must be located not closer than 150 mm to a longitudinal37.

SLAB REPLACEMENT

mortar and other incompressibles.

full face of exposed joints must be sealed to prevent the ingress or

At slab replacements, all exposed faces must be debonded and the38.

LEAN-MIX CONCRETE SUBBASE (LCS)

REFERENCES

KERBS, ISLANDS, MEDIANS AND BARRIERS

be lightly scabbled.

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

anchors must be placed within 50 mm of a longitudinal Base joint.

pavement widths. Where used, vertical construction joints in

Anchors may be constructed in discrete sections to match base

be scabbled.

At horizontal anchor construction joints, the horizontal faces must14.

and/or edges must be no more acute than 70°.

be 90° ± 10° to the top surface. Slab corners formed by joints

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

LCS joints are typically butt faced and need not be scabbled40.

such as to prevent the occurrence of re-entrant angles in the Base.

angle of intersection must be 90° ± 6°, and the intersection must be

(that is, excluding mounted kerbs such as types SF, SG, SM) the

Where a Base joint intersects the nose of an adjoining kerb

control for the location of adjacent joints.

kerbs is critical. The dimensions so specified must be used as a

The location of Base joints relative to the extremities of islands and34.

of kerb bounded by joints (for example, at kerb noses).

At least one kerb tiebar must be placed in any discrete section35.

must cover the full end of the LCS.

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

A filler must be provided between the LCS and the abutment41 .

Types J7, J9, J10, J14, J15 or J16.

to as an "un-tied change point") must occur only at untied joint

The change from a tied longitudinal joint to an untied one (referred

joint Types J2, J7, J14, J15, J16, or at free edges.

Longitudinal joints (Types J1, J2, J4 and J5 ) may terminate only at31.

Stirrup length need not be changed to suit specific cases.

maximum and might be greater than 100 mm in some cases.

mesh. Bottom cover on stirrups is 50 mm minimum but there is no

of the anchor axis. Anchor stirrups must be lapped to the pavement

At anchors, there must be no transverse mesh laps within 1.3 m16.

a continuous line.

Group (a) joints must not be intermixed with Group (b) joints to form

Types P14 to P16 may be intermixed.(b)

a continuous line;

Contraction joints (Types P8 to P13) may be intermixed to form(a)

intermixed within the following groupings:

between free edges (as defined). Differing joint types may only be

Untied joints Types P8 to P16 (inclusive) must be continuous22.

unless specifically shown otherwise.

shown otherwise. Tiebars must not be provided in Type J6 joints

Outer edges are either Type J6b or J6c joints unless specifically27.

located within the specified joint zone.

without longitudinal joints but, if joints are required, they must be

and/or free edges. Hence, LCS may be paved in large widths

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

planned location of base joints.

must be located within the zone 0.25 ± 0.15 m offset from the

LCS longitudinal joints (if required by the nominated paving method)39.

ANCHORS

Location

type

Anchor

details

Warrant

details

Design

At structures 12 or 18

On grade 12

6

12

-(b)

towards the flexible pavement at > 4%.

The Type 6 should be replaced with a Type 12 if the grade falls(b)

The length of rigid pavement required to be restrained by that anchor.(a)

NOTES

(a)

> 25 mrestrained length (ii)

≤ 25 mrestrained length (i)

Flexible pavement interface :

(a)

A stamp is not required under proposed AC surfacing.

Anchor slabs are always reinforced so need not be stamped (R).

Stamps should preferably be placed within low trafficked areas.

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

The imprint must be in accordance with CJ-07 Detail Q, and

at each deflection in alignment.(ii)

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

the anchor centreline and:

Anchors must be identified by a surface stamp placed above(b)

Anchors must be provided in accordance with the following table.(a)

a combination of Type 6 and Type 12.Type 18 :●

1.2 m deepType 12 :●

0.6 m deepType 6 :●

Anchor types are:13.

CJ-13 CJ-05, CJ-06

CJ-13 CJ-13

CJ-13

CJ-13 CJ-13

The thickness must be constant within the length L .

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

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

(denoted D ) must not be less than the greater of: (a) the specified

At bridge approaches the thickness of the terminal leg base15.

Reserved.20.

longitudinal joints.

logistics. They must be aligned at an angle of 90° ± 6° to the adjacent

Joints J7 and J10 may be used as required to suit construction

joints, that is, in lieu of a Type J9.

Type J10 located to coincide with the regular pattern of contraction(b)

to a transverse contraction joint, or;

Type J7 (tied) located within the slab length not closer than 1.5m(a)

Transverse construction joints may take either of the following forms:21.

S

design brief.

In new work: L = 8.0 ± 0.5 m unless otherwise specified in the(b)

accordance with Note 22.

Where abutting existing concrete: to match existing joints and in(a)

Contraction joints (J9 - J13) must be spaced as follows:28.

next four adjacent joints.

Adjacent to terminal anchors, skew reduction must be limited to the

angles more acute than 84°.

slab dimensions but the skew must not be increased to yield corner

The skew may be reduced as necessary to achieve the specified

be constructed at 90° ± 2° to the control line.

Unless otherwise shown, transverse contraction joints must typically30.

kerb joints must be aligned at 90° ± 2° to the kerb line.

the kerb joint must be aligned with the Base joint. Otherwise,

Where the kerb is placed on top of, or integral with, Base pavement,

adjoining Base, in accordance with RMS R15.

Joints in kerbs (etc.) must be located to coincide with joints in the32.

(as long as they are also tied). Arris rounding 5 mm maximum.

"with shoulder" criteria for pavement thickness design purposes

and must not be extruded. Such kerbs are deemed to satisfy the

must be strength grade N32 (minimum) in accordance with AS 1379

Unless otherwise allowed, kerb types SA, SB, SC, SE, SK and SL33.

SLAB SHAPE REQUIREMENTS

Reserved.9.

Reserved.8.

governing the layout of joints, and compliance must be strictly observed.

Slab shape requirements are listed in Table 2.4. These are critical criteria7.

Corrugated plastic drainage pipe in accordance with RMS 3552.(f)

RMS 3222.

No Fines Concrete in subsurface drain in accordance with(e)

in the documents.

grade and drainage requirements, as specified elsewhere

The 200 mm depth is minimum only and is to be adjusted to suit(d)

into the base concrete.

(c) Geotextile wrapping is to be fully secured to prevent its intrusion

non-typical catchment exists.

(b) Drains are not required between adjacent anchors unless a

the subbase to the anchor.

grade falls away from the anchor, delete the drain and extend

on that side of the anchor falls towards the anchor. Where the

Anchor drains are only required where the longitudinal grade(a)17.

heavily trafficked lanes.

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

sheet CJ-04;

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

as follows:

shown, must be located within the zone offset from the lane lines

Longitudinal Base joints on through carriageways, unless otherwise19.

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

but rotated 90°.

Dimensions must be equivalent to those for the top joint,

the ingress of incompressibles during subsequent paving.

face of joints (in accordance with RMS R83) to prevent

(both temporary and permanent) must extend down the vertical

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

See Table 7.4.top and bottom cover:-

80 ± 20 mm.to joints and edges:-

placed to provide the following cover unless otherwise shown:

Nest mesh where possible to reduce lap thickness. Mesh must be

otherwise shown. Maximum of 3 layers of mesh at any one point.

Mesh reinforcement size must be in accordance with Table 7.2 unless5.

≥ N20: see RMS R83(iii)

N16: 525 mm minimum.(ii)

N12: 360 mm minimum.(i)

Bar laps must be as follows:(d)

listed in Table 11.4 unless otherwise specified.

must comply with AS 3679.1. Steel must be of the classifications

Steel reinforcement must be in accordance with AS 4671, dowels(c)

See Fig 11.2 for bar marking legend.(b)

Designs must cater for the specified debonding treatment.(a)4.

