volume cc - continuously reinforced concrete pavement...rigid pavement pavement standard drawings...

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PAVEMENT STANDARD DRAWINGS

RIGID PAVEMENT

21ED 4 REV 0

DS2012/001190

REGISTRATION No OF PLANS

ISSUE

SHEET No

No OF SHEETS

© COPYRIGHT ROADS AND MARITIME SERVICES

DATE

CC

VOLUME

01A

MD.R83.CCREGISTRATION 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SUPERSEDED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

G. VOROBIEFF

STANDARD DETAILS - CONSTRUCTION

related drawings:

Volume CP - Plain Concrete Pavement

Volume CJ - Jointed Reinforced Concrete Pavement

18/12/2015 18/12/2015

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

21

ISSUE

ED 4 REV 0 CC

VOLUMEDATE

DS2012/001190ASSET MAINTENANCE DIVISION


PREPARED BY: PAVEMENTS UNIT

APPROVED FOR USE


PRINCIPAL ENGINEER,

FOR AMENDMENTS REFER TO SHEET No 01B


RIGID PAVEMENT


CONTINUOUSLY REINFORCED CONCRETE PAVEMENT (CRCP)

G.VOROBIEFF

18/12/2015

18/12/2015

REVISION REGISTER

ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED

1/0 30/09/1984 ALL Initial issue

2/0 ALL

SHEET INDEX

COVER SHEET

LEGEND

Comprehensive revision30/06/2009

G. Donald

K. Porter

K. Porter3/0 ALL Comprehensive revision31/05/2010

ALL Comprehensive revision

CC-01A

CC-01B

BRIDGE APPROACH PLANS

KERBS AND BARRIERS

RURAL INTERSECTION PLAN

TYPICAL PLAN - WITH CRCP RAMP

CC-01B

Suitable for use without change.

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

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.

contract drawings.

Table 12.1 and Figure 12.1 are for use by designers only and are not suitable for use in

Various The location of joints C7 and C7d 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.

Items such as bar spacings are based on an assumed base thickness of 240 mm.

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.

Items such as bar spacings are based on an assumed base thickness of 240 mm.

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


terminal end and which are of the correct type in the correct location.

Note that it is only applicable to situations where there are three anchors in the existing


must be replaced with the label "Reserved": 1(b), 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

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:

CC-15A

CC-15B

CRCP EXTENSION OF EXISTING CRCP

CRCP EXTENSION OF EXISTING PCP

CC-04A

CC-04B

NOTES (numeric)

JOINT DETAILS - SHEET A

JOINT DETAILS - SHEET B

JOINT DETAILS - SHEET C

REINFORCEMENT DETAILS - SHEET A

REINFORCEMENT DETAILS - SHEET B

4/0

DRAWING CONTENTSHEET No

VOLUME-

SHEET No

VOLUME-Comments

SHEET No

VOLUME-Details Required

SHEET No

VOLUME-Details

NOTES FOR USE OF THESE STANDARD DRAWINGS

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.

only. Items such as tiebar spacings are based on an assumed base thickness of 260 mm.

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

CC-04B

CC-04A AND

CC-04B

CC-04A AND

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.

Dimensions for Details F and H at specific locations.

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

Tiebar spacings in all joints C1, C2, C2d and F72. They can be marked on the

CC-02

CC-03

CC-05

CC-08, CC-09

CC-10

CC-11

CC-12

CC-14

CC-16

CC-10

CC-12

and CC-16

CC-14, CC-15

CC-13

CC-02

CC-03

CC-05

CC-06

CC-08

CC-09

CC-10

CC-11

CC-12

CC-13

CC-14

CC-16

G. Vorobieff

ANCHOR LAYOUT PLAN AND TYPICAL CROSS SECTIONS

CC-07A

CC-07B

TYPICAL REINFORCEMENT PLAN - SHEET A

TYPICAL REINFORCEMENT PLAN - SHEET B

ANCHOR SECTIONS

CC-15C

CC-15B AND

CC-15A,

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

Designers are encouraged to minimise changes.

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

In Details K1, K2 and K3, joints C6b or C6c may be selected on site to suit construction logistics.

CC-06

CC-05 AND

CC-07B

CC-07A AND

TYPICAL PLANS

CC-15CCRCP EXTENSION OF NEW PCP

18/12/2015

02

LEGEND

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SHEET No

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21

ISSUE

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APPROVED FOR USE


PRINCIPAL ENGINEER,



RIGID PAVEMENT



G.VOROBIEFF

18/12/2015

18/12/2015

DESCRIPTIONTYPE

C18

C15

C14

C7

C7d

C5

C2d

C2

C1

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:

LCS

1.0

1.5

CRCP

TRAFFICKED (a) UN-TRAFFICKED (a)

TABLE 2.4: GENERAL SLAB SHAPE REQUIREMENTS

84° 84° (80°)

4.4 (4.5)

W min

Shape Factor R = L / W

L max

W max

R max

L min

R min

Minimum Corner Angles (b)

Table 2.2 Note:

Transverse construction: formed and tied

Transverse construction: formed and drill-tied

Longitudinal: edge and beamed

Isolation: with subgrade beam

C4b / C4c

C6b / C6c

Longitudinal: untied and formed, butt or corrugated

F72

(metres)

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

(f)

F71

only applicable in bridge approach zone

Transverse construction: formed and tied;

C2p Longitudinal: cluster tied and formed

p : PCP interface (clustered ties)

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

See Volume CP drawings

(metres)

Slab Length L NA NA

NA NA

4.3 (4.5)

1.0 0.6

NA

NA

NA

NA

70°

F14 Isolation: with subgrade beam (SFCP-R)

A

B C

TABLE 2.3: SYMBOLS

Joint type: 'C1'

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 CC-05 and Fig. 11.1.

C1

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

53

RSometimes used in lieu of hatching or shading.

Mesh - reinforced slab (non-CRCP)

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

BRIDGE SKEW

ROAD SKEW

C1a Longitudinal: tied and sawn (alternative)

A Surface stamp for anchor slab. See CC-05, Detail Q.

