Volume CP Plain Concrete Pavement - Roads and Maritime ... · CP-13 CP-14 CP-15 CP-04B CP-04A AND CP-04B CP-04A AND See item CP-04A and CP-04B above. parameters must be specified

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related drawings:

PAVEMENT STANDARD DRAWINGS

RIGID PAVEMENT

Volume CP - Plain Concrete Pavement

17ED 4 REV 1

DS2012/001191

REGISTRATION No OF PLANS

ISSUE

SHEET No

No OF SHEETS

© COPYRIGHT ROADS AND MARITIME SERVICES

DATE

G. VOROBIEFF CP

VOLUME

01A

MD.R83.CPREGISTRATION 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SUPERSEDED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 CC - Continuously Reinforced Concrete Pavement

STANDARD DETAILS - CONSTRUCTION

Volume CJ - Jointed Reinforced Concrete Pavement

20/01/2016 20/01/2016

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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

17

ISSUE

ED 4 REV 1 CP

VOLUMEDATE

DS2012/001191ASSET MAINTENANCE DIVISION


PREPARED BY: PAVEMENTS UNIT

APPROVED FOR USE


PRINCIPAL ENGINEER,

FOR AMENDMENTS REFER TO SHEET No 01B

PLAIN CONCRETE PAVEMENT (PCP)


RIGID PAVEMENT


G.VOROBIEFF 20/01/2016

20/01/2016

REVISION REGISTER

ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED

ALL Initial issue

ALL

SHEET INDEX

COVER SHEET

DRAWING CONTENT

Comprehensive revision

G. Donald

K. Porter

K. PorterALL Comprehensive revision

ALL Comprehensive revision

BRIDGE APPROACH PLANS

BRIDGE APPROACH SECTIONS

Designers are encouraged to minimise changes apart from the Sheet Index.

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

Comments

Details Required

Details

Various The location of joints P7 and P7d 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.

logistics.

In Details K1, K2 and K3, options P6b or P6c may be selected on site to suit construction

drawings.

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

REVISION REGISTER, SHEET INDEX AND NOTES

PROJECT-SPECIFIC DETAILS REQUIREDTABLE C1.2:

1/0

2/0

3/0

4/0

30/09/1984

23/04/2009

31/05/2010

CP-01A

CP-01B

REINFORCEMENT DETAILS

TIEBAR AND MESH DESIGN

JOINT DETAILS - SHEET A

JOINT DETAILS - SHEET B

JOINT DETAILS - SHEET C

RURAL INTERSECTION PLAN

KERBS AND BARRIERS

MISCELLANEOUS

CP-01B

Suitable for use without change.

Table 7.1 is for use by designers only and is not suitable for use in contract drawings.

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

For use by designers in preparing project-specific details.

Items such as tiebar numbers 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.

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

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.

locations in the contract drawings.

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

CP-04A

CP-04B

LEGEND

NOTES (numeric)

TYPICAL PLAN - WITH PCP RAMP

TYPICAL SECTIONS

CP-02

CP-03

CP-05

CP-07

CP-08, CP-09

CP-10

CP-11

CP-12

CP-13

CP-14

CP-15

and CP-13

CP-05, CP-06

CP-07

CP-10

CP-12

CP-14

CP-02

CP-03

CP-05

CP-06

CP-07

CP-08

CP-09

CP-10

CP-11

CP-12

CP-13

CP-14

CP-15

CP-04B

CP-04A AND

CP-04B

CP-04A AND

See item CP-04A and CP-04B above.

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.

limits as specified in Table 2.4.

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

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 P1, P2, P2d, F2 and F71. They can be marked on the

Dimensions for Details F and H at specific locations.

SHEET No

VOLUME-

NOTES FOR USE OF THESE STANDARD DRAWINGS

SHEET No

VOLUME-

SHEET No

VOLUME-

SHEET No

VOLUME-

only. Items such as tiebar numbers 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

G. Vorobieff17/07/2015

ALL4/1 G. VorobieffMinor revision20/01/2016

01B

REVISION REGISTER, SHEET INDEX AND NOTES

02

LEGEND

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SHEET No

No OF SHEETS



17

ISSUE

ED 4 REV 1 CP

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,




RIGID PAVEMENT



20/01/2016

A

B C

53

TABLE 2.3: SYMBOLSTABLE 2.1: ABBREVIATIONS

DESCRIPTION

Joint type: 'P1'

SYMBOL DESCRIPTIONDESCRIPTIONTYPE

P18

P17

P16

P15

P14

P13b

P12

P11

P10d

P10

P9

P8

P7

P7d

P5

P2d

P2

P1

Expansion: dowelled

Transverse contraction: sawn (undowelled)

Transverse contraction: knifed (undowelled)

Isolation: without subgrade beam

Longitudinal: tied and sawn

Longitudinal: tied and formed

Longitudinal: drill-tied and formed

Longitudinal: untied and sawn

Transverse contraction: formed and dowelled

Transverse contraction: formed and drill-dowelled

Transverse contraction: knifed and dowelled

Hinge: tied and sawn

TABLE 2.2: JOINT TYPE NUMBERS AND DESCRIPTIONS

Table 2.4 Notes:

LCS

1.0

1.5

PCP

TRAFFICKED (a) UN-TRAFFICKED (a) TRAFFICKED (a) UN-TRAFFICKED (a) TRAFFICKED (a) UN-TRAFFICKED (a) TRAFFICKED (a) UN-TRAFFICKED (a)

PCP - R SFCP SFCP - R

4.2

3.4

84°

4.3

L act / R max

1.25

0.8

84° (80°)

4.4

W act x R min

4.4 (4.5)

L act / R max

3.0

0.7

4.2

3.0

84°

4.2

80° (75°)

4.4

7.3

2.5

4.3 (4.5) 4.5

1.0

0.7 (0.67)

0.6

0.57 (0.54)

6.0

2.5

4.3 (4.5)

1.0

NA

75° (70°) 70° (65°)

6.0 (6.5)

2.5

4.3 (4.5)

0.3

20

NA

75° (70°) 70° (65°)

2.5 2.5

4.3 (4.5) 4.5 (4.7)

0.6 0.3

NA

NA

NA

NA

W min

Shape Factor R = L / W

L max

W max

R max

L min

R min

(metres)

Slab Length L (c)

Table 2.2 Note:

Transverse construction: formed and tied

Transverse construction: formed and drill-tied

Transverse contraction: sawn and dowelled

Longitudinal: edge and beamed

Isolation: with subgrade beam

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

NOTE 5

Base thickening in bridge approach anchors.