RMS DS2012/001329: Asphalt, Volume 1 - New Construction

Volume 6 - Supplementary Model Drawings

RMS DS2013/001947: Standard Pavement Subsurface Drainage Details

Volume 5 - Rigid Pavement Details


Volume 1 - Design and Location


Pavement

RMS DS2013/001895: Volume SF - Steel Fibre Reinforced Concrete

Pavement

RMS DS2012/001190: Volume CC - Continuously Reinforced Concrete

RMS DS2012/001191: Volume CP - Plain Concrete Pavement

AS/NZS 4671: Steel Reinforcing Materials

AS/NZS 3679.1: Structural Steel - Hot-rolled bars and sections

machine placed

AS 2876: Concrete kerbs and channels (gutters) - Manually or

AS 1379: Specification and Supply of Concrete

non-perforated plastic)

RMS 3552: Subsurface Drainage Pipe (corrugated perforated and

RMS 3222: No Fines Concrete (for subsurface drainage)

and Structures

RMS 3204: Preformed Joint Fillers for Concrete Road Pavements

RMS R83: Concrete Pavement Base

RMS R82: Lean Mix Concrete Subbase

RMS R63: Geotextiles

RMS R15: Kerbs and Gutters

NOTES

*

FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.

INDICATIVE ONLY.

SLAB WIDTHS MARKED ' ' AND ALL LANE WIDTHS ARE(e)

SHEETS CJ-05 AND CJ-06 FOR TYPE 12 ANCHOR DETAILS.

FOR DETAILS OF TYPES 6 AND 18 ANCHORS. REFER

REFER SHEET CJ-13 FOR ANCHOR WARRANTS AND(c)

04

MESH TYPE

FLEXIBLE

JRCP

PAVEMENT TYPES:(a)

DEMONSTRATION PURPOSES ONLY; SEE NOTE 1(b).

THICKNESS OF 240 mm BUT ARE INDICATIVE VALUES FOR

REINFORCEMENT DETAILS ARE BASED ON AN ADOPTED(b)

TYPICAL PLAN AND SECTIONS

SL82

DENOTES LCS JOINT ZONE, SEE NOTE 39.(g)

ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m).(h)

BRIDGE APPROACH SLAB.

J14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED(f)

FOR PAVEMENT EDGE DETAILS.

DRAINAGE DETAILS VOLUME 1 - DESIGN AND LOCATION

REFER TO RMS STANDARD PAVEMENT SUBSURFACE(d)

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4.3

3.8

1.9

*

*

*

2.5

3.5

3.5

0.5 L

AN

ES

SL

AB

BA

SE

TYP

8.0 C/C

0.5 L

AN

ES

SL82

SL82 8SL92OR

8SL82

SL82

9

MA

X

4.3

17 13

MIN

1.5

MIN

1.5

SL102

SL92

SL102

SL82

MA

X

4.3

17

SL82

SL102

SL92

9

17SL92

SL102

SL92

SL82

SL82

SL82

*

*

OR

8 17

2.0

2.5

3.5

4.0

4.0*

*

9 KERB

1

-

1

-

2

-

2

-

E1-N12

UNOJ9

E1-N12

LA

NE

S

SL

AB

BA

SE

SEE NOTE 25

SL

AB

BA

SE

FLEXIBLE

TYPE 12, SEE NOTE (c)

TERMINAL ANCHOR

INTERMEDIATE ANCHOR TYPE 12

7

13

J9J9

9

13

9

13

3.0

4.0

J1 J2

J6

J6

J2

J2

J2

J9

J9

J7

J7

J9

J1 J2

J6

J2

J2

J6

1

-

OR

8 17

MIN

1.5

TYP

1.0 MIN

TYP

1.0 MIN

TY

P

1.0 M

IN

TY

P

1.0 M

IN

8 JRCP

TY

P

1.0 M

IN

JRCP

OR

JRCP *

3.8

4.3

3.9

*

*

SL

AB

BA

SE

TYP

8.0 C/C

1.0

3.5

3.5

3.5

SL82

SL82

SL82

17 8

MIN

1.5

9

1.9*

3.8

4.3*

*

8

E1-N12

OROR

AP

PR

OA

CH

BRID

GE

(f)

BRID

GE

SL

AB

BA

SE

UNOFOR CORNER ANGLE LIMITS

SEE TABLE 2.4

NOTE (e)*

FIGURE 4.1SCALE 1:500

DIMENSIONS IN METRES (m)

7

13

TYPE 6 ANCHOR

FLEXIBLE

TYPE 12 SEE NOTE (c)

TERMINAL ANCHOR

FLEXIBLE

7

13

SEE NOTE (c)

TERMINAL ANCHOR TYPE 12J9

J14

J1 J2

J6

J2

J6

1

-

J6

J2J1

J2

J6

J7

J6

J7

J9

J2J1

J9

J2

J14

J2

J9J9

J2

J9J7J9

J2J1

E1-N12

* **

SHOULDER

0.5 MIN

1.9 4.3 3.8

SHOULDER

2.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

0.5 MIN

0.6 TYP

NOTE 19

0.2 ± 0.1

NOTE 25

J6 J1

0.05 MIN

0.05 MIN0.05 MIN

0.05 MIN

(g)

0.25 ± 0.15

(g)

0.25 ± 0.15 (g)

0.25 ± 0.15

(g)

0.25 ± 0.15

(g)

0.25 ± 0.15

(g)

0.25 ± 0.15

J6

JRCP

LCS

SMZ

JRCP

LCS

SMZ

J6J6

SHOULDER

2.5

TRAVEL LANE

3.5

SHOULDER

1.0

PREFERRED

1.85 ± 0.35

*

TYPICAL CROSS SECTION

J2

SECTION

SCALE 1:100 -

1

NOTE (e)

J1 J2

SECTION

SCALE 1:100 -

2

*NOTE (e)

05

NOTES

BRIDGE APPROACH PLANS

TABLE 5.1: KEY TO FIGURE 5.2

A suggested setout sequence is as follows:

SYMBOL DIMENSION LIMITS

W1 to W4 Slab Width W1 to W4

Φ° 1 8

T1, T2, T3: Tiebar spacing in type F2 joints

Corner Angles (Φ° to Φ° )

Design as per TABLE 7.1

70° preferred minimum, (60° absolute minimum)

Apply slab widening at point 'C' to achieve the angle limit of 70° minimum.(c)

5 6 7

specified to avoid reflective corner cracking.

The minimum offsets from adjoining Type J1/J2 and F2 joints (at points 'D', 'E' and 'F') are

should be approximately 90° ± 6° and approximately equal. Check dimensions 'W1' to 'W4'.

Locate the skewed Type F2 joints, they need not be parallel but angles Φ , Φ and Φ(d)

Table 5.1 Notes:

20.0 m maximum.that isCheck that the dimensional limit on the far side is satisfied,

Locate the anchor relative to the approach slab at the nearest side (top side in this diagram).(a)

For reinforcement in SFCP-R terminal slabs and in terminal anchors refer to Tables 11.1 and 11.5.(e)

of 84° minimum.

limits. Radiate to point 'B' such that the resulting angle at 'B' complies with the target minimum value

Locate the Type F71 joint (marked 'A - B' on this diagram). Locate point 'A' according to dimensional(b)

4.5 m maximum, 1.0 m minimum

SEE ALSO SHEET CJ-13.b)

FOR NUMERIC NOTES REFER SHEET CJ-03.a)

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F

L

5

06

SLAB

APPROACH

BRIDGE

ISO

LA

TIO

N J

OIN

T

NTS

SFCP-R

SFCP-R

SFCP-R

ANCHORC

FOR ROAD SKEW 60° ≤ < 84°

TERMINAL DESIGN AT BRIDGES

FIGURE 5.3

L

4

06

NTS

ANCHORC

Q

07

FIGURE 5.1

FOR ROAD SKEW ≥ 84°


ISO

LA

TIO

N J

OIN

T

SLAB

APPROACH

BRIDGE

BRIDGE SKEW

ROAD SKEW

J2

J6

J6

A

J1

J14

90° ± 6°

F14

F2

F71

F2

A

A

ORJ2

90° ± 6°

N

-

A

L

L

MIN

1 100

MIN

L 1 500F

3 000 MAXL 10 900 MAX

(f)

(f)

90° ± 6°

J9 J9 J9

8 000 TYPICAL

S

2

LMAX

SL SL SL

J2

J6

J6

J1OR

J2

J9 J9

8 000 TYPICALSL SL

S

2

LMAX

SL

SEE NOTE 28

8 000

1 500 MIN

L 4 000 MIN

SEE NOTE 28

8 000

1 500 MIN

L 4 000 MIN

J9

NOTE (f) CJ-04

NOTE (f) CJ-04

L 12 000 MAX

Q

07

L 12 000 MAX

6

06

6

06

MIN

1 0

00

MIN

1 0

00

MIN

1 0

00

W2

W3

Φ°

3

2

1

6

7

8

5

SFCP-R

SFCP-R

SFCP-R

A

D

E

F

B

C

SLAB

APPROACH

BRIDGEBRIDGE

SFCP-R

TO ACHIEVE Φ° = 70° MIN

LOCALISED WIDENING

4

84°(+6°,-0°)