ROAD SKEW DIAGRAM

REQUIREMENTS

SLAB SHAPE

ABBREVIATION

SFCP, SFCP-R

PCP, PCP-R, JRCP,

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)

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)

Reserved.(e)

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

Reserved.(c)

Corner angles must be maximised wherever possible, see Note 18.(b)

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

Drawings

Volumes CP and CJ

See

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

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21

ISSUE

ED 4 REV 0 CC

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,



RIGID PAVEMENT



G.VOROBIEFF

18/12/2015

18/12/2015

GENERAL

PAVING

REINFORCEMENT

ANCHORS

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.

unless specifically shown otherwise.

shown otherwise. Tiebars must not be provided in Type C6 joints

Outer edges are either Type C6b or C6c joints unless specifically27.

Reserved29.

SEALANTS AND FILLERS

DOWELS

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 .

Reserved.20.

continuity.

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

Untied joints Types C14 to C15 (inclusive) must be continuous22.

silicone sealant installation.

faces must be prepared in accordance with the specification prior to

spalling of the existing arrisses. Where a filler is used, the formed

method must consider the impact of any existing rounding and/or

or by fixing a temporary filler to the first-placed face. The nominated

In joint Type C4 the sealant reservoir may be created by sawcutting26.

Reserved.28.

Reserved.30.

Refer to drawing Volumes CP or CJ.37.

precede paving within adjacent shoulder lanes.

unless separated by an isolation joint. Paving within travel lanes must

Paving of CRCP must precede paving of adjacent jointed pavement2.

See also Note 25.

Within 30 m of contract limits.(c)

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

formed joint Type C2, 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.

Stirrup length need not be changed to suit specific cases.

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

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

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

L

L

The thickness must be constant within the length L .

(a) the specified base thickness, and (b) 250mm.

terminal leg base (denoted D ) must not be less than the greater of:

At CRCP terminal anchor 1 at flexible pavement the thickness of the

The thickness must be constant within the length L .

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

base thickness, and (b) 250mm, 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.

L

L

accordance with AS 2876 and at spacings of 2.5 m to 3.0 m.

For kerbs abutting CRCP, construct shrinkage control joints in

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

need not be extended into kerbs. For kerbs abutting jointed

adjoining base, in accordance with RMS R15 except that C7 joints

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

and C15.

to as an "untied change point") must occur only at joint Types C14

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

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

Longitudinal joints (Types C1, C2, C4 and C5 ) may terminate only31.

be reduced to 1.2 m and the angle be 90° ± 15°.

longitudinal joints of 90° ± 6°. In SFCP, the separation distance can

methods. They must be aligned at an angle to the adjacent

here may be provided to suit the construction program and/or

Transverse construction joints (Types P7) additional to those shown21.

(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.

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

(Volumes CP, CJ or CF).

Jointed base must also comply with the relevant drawings(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 12.1 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 CC-02.

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

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.

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.

depth of 4 ± 1 mm below the circular surround.

The imprint must be in accordance with CC-05 Detail Q, and to a

at each deflection in alignment.(ii)

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

surface stamp placed above the anchor centreline and:

groups of three Type 12 anchors. Anchors must be identified by a

Unless shown otherwise, terminal anchors in CRCP consist of13.

heavily trafficked lanes.

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

in Sheet CC-04B;

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.

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

necessitating a drain.

PCP shoulder anchor will direct water towards the CRCP, hence

non-typical catchment exists. For example on adverse crossfall a

(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.

2

of bars required and the clearance requirements to joints and edges.

bar spacing must then be determined based on the minimum number

ensure that the minimum steel ratio of 0.67% is obtained. The actual

number to determine the minimum number of bars required and to

The calculated value of N must be rounded up to the next whole

= Nominal cross sectional area of N16 bar (mm ). 200

= Specified concrete base thickness (mm)D

= Paving width (mm)W

Where:

= (0.67 100) × (W × D) 200

cross sectional area of a 'C' bar)

= (Mass steel ratio) × (Concrete sectional area) (Nominal

= Number of 'C' bars within any paving widthN

concrete sectional area)

Mass steel ratio (%) = 100 × (total sectional steel area) (total

calculated as follows:

minimum mass steel ratio within the range 0.67% to 0.72% when

The number of 'C' bars within each paving width must provide a(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.

≥ N20: see RMS R83(iii)

N16: 525 mm minimum.(ii)

N12: 360 mm minimum.(i)

Bar laps must be as follows:(e)

listed in Table 11.3 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(d)

See Fig 11.2 for bar marking legend.(c)

TIEBARS

SLAB SHAPE REQUIREMENTS

be placed in accordance with the Volumes CP or CJ drawings.

Fig 12.2 shows acceptable lap patterns in 'B' and 'C' bars. Mesh must5.

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

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.

the C2p joint.

length is recommended to minimise conflict in contraction strains at

Where jointed slabs are tied to CRCP, a reduction in the typical slab9.

Reserved.8.

observed.

criteria governing the layout of joints, and compliance must be strictly

Slab shape requirements are listed in Table 2.4. These are critical7.

SPECIAL REINFORCEMENT

signal detector loops.

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

Reserved.11.

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

at tapers in width;(b)

at acute slab corners;(a)

on the drawings. Typical locations are:

Areas of base which require special reinforcement have been marked10.

÷

÷

÷÷

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

equivalent to those for the top joint, but rotated 90°.

incompressibles during subsequent paving. Dimensions must be

of joints (in accordance with RMS R83) to prevent the ingress of

temporary and permanent) must extend down the vertical face

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

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

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

04A

TYPICAL PLANS

NOTES

*

FLEXIBLE

PCP-R

PCP

CRCP

PAVEMENT TYPES:(b)

REFER TO VOLUME CP DRAWINGS FOR FURTHER PCP DETAILS.(c)

SEE NOTE 1(b).

REINFORCEMENT DETAILS ON THIS SHEET ARE INDICATIVE ONLY.(a)

FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.

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

SEE CC-16 FOR CRCP RAMP ALTERNATIVE.(f)

}SEE VOLUME CP FOR FURTHER DETAILS.

APPROACH SLAB.

C14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED BRIDGE(g)

VOLUME 1 - DESIGN AND LOCATION FOR PAVEMENT EDGE DETAILS.