Mesh - reinforced slab (Sometimes used in lieu of hatching or shading)

LL

DL

P4b / P4c

P6b / P6c

Longitudinal: untied and formed, butt or corrugated

F71

Transverse contraction: formed butt

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

(metres)

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

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 on sheet CP-03.(b)

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

LF

P3 Not Applicable

F2 Longitudinal: tied and formed (SFCP-R)

F14 Isolation: with subgrade beam (SFCP-R)

Tiebar numbers between joints or tiebar spacing in mm.

Longitudinal or transverse: edge, butt or corrugated

6.0

6.0 6.0 (6.5)

70°

only applicable in bridge approach zone

Transverse construction: formed and tied;

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

Reserved(i)

Reserved(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)

Length of SFCP-R in terminal leg of anchor.

N

05Detail N on Sheet 05.

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

Leg Length in terminal anchor. See CP-06 and Fig. 11.1.

BRIDGE SKEW

ROAD SKEW

SKEW DIAGRAM

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

P1

D Nominal base thickness

S Nominal subbase (LCS) thickness

R

ABBREVIATION

A Surface stamp for anchor slab. See CP-07, Details Q and R.

TABLE 2.4: GENERAL SLAB SHAPE REQUIREMENTS(f)

REQUIREMENTS

SLAB SHAPE

Minimum Corner Angles (b)

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 (numeric)

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SHEET No

No OF SHEETS



17

ISSUE

ED 4 REV 1 CP

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,




RIGID PAVEMENT



20/01/2016

GENERAL

PAVING

See also Note 25.

Within 30 m of contract limits.(c)

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

formed joint Type P2, and/or;

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

within trafficked lanes except:

On the through-carriageway, single lane paving is not permitted3.

shoulder lanes.

Paving within travel lanes must precede paving within adjacent2.

REINFORCEMENT

TIEBARS

SLAB DIMENSIONAL LIMITS

REINFORCED SLABS

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 CP-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)

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 P4, P10 and P13, the sealant reservoir may be26.

Reserved29.

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 a skew of 1 in 10 to the control line.

Unless otherwise shown, transverse contraction joints must typically30.

SEALANTS AND FILLERS

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 the Specification) to prevent

(both temporary and permanent) must extend down the vertical

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

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)

Refer to Table 10.1 for other joint centres.

applicable when joints are spaced at centres not exceeding 4.6 m.

Sealant reservoir dimensions shown in Details D and E on CP-10 are20.

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.

The relevant values must then comply with those specified for PCP-R.

deemed "odd - shaped" and must be reinforced.

PCP slabs which exceed the listed values on any criteria must be9.

loadings, and preferably not closer than 1.0 m to truck wheelpaths.

provided at a location which minimises the impact of truck axle

exceed 16 m. At widths exceeding this, a Type P4 joint must be

The total tied width of pavement between relief-edges must not8.

(that is, 90° - bridge skew).

strictly observed. All skew angles refer to road skew

criteria governing the layout of joints, and compliance must be

Slab dimension limits are listed in Table 2.4. These are critical7.

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 .

located traffic signal detector loops.

PCP and PCP-R is not suitable for the incorporation of sawcut12.

heavily trafficked lanes.

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

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

as follows:

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

Longitudinal Base joints on through carriageways, unless otherwise19.

Types P8, P9, P10, P14, P15 or P16.

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 P2, P7, P14, P15, P16, or at free edges.

Longitudinal joints (Types P1, P2, P4 and P5 ) may terminate only at31.

intersections.

On the inside of curves, at ramp junctions and across(b)

with Note 30;

Adjacent to anchors, where skew may also vary in accordance(a)

range 3.8 ± 0.4 m at locations as follows:

criterion must apply. The 4.2 m length may be varied within the

unclear, the symbol " " is used to mark the string at which the

of the through lanes. Where the definition of this outer circle is

centres. On curves this must be measured at the outer circle edge

Contraction joints (P8 - P13) must be spaced at 4.2 m (+0, -0.2 m)28.

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.

See Table 7.3.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)

classifications listed in Table 11.4 unless otherwise specified.

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

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

See Fig 11.2 for bar marking legend.(b)

variations to standard debonding treatments.

interlayer friction coefficient of 1.5. Designs must cater for any

All reinforcement design tables are based on an assumed(a)4.

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)

requirements. They may be bent insitu.

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

specified spacings.

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

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 CP-02.

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

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.

1.2 m and the angle be 90° ± 15°.

of 90° ± 6°. In SFCP, the separation distance can be reduced to

They must be aligned at an angle to the adjacent longitudinal joints

from a joint Type P8 to P17 (inclusive).

and/or methods. Type P7 joints must not be located less than 1.5 m

shown here may be provided to suit the construction program

Transverse construction joints (Types P7 and P10) additional to those21.

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 P6 joints

Outer edges are either Type P6b or P6c joints unless specifically27.

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

"with shoulder" criteria for pavement thickness design purposes

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

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

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

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.

CP-13 CP-05, CP-06

CP-13 CP-13

CP-13

CP-13 CP-13

is not required under proposed AC surfacing.