NTS

FIGURE 5.2

(See also Table 5.1)

T3

T2

T1

Φ°

Φ°

F2

F2

F2

J6

A

F14

N

-

Q

07

ANCHORC

W1

A

Φ°

Φ°

F71

Φ°

4

1 700 MIN

W4

Φ°

L 1 500 MIN 1 100 MIN

L

F

L

F

Φ°

TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW < 60°

J2

L 20 000 MAX SEE TABLE 5.1 NOTE (e)

(f)

J2OR

J1

J6

8 000 TYPICALSLSL

S

2

LMAX

SL

L 4 000 MIN

1 500 MIN

SEE NOTE 28

8 000

J9 J9

NOTE (f) CJ-04

90° ± 6°

L 18 900 MAX 3 000 MAX

DETAIL

SCALE 1:50

N

-

OF BOTTOM MESH

MESH AND TOPSIDE

UNDERSIDE OF TOP

BARS TO BE TIED TO

CO

VE

R

80 ± 2

0

FOR SKEW < 84°

IN TERMINAL SLABS

CORNER REINFORCEMENT

SEE TABLE 11.2

2-K-N20 T & B

Ø100 PIN

BEND ON

Φ°/3

Φ°/3

Φ°/3

Φ°

06

BRIDGE APPROACH SECTIONS

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BRIDGE DRAWINGS

(SEE NOTE 14)

CONSTRUCTION JOINT

SUBGRADE BEAM

FILLER

30 ± 10

L

MESH M2 (TOP ONLY)

(TY

PE 1

2)

1 2

00

MIN

600

LCSLCS

L

SECTION

SCALE 1:50 05

4

JRCP

BA

SE

D

BRIDGE SKEW

ROAD SKEW

FOR ROAD SKEW ≥ 84°


*

***

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

SUBGRADE BEAM

L

LCS

L

SECTION

SCALE 1:50 05

5

N

05

*

M

-

SFCP-R

F

SECTION

SCALE 1:50 05

6

FOR ROAD SKEW < 60°


ALL EDGES

50 MIN COVER

FILLER

30 ± 10

(SEE NOTE 14)

CONSTRUCTION JOINT

MESH M2 (TOP ONLY)

(TY

PE 1

2)

1 2

00

LCS

BA

SE

D

**

M

-

*

*

ALL EDGES

50 MIN COVER

MIN

600

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

SUBGRADE BEAM

L

LCS

L

N

05

*

SFCP-R

F

FILLER

30 ± 10

(SEE NOTE 41)

(SEE NOTE 14)

CONSTRUCTION JOINT

MESH M2 (TOP ONLY)

(TY

PE 1

2)

1 2

00

LCS

BA

SE

D

**

M

-

*

*

ALL EDGES

50 MIN COVER

MIN

600

BRIDGE

BRIDGE

BRIDGE

J9 J9F14 F71

F14 F71 J9

LC

S

S

LC

S

S

LC

S

S

3 EACH SIDE OF ANCHOR

A2-N12- -350

F-N16- -300


A2-N12- -350

F-N16- -300


A2-N12- -350

F-N16- -300

TERMINAL SLAB

(SEE NOTE41) (SEE NOTE41)

FOR ROAD SKEW 60° ≤ < 84°


TERMINAL SLAB

SEE DETAIL

(T & B)

2-K-N20- -NA

G1-N16- -300

6-H-N16- -NA

SEE DETAIL

(T & B)

2-K-N20- -NA

G1-N16- -300

6-H-N16- -NA

G1-N16- -300

6-H-N16- -NA

SEE TABLE 11.5

COVER 80 ± 20

MESH M2 (T & B)

SEE TABLE 11.5

COVER 80 ± 20

MESH M2 (T & B)

SEE TABLE 11.5

COVER 80 ± 20

MESH M2 (T & B)

TIEBAR E5

TIEBAR E5

STIRRUP LAPS SEE NOTE 16

SLAB REFER TO

BRIDGE APPROACH



50 NOM 50 NOM

50 NOM

1 100 MINL

1 100 MINL

*DENOTES SEE FIGURE 11.2



J14

JRCP

TERMINAL SLAB

1 500 MINLEG LENGTH (L )

S

2

LMAX

MESH M1

S

2

LMAX

JRCP

MESH M1

JRCP

S

2

LMAX

JRCPJRCP

MESH M1



SEE NOTE 15

THICKENING D

SEE NOTE 15

THICKENING D

SEE NOTE 15

THICKENING D PLASTIC DRAINAGE PIPE (3552)

Ø65 CORRUGATED PERFORATED

250 × 250

DETAIL

SCALE 1:10

M

-

NO FINES CONCRETE (3222)

MIN

200

ANCHOR FILLETS

(±100) (±100)

MIN

200

SEE NOTE 17 CJ-03

WRAPPED IN GEOTEXTILE (R63)

SUBSURFACE DRAIN

07

TIEBAR AND MESH DESIGN

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MESH M1

LD

LL

BRIDGE

MESH M2

L

Refer to Fig 11.1 and Table 11.5.(b)

(a)

(b)BASE THICKNESS 'D' (mm)

< 3.1 6 6 6 7 7 8

180 200 220 240 260 280

6 6 7 8 8 9

7 7 8 9 9 10

7 8 9 10 11 11

8 9 10 11 12 12

9 10 11 12 13 14

10 11 12 13 14 15

11 12 13 14 15 16

11 12 14 15 16 17

12 13 15 16 17 18

13 14 16 17 18 20

> 8.0

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

See Note (f)

Bridge Approach Terminal Slabs

Table 7.1 Notes:

(m)

(RED)

Distance

Relief-edge

[1 330]

[1 330]

[1 140]

[1 140]

[1 000]

[1 330]

[1 140]

[1 000]

[1 140] [1 000]

[1 140] [1 140]

[1 000]

[1 000][1 330] [1 330]

[890]

[800]

[890]

[800]

[890]

[800]

[890]

[800]

[890] [800][1 000]

[730]

[730]

[670]

[670]

[730]

[730]

[670]

[730]

[670]

[670]

[730] [730]

[620]

[670]

[620]

[570]

[620]

[570]

[620]

[570]

[620]

[570]

[570]

[670]

[530]

[500]

[530]

[530]

[530]

[500]

[470]

[470]

[500]

[500]

[470]

[440]

[400][440]

J9 J9L

FOR COVER SEE TABLE 7.4

TABLE 7.2: MESH REINFORCEMENT

Number of tiebars per 8.0 m slab and average tiebar spacing (mm)

TABLE 7.1: TIEBAR NUMBER AND SPACINGS

abutting bridge or pavement).

L relates to the nearest relief edge (not necessarily to the(a)

Table 7.2 Notes:

For cover to mesh see Sheet CJ-06.(c)

Maximum tiebar spacing is 1 400 mm.(h)

number. Adjust cover to joints as per Fig 7.1 and bar spacings similar to that shown.

tiebar spacing is not to be less than tabulated value for 8.0 m slab, round up tiebar number to next whole

For slabs of length other than 8.0 m, proportion the tiebar numbers according to the length. Average(g)

The total tied width is typically limited to 16 m, hence the maximum relief-edge distance should be 8 m.(f)

widening.

The value for RED must make allowances for stress contributors such as connected kerbs and for future

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

of the specified number of bars per slab.

Place tiebars at the spacing shown, with a tolerance of ± 20% on individual bars subject to the provision(d)

Space the remaining tiebars evenly in between.●

Provide 300 mm - 1 000 mm clearance from end tiebar to transverse contraction joints.●

as follows:

The table shows average tiebar spacings over an 8.0 m slab length. Actual tiebar spacings determined(c)

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

spacing based on 12 mm deformed 500N steel and a value of interlayer friction µ = 1.5.