REFER TO RMS STANDARD PAVEMENT SUBSURFACE DRAINAGE DETAILS(d)

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1703 - Rigid P

ave

ment

Construction Sta

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RC

P\draft4\M

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18/12/2015

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SL

AB

BA

SE

*

*

SL

AB

BA

SE

*

*

LA

NE

S

E1-N12 TIEBARS

3 9

TYP

BRID

GE

AP

PR

OA

CH

BRID

GE

SEE NOTES 3 AND 25

*

*

*

SL

AB

BA

SE

INDUCED AND TIED

FORMED EDGE

SEE NOTES 3 AND 25

*

*

*

3

SL

AB

BA

SE

*

*

*

NOTE (e)*

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

1.9

FIGURE 4.1SCALE 1:500

P4 P2

C1

C1C1

C14

C7

FORMED AND CLUSTER TIED8

06

C1 C2

TERMINAL ANCHOR TYPE 12

NOTE (c)TYP

P8

ONLY

SHOULDER

IN PCP

C2p

C6b

TERMINAL ANCHORS TYPE 12

C1 C2

NOTE (c)E3 - N12 CLUSTERED

C7

FORMED AT BREAK IN PAVING

TRANSVERSE CONSTRUCTION JOINT

TYP

3.0

750 750

700 700

950 950

700 700

OPTION A OPTION B

CRCP

CRCP

PCP

600 470

90° ± 6°

3.5

3.5

2.5

0.5 L

AN

ES

1.9

3.8

4.3

P7

P7

P8

P7

P7

PAVEMENT

FLEXIBLE

PAVEMENT

FLEXIBLE

P6b

P6b

P1 SEE NOTE 25P2

P2

P4

P7 E1-N12 TIEBARS

P6b

470 700

E3-N12 CLUSTERED

9 6

A1-N12

A1-N12

C2p

700 600

A1-N12

TYP

3.0TYP

P8

E3-N12 CLUSTERED

C6b

6 3

E3-N12 CLUSTERED TYP

3.0

84° MIN

84° MIN

C2p

7

06

3

5

4

P6b

KERB

7

06

FORMED EDGE

(g)

C7

C7

P7

C2p C2

OR C2

C2

C2

C1

C6

C2C2

5.0 ± 0.5

CRCP TERMINAL ANCHORS

C1

4.3 MAX

1.0 MIN

1.0 MIN

4.3 MAX

5.0 ± 0.5


PCP SHOULDER

FLEXIBLE PAVEMENT

1.85 ± 0.35

ANCHOR SEE NOTE (c)

TYPE 12 TERMINAL

P14LANE IT MUST CHANGE TO A

JOINT EXTENDS INTO A TRAFFICKED

WHERE AN UNTIED LONGITUDINAL

C7

C2

OR C2

C2

C2

C1

C6

5.0 ± 0.5


C1

FLEXIBLE PAVEMENT

C6b

C2

C1

C6c

4.3

3.8*

*

SL

AB

BA

SE

1.9*

2.5

3.5

3.5

TYPICAL PLAN - TWO LANES

0.5

LA

NE

S

TYPICAL PLAN - THREE LANES

C6c

C2

C1

C2

C6b

0.5

2.5

3.5

3.5

3.5

LA

NE

S

*

*

SL

AB

BA

SE

4.3

3.8

3.5

*

1.9*

FIGURE 4.2

FIGURE 4.3

SCALE 1:500

SCALE 1:500



SLAB

BASE0.5 LANES





C2

C6b

C6c

C2pC2

C7

C1

C2p

P6b

C1

C6b

C6

C6

8

06

8

06

TYP

3.0TYP

P8

2

04B

1

04B

1

04B

1

04B

3

04B

3

04B

9

04B

9

04B

CRCP WITH PCP SHOULDERS AND PCP RAMP

CRCP WITH PCP SHOULDERS AND CRCP RAMP

CRCP WITH CRCP SHOULDERS AND CRCP RAMP

P8

P7

C7

SEE NOTE 9

3.6 ± 0.2 TYP

04B

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

DENOTES LCS JOINT ZONE, SEE NOTE 39(h)

NOTES

ANCHOR LAYOUT PLAN AND TYPICAL CROSS SECTIONS

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O:\Pave

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1703 - Rigid P

ave

ment

Construction Sta

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* **

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

C2pP6 C1

* **

SHOULDER

0.5 MIN

NOTE 19

0.2 ± 0.1

0.05 MIN0.05 MIN

0.05 MIN

0.05 MIN0.05 MIN

0.05 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

NOTE 19

0.2 ± 0.1C1

0.05 MIN0.05 MIN

C6cC6b C2

1.9 4.3 3.8 3.5

SHOULDER

2.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

TRAVEL LANE

3.5

0.5 MIN

0.6 TYP

*

C6cC2C6b

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15 (h)

0.25 ± 0.15

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15 (h)

0.25 ± 0.15

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15

(h)

0.25 ± 0.15(h)

0.25 ± 0.15

(h)

0.25 ± 0.15 (h)

0.25 ± 0.15

(h)

0.25 ± 0.15

C6

(IN SHOULDER ONLY)

PCP

CRCP

LCS

SMZ

CRCP

LCS

SMZ

CRCP

LCS

SMZ

CRCP

LCS

SMZ

P6P6 P1 P2

SHOULDER

2.5

TRAVEL LANE

3.5

SHOULDER

1.0

PREFERRED

1.85 ± 0.35

*

TYPICAL CROSS SECTION

NOTE (e) CC-04A


*


NOTE (e) CC-04A*


NOTE (e) CC-04A

SECTION

SCALE 1:100 04A

1SECTION

SCALE 1:100 04A

2

SECTION

SCALE 1:100 04A

3 SECTION

SCALE 1:100 04A

9

0.5 MIN

0.6 TYPC2C1

SROHCNA ON

BRID

GE

BRIDGES

REFER SHEET CC-05

BRIDGE APPROACH LAYOUTS

PCP

PAVEMENT

FLEXIBLE

PAVEMENT

CRCP

PAVEMENT

CRCP

PAVEMENT

FLEXIBLE

5.0 ± 0.5

5.0 ± 0.5

5.0 ± 0.5

5.0 ± 0.5

5.0 ± 0.5

5.0 ± 0.5SROHCNA ON

5.0 ± 0.5

5.0 ± 0.5

REFER TO VOLUME CP, SHEET CP-13

FOR PCP ANCHOR LAYOUT

FLEXIBLE PAVEMENT

CRCP

SCHEMATIC ONLY - NOT TO SCALE

ANCHORS FOR CRCP

(DIMENSIONS IN METRES)