Anchor slabs must be stamped (A) in lieu of (R), see Note 13. A stamp

circular surround. Stamps should be placed within low trafficked areas.

accordance with CP-07 Detail R and to a depth of 4 ± 1 mm below the

Each PCP-R slab must be identified by a surface stamp in11.

and hence will be ignored for the purpose of this clause.

deemed to create mismatched joints or odd-shaped slabs

to be a full identification. Conforming joints Type P7 are not

demonstration purposes only and this must not be taken

have been hatched or marked (R) on the drawings for

mismatched (as defined) must be reinforced. Typical cases of each

Plain (unreinforced) concrete slabs which are odd-shaped or10.

kerb joints must be aligned as per Sheet CP-14.

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.

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.

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

with RMS 3222.

No Fines Concrete in subsurface drain in accordance(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.

REFERENCES

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 DS2014/005559: Volume CJ - Jointed Reinforced Concrete

Pavement

RMS DS2012/001190: Volume CC - Continuously Reinforced Concrete

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

*

FLEXIBLE

PCP-R

PCP

PAVEMENT TYPES:(a)

04A

TYPICAL PLAN - WITH PCP RAMP

VOLUME 1 - DESIGN AND LOCATION FOR PAVEMENT EDGE DETAILS.

REFER TO RMS STANDARD PAVEMENT SUBSURFACE DRAINAGE DETAILS(d)

APPROACH SLAB.

P14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED BRIDGE(f)

SEE NOTE 1(b).

BUT ARE INDICATIVE VALUES FOR DEMONSTRATION PURPOSE ONLY;

TIEBAR SPACINGS ARE BASED ON AN ADOPTED THICKNESS OF 260 mm(b)

ANCHOR DETAILS.

TYPES 6 AND 18 ANCHORS. REFER SHEETS CP-05 AND CP-06 FOR TYPE 12

REFER SHEET CP-13 FOR ANCHOR WARRANTS AND FOR DETAILS OF(c)

FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.

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

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O:\Pave

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1701 - Rigid P

ave

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Construction Sta

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P_04

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1

4B

FLEXIBLE

ANCHOR SEE NOTE (c)

TYPE 12 TERMINAL

SL

AB

BA

SE

*

*

TYP

P7P7

SL

AB

BA

SE

*

*

LA

NE

S

P1 SEE NOTE 25

P7 SEE NOTE 21

E1-N12 TIEBARS

4 9

P7P8

UNO

P7

E1-N12 TIEBARS

9 6

A

-

1.8 ± 0.3

BRID

GE

AP

PR

OA

CH

BRID

GE

P1

P2

P2 SEE NOTES 3 AND 25

SEE NOTE (c)

TERMINAL ANCHORP7

10

1

7

4B

KERBP8

UNO

*

*

*

SL

AB

BA

SE

KERB PAVING IS SEPARATE; SEE CP-14

SKEWED SHOULDER JOINTING WHERE

A

-

5 4

P7

*

SL

AB

BA

SE

*

*

10

1

FLEXIBLE

FORMED AND TIED

INDUCED AND TIED

FORMED EDGE

10

1

4 5

A

-

P7

P1 P2 SEE NOTES 3 AND 25

FLEXIBLE

ANCHOR SEE NOTE (c)

TYPE 12 TERMINAL

12

13

SL

AB

BA

SE

*

*

*

4

E1-N12 TIEBARS

SL

AB

BA

SE

*

*

*

10

1

NOTE (e)*

0.5 L

AN

ES

2.5

3.5

3.5

4.3

3.8

4.0

3.0

4.0

4.0

2.4

4.3

3.8

2.0

3.5

2.5

PREFERRED

1.85 ± 0.35

3.5

3.5

3.5

1.0

3.8

4.3

3.9

3.8

4.3

1.9

TYP

4.2

90° ± 6°

1.9

FIGURE 4.1SCALE 1:500

P8

12

13

2

4B

P6

P6P4

P4

P6

P2

P2

P1

P6

11

13

P8P7

P6

P2

P1

P6

P2

P1

P6P18

P7

P8

A

A

A

A

P14

A

A

0.5 L

AN

ES

84°

K7

14

K7

14

P7

E1-N12 TIEBARS

P2

6 4

5

5

5

4

E1-N12 TIEBARS

POSSIBLE CHANGE OF SKEW AT THIS JOINT

LANE IT MUST CHANGE TO A

JOINT EXTENDS INTO A TRAFFICKED

WHERE AN UNTIED LONGITUDINAL

P14

8

4B

8

4B

TYP

4.2P

- 7

4B

TYP

4.2

*

SL

AB

BA

SE

*

*10

1

NOTE (e)*

3.5

3.8

4.3

FIGURE 4.2SCALE 1:500

P1

P2

P2

0.5 L

AN

ES

10

4B

10

4BTYP

4.2P6b

3.5

3.5

3.5

2.5

1.9*

P8

P6c

BEAMED EDGE

P6

SEE NOTE (c)

INTERMEDIATE ANCHOR

(f)

DIMENSIONS IN METRES (m)


KERB/SHOULDER PAVING; SEE CP-14

SQUARE SHOULDER JOINTING TO SUIT INTEGRAL

P6

MIN

1.5

MIN

2.1

EXTENSION

FUTURE

POSSIBLE

EXTENSION

FUTURE

POSSIBLE

ALLOWANCE FOR FUTURE EXTENSION

P6c

P6c

P8

P8

P6

P7

P2

P2

A

C

B

7

4 9

7

P4

POINT; SEE NOTE 31

UNTIED CHANGE

Termination of longitudinal joints

DETAIL

SCALE 1:250

P

-

DETAIL

SCALE 1:250

A

-

A

15


provided according to the relief-edge distance.

(in combination with the mesh in the mismatched slab) must be

A short length of tied joint (A-C) with adequate ties(c)

untied joint, in this case at a P8 at Point A.

An untied change point (see Note 31) must coincide with an(b)

Typically they will terminate at a P7 (in this case at Point C).

at formed joints, hence they cannot terminate at a Type P8.