Spacings are indicative only. Provide no fewer than the number of tiebars shown per slab. Tiebar(a)

S

Typical JRCP slabs

SEE TABLE 7.3

BASE THICKNESS 'D' (mm)

8.1 - 9.0

9.1 - 10.0

Table 7.3 Notes:

TABLE 7.3: SLAB REINFORCEMENT M1

(a),(b)Mesh size M1 and Upper limit on RED (m)

(c)

(e)S

150 - 160 170 - 190 200 - 220 230 - 240 250 - 260

≤ 8.0

10.1 - 11.0

11.1 - 12.0

12.1 - 14.0

14.1 - 16.0

16.1 - 18.0

18.1 - 20.0

9.0

SL82

(m)

L

length

Slab

9.0

SL82

9.0

SL82

9.0

SL82

9.0

SL82

9.0

SL82

9.0

SL82

9.0

SL82

11.0

SL92

7.5

SL82

7.5

SL82

7.5

SL82

7.5

SL82

7.5

SL82

7.5

SL82

9.5

SL92

9.5

SL92

6.5

SL82

6.5

SL82

6.5

SL82

6.5

SL82

6.5

SL82

8.0

SL92

8.0

SL92

6.0

SL82

6.0

SL82

6.0

SL82

6.0

SL82

6.0

SL82

7.5

SL92

5.5

SL82

5.5

SL82

5.5

SL82

5.5

SL82

7.0

SL92

7.0

SL92

10.0

SL102

10.0

SL102

9.0

SL102

8.5

SL102

5.5 / 11.0

RL818 / SL81(d)

Base Thickness = Concrete base + asphalt surfacing.(e)

RED of 5.5, SL81 is required to meet transverse demands (up to RED = 11.0).

5.5m (that is to cater for longitudinal unplanned cracking, for example). Hence, beyond

Two options are given (for demonstration purposes). RL818 has an upper RED limit of(d)

values, a mesh with higher transverse capacity is required.

thickness and transverse bar capacity in the nominated mesh. For RED exceeding these

This constitutes the safe upper limit on RED for the specific cell parameters, that is base(c)

empirical experience.

As a matter of policy, a minimum mesh of SL82 has been adopted on the basis of(b)

likelihood of higher relief-edge distances (RED) in JRCP.

used in Volume CP) is justified by the effect of the longer slab lengths and the increased

Calculations are based on a value of interlayer friction μ = 2.0. The increase (from the 1.5(a)

J9

[890]

11.5

SL102

9.0

SL102

5.5 / 11.0

RL818 / SL81(d)

6.0 / 12.0

RL818 / SL81(d)

TIEBARS

NTS

FIGURE 7.1

MINIMUM TIEBAR OFFSETS FROM JOINTS

J6

J6

J2

MIN

150

MIN

150

MIN

150

MIN

300J7

J1

J9

DETAIL

SCALE 1:5

Q

05

90 ± 5

CIRCULAR SURROUND

SURFACE STAMP FOR ANCHOR SLABS

See Note 13(b)

50 ± 5

D

TIEBARMESH M1

T

T

T

B

T

B

MESH ROTATION; SEE NOTE (a)

TABLE 7.4: COVER TO MESH M1 AND TIEBARS

Minimum covers (mm)

Mesh Tiebars

D (mm)

Base depth

T B

180

200

220

240

260

280

60

60

70

70

80

80

80

90

60

70

70

80

90

70

80

90100

110

120

130 100

100

110

120

Table 7.3 Note:

M

Top cover

M

Bottom cover

T BT

Top cover

T

Bottom cover

M

M

mesh cover.

For base depth between values use next thicker base depth for(b)

factors such as lapping requirements.

below the transverse bars, unless the rotation is dictated by other

Mesh M1 can be placed with longitudinal bars either above or(a)

08

JOINT DETAILS - SHEET A

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J

10

D

DE

PT

H O

F B

AS

E

J1

JRCP

LCS

JRCP

E1-N12-1000-JP

LONGITUDINAL: TIED AND SAWN

JOINT TYPE

30 MIN COVER

LCS

J2

JRCP JRCP

E1-N12-1000-JP

LONGITUDINAL: TIED AND FORMED

JOINT TYPE

CAST FIRST

D

DE

PT

H O

F B

AS

E

AS PER TABLE 10.2

CORRUGATIONS

250 MIN

J2d

LONGITUDINAL: FORMED AND DRILL-TIED

JOINT TYPE

DE

PT

H O

F B

AS

E

D

DRILLED AND FIXED, SEE NOTE 6(c).

E4-N12-750-JP

JRCP

LCS

JRCP

T

10OR SCABBLE DETAIL

AS PER TABLE 10.2

CORRUGATIONS

OR

H

10

J4b J4c

JRCP

LCS

JRCP

LONGITUDINAL: UNTIED AND FORMED

JOINT TYPE

H

10

D

DE

PT

H O

F B

AS

E

JRCP

LCS

JRCP

D

DE

PT

H O

F B

AS

E

J5

LONGITUDINAL: UNTIED AND SAWN

JOINT TYPE

DE

PT

H O

F B

AS

E

D

JRCP

LCS

JRCP

LCS

50 MIN

L

10

L

10

J6b

(NO FUTURE BASE WIDENING PROPOSED)

J6c

(WHERE PAVEMENT WIDENING IS ANTICIPATED)

J6

(SEE NOTE 27)

AS PER TABLE 10.2

CORRUGATIONS

LCS

J7

JRCP JRCP

CAST FIRST

D

DE

PT

H O

F B

AS

E

AS PER TABLE 10.2

CORRUGATIONS

250 MIN

P7d

DE

PT

H O

F B

AS

E

D

DRILLED AND FIXED, SEE NOTE 6(c).

E8-N12-750-500

JRCP

LCS

JRCP

T

10OR SCABBLE DETAIL

AS PER TABLE 10.2

CORRUGATIONS

(AT START AND STOP OF DAILY PAVING OPERATIONS. SEE NOTE 21)

TRANSVERSE CONSTRUCTION: FORMED AND TIED

JOINT TYPE

TRANSVERSE CONSTRUCTION: FORMED AND DRILL-TIED

JOINT TYPE

(SEE NOTE 21)

SEE TABLE 7.4 SEE TABLE 7.4

SEE TABLE 7.4

500 ± 35 500 ± 35 500 ± 35

500 ± 35 500 ± 35

60 MIN COVER

EXISTING

BUTT EDGE

JOINT TYPE

CORRUGATED EDGE

JOINT TYPE

60 MIN COVER

EXISTING

LONGITUDINAL OR TRANSVERSE

JOINT TYPE

(AT EDGE OF NEW TO EXISTING PAVEMENT)

SEE NOTE 26 FOR CONSTRUCTION OPTIONS

J4c: CORRUGATIONS AS PER TABLE 10.2

ORJ4b: BUTT JOINT

LCS

D

DE

PT

H O

F B

AS

E

F71

SEE TABLE 7.4

500 ± 35MESH M2 SEE TABLE 11.5

SFCP-R

AS PER TABLE 10.2

CORRUGATIONS

(IN TERMINAL SLABS. FOR COVER SEE NOTE 5)

LCS

F2

E1-N12-1000-JP

LONGITUDINAL: TIED AND FORMED

JOINT TYPE

CAST FIRST

D

DE

PT

H O

F B

AS

E

AS PER TABLE 10.2

CORRUGATIONS

SEE TABLE 7.4

500 ± 35

SFCP-R SFCP-R

LCS

LONGITUDINAL: UNTIED AND FORMED

JOINT TYPED

DE

PT

H O

F B

AS

EF4

H

10 SEE NOTE 26 FOR CONSTRUCTION OPTIONS

F4c: CORRUGATIONS AS PER TABLE 10.2

ORF4b: BUTT JOINT

SFCP-R JRCP

E7-N12-1000-500

E5 - SEE TABLE 11.5.

JRCP

SFCP-JRCP TRANSVERSE: FORMED AND TIED

JOINT TYPE

MESH M1 MESH M1 MESH M1 MESH M1 MESH M2 MESH M2 MESH M1 MESH M1

MESH M1 MESH M1 MESH M2 MESH M2 MESH M1 MESH M1 MESH M1 MESH M1

MESH M1 MESH M1 MESH M1 MESH M1

400 MAX

50 MIN

09

JOINT DETAILS - SHEET B

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O:\Pave

ments\P

1702 - Rigid P

ave

ment

Construction Sta

ndard Dra

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RC

P\draft1\M

D.R

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J_09.d

gn

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225 ± 25

J9

D

DE

PT

H O

F B

AS

E

LCS

JRCP JRCP

225 ± 25

H

10

D

DE

PT

H O

F B

AS

E

J10

JRCP

LCS

JRCP

FOR OPTIONS

SEE NOTE 26

225 ± 25

H

10FOR OPTIONS

SEE NOTE 26

D

DE

PT

H O

F B

AS

E

JRCP

LCS

JRCP

J10d

E

10

D

DE

PT

H O

F B

AS

E

JRCP

LCS

JRCP

J11

(ALLOWED IN UNTRAFFICKED AREA ONLY)

E

10

D

DE

PT

H O

F B

AS

E

JRCP

LCS

JRCP

J12

225 ± 25

(ALLOWED IN LIGHT TRAFFIC AREAS ONLY)

D

DE

PT

H O

F B

AS

E

JRCP

LCS

JRCP

J13b

H

10FOR OPTIONS

SEE NOTE 26

(ALLOWED IN UNTRAFFICKED AREA ONLY)

F

10

D

DE

PT

H O

F B

AS

E

200

J14

OR IN ROUNDABOUT / INTERSECTION)

(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE

LCS

JRCPBRIDGE APPROACH ETC.