SCHEMATIC ONLY - NOT TO SCALE

ANCHORS FOR CRCP

TYPE 12

ANCHORS

TERMINAL

THREE

BRIDGE APPROACH LAYOUTS

TYPE 12

ANCHORS

TERMINAL

THREE

TYPE 12 FOR ALL GRADES

THREE TERMINAL ANCHORSTHREE TERMINAL ANCHORS TYPE 12

THREE TERMINAL ANCHORS TYPE 12

THREE TERMINAL ANCHORS TYPE 12

FIGURE 4.4 - PLAN

FIGURE 4.5 - LONGITUDINAL SECTION

05

BRIDGE APPROACH PLANS

NOTES

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 12.1

70° preferred minimum, (60° absolute minimum)

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

5 6 7

Table 5.1 Notes:

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

4.5 m maximum, 1.0 m minimum

Radiate to point 'B' such that the resulting angle at 'B' complies with the target minimum value of 84° minimum.

Locate the Type F72/F71 joint (marked 'A - B' on this diagram). Locate point 'A' according to dimensional limits.(b)

Type C1 / C2 and F2 joints (at points 'D', 'E' and 'F') are specified to avoid reflective corner cracking.

90° ± 6° and approximately equal. Check dimensions 'W1' to 'W4'. The minimum offsets from adjoining

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

shown in the main carriageway appliy to the shoulder.

The shoulder shown in Figure 5.2 is PCP and this may be replaced by CRCP and the joint details(f)

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)

SEE ALSO SHEET CC-04B.(b)

FOR NUMERIC NOTES REFER SHEET CP-03.(a)

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1703 - Rigid P

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Construction Sta

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L

NTS

ANCHORC

FIGURE 5.1

ISO

LA

TIO

N J

OIN

T

SLAB

APPROACH

BRIDGE

BRIDGE SKEW

ROAD SKEW

C6

C14

PCP-R

C1

L

C1 OR C2

CRCP

CRCP

5 000 ± 5005 000 ± 500

Q

-

4

06

7

06

7

06

AN

CH

OR 1

AN

CH

OR 2

AN

CH

OR 3

P8

90° ± 6°90° ± 6° 90° ± 6°

P6

C2p

3 000 TYP

A

A A

AAA

DRAWINGS

SEE VOLUME CP

± 3001 800

P8

± 3001 800

3 000L 4 000 MIN

L 12 000 MAX

TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW ≥ 84°

PC

P-R

PC

P

NOTE (g) CP-04A

(g)

BUT THEY ARE REQUIRED IN CRCP SHOULDER

ANCHORS 2 AND 3 ARE NOT REQUIRED IN PCP SHOULDER,

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

T3

T2

T1

Φ°

Φ°

F2

F2

F2

P6

A

C2

C6

ORC1

SLAB

APPROACH

BRIDGEBRIDGE

SFCP-R

SFCP-R

SFCP-R

NTS

FIGURE 5.3

F2

A

A

C2p

F2 OR C2C1

PCP-R

CRCP

CRCP

P8

AN

CH

OR 1

PCP

P6

C2p

CRCP

CRCP

90° ± 6°

90° ± 6°

1 800 ± 300

CRCP

CRCP

CRCP

CRCP

AN

CH

OR 1

C2p C2p

P8

N

-

F14

N

-

5

06

5

06

PCP

Q

-

ANCHORC

ANCHORC

W1

F71

F72

90° ± 6°

F14

A

Φ°

Φ°

F72

Φ°

F71 PCP-R

4

1 700 MIN

W4

Φ°

L 4 000 MINL

TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW 60° ≤ < 84°

L 12 000 MAXL

1 800 ± 300

L 1 500 MIN 1 100 MINF

L 10 900 MAX 3 000 MAXF

L 4 000 MIN

L 1 500 MIN 1 100 MIN

L

F

L 20 000 MAXL

L 18 900 MAX 3 000 MAXF

Φ°

TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW < 60°

FOR SHOULDER DETAILS

SEE VOLUME CP DRAWINGS

FOR SHOULDER DETAILS

SEE VOLUME CP DRAWINGS

PCP-R(g)

(g)

Q

-

(Anchors 2 and 3 not shown. See also Table 5.1 and Note (g) CP-04A)

(Anchors 2 and 3 not shown. See note (g) 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°

DETAIL

SCALE 1:5

Q

-

90 ± 5

SURFACE STAMP FOR ANCHOR SLABS

50 ± 5

See Note 13

CIRCULAR SURROUND

06

NOTE

L FDIMENSIONS L AND L SEE SHEET CC-05.

ANCHOR SECTIONS

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SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

(SEE NOTE 14)

CONSTRUCTION JOINT

SUBGRADE BEAM

FILLER

30 ± 10

(SEE NOTE 41)

L

(TY

PE 1

2)

1 2

00

MIN

600

LCSLCS

L

BA

SE

D

*

***

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

SUBGRADE BEAM

LCS

L

M

-

SFCP-R

F

FILLER

30 ± 10

(SEE NOTE 41)

(TY

PE 1

2)

1 2

00

LCS

BA

SE

D

**

M

-

*

ALL EDGES

50 MIN COVER

MIN

600

SUBGRADE BEAM

LCS

*

SFCP-R

FILLER

30 ± 10

(SEE NOTE 41)

(TY

PE 1

2)