Consistent with Note 31, longitudinal joints must terminate only(a)

Detail P Notes:

P7

P2

MIN

1.5

MIN

2.1

MIN

2.1

MIN

1.5

MIN

2.1

MIN

1.5

MIN

2.1

MIN

1.5

MIN

2.1

MIN

1.5

P8P8

TYP

4.2

TYP

4.2

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O:\Pave

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1701 - Rigid P

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Construction Sta

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P_04

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TYPICAL SECTIONS

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

DENOTES LCS JOINT ZONE, SEE NOTE 39(g)

NOTES

SECTION

SCALE 1:100 4A

2

P6P6

PCP BASE

LCS SUBBASE (TYPICAL)

P1 P2

SECTION

SCALE 1:100 4A

1

*

* *

P6P6

PCP BASE


P1

*

P2

SHOULDER

2.5

TRAVEL LANE

3.5

SHOULDER

1.0

0.05 MIN0.05 MIN

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

0.05 MIN 0.05 MIN

TYPICAL CROSS SECTION

* *

P6P6

PCP BASE


P1P2

SHOULDER

0.5 MIN

3.9 4.3 3.8

0.5 MIN

0.6 TYP

0.05 MIN 0.05 MIN

SECTION

SCALE 1:100 4A

8


*

1.0

TRAVEL LANE

3.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

SEE NOTE 19

0.2 ± 0.1

SEE NOTE 19

0.2 ± 0.1

SECTION

SCALE 1:100 4A

7

*

* *

P6P6

PCP BASE


P1

*

P2

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

0.05 MIN


SEE NOTE 19

0.2 ± 0.1

KERB

0.05 MIN


* *

PCP BASE


SHOULDER

0.5 MIN

0.05 MIN0.05 MIN

SECTION

SCALE 1:100 4A

10

*


*

*

1.9 4.3 3.8 3.5*

P2

SHOULDER

2.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

P2P6b

P6c

0.5 MIN

0.6 TYPMIN

0.5

SEE NOTE 19

0.2 ± 0.1

(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

(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(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

(g)

0.25 ± 0.15

(g)

0.25 ± 0.15

SELECTED MATERIAL ZONE (TYPICAL)


SELECTED MATERIAL ZONE (TYPICAL) SELECTED MATERIAL ZONE (TYPICAL)


PREFERRED

1.85 ± 0.35

NOTE (e) CP-04A

NOTE (e) CP-04ANOTE (e) CP-04A

NOTE (e) CP-04A

P1

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 P1/P2 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:

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 CP-13

AND > 4%, ELSEWHERE :

FOR GRADES > 2%, AT BRIDGE ABUTMENTSb)

FOR NUMERIC NOTES REFER SHEET CP-03.a)

20.0 m maximum.that is,Check that the dimensional limit on the opposite side is satisfied,

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

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F

L

5

06

MIN

1 500

MIN

1 500

SLAB

APPROACH

BRIDGE

ISO

LA

TIO

N J

OIN

T

NTS

SFCP-R

SFCP-R

SFCP-R

ANCHORC

NOTE 30

VARIES SEE

Q

07

FOR ROAD SKEW 60° ≤ < 84°

TERMINAL DESIGN AT BRIDGES

P7

CONSTRUCTION METHOD

LOCATION OF TO SUIT

10

1

FIGURE 5.3

LL 12 000 MAX

4

06

MIN

1 500

MIN

1 500

NTS

ANCHORC

NOTE 30

VARIES SEE

Q

07

P7

CONSTRUCTION METHOD

LOCATION OF TO SUIT

10

1

FIGURE 5.1

FOR ROAD SKEW ≥ 84°


ISO

LA

TIO

N J

OIN

T

SLAB

APPROACH

BRIDGE

BRIDGE SKEW

ROAD SKEW

P2

P8 P8 P8 P8 P8

4 200 TYP

P7

P6

P6

A

P1

P14

90° ± 6°

F14

F2

F71

F2 P2

P8 P8 P8 P8 P8

P7

P6

P6

P1

A

A

PCP-R

PCP-R

PCP-R

OR

90° ± 6°

P2 P1

90° ± 6°

PCP-R

PCP-R

PCP-R

OR P2 P1

N

-

L 12 000 MAX

4 200 TYP

3 800 ± 400± 3001 800

L 4 000 MIN 4 200 TYP

4 200 TYP

3 800 ± 400± 3001 800

L 4 000 MIN

± 3001 800

PCP-R

AP8

L

L

MIN

1 100

MIN

L 1 500F

3 000 MAXL 10 900 MAX

(f)

NOTE (f) CP-04A

(f)

NOTE (f) CP-04A

6

06

6

06

PCP-R

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

P6

A

P6

90° ± 6°

F14

N

-

Q

07

ANCHORC

W1

A

Φ°

Φ°

F71

Φ°

PCP-R

4

1 700 MIN

W4

Φ°

L 4 000 MIN

L 1 500 MIN 1 100 MIN

L

F

L

L 18 900 MAX 3 000 MAXF

Φ°

TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW < 60°

P2ORP1

NOTE 30

VARIES SEE

PCP-R

P8

PCP-R

1 800 ± 300

PCP-R

PCP-R

P2

L 20 000 MAX SEE TABLE 5.1 NOTE (e)

(f)

NOTE (f) CP-04A

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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P_06.d

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BRIDGE DRAWINGS

(SEE NOTE 14)

CONSTRUCTION JOINT

SUBGRADE BEAM

FILLER

30 ± 10

(SEE NOTE 15)

THICKENING D L

MESH M2 (TOP ONLY)

(TY

PE 1

2)

1 2

00

MIN

600

LCSLCS

PCP-R

L

SECTION

SCALE 1:50 05

4

PCP

BA

SE

D

BRIDGE SKEW

ROAD SKEW

FOR ROAD SKEW ≥ 84°


*

***

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

SUBGRADE BEAM

(SEE NOTE 15)

THICKENING D 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

PCP-R PCP

BA

SE

D

**

M

-

*

*

ALL EDGES

50 MIN COVER

MIN

600

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

SUBGRADE BEAM

(SEE NOTE 15)