CONCRETE BASE OR

F

10

D

DE

PT

H O

F B

AS

E

J15

LCS

JRCPBRIDGE APPROACH ETC.

CONCRETE BASE OR

(ISOLATION JOINTS IN LIGHT TRAFFIC AREAS ONLY)

JRCP

LCS

JRCP

F

10

J16

D

DE

PT

H O

F B

AS

E

S

10DOWEL CAP

225 ± 25

D

DE

PT

H O

F B

AS

E

LCS

J17

30 MIN COVER

L

10

200

J18

600

JRCP

LCS

D

DE

PT

H O

F B

AS

E

(AT JOINT WITH SIDE ROAD OR CROSS OVER)

50 MIN

50 MAX

STEEL - FLOAT FINISH

N32 CONCRETE WITH

SUBGRADE BEAM GRADE


N32 CONCRETE WITH

SUBGRADE BEAM GRADE

300 ± 30300 ± 30

80 ± 20 COVER

MESH M3

80 ± 20 COVER

MESH M3

600

D/2 ± 25

OF DOWEL MIN 275

DEBOND THIS END

SEE TABLE 11.3 FOR DIAMETER

DOWELS 450 LONG AT 300 C/C

OF DOWEL MIN 275

DEBOND THIS END



D/2 ± 25

CAST FIRST

D/2 ± 25

OF DOWEL MIN 275

DEBOND THIS END

EXISTING


DRILLED & FIXED INTO EXISTING SLAB

DOWELS 450 LONG AT 300 C/C,



D/2 ± 25

D/2 ± 25



OF DOWEL MIN 275

DEBOND THIS END

OF DOWEL MIN 275

DEBOND THIS END

TRANSVERSE CONTRACTION: SAWN AND DOWELLED

JOINT TYPE

TRANSVERSE CONTRACTION: FORMED AND DOWELLED

JOINT TYPE

TRANSVERSE CONTRACTION: FORMED AND DRILL-DOWELLED

JOINT TYPE

TRANSVERSE CONTRACTION: KNIFED

JOINT TYPE

TRANSVERSE CONTRACTION: KNIFED AND DOWELLED

JOINT TYPE

TRANSVERSE CONTRACTION: FORMED (BUTT)

JOINT TYPE

ISOLATION: WITH SUBGRADE BEAM

JOINT TYPE

ISOLATION: WITHOUT SUBGRADE BEAM

JOINT TYPE

EXPANSION: DOWELLED

JOINT TYPE

HINGE: TIED AND SAWN

JOINT TYPE

(FOR COVER SEE NOTE 5)

F14

DE

PT

H O

F B

AS

E

D

F

10

OR IN ROUNDABOUT / INTERSECTION)

(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE

LCS

SFCP-RBRIDGE APPROACH

200

300 ± 30300 ± 30


N32 CONCRETE WITH

SUBGRADE BEAM GRADE

80 ± 20 COVER

MESH M3

600

K-N20

(FOR COVER SEE NOTE 5)

MESH M2 SEE TABLE 11.5

D

10

(SEE NOTE 21)

ISOLATION: WITH SUBGRADE BEAM

JOINT TYPE

CAST FIRST

JRCP JRCP

J

10

LONGITUDINAL EDGE: FORMED WITH SUBGRADE BEAM

JOINT TYPE

MESH M1 MESH M1 MESH M1 MESH M1 MESH M1 MESH M1

MESH M1MESH M1 MESH M1 MESH M1 MESH M1 MESH M1

MESH M2 MESH M1

MESH M1 MESH M1ACROSS JOINT

CONTINUOUS

MESH M1

MESH M1

10

JOINT DETAILS - SHEET C

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O:\Pave

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1702 - Rigid P

ave

ment

Construction Sta

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NEW SLAB

FACE

SCABBLED

D

20 10

12

CORRUGATIONS

NUMBER OF

< 200

200 - 240

> 240 3 or 4

3 or 4

3 9 ± 3

10 ± 3

12 ± 3 30

25

15 50

50

45

FL

AT

g

CURVED PROFILE

REPLACED BY

FLATS MAY BE

d

HEIGHT

CORRUGATION

h

VERTICAL FACE

v

VERTICAL FACE

v

d

BUTT FACE

D/3 MAX

45 MIN

BUTT FACE

25 ± 15

Table 10.2 Notes:

DEPTH

CORRUGATION

d

VE

RTIC

AL

50 ± 5

VE

RTIC

AL

50 ± 5

BA

SE

D

THIC

KN

ES

S

FIRST-PLACED FACE

CORRUGATIONS

CONCAVE

NUMBER OF

< 200

200 - 230

3 9 ± 3

9 ± 3

8 ± 2

TOP AND BOTTOM

CORRUGATIONS

CONCAVE

TYPE S: FULL CORRUGATIONS

8 ± 2

> 250 9 ± 3

3

4

4

4

OR

TYPE SNTS

'D' (mm)

THICKNESS

BASE

'd' (mm)

DEPTH

CORRUGATION

TABLE 10.2: JOINT CORRUGATION DESIGN

The top and bottom corrugations must be concave in the first-placed face (that is, convex on the form).(b)

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

TYPE F: CORRUGATIONS LINKED BY FLATS

> 230 ≤ 250

BA

SE T

HIC

KN

ES

S

D

FL

AT

g'D' (mm)

THICKNESS

BASE

'd' (mm)

DEPTH

CORRUGATION

HEIGHT 'h' (mm)

CORRUGATION

MINIMUM

(mm)

FLAT 'g'

MINIMUM

'v' (mm)

VERTICAL

MINIMUM

FORM SECTION

TYPICAL

CORRUGATION DEPTH

TYPE FNTS

SCABBLED JOINT FACE

T

09

DETAIL

NOT TO SCALE

T

08

DEVELOPMENT OF SAWCUT AND SILICONE SEAL JOINT

FIRST SAWCUT

3 ± 1

SAWCUT

WIDENING

SILICONE SEALANT

D/4

010

+ –

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

D1 - PRELIMINARY SEALING D2 - TEMPORARY SEALING D3 - PERMANENT SEALING

SEE NOTE 36

SEAL FULL FACES

SILICONE SEALANT

WIDENING SAWCUT

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

INITIAL CRACK INDUCER

D/4

010

+ –

SILICONE SEALANT

DEBONDING STRIP

JOINT FILLER

SW

DS

RS

SEE TABLE 10.1

JOINT DIMENSIONS

SAWCUT

3 ± 1

010+

–

SILICONE SEALANT

5 ± 3

8 ± 2

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

D/4

TRANSVERSE

010+

–D/3

LONGITUDINAL

H

09

J

09

SILICONE SEALANT

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

W S

DJ

DS

RS

D/3

010

+ –

(WHERE APPLICABLE)

INDUCING SAWCUT

SEE TABLE 10.1

JOINT DIMENSIONS;

SEAL

TEMPORARY

SEAL

TEMPORARY

SEAL

TEMPORARY

SEE NOTE 26

SEALANT RESERVOIR

D (mm)

Joint depth

4.6 < L ≤ 6.5

6.5 < L ≤ 8.0

8.0 < L ≤ 9.5

≤ 4.6 2.1

9.5 < L ≤ 11.5

11.5 < L ≤ 13.0

13.0 < L ≤ 15.0

2.9

3.5

4.0

4.4

4.8

6.0

7 (+3, -0)

9 (+3, -0)

10 (+3, -0)

11 (+3, -0)

12 (+4, -0)

14 (+4, -0)

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

11 (+4, -0)

10 (+4, -0)

9 (+3, -0)

8 (+3, -0)

8 (+3, -0)

7 (+3, -0)

25 ± 4 14 (+4, -0)

5 ± 3

5 ± 3

6 ± 3

6 ± 3

7 ± 3

8 ± 4

10 ± 3

8 ± 2

8 ± 2

8 ± 2

8 ± 2

10 ± 4

10 ± 4

12 ± 4

10 ± 4 12 ± 4 50 ± 5

50 ± 5

45 ± 5

45 ± 5

45 ± 5

40 ± 5

35 ± 5

35 ± 5

(a)S S

longitudinal

≤ 18

tyre penetration.