1 2

00

LCS

**

M

-

*

ALL EDGES

50 MIN COVER

MIN

600

BRIDGE BRIDGE

F14 F72

F14

C14

B1-N16

CRCP

A1-N12

D1-N16

B1 OR 'C' BARS

A1-N12

CRCP

FOR ROAD SKEW ≥ 84°

CRCP TERMINAL ANCHOR 1 DESIGN AT BRIDGES

LC

S

S

LC

S

S

*

CRCPCRCP

SLAB REFER TO

BRIDGE APPROACH

BRIDGE DRAWINGS

LBRIDGE

F

*

BA

SE

DL

CS

S

CRCP

F72

CRCP

FOR ROAD SKEW < 60°


N

05

SEE NOTE 17(b)

(SEE NOTE 14)

CONSTRUCTION JOINT

(TY

PE 1

2)

1 2

00

MIN

600

LCS LCS

*

***

M

-

ALL EDGES

50 MIN COVER

BA

SE

DL

CS

S

05

7

SEE NOTE 17

ANCHOR 3 ONLY

CRCPCRCP

80 ± 20

BOTTOM COVER

D2 - N16

(TY

PE 1

2)

1 2

00

MIN

600

LCS

BA

SE

D

*

***

M

-

ALL EDGES

50 MIN COVER

CRCP

CRCP

LC

S

S

SEE NOTE 17(b)

MIN

50

LCS

ELSEWHERE)

(AS SPECIFIED

SUBSURFACE DRAIN

1 100 0

200

PAVEMENT

FLEXIBLE

CRCP TERMINAL ANCHOR 1 DESIGN AT FLEXIBLE PAVEMENT

SECTION

SCALE 1:50 05

4

SECTION

SCALE 1:50 05

5

SECTION

SCALE 1:50 05

6

TERMINAL SLABTERMINAL SLAB

3 EACH SIDE OF ANCHOR

A2-N12- -350

FOR ROAD SKEW 60° ≤ < 84°


TERMINAL SLAB


A2-N12- -350


A2-N12- -350

F-N16- -300

G1-N16- -300

6-H-N16- -NA


A2-N12- -350

F-N16- -300

G1-N16- -300

6-H-N16- -NA


A2-N12- -350

F-N16- -300

G1-N16- -300

6-H-N16- -NAF-N16- -300

G1-N16- -300

6-H-N16- -NA

SEE DETAIL

(T & B)

2-K-N20- -NA

*N

05SEE DETAIL

(T & B)

2-K-N20- -NA

F-N16- -300

G1-N16- -300

6-H-N16- -NA

B1 OR 'C' BARS

A1-N12

TIEBAR E5SEE NOTE 16

STIRRUP LAPS

SEE NOTE 16

STIRRUP LAPS

D1-N16

(SEE NOTE 14)

CONSTRUCTION JOINT

SEE NOTE 16

STIRRUP LAPS

D1-N16

(SEE NOTE 14)

CONSTRUCTION JOINT

B1 OR 'C' BARS

A1-N12

TIEBAR E5

D1-N16

SEE NOTE 16

STIRRUP LAPS

(SEE NOTE 14)

CONSTRUCTION JOINT

B1 OR 'C' BARS

A1-N12

B1 OR 'C' BARS

A1-N12SEE NOTE 16

STIRRUP LAPS

LEG LENGTH (L )

ALL EDGES

50 MIN COVER

TABLES 11.1 AND 11.5

COVER 80 ± 20 SEE

MESH M2 (T & B)

TABLES 11.1 AND 11.5

COVER 80 ± 20 SEE

MESH M2 (T & B)

LEG LENGTH (L )

L

3 000 MAX

1 100 MIN

3 000 MAX

1 100 MINL

LEG LENGTH (L )

+–

*DENOTES SEE FIGURE 11.2





SECTION

SCALE 1:50 04A

8

SECTION

SCALE 1:50 04A

7

FOR ALL ROAD SKEW

CRCP TERMINAL ANCHORS 2 AND 3

SEE NOTE 15

THICKENING D

SEE NOTE 15

THICKENING D

SEE NOTE 15

THICKENING D

SEE NOTE 15

THICKENING D

L

L

L

PLASTIC DRAINAGE PIPE (3552)

Ø65 CORRUGATED PERFORATED

NO FINES CONCRETE (3222)

ANCHOR FILLETS

(±100) (±100)

250 × 250

SEE NOTE 17

DETAIL

SCALE 1:10

M

-

MIN

200

MIN

200

WRAPPED IN GEOTEXTILE (R63)

SUBSURFACE DRAIN

NOTES

07A

TYPICAL REINFORCEMENT PLAN - SHEET A

INDEPENDENT OF THE ANCHORS.

AT ANCHORS 2 AND 3 THE LOCATIONS OF JOINTS P8 AND TIEBARS E3 ARE(f)

E1/E2. COVER TO SAW CUT MUST BE 30 mm MINIMUM.

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

PURPOSES; SEE NOTE 3.

C1 AND C2 JOINTS HAVE BEEN NOMINATED FOR DEMONSTRATION(d)

'A' BAR CENTRES AS PER TABLE 12.1.(c)

'C' BAR CENTRES SEE NOTE 4(b) SHEET CC-03.(b)

FOR NUMBERED NOTES REFER SHEET CC-03.(a)

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1703 - Rigid P

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Construction Sta

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RC

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SLAB

APPROACH

BRIDGE

ISO

LA

TIO

N J

OIN

T

OR

C14

P8

R R R

P8

C ANCHOR 3C ANCHOR 2

C

THROUGH SHOULDER)

ANCHOR 1 (EXTENDS

CLUSTERED

E3-N12

CLUSTERED

E3-N12

A A

7

06

7

06

7

06

7

06

NTS

FIGURE 7.1

TYPICAL CRCP REINFORCEMENT PLAN

R

C2 C1(d) (d)

C2p

SEE FIGURE 8.1

CLUSTERED

E3-N12 TYP

C7

SEE NOTE 24

FIRST PLACED SLAB

120 MAX

60 MIN

300

*MIN

60 MIN

60

MIN

60

MIN

60

MIN

60

MIN

60

SEE NOTE (e)

A1-N12- -JPMIN

60

MIN

60

MIN

60

MIN

60

300

SEE NOTE (e)