THICKENING D 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

PCP-R PCP

BA

SE

D

**

M

-

*

*

ALL EDGES

50 MIN COVER

MIN

600

BRIDGE

BRIDGE

BRIDGE

P14 P8 P8F14 F71

F14 F71 P8

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

TERMINAL SLAB

SLAB REFER TO

BRIDGE APPROACH



50 NOM 50 NOM

50 NOM

1 800 ± 300LEG LENGTH (L )

1 100 MINL

1 800 ± 300LEG LENGTH (L )

1 100 MINL

1 800 ± 300LEG LENGTH (L )

*DENOTES SEE FIGURE 11.2



PLASTIC DRAINAGE PIPE (3552)

Ø65 CORRUGATED PERFORATED

250 × 250

DETAIL

SCALE 1:10

M

-

SEE NOTE 17

NO FINES CONCRETE (3222)

MIN

200

ANCHOR FILLETS

(±100) (±100)

MIN

200

WRAPPED IN GEOTEXTILE (R63)

SUBSURFACE DRAIN

07

TIEBAR AND MESH DESIGN

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Construction Sta

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P_07.d

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Tiebar layout

(mm)

Transverse Joint

Cover to SSS

8 TIES AT 500 C/C

9 TIES AT 450 C/C

MESH M1

LD

L

MESH M2

Base Type Reinforcement

PCP M1 L

Refer to Fig 11.1 and Table 11.5.(b)

S/2S/2 S/2S/2

350350 350350

300300 300300

(a)

(b)BASE THICKNESS 'D' (mm)

< 3.1 3 3 3 4 4 4

180 200 220 240 260 280

3 4 4 4 5

4 4 4 5 5 6

4 5 5 6 6

5 5 6 6 7

5 5 6 6 7 7

5 6 6 7 8

6 6 7 8 9

6 7 7 8 9 9

7 8 9 9 10

7 8 9 10 11

> 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)

Typical PCP-R slabs Bridge Approach Terminal Slabs

(m)

(RED)

Distance

Relief-edge

[1 400]

[1 400]

[1 050]

[1 050]

[1 050]

[1 050]

[1 050] [1 050]

[1 050] [1 050] [1 050][1 400] [1 400]

[840]

[840]

[840]

[840]

[840]

[840]

[840]

[840]

[840] [700]

[840]

[1 050]

[700]

[700]

[700]

[700]

[700]

[700]

[700]

[700]

[700]

[700] [700]

[600]

[600]

[600]

[600]

[600]

[600]

[600] [600]

[600]

[530]

[530]

[530]

[530]

[530]

[470]

[470]

[470]

[470]

[470]

[470]

[420]

[380][420]

3 and 4 500 MIN, 750 MAX

5

6

7

8 350 ± 50

9

10

300300 30030010 TIES AT 400 C/C

P8 P8L

FOR COVER SEE TABLE 7.3

P8

TABLE 7.2: MESH REINFORCEMENT

≤ 4.4

> 4.4

Number of tiebars per 4.2 m slab and average tiebar spacing (mm)

TABLE 7.1: TIEBAR NUMBER AND SPACINGS TABLE 7.4: RECOMMENDED TIEBAR LAYOUTS

DENOTES SPACINGS

abutting bridge or pavement).

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

Refer to Volume CJ drawings.

Table 7.2 Notes:

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

350 ± 50

350 ± 50

350 ± 50

per slab

of Tiebars

Number

L (m)

> 8.0

5.6 - 6.0

6.1 - 6.5

6.6 - 7.0

7.1 - 7.5

7.6 - 8.0

(mm)

Size

Bar

N12

N16

3 [1 400] 3 [1 400] 3 4 [1 050] [1 050]

[1 400]3

[1 400] [1 050] 4 4

3 [1 400] 4 [1 050] 4 [1 050] 4 [1 050] 5 [840]

3 [1 400] 4 [1 050] 4 [1 050]

5 [840] 5 [840]

5 [840]

6 [700]

6 [700]

5 [840]

4 [1 050]

4

4 [1 050]

4 [1 050]

[1 050]

4 [1 050]

4 [1 050]

4 [1 050]

5 [840]

5 [840]

4 [1 050]

5 [840]

5 [840]

5 [840]

5 [840]

6 [700]

5 [840]

8 [530]

8 [530]

8 [530]

5 [840]

7 [600]

5 [840]

Table 7.1 Notes:

Maximum tiebar spacing is 1 400 mm.(h)

Adjust offset to joints as per Fig 7.1 and bar spacing similar to that shown.

For slabs of length other than 4.2 m, proportion the tiebar numbers according to the length. Round up the tiebar number to the next whole number (a design chart is provided as Fig. 12.1 on Sheet CC-12).(g)

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

future widening.

Relief-edge distance (RED) is measured from the joint or section under design to the nearest relief edge. The value for RED must make allowances for stress contributors such as connected kerbs and for(e)

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

Space the remaining tiebars evenly in between.●

Provide the specified clearance from the end of the tiebar to transverse contraction joints.●

The table shows average tiebar spacings over the 4.2 m slab length. The section drawings show actual tiebar spacings determined as follows:(c)

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

Spacings are indicative only. Provide no fewer than the number of tiebars shown per slab. Tiebar spacing based on 12 mm deformed 500N steel and a value of interlayer friction µ = 1.5.(a)

SLAB

APPROACH

LBRIDGE

TIEBARS

NTS

FIGURE 7.1

MINIMUM TIEBAR OFFSETS FROM JOINTS

P6

P7

P6

P2

P1

MIN

150

MIN

200

MIN

200

MIN

300

MIN

300

MIN

300(a) (a)

(a)

(a) UNLESS SHOWN OTHERWISE IN TABLE 7.1

DETAIL

SCALE 1:5

R

05

DETAIL

SCALE 1:5

Q

05

90 ± 5

CIRCULAR SURROUND

See Note 13(b)