Longitudinal width limited to 18 mm in order to minimise

Contractions

S

J

Recess R (mm)

Width W (m)

or

Slab Length L

Opening (mm)

Joint

Design

W (mm)

Width

Sealant

D (mm)

Depth

Sealant

expansions

Isolations and

TABLE 10.1: UNTIED JOINTS - SILICONE SEALANT DIMENSIONS

JS1

JS2

JS3

JS4

JS5

JS6

JS7

label

Sealant

Joint

JS9

Table 10.1 Note:

approach slabs

Bridge

J14 and F14 at

SW

DJ

DS

RS

SW

DS

RS

SW

DJ

DETAIL

SCALE 1:1

D

09

DETAIL

SCALE 1:1

E

09

DETAIL

SCALE 1:1

F

09

DETAIL

SCALE 1:1

J

08DETAIL

SCALE 1:1

H

08

the two slabs abutting the joint under design. Tied joints (such as J7) are ignored in the measurement of length or width.

Slab length (in the case of transverse joints) or tied width (in the case of longitudinal joints) is calculated as the average of(a)

LOW SIDE / EDGE DETAILS HIGH SIDE

D

OF B

AS

E

DE

PT

H

EDGE OF CONCRETE

EDGE DETAILS

DETAIL

SCALE 1:20

L1

-

DETAIL

SCALE 1:20

L2

-

DETAIL

SCALE 1:20

L

08

LCS LCS

J6 J18

FLEXIBLE PAVEMENTS

(b) HIGH SIDE AT TRAFFICKED

(a) LOW SIDE OF ALL CONCRETE PAVEMENTS, AND

APPLICATIONS :

(a) HIGH SIDE VERGE

APPLICATIONS :

/ EDGE DETAILSJ6 J18

L

09

60 MAX

60 MIN

CROSSFALL

EDGE OF CONCRETEBASE

DRAINAGE DETAILS VOLUME 5

PAVEMENT SUBSURFACE

WITH RMS STANDARD

GEOTEXTILE IN ACCORDANCE

JRCP JRCP

DETAILS VOLUME 5

SUBSURFACE DRAINAGE

STANDARD PAVEMENT

ACCORDANCE WITH RMS

EDGE DRAIN IN

FLEXIBLE PAVEMENT

VERGE OR TRAFFICKEDFLEXIBLE PAVEMENT

VERGE OR TRAFFICKED

SW +10(±5)

DOWEL

FILLER

DETAIL

NOT TO SCALE

S

09

DOWEL CAP

11

REINFORCEMENT DETAILS

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1702 - Rigid P

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Construction Sta

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

TABLE 11.1: REINFORCEMENT SCHEDULE AND BAR SPACING

N12A2 1 Transverse bars above anchors To suit slab width

(c)

(a)

N12 1.0E1 1E2 is acceptable alternative in J1 joints

Tiebars in longitudinal jointsSee jointing plan and Table 7.1

E2 N12 7alternative to E1 for J1 joints

Tiebars in longitudinal joints1.0(b) See jointing plan and Table 7.1

E4 N12 1 or 22 Drilled tiebars in longitudinal joints 0.75 See jointing plan and Table 7.1

E5 N12 or N16 1 Tiebars in joints F71 1.0 See Table 11.5

E7 N12 1 Tiebars in J7 joints 1.0 500

N12 500E8 1 or 22 Drilled-ties in J7d joints 0.75

300F N16 4 Anchor stirrup -

300G1 N16 3 -Anchor stirrup - Type 12 anchors

300G2 N16 3 -Anchor stirrup - Type 6 anchors

H N16 1 Anchor barsSee note 14

To suit slab width6 per anchor

J1 N12 21 1.0 1 000 ± 50

N12 1.0 1 000 ± 50J2 1 Kerb types SE and SL longitudinal joints

J3 N12 5 Kerb types SF and SM 0.5 500 MAX; See note 35

K N20 6 SFCP-R terminal slab corner bars 3.0 See DetailN

05

M1 MESH - - -

M2 MESH -Varies with L See Table 11.5

Bridge approach anchor slabs

L

- -

Table 11.1 Notes:

See Table 11.2.(c)

E2 tiebars must be securely fixed against rotation during paving.(b)

A2 bars need not be continuous across longitudinal joints.(a)

THICKNESS (mm)

BASE SLAB

DIA (mm)

DOWEL

150 < D ≤ 175 24

175 < D ≤ 200 28

32

36

200 < D ≤ 260

D > 260

TABLE 11.3: DOWEL DIAMETER

61 500

1 500

TABLE 11.2: BAR REINFORCEMENT SHAPES

NOTE (c)

SEE

L

2L/3

175

5

300

4

250500 500250

400

250

500

350 350

500

TY

PE 6 : 7

50

TY

PE 1

2 : 1

350

100

150

50

300300

50

150

500 ± 75500 ± 75

JOINTC

SEE NOTE (d)

30 MIN

7

2-E1-N12-1000-300

Number of bars in the set. Used only where applicable.

*

FIGURE 11.2: BAR MARKING LEGEND

Where ' ' is shown, refer to Table 11.1.

Bar length in millimetres.

Bar designation, in accordance with Table 11.4.

Bar mark, in accordance with Table 11.1.

N

SHAPE

STRENGTH

DUCTILITY

BAR

500

etc

N12, N16

L

MESH

500

RL818 etc

SL82, SL92,

DOWELS FIBRE

TABLE 11.4: REINFORCEMENT NOTATION

DEFORMEDDEFORMED

ROUND OR

N

250

ROUND

etc

R28, R32

IN DRAWINGS

NOTATION USED

(m)

L

Length

250 350

(a)F

(b)

L

< 9.0 300 [550] 300 [550]

300 [550] 225 [400]

250 [450] 175 [300]

200 [350] 125 [225]

> 20.0

9.0 - 11.9

12.0 - 15.9

16.0 - 20.0

Specialist design is required

(m)

L

Length

250 350

(a)L

(c)

L

< 9.0

> 20.0

15.0

SL92

16.5

SL81

23.0

SL81

16.5

SL81

16.0 - 20.023.0

SL81

25.0

SL81 x 3(d)

Table 11.5 Notes:

F L

limit on RED (m)

Mesh M2 Upper

Specialist design is required

M3 MESH - - -Subgrade beams. SL92 or L8TM

R83

RMS

SEE

slab D (mm)

Thickness of terminal

slab D (mm)

Thickness of terminal

05

N

Or as required to meet cover requirements under the sawcut.(d)

longitudinal joints.

Kerb types SA, SB, SO and SK

9.0 - 15.9

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

Bending pin diameter to be 5 times bar diameter.(a)

See Detail(c)

20 for SO and SK=

8 for SA and SB=(e)

'NA' denotes not applicable.●

Figure 4.1 shows a typical jointing plan.●

the spacing from the project-specific jointing plan.

Where 'JP' is used instead of a dimension, take●

Spacing.

for definition of corner angle, Φ°

L/2 L/2 L/3

SEE NOTE (e)

SEE NOTE 6(c)

10° MAX

Table 11.2 Notes:

(mm) N12 [N16]

E5 Tiebar spacing F71

2Φ°/3

REINFORCEMENT AND TIEBARS

TERMINAL SLAB AT BRIDGE APPROACHES;TABLE 11.5:

Check tiebars in F2 joints.(e)

bottom to suit construction logistics.

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

RED a mesh with increased transverse capacity is required.

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

Designers may nominate either bar option.(b)

longest dimension.