E1-N12-1000-JP

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

B1-N16- -JP*

TY

P

450 L

AP

*

C/C IN PAIRS EACH ANCHOR

F-N16 AND G1-N16 AT 'C' BAR

"X" BUNDLES OF D2-N16,

A

IN PCP SHOULDERS

AND G1-N16 AT 300 C/C

"Y" BUNDLES OF F-N16

MIN

525

SEE NOTE (e)

E1-N12-1000-JP,

*C-N16- -JP

110 ± 3

0

110 ± 3

0

110 ± 3

0

3 × 'C' BAR CENTRES

L1-N16-12000 AT

P6

C6

SEE NOTE (e)

A1-N12- -JP

*SIDE OF ANCHOR

A2-N12- -350 3 EACH

*

110 ± 3

0

MIN

60

110 ± 3

0

110 ± 3

0

"X" AND "Y" - NUMBER OF BUNDLES

*SIDE OF ANCHOR

A2-N12- -350 3 EACH

CLUSTERED

E3-N12 TYP

LOCATE LAPS BETWEEN ANCHOR

DO NOT PLACE 'B1' LAPS OVER ANCHOR

MIN

60

MIN

60

A A A

F14

IN THIS ZONE

FOR DESIGN

SEE CC-05

SEE CC-12 FOR LAP OPTIONS

SEE CC-06

6-H-N16- -NA

11

-

10

-

W

09

FOR A1-N12 COVER

SEE DETAIL

P8

C2p

P6

C1

C7d

C7d

MIN

60

MIN

60 MIN

60

MIN

60

MIN

60

MIN

60

120 MAX

60 MIN

120 MAX

60 MIN

110 ± 3

0

110 ± 3

0

110 ± 3

0

MIN

300

MIN

1 500

110 ± 3

0

110 ± 3

0

110 ± 3

0

FOR A1-N12 COVER

SEE DETAILW

09 CLUSTERED

E3-N12 TYP

*

3×'C' BAR CENTRES

L1-N16-12000 AT

SEE NOTE (e)

E1-N12-1000-JP

C-N16- -JP*B2-N16- -JP*C-N16- -JP*

LAP OPTIONS

SEE CC-12 FOR

FIRST PLACED SLAB, SEE NOTE 24 NTS

FIGURE 7.2

REINFORCEMENT PLAN AT CRCP EXTENSION OF AN EXISTING CRCP

SEE NOTE (e)

E1-N12-1000-JP

300

300

SEE NOTE (e)

A1-N12- -JP

SHOULDER DETAILS

SEE VOLUME CP FOR

NOT TO SCALE

(ADAPTED FROM FIGURE 13.2.3 AS 3600)

THE MINIMUM LENGTH OF OVERLAP = 100 mm

OVERLAP THE TWO OUTERMOST CROSS-BARS AS SHOWN IN FIGURE 7.3

MESH

S2

S1

(b) S1 S2<

MESH

S2

S1

(a) S1 S2=

LAPPED SPLICE FOR WELDED MESH

FIGURE 7.3

C2 C2p

CONCRETE

FIRST PLACED

(SEE NOTE 14)

JOINT

CONSTRUCTION

60 MINBASE REINFORCEMENT AS PER C2

CRCP CRCP

LCSSECTION

A2-N12 SEE4

06

4

06

SEE SECTION

F-N16 AND G1-N16

D1-N12 OR D2-N12,

50 MAX

120 MAX

60 MIN 120 MAX

60 MIN

SEE SECTION

F-N16 AND G1-N16

D1-N12 OR D2-N12,

4

06

SECTION

A2-N12 SEE4

06

450 LAP

JOINT TYPE AT ANCHOR 1 JOINT TYPE AT ANCHOR 1

SECTION

H-N16 SEE4

06

60 MIN

CONCRETE

FIRST PLACED

(SEE NOTE 14)

JOINT

CONSTRUCTION

BASE REINFORCEMENT AS PER

CRCP

LCS 50 MAX

120 MAX

60 MIN 120 MAX

60 MIN

SEE SECTION

F-N16 AND G1-N16

D1-N12 OR D2-N12,

4

06

SECTION

A2-N12 SEE4

06

450 LAP

SECTION

H-N16 SEE4

0660 MIN

MESH M1 SEE TABLE 11.160 MIN 60 MIN

60 MINC2p

PCP-R

SECTION

SCALE 1:25 -

10 SECTION

SCALE 1:25 -

11

07B

TYPICAL REINFORCEMENT PLAN - SHEET B

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O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

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gs - C

RC

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SLAB

APPROACH

BRIDGE

ISO

LA

TIO

N J

OIN

T

C ANCHOR 3C ANCHOR 2

C

7

06

7

06

7

06

7

06

NTS

FIGURE 7.4

TYPICAL CRCP REINFORCEMENT PLAN

(d) (d)

SEE NOTE 24

FIRST PLACED SLAB

120 MAX

60 MIN

300

*MIN

60 MIN

60

MIN

60

MIN

60

MIN

60

MIN

60

SEE NOTE (e)

A1-N12- -JPMIN

60

MIN

60

MIN

60

MIN

60

300

SEE NOTE (e)

E1-N12-1000-JP

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

110 ± 3

0

B1-N16- -JP*

TY

P

450 L

AP

*

C/C IN PAIRS EACH ANCHOR

F-N16 AND G1-N16 AT 'C' BAR

"X" BUNDLES OF D2-N16,

IN PCP SHOULDERS



MIN

525

SEE NOTE (e)

E1-N12-1000-JP,

*C-N16- -JP

110 ± 3

0

110 ± 3

0

110 ± 3

0


L1-N16-12000 AT

SEE NOTE (e)