CIRCULAR SURROUND

90 ± 5

See Note 11

50 ± 5

50 ± 5

FOR ANCHOR SLABS

SURFACE STAMP

FOR PCP-R SLABS

SURFACE STAMP

D

TIEBARMESH M1

T

T

T

B

T

B

MESH ROTATION; SEE NOTE (a)

TABLE 7.3: 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

PenTable :

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pav_

A3_pdf.pltcfg

O:\Pave

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1701 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

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CP\draft1\M

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J

10

D

DE

PT

H O

F B

AS

E

P1

PCP

LCS

PCP

E1-N12-1000-JP

LONGITUDINAL: TIED AND SAWN

JOINT TYPE

30 MIN COVER

LCS

P2

PCP PCP

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

P2d

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

PCP

LCS

PCP

T

10OR SCABBLE DETAIL

AS PER TABLE 10.2

CORRUGATIONS

OR

H

10

P4b P4c

PCP

LCS

PCP

LONGITUDINAL: UNTIED AND FORMED

JOINT TYPE

H

10

D

DE

PT

H O

F B

AS

E

PCP

LCS

PCP

D

DE

PT

H O

F B

AS

E

P5

LONGITUDINAL: UNTIED AND SAWN

JOINT TYPE

DE

PT

H O

F B

AS

E

D

PCP

LCS

PCP

LCS

400 MAX

50 MIN

L

10

L

10

P6b

(NO FUTURE BASE WIDENING PROPOSED)

P6c

(WHERE PAVEMENT WIDENING IS ANTICIPATED)

P6

(SEE NOTE 27)

AS PER TABLE 10.2

CORRUGATIONS

LCS

P7

PCP PCP

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

PCP

LCS

PCP

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)

D

10

D

DE

PT

H O

F B

AS

E

PCP

LCS

P8

SEE TABLE 7.3 SEE TABLE 7.3

SEE TABLE 7.3

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)

F4OR

TRANSVERSE CONTRACTION: SAWN

JOINT TYPE

SEE NOTE 26 FOR CONSTRUCTION OPTIONS

P4c: CORRUGATIONS AS PER TABLE 10.2

ORP4b: BUTT JOINT

LCS

D

DE

PT

H O

F B

AS

E

F71

SEE TABLE 7.3

500 ± 35MESH M2 SEE TABLE 11.5

SFCP-R PCP-R

AS PER TABLE 10.2

CORRUGATIONS

SFCP-PCP TRANSVERSE: FORMED AND TIED

JOINT TYPE

(IN TERMINAL SLABS. FOR COVER SEE NOTE 5)

DE

PT

H O

F B

AS

E

D

LCS

F2

LONGITUDINAL: TIED AND FORMED

JOINT TYPE

E1-N12-1000-JP500 ± 35

SEE TABLE 7.3

MESH M2 SEE TABLE 11.5

CORRUGATIONS TABLE 10.2

SFCP-R


SFCP-R

E7-N12-1000-500 E5 - SEE TABLE 11.5.

FOR COVER SEE NOTE 5

MESH M1

SPECIFIED ELSEWHERE

PCP OR PCP-R WHERE

SCABBLED FACE

BUTT FACE

25 ± 15

BUTT FACE

45 MIN, D/3 MAX

DETAIL

NOT TO SCALE

T

-

NEW SLAB

D

DE

PT

H O

F B

AS

E

50 MIN

09

JOINT DETAILS - SHEET B

PenTable :

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pav_

A3_pdf.pltcfg

O:\Pave

ments\P

1701 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - P

CP\draft1\M

D.R

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P_09.d

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D

10225 ± 25

P9

D

DE

PT

H O

F B

AS

E

LCS

PCP PCP

225 ± 25H

10

D

DE

PT

H O

F B

AS

E

P10

PCP

LCS

PCP

FOR OPTIONS

SEE NOTE 26225 ± 25

H

10FOR OPTIONS

SEE NOTE 26

D

DE

PT

H O

F B

AS

E

PCP

LCS

PCP

P10d

E

10

D

DE

PT

H O

F B

AS

E

PCP

LCS

PCP

P11

(ALLOWED IN UNTRAFFICKED AREA ONLY)

E

10

D

DE

PT

H O

F B

AS

E

PCP

LCS

PCP

P12

225 ± 25

(ALLOWED IN LIGHT TRAFFIC AREAS ONLY)

D

DE

PT

H O

F B

AS

E

PCP

LCS

PCP

P13b

H

10FOR OPTIONS

SEE NOTE 26

(ALLOWED IN UNTRAFFICKED AREA ONLY)

P14

OR IN ROUNDABOUT / INTERSECTION)

(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGEF

10

D

DE

PT

H O

F B

AS

E

P15

LCS

PCP BRIDGE APPROACH ETC.

CONCRETE BASE OR

(ISOLATION JOINTS IN LIGHT TRAFFIC AREAS ONLY)

PCP

LCS

PCP

F

10

P16

D

DE

PT

H O

F B

AS

E

S

-DOWEL CAP 225 ± 25

D

DE

PT

H O

F B

AS

E

LCS

J

10

PCP-R PCP-R

P17

ACROSS JOINT

MESH - CONTINUOUS

30 MIN COVER

P18

(AT JOINT WITH SIDE ROAD OR CROSS OVER)

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



CAST FIRST

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

LONGITUDINAL EDGE: FORMED AND BEAMED

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

STEEL - FLOAT FINISH

N32 CONCRETE WITH

SUBGRADE BEAM GRADE

80 ± 20 COVER

MESH M3

600

K-N20

(FOR COVER SEE NOTE 5)


BRIDGE APPROACH ETC.