See Sheets CJ-05, CJ-06, Table 7.2, Fig 11.1. L and L are measured at their(a)

JRCP general; See Table 7.3

350 c/c, 6 per anchor

121

22

3

F

L

OR O

TH

ER R

ELIE

F E

DG

E

L

F L

L

F14

A

A

F71

FIGURE 11.1

NTS

SEE TABLE 11.5 FOR DIMENSIONS L AND L

BRID

GE A

PP

RO

AC

H P

AV

EM

EN

T

J9

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J14

3.84.24.23.04.2* * * * *SEE NOTE 13

ANCHOR TYPE 6

TERMINAL

J9 J9

J2

07

13

SL102

J2

J2

J2

SL82SL92

J9

F7

F2

SL82

SL82

F4

J2J6 J2 J2

J2

J2

F8

F8

F6F8

F8

F7J9

SL82

J9

J9

J9

SL102 SL82

SL102

F2

84° MIN

J9

SL82

DETAILK4

14

DETAILK1

14

SL82

F7

F8

DETAILK5

14

K1

14DETAIL

F7

J2 J2

F2

F8

DETAILK5

14SL82

J9

SL92 SL82

K4

14

84° MIN

J7

SL92 SL82

J7

K5

14

SEE DETAIL

KERB AND GUTTER

INTEGRALLY WITH

CONSTRUCT SLAB

DETAILK4

14

SEE NOTE (e)

OFFSET

J14

J2

9

ORJ1 J2

J4OR

J15

SEE NOTE (i)

J2

SL82 SL92

J2

J7 4.3 MAX

11 17

ALTERNATIVE DETAILS

SEE FIGURE 12.2 FOR

MIN

1.0

MIN

1.0

SL82 SL92

J2

J2

J9

J1OR

J2

PAVING UNDER MEDIAN, SEE NOTE (f)

3.5

3.5

3.5

3.5

LA

NE

S

0.5 T

YP

9

9

J15 J14

SL92

SL92

SEE NOTE (i)

ALIGNMENT OF JOINTS

SEE NOTE (h)

OFFSET SL92 SL82

1.0 MIN

17 9

**

*0.7

6

TY

P

SL

AB

BA

SE

8

-

8

-

LA

NE

S

0.5 T

YP

3.5

3.5

3.5

9 8 SL92 SL828 17

400

1000

450

400

450

550

600

900

350

9 17 450

900

900

9 17 17 917 9 9

SL82

SL92

SL82

SL82

800

450 900

DETAIL

800

NOTE (b)*

SCALE 1:500

FIGURE 12.1

3.6

3.5

4.2

TYP, UNO

TYP, UNO

TYP, UNO

Figure 12.2.1

Figure 12.2.2

Figure 12.2.3

FIGURE 12.2: Alternative treatments at transitions in slab width.

J9

J2

J9

MIN

1.0

J2 DEFLECTION

J2

J10

K1

14DETAIL

J7

MA

X

4.3

MIN

1.0J7

J2

J9J9

DETAILK1

14

K5

14IN THIS SECTION; DETAIL

DELETE KERB JOINT

J9 J9

J2

DETAILK1

14

K5


DELETE KERB JOINT

Compromise practice acceptable.(d)

Integral kerb paving is required.(c)

construct than a J7;

the J10 is more difficult to(b)

of transverse joints but;

limits and to reduce the number

order to meet the dimension

added to the terminating J2 in

A deflection angle has been(a)

Compromise practice acceptable.(c)

Integral kerb paving is required.(b)

limits;

in order to meet the dimension

added to the terminating J2

A deflection angle could be(a)

Compromise practice acceptable.(e)

the J10 is eliminated.(d)

paving is removed, and;

the need for integral kerb(c)

extent of disruption to paving

The wider J7 increases the(b)

limits;

order to meet the dimension

added to the terminating J2 in

A deflection angle could be(a)

MIN

1.5

MIN

1.5

J7

MIN

1.0

MA

X

4.3

J9

K1

14DETAIL

J9

MIN

1.5

K1

14DETAIL

K5


DELETE KERB JOINT

* **

0.05 MIN

JRCP

LCS

SMZ

*

SECTION

SCALE 1:100 -

8

NOTE (b)

NOTE 19

0.10 ± 0.05

0.5 MIN

NOTE 19

0.10 ± 0.05

MESH M1

TRAVEL LANE

3.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

(d)

0.25 ± 0.15

(d)

0.25 ± 0.15 (d)

0.25 ± 0.15

(d)

0.25 ± 0.15

K4

14SEE DETAIL

SA KERB

K1

14SEE DETAIL

SF KERB

CONDITION

"WITH SHOULDER"

FACE TO MEET

BEHIND KERB

BASE SLAB

3.6

BASE SLAB

3.5

BASE SLAB

4.2

J1J6 J2 J2ORJ6

12

NOTES

}SEE VOLUME CP FOR FURTHER DETAILS.

*

SL82MESH TYPE

FLEXIBLE

NO BASE SLAB

SFCP

SFCP-R

JRCP

PAVEMENT TYPES:(a)

FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.

SLAB WIDTHS MARKED ' ' AND ALL LANE WIDTHS ARE INDICATIVE ONLY.(b)

DENOTES LCS JOINT ZONE, SEE NOTE 39.(d)

IT WILL OFTEN SIMPLIFY THE JOINTING DESIGN AND THE LOGISTICS OF PAVING.●

TO MINIMISE WATER PENETRATION INTO THE PAVEMENT;●

TO MINIMISE SLAB WIDENING UNDER TRAFFIC IF FUTURE KERB CHANGES ARE REQUIRED;●

FOR REASONS SUCH AS:

A FULL BASE WIDTH SHOULD BE PROVIDED UNDER NARROW MEDIANS AND SMALLER ISLANDS,(f)

DISCOURAGED BECAUSE OF THE RISK THAT IT WILL INFILTRATE PAVEMENT JOINTS.

THE USE OF SAND AS A FILLER UNDER MEDIAN AND ISLAND CAPPINGS IS STRONGLY(g)

CROSS-OVERS AND APPROACH ROADS.

THROUGH TRAFFIC LANES AND MAY BE RELAXED IN AREAS SUCH AS INTERSECTION

THE RESTRICTION ON OFFSET OF LONGITUDINAL JOINTS FROM LANE LINES APPLIES MAINLY TO(h)

ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m).(o)

SEE NOTE 1(b).

240 mm BUT ARE INDICATIVE VALUES FOR DEMONSTRATION PURPOSES ONLY;

REINFORCEMENT DETAILS ARE BASED ON AN ADOPTED THICKNESS OF(c)

SECTION K4 ON CJ-14 REFERS.

KERBS IN ORDER TO SATISFY AUSTROADS "WITH SHOULDER" CRITERIA.

THE BASE MUST EXTEND FOR A MINIMUM OF 0.5 m BEYOND THE FACE OF SF(e)

BECAUSE OF THE ADDED DIFFICULTY INVOLVED IN JOINT SAWING.

PREVENTS ADVERSE EFFECTS, BUT MISMATCHING SHOULD BE AVOIDED WHERE POSSIBLE

UNTIED JOINTS MAY MISMATCH AT ISOLATION JOINTS WHERE TOTAL FACE SEPARATION

JOINTS WHERE FACE CONTACT OCCURS (SUCH AS TYPES J1, J2, J4 AND J5) TRANSVERSE

TRANSVERSE UNTIED JOINTS (FOR EXAMPLE J9 TO J16) MUST NOT MISMATCH AT LONGITUDINAL(k)

TRAFFICKED AREAS.