A1-N12- -JP

*SIDE OF ANCHOR

A2-N12- -350 3 EACH

*

110 ± 3

0

MIN

60

110 ± 3

0

"X" AND "Y" - NUMBER OF BUNDLES

*SIDE OF ANCHOR

A2-N12- -350 3 EACH

LOCATE LAPS BETWEEN ANCHOR

DO NOT PLACE 'B1' LAPS OVER ANCHOR

MIN

60

MIN

60

A A A

IN THIS ZONE

FOR DESIGN

SEE CC-05

SEE CC-12 FOR LAP OPTIONS

SEE CC-06

6-H-N16- -NA

10

7A

10

7A

W

09

FOR A1-N12 COVER

SEE DETAIL

MIN

60

MIN

60

MIN

60

MIN

60

MIN

60

MIN

60

120 MAX

60 MIN

120 MAX

60 MIN

110 ± 3

0

110 ± 3

0

110 ± 3

0

MIN

300

MIN

1 500

110 ± 3

0

110 ± 3

0

110 ± 3

0

*

3×'C' BAR CENTRES

L1-N16-12000 AT

SEE NOTE (e)

E1-N12-1000-JP

C-N16- -JP*B2-N16- -JP*C-N16- -JP*

LAP OPTIONS

SEE CC-12 FOR

FIRST PLACED SLAB, SEE NOTE 24 NTS

FIGURE 7.5

REINFORCEMENT PLAN AT CRCP EXTENSION OF AN EXISTING CRCP

IN PCP SHOULDERS



MIN

60

MIN

60

MIN

60

110 ± 3

0

IN PCP SHOULDERS



MIN

60

MIN

60

MIN

60

110 ± 3

0

ANCHOR 1

SEE NOTE (e)

E1-N12-1000-JP

300

300

SEE NOTE (e)

E1-N12-1000-JP,A A A

300

300

SEE NOTE (e)

E1-N12-1000-JP

MIN

60

FOR A1-N12 COVER

SEE DETAILW

09

C7

C2C2C6

C-N16- -JP*

C2

B1-N16- -JP*

J1-N12-1000-1050

J1-N12-1000-1050

300

300

E1-N12-1000-JP

E1-N12-1000-JP

SEE NOTE (e)

A1-N12- -JP*

E1-N12-1000-JP

SEE NOTE (e)

A1-N12- -JP*


L1-N16-12000 AT

C7

C6

B1-N16- -JP*C-N16- -JP*

*1-B3-N16-

300

300

300

110 ± 3

0

300

300

MIN

525

120 MAX

60 MIN

110 ± 3

0

110 ± 3

0

300

C6

C2

C7

C2

C1

C6c

C6b

C1a

C6b

C1

C6c

NTS

FIGURE 7.6

C2dOR OR

C2dOR

C2d

F14

OR

C14

C7dSEE NOTE (e)

A1-N12- -JP

E1-N12-1000-JP

300

C7

C6

C6

B1-N16- -JP*

*

E1-N12-1000-JP

MIN

525

1-B3-N16- **1-B3-N16-

300

300

120 MAX

60 MIN

12

-

12

-

LAP OPTIONS

SEE CC-12 FOR

FOR INTEGRAL SLAB DIMENSIONS SEEK5

13

C2OR

C2d C2OR

C2d

J4-N12

J4-N12

BASE

TYPE SA

C-N16

A1-N12

E1-N12-1000-JP 500 ± 75

CRCP

LCS

SEE TABLE 12.3

MIN

50

B1-N16- -JP

SECTION

SCALE 1:20 -

12

*1-B3-N16- **

FOR NOTES REFER TO SHEET CP-07A

C2

OR

C2dJ4-N12

ALL EDGES

50 MIN COVER

08

JOINT DETAILS - SHEET A

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pav_

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O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - C

RC

P\draft4\M

D.R

83.C

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DE

PT

H O

F B

AS

E

D

(e)

J

10

CRCP CRCP

LCS

A1-N12

C-N16

U

-

C-N16

A1-N12

C1

TABLE 11.4

COVER

COVER

30 MIN

DE

PT

H O

F B

AS

E

D

CRCP CRCP

LCS

A1-N12

C-N16

U

-

C-N16

A1-N12

C2

SCABBLED - DETAIL

CORRUGATIONS - TABLE 10.2

T

10

SEE NOTE 24

FIRST PLACED SLAB

C2d

CRCPCRCP

LCS

250 MIN

DE

PT

H O

F B

AS

E

D

SCABBLED - DETAIL


T

10

A1-N12

C-N16

U

-

C-N16

A1-N12

NOTE 6 (c)

E4-N12-750-JP

DE

PT

H O

F B

AS

E

D

CRCP

LCS

A1-N12

C-N16

TABLE 11.4

COVER

SCABBLED - DETAIL


T

10

C2p

CLUSTER TIED AND FORMED

CRCP TO NON-CRCP LONGITUDINAL:

JOINT TYPE

AND ADJACENT JOINTED LANES / SHOULDER)

(LONGITUDINAL JOINT BETWEEN CRCP TRAVEL LANES

PCP, JRCP OR SFCP

OR

A1-N12

C-N16

H

10TABLE 11.4

COVER

C-N16

A1-N12

DE

PT

H O

F B

AS

E

D

CRCP

LCS

CRCP

C4b C4c

A1-N12

C-N16H

10TABLE 11.4

COVER

C-N16

A1-N12

DE

PT

H O

F B

AS

E

D

CRCP

LCS

CRCP

C5

DE

PT

H O

F B

AS

E

D

CRCP

LCS

CRCP

LCS

50 MIN

L

10

L

10

TABLE 11.4

COVER

C-N16

A1-N12

A1-N12

C-N16

C6b

(NO FUTURE BASE WIDENING PROPOSED)

C6c

C6

(SEE NOTE 27)

AS PER TABLE 10.2

CORRUGATIONS

FIRST PLACED SLAB

BUTT EDGE

JOINT TYPE

CORRUGATED EDGE

JOINT TYPE

LONGITUDINAL: EDGE

JOINT TYPE

LONGITUDINAL: TIED AND SAWN

JOINT TYPE

LONGITUDINAL: TIED AND FORMED

JOINT TYPE

LONGITUDINAL: DRILL-TIED AND FORMED

JOINT TYPE

LONGITUDINAL: UNTIED AND SAWN

JOINT TYPE

LONGITUDINAL: UNTIED AND FORMED

JOINT TYPE

E1-N12-1000-JP

SEE NOTE 6

E2-N12-1000-JP

E1-N12-1000-JP OR

SEE NOTE 26 FOR CONSTRUCTION OPTIONS

C4c: CORRUGATIONS AS SHOWN IN TABLE 10.2

C4b: BUTT JOINT OR

500 ± 35 500 ± 35

500 ± 35 500 ± 35D

EP

TH O

F B

AS

E

D

J

10

CRCP CRCP

LCS

A1-N12

C-N16

C-N16

TABLE 11.4

COVER

COVER

30 MIN

LONGITUDINAL: TIED AND SAWN

JOINT TYPE

110 ± 30110 ± 30

REFER TO FIGURE 4.1 OPTION A

(AT EDGE OF NEW TO EXISTING PAVEMENT)