CONCRETE BASE OR

PCP

DE

PT

H O

F B

AS

E

D

F

10

200


N32 CONCRETE WITH

SUBGRADE BEAM GRADE300 ± 30300 ± 30

80 ± 20 COVER

MESH M3

600

ISOLATION: WITH SUBGRADE BEAM

JOINT TYPE

L

10

200

600

PCP

LCS

D

DE

PT

H O

F B

AS

E

50 MIN

50 MAX


N32 CONCRETE WITH

SUBGRADE BEAM GRADE

80 ± 20 COVER

MESH M3

SW +10(±5)

DOWEL

FILLER

DETAIL

NOT TO SCALE

S

-

DOWEL CAP

10

JOINT DETAILS - SHEET C

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O:\Pave

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1701 - Rigid P

ave

ment

Construction Sta

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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

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

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

FIRST SAWCUT

3 ± 1

35 ± 5

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

7

03+

–

7

03+

–

SEE NOTE 20

JOINT DIMENSIONS

703

+ –

5 ± 3

SEE NOTE 36

SEAL FULL FACES

SILICONE SEALANT

WIDENING SAWCUT

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

INITIAL CRACK INDUCER

D/4

010

+ – 35 ± 5

703

+ –

5 ± 3

703+

–

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

SEE NOTE20

JOINT DIMENSIONS;

Table 10.1 Note:D

09

DETAIL

E

09

DETAIL

F

09

DETAIL

H

08

DETAIL

J

08

DETAIL

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

JS1

JS2

JS3

JS4

JS5

JS6

JS7

label

Sealant

Joint

JS9

RS

DS

DJ

SWSW

RS

DS

SW

DJ

DEVELOPMENT OF SAWCUT AND SILICONE SEAL JOINT WHERE SPACING ≤ 4.6 mslabs

Bridge approach

P14 and F14 at

the two slabs abutting the joint under design. Tied joints (such as P7) 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 EDGE DETAILS/

D

CROSSFALL

EDGE OF CONCRETEBASE

SUBBASE

OF B

AS

E

DE

PT

H

P6 P18 P6 P18

L1

-

DETAIL

L2

-

DETAIL

DRAINAGE DETAILS VOLUME 5

PAVEMENT SUBSURFACE

WITH RMS STANDARD

GEOTEXTILE IN ACCORDANCE

EDGE OF CONCRETE

EDGE DETAILS

L

08

DETAIL

L

09

FLEXIBLE PAVEMENT

VERGE OR TRAFFICKED

DETAILS VOLUME 5

SUBSURFACE DRAINAGE

STANDARD PAVEMENT

ACCORDANCE WITH RMS

EDGE DRAIN IN

FLEXIBLE PAVEMENT

VERGE OR TRAFFICKED

60 MAX

60 MIN

11

REINFORCEMENT DETAILS

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O:\Pave

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1701 - Rigid P

ave

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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 P1 joints

Tiebars in longitudinal jointsSee jointing plan and Table 7.1

E2 N12 7alternative to E1 for P1 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 P7 joints 1.0 500

N12 500E8 1 or 22 Drilled-ties in P7d 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 - -SL82. PCP-R general -

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

121

22

5

300

4

250500 500250

400

250

500

3

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

350, 6 per anchor

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

F

L

OR O

TH

ER R

ELIE

F E

DG

E

L

F L

L

F14

A

A

F71

FIGURE 11.1

P8

NTS

SEE TABLE 11.5 FOR DIMENSIONS L AND L

BRID

GE A

PP

RO

AC

H S

LA

B

12

NOTES

THE CROSS-OVER SLAB WIDTHS ARE FOR DEMONSTRATION ONLY.

SEE SHEET CJ12 FOR ALTERNATIVE JRCP MEDIAN DESIGN.(a)

FLEXIBLE

SFCP

JRCP

PCP-R

PCP

PAVEMENT TYPES:

*FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.

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

KEY

RURAL INTERSECTION PLAN

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

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SL

AB

BA

SE

*

*

*

4.3

3.8

1.9

TYP

4.2

3.5

3.5

3.5

3.5

0.5

1.0 M

IN

*

*

2.5

3.9

4.3

3.8

SL

AB

BA

SE

*

0.6 M

IN

0.5

1.0 M

IN

*

3.8

4.3

3.9

2.5

SL

AB

BA

SE

*

*

*

4.2

4.2

4.2

1.0

0.5

3.5

3.5

3.5

3.5

TYP

4.2

SL

AB

BA

SE

1.9

3.8

4.3

1.0 M

IN

*

*

4.3 M

AX

0.6 M

IN

3.5

3.5

0.5

ALTERNATIVE DETAIL

SEE FIGURE 12.2 FOR

MIN

1.0

ALTERNATIVE DETAIL

SEE FIGURE 12.3 FOR

LA

NE

S

2.5

LA

NE

S

1.0

LA

NE

S

1.0

LA

NE

S

2.5

3.5

3.5

*

BEAMED EDGE

WHERE FACTOR R > 1.25

FOR MINIMUM CORNER ANGLES

REFER TABLE 2.4

10

1

FOR MINIMUM CORNER ANGLES

REFER TABLE 2.4

FLEXIBLE

SEE NOTE 35

MINIMUM CORNER ANGLES

REFER TABLE 2.4 FOR MIN

1.0

10

1

MAXIMISE CORNER ANGLES

SET JOINT SKEW TO

SEE NOTE 34

FLEXIBLE

NOTE (b)*

SCALE 1:500

FIGURE 12.1

ANCHOR TYPE 6

(a)

(a)

(a)

P2

RWHERE FACTOR R > 1.25R

MINIMUM CORNER ANGLES

REFER TABLE 2.4 FOR

750

9 5

750

750

750

10

1

5 9

4 8

10

1

5

5

5

5

5 9

8 5

8 4

8 55 8

5

4

5

9 5

5 84 5

5 9

P7 P6

P2

P1

P2

P6

P7

P2

P7

P18

P14

P2

P2

P14

F8

P7

P2

P6

P1

P6

P6

P1

P2

P6

P7

P6

P2

P1

P2

TYPP8

TYPP8

P6

P8

P2

P2

P14

P14

P2

P2

P14

F8 F7

F4

F8P14 F2F2

P14

F8

F7

F8

P2

F8F7

P2P8

9 6

5 4

P14

P6P6 4

.3 M

AX

SCALE 1:250

FIGURE 12.2

ALTERNATIVE DETAIL

10

1

MIN

0.6

P2

NOT TO SCALE

ALTERNATIVE DETAIL

CORNER ANGLE LIMITS SEE TABLE 2.4

MIN

1.0

FIGURE 12.3

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P_13.d

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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 CP-05