INTERSECTIONS CAN CREATE SMALL KERB SEGMENTS WHICH ARE ABLE TO DISLODGE INTO

BASE JOINTS. FOR EXAMPLE, THE CONSTRUCTION OF A TYPE SF KERB ABOVE BASE JOINT

FURTHER TO NOTE 35, CARE IS REQUIRED IN COORDINATING THE LOCATION OF KERBS ABOVE(m)

J14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED BRIDGE APPROACH SLAB.(n)

URBAN INTERSECTION PLAN

PenTable :

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d b

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2:4

7:3

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V_

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K_

GR

EY.tbl

pav_

A3_pdf.pltcfg

O:\Pave

ments\P

1702 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - J

RC

P\draft1\M

D.R

83.C

J_13.d

gn

tetlero

b

SHEET No

No OF SHEETS



15

ISSUE

ED 2 REV 0 CJ

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,




RIGID PAVEMENT


G.VOROBIEFF

18/12/2015

18/12/2015

FIGURE 13.2

WARRANTS AS PER

FIGURE 13.1 - PLAN

SCHEMATIC ONLY - NOT TO SCALE

WARRANT FOR ANCHORS ON GRADE

PROTECT GORE AREA

TYPE 12 ANCHOR TO

TOWARDS GORE :

GRADE > 4%

CARRIAGEWAY, FIGURE 13.2

WARRANTS AS FOR THROUGH

LAYOUTS AS PER FIGURE 13.2

BRIDGE APPROACH

HGUORHT ROF

SA

TNARRAW

2.31 E

RUGIF :

YAWE

GAIR

RAC

FIGURE 13.2 - SECTION

(DIMENSIONS IN METRES)

SCHEMATIC ONLY - NOT TO SCALE

WARRANT FOR ANCHORS ON GRADE

PROTECT GORE AREA

TYPE 12 ANCHOR TO

TOWARDS GORE :

GRADE > 4%

NO ANCHORS

THESE POINTS

TO REACH 4% AT

GRADE ASSUMED

300c/c

250SROHCNA ON

THESE POINTS

TO REACH 4% AT

GRADE ASSUMED

150

150

250

BRID

GE

%4 ≤ SEDARG

SROHCNA ON 052

GRADE > 4%: TYPE 12 ANCHORS

GRADE ≤ 4%: NO ANCHORS

TYPE 12 FOR ALL GRADES

TERMINAL ANCHOR

DOWNHILL

UPHILL

GRADE > 2%: TYPE 12 ANCHOR

GRADE ≤ 2%: DELETE

AS SHOWN



300c/c

300

300

THESE POINTS

TO REACH 4% AT

GRADE ASSUMEDTYPE 12

GRADE > 2%: TYPE 18

GRADE ≤ 2%: TYPE 12



TYPE 12 FOR ALL GRADES

FROM TERMINAL:

GRADE AWAY

PAVEMENT

JOINTED CONCRETE

PAVEMENT

FLEXIBLE

PAVEMENT

FLEXIBLE

PAVEMENT

JOINTED CONCRETE

FIGURE 13.2

WARRANTS AS PER

300c/c



300c/c

300

300c/c

3

-

BRIDGES

REFER SHEET CJ-05

BRIDGE APPROACH LAYOUTS

(SEE NOTE 14)

CONSTRUCTION JOINT

(TY

PE 1

2)

1 2

00

MIN

600

LCS LCS

S

LC

S

BA

SE

D

*

***

M

06

ALL EDGES

50 MIN COVER

TYPE 12 INTERMEDIATE ANCHOR

ON UPHILL SIDE)

MESH M1 (TOP ONLY

GRADE

(SEE NOTE 14)

CONSTRUCTION JOINT

M

06

LCS LCS

JRCP

S

LC

SB

AS

E

D

ELSEWHERE)

(AS SPECIFIED

SUBSURFACE DRAIN

+–1 100

0200

*

*

*

*

*

SEE NOTE 17(a)

ALL EDGES

50 MIN COVER

MIN

600

(TOP ONLY)

MESH M1

SE

E N

OT

E 1

3(a)

TERMINAL DESIGN AT FLEXIBLE PAVEMENT

TY

PE 6 : 6

00

TY

PE 1

2 : 1 2

00

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

L

LCS

L

MESH M2 (TOP ONLY)

(TY

PE 1

2)

1 2

00

LCS

S

LC

S

BA

SE

D

**

M

06

*

*

ALL EDGES

50 MIN COVER

MIN

600

SEE NOTE 17(a)

SEE FIGURE 13.2 FOR WARRANT

TYPE 18 TERMINAL ANCHOR AT BRIDGES

**

MIN

600

IN THIS ZONE

ONLY ALLOWED

(TY

PE 6)

600

(SEE NOTE 15)

THICKENING D*

L

D

LCS

J9 J9

ANCHOR SLAB

BRIDGE

J9

J9

J7

SECTION

SCALE 1:50 -

3

F14


A2-N12- -350

F-N16- -300


A2-N12- -350

F-N16- -300


A2-N12- -350

F-N16- -300

F-N16- -300

G1-N16- -300

6-H-N16- -NA

TYPE 6 : G2-N16- -300

TYPE 12 : G1-N16- -300

6-H-N16- -NA

G2-N16- -300

6-H-N16- -NA G1-N16- -300

6-H-N16- -NA

SEE TABLE 11.5

COVER 80 ± 20

MESH M2 (T & B)

SEE TABLE 11.5

COVER 80 ± 20

MESH M2 (T & B)


ALL EDGES

50 MIN COVER


D

50 ± 20

TERMINAL SLAB

PAVEMENT

FLEXIBLE


50 NOM

50 NOM

MESH M1 (T & B)

NOM

50 50 NOM 50 NOM




DESIGN AS PER CJ-05 AND CJ-06

APPROACH ZONE

SECTION

SCALE 1:50 04

09

17 (a)

NOTE

SEE

JRCPJRCP JRCP

DOWNHILL SIDE)

MESH M1 (T & B ON

JRCP

1 500 MIN1 500 MIN

SECTION

SCALE 1:50 04

7

JRCP

1 500 MIN

JRCP

(TOP ONLY)

MESH M1

OR

TERMINAL SLAB

J14

L 5 000 ± 500 1 500 MIN

CONSTRUCTION JOINT (SEE NOTE 14)

S

2

LMAX

S

2

LMAX

S

2

LMAX

S

2

LMAX

(SEE NOTE 41)

FILLER

30 ± 10

13

ANCHORS

DETAIL

SCALE 1:20

K1

-

BASE

DETAIL

SCALE 1:20

K2

-

TYPE SE AND SL

DETAIL

SCALE 1:20

K3

-

TYPE SB, SO AND SKTYPE SA

L

10

L

10

L

10

BASE

SF KERB

35 ± 10

DETAIL

SCALE 1:20

K4

-

8100 BASE100BASE

SE & SL

80 ± 20

80 ± 20

TO 5 mm, TYPICAL

LIMIT ARRIS ROUNDING

TYPE SF

APPLICABLE ALSO TO TYPE SM

*

LCS LCS LCS


ORJ6b J6c

500 ± 50

JOINT FACE AS PER

SEE TABLE 7.4

(b)

= 20 FOR SO AND SK

= 8 FOR SB(b)

ORJ6b J6cJOINT FACE AS PER

500 ± 50ORJ6b J6c

SE

AS PER

JOINT FACESL

SEE SHAPE 5 IN TABLE 11.2

J3-N12- -500, SEE NOTE 35

50 MIN COVER50 MIN COVER 50 MIN COVER

AUSTROADS "WITH SHOULDER" RULE

500 MINIMUM REQUIRED TO MEET

SEE TABLE 7.4SEE TABLE 7.4

J1-N12 J2-N12J1-N12

MAXIMUM 3 300(a)

SEE TABLE 7.4

TIEBARS(a)

BASEBASE

LCS

TYPE 'F' BARRIER (NOM 500 mm WIDE)(b)

PROVIDE DOWEL(b)

TYPE F BARRIER

REFER TO ROADS AND MARITIME SERVICES STANDARD DRAWING MD.R132.D08.A.1(b)

ALLOWANCE MUST BE MADE FOR THE KERB WEIGHT IN DETERMINING SLAB DIMENSIONS AND TIEBAR SPACINGS.

REFER TO GENERAL SLAB DIMENSIONAL LIMITS TABLE 2.4 AND TO TABLE 7.1 NOTE (e).(a)

DETAIL

SCALE 1:50

K6

-

REINFORCEMENT NOT SHOWN FOR CLARITY

CRCP OR PCP OR PCP-R BASE

MIN

0.6 m

JOINT OMITTED IN THIS SLAB

J2

INTEGRAL KERB/BASE

SIMILAR DESIGN APPLIES FOR KERBS SB, SO, SE AND SL

(WHERE SLAB WIDTH < 1.0m)

DETAIL

SCALE 1:50

K5

-

1.0 m MIN

J2

MAX: SEE TABLE 2.4

REINFORCEMENT NOT SHOWN FOR CLARITY

MESH M1 J7

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pav_

A3_pdf.pltcfg

O:\Pave

ments\P

1702 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - J

RC

P\draft1\M

D.R

83.C

J_14.d

gn

tetlero

b

SHEET No

No OF SHEETS



15

ISSUE

ED 2 REV 0 CJ

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,




RIGID PAVEMENT


G.VOROBIEFF

18/12/2015

18/12/2015

14

KERBS AND BARRIERS

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