AS SHOWN IN FIGURE 8.1

E3-N12-1000-JP CLUSTERED

IS ANTICIPATED)

(WHERE PAVEMENT WIDENING

SEE TABLE 12.3

SEE TABLE 12.3

SEE TABLE 12.3

60 MIN COVER

FIRST PLACED SLAB

TABLE 11.4

COVER

TABLE 11.4

COVER

C1a (ALTERNATIVE)

DE

PT

H O

F B

AS

E

D

LCS

F2

LONGITUDINAL: TIED AND FORMED

JOINT TYPE

E1-N12-1000-JP500 ± 35

SEE TABLE 12.3

MESH M2 SEE TABLE 11.5

CORRUGATIONS TABLE 10.2

SFCP-R


SFCP-R

SEE TABLE 12.3

400 MAX

50 MINMIN

60

110 ± 30

A1-N12

C-N16

TABLE 11.4

COVER

CRCP

LCS

DETAIL

SCALE 1:10

U

-

LONGITUDINAL JOINT

CRCP

TIEBAR

MIN

60

110 ± 30

C-N16

80

TABLE 11.4

COVER

A1-N12

SLAB LENGTH

L

L/3 L/3

P8 P8

C2p

OR S

FC

P

PC

P, JR

CP

CR

CP

AT EQUAL SPACINGS

E3-N12-1000-JP

FIGURE 8.1: CLUSTERED TIEBARS

RELIEF-EDGE, SEE NOTE 1(a)

DIS

TA

NC

E

RE

LIE

F-

ED

GE

09

JOINT DETAILS - SHEET B

PenTable :

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O:\Pave

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1703 - Rigid P

ave

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Construction Sta

ndard Dra

win

gs - C

RC

P\draft4\M

D.R

83.C

C_09.d

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DE

PT

H O

F B

AS

E

D

CRCP

A1-N12

SFCP-R


*

120 MAX

60 MINCORRUGATIONS TABLE 10.2

F72

(IN TERMINAL SLABS)

DE

PT

H O

F B

AS

E

D

BRIDGE APPROACH ETC

CRCP OR PCP OR

F

10200

C14 F14

OR IN ROUNDABOUT / INTERSECTION)

(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE

DE

PT

H O

F B

AS

E

D

BRIDGE APPROACH ETC

CRCP OR PCP OR

F

10

C15

LCS LCS

ISOLATION, WITHOUT BEAM

JOINT TYPE

(ISOLATION JOINTS IN LIGHT TRAFFIC AREAS ONLY)

DE

PT

H O

F B

AS

E

D

C18

LCS

A1-N12

C-N16

CRCP

VERGE OR FLEXIBLE PAVEMENT

DE

PT

H O

F B

AS

E

D

F

10

OR IN ROUNDABOUT / INTERSECTION)

(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE

LCS

CRCP CRCP

CRCP REINFORCEMENT CRCP REINFORCEMENT

SFCP-R


BRIDGE APPROACH

K-N20

80 ± 20 COVER

MESH M3

300 ± 30300 ± 30

STEEL - FLOAT FINISH

N32 CONCRETE WITH

SUBGRADE BEAM GRADE

200

300 ± 30300 ± 30


N32 CONCRETE WITH

SUBGRADE BEAM GRADE

80 ± 20 COVER

MESH M3

600


N32 CONCRETE WITH

SUBGRADE BEAM GRADE

80 ± 20 COVER

MESH M3

TABLE 11.5

E5- -1000-JP500 ± 35

600600

DE

PT

H O

F B

AS

E

DCRCP CRCP

LCS

C7

SEE NOTE 24

FIRST PLACED SLAB

*A1-N12- -JPTHROUGH JOINT)

C-N16 (CONTINUOUS

T

10

12 000 MIN

TRANSVERSE CONSTRUCTION: FORMED AND TIED

JOINT TYPE

(AT START AND STOP OF DAILY PAVING OPERATIONS)

SCABBLED - DETAIL


DE

PT

H O

F B

AS

E

D

TIED BESIDE OR UNDER C-N16)

(IN SECOND-PLACED SLAB

L1-N16-12 000 AT 3 x 'C' BAR CENTRES

120 MAX

60 MIN

SFCP-CRCP TRANSVERSE CONSTRUCTION: FORMED AND TIED

JOINT TYPE

B-N16 OR C-N16

SEE TABLE 12.3

(AT JOINT WITH SIDE ROAD OR CROSS OVER)

LONGITUDINAL EDGE: FORMED AND BEAMED

JOINT TYPE

W

-

(AT CRCP EXTENSION OF AN EXISTING CRCP)

C7d

TRANSVERSE CONSTRUCTION: FORMED AND DRILL-TIED

JOINT TYPE

NOTE 6 (c)

300 MIN120 MAX

60 MIN

W

-

60 MIN COVER

CRCP CRCP

SEE NOTE 24

FIRST PLACED SLAB

SCABBLED - DETAIL


T

10

LCS

B2-N16

3 x 'C' BAR CENTRES

L1-N16-12 000 AT

DE

PT

H O

F B

AS

E

D

A1-N12

ISOLATION: WITH SUBGRADE BEAM

JOINT TYPE

ISOLATION: WITH SUBGRADE BEAM (SFCP-R)

JOINT TYPE

REINFORCEMENT

EXISTING

L

10

50 MAX

50 MIN

200

A1-N12

CONSTRUCTION JOINT

TRANSVERSE

CRCP CRCP

LCS

DETAIL

SCALE 1:10

W

-

A1-N12

C7

SEE NOTE