BRIDGE APPROACH LAYOUTS

(SEE NOTE 14)

CONSTRUCTION JOINT

(TY

PE 1

2)

1 2

00

MIN

600

LCS LCS

PCP-R PCP

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

PCP-RPCP

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

PCP-R PCP

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

(SEE NOTE 14)

CONSTRUCTION JOINT

*L

D

LCS

1 800 ± 3001 800 ± 300

P8 P8

ANCHOR SLAB

BRIDGE

P8

P8

P7

SECTION

SCALE 1:50 -

3

P14


A2-N12- -350

F-N16- -300


A2-N12- -350

F-N16- -300


A2-N12- -350

F-N16- -300

F-N16- -300

ON DOWNHILL SIDE)

MESH M1 (T & B

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)


TERMINAL SLAB

LEG LENGTH (L ) 5 000 ± 500 1 800 ± 300

ALL EDGES

50 MIN COVER


D

50 ± 20

TERMINAL SLAB

PAVEMENT

FLEXIBLE

1 800 ± 300


50 NOM

50 NOM

MESH M1 (T & B)

NOM

50 50 NOM 50 NOM

SECTION

SCALE 1:50 04A

11

SECTION

SCALE 1:50 04A

12




DESIGN AS PER CP-05 AND CP-06

APPROACH ZONE

13

ANCHORS

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DETAIL

SCALE 1:20

K1

-

BASE

DETAIL

SCALE 1:20

K2

-

TYPE SE AND SL

DETAIL

SCALE 1:20

K3

-

TYPE SA

L

10

L

10

L

10

BASE

SF KERB

35 ± 10

AUSTROADS "WITH SHOULDER" RULE

500 MIN REQUIRED TO MEET

DETAIL

SCALE 1:20

K4

-

8100 BASE100

ORP6b P6c

SL

SE

BASE

SE & SL

80 ± 20

80 ± 20

*

TYPE SB, SO AND SK

TO 5 mm, TYPICAL

LIMIT ARRIS ROUNDING

TYPE SF

APPLICABLE ALSO TO TYPE SM

LCS

SEE TABLE 7.3 SEE TABLE 7.3

SEE TABLE 7.3

LCS LCS

50 MIN COVER

50 MIN COVER

= 20 FOR SO AND SK

= 8 FOR SB(b)

(b)

ORP6b P6cJOINT FACE AS PER

500 ± 50AS PER

JOINT FACEORP6b P6cJOINT FACE AS PER

500 ± 50


50 MIN COVER

J1-N12J2-N12

J1-N12

SEE SHAPE 5 IN TABLE 11.2

J3-N12- -500, SEE NOTE 35

P1

P6

P2

P7

P7

P8

KERB

10

1

DETAIL

SCALE 1:250

K7

04

INTEGRAL KERB AND SHOULDER PAVING

TO FACILITATE SAWING OF KERB

- SHOULDER JOINT MAY BE SQUARED

PAVING ARE INTEGRAL:

WHERE SHOULDER AND KERB

- KERB JOINTS ARE SQUARE

- SHOULDER JOINTS ARE SKEWED

KERB PAVING ARE SEPARATE:

WHERE SHOULDER AND

SHOULDER INTEGRAL KERB AND SHOULDER

K3

-

K1

-

K2

-


MAXIMUM 3 300(a)

SEE TABLE 7.3

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

-

MIN

0.6 m

JOINT OMITTED IN THIS SLAB

P2

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

P2

MAX: SEE TABLE 2.4

REINFORCEMENT NOT SHOWN FOR CLARITY

MESH M1 P7

REINFORCEMENT NOT SHOWN FOR CLARITY

PCP OR PCP-R BASE

14

KERBS AND BARRIERS

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Construction Sta

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P_15.d

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P2

P8P8P7P8P8P7dP8P8P8

P2P2

R

R

R

R R

1 500 MIN1 500 MIN

1 500 MIN1 500 MIN

P2

+ –1 1

00

0200

+ –1 5

00

0100

+–3 400

0100

P7

LOGISTICS

TO SUIT CONSTRUCTION

MAY BE LOCATED

P7

9

-

9

-

VAR VAR

UP TO 3.0m TYP

SHOULDER WIDTHS

P1 P2OR

P2 P2 P1

4 300 MAX

4 300 MAX

UP TO 3 700

LANE WIDTHS

TO 1 : 6 (80°)

JOINT SKEWS UP

EXISTING PCP

NEW PCP CONSTRUCTION

EXIS

TIN

G A

NC

HO

R

REMOVE EXISTING PAVEMENT

FIGURE 15.1

EXTENSION OF EXISTING PCP WITH NEW PCP

UP TO 4 600 TYP

SLAB WIDTHS

3 700 TO 4 600 TYP

SLAB LENGTHS

P8 P8 P7d P8 P8 P8 P8P7

+–3 400

0100

1 5

00

0100

+ ––+ 0

200

1 1

00

MIN

1 500

MIN

1 500

NOT TO SCALE

SECTION

NOT TO SCALE -

9

84° MIN

84° MIN

3 400 MIN

4 200 TYP4 200 MAX

4 200 MAX

3 400 MIN

TYP

4 200

A

04A

NEW BASE

D

NEW SUBBASE

S

S1

D1

15

MISCELLANEOUS

Documents

Volume CP Plain Concrete Pavement - Roads and Maritime ... · CP-13 CP-14 CP-15 CP-04B CP-04A AND CP-04B CP-04A AND See item CP-04A and CP-04B above. parameters must be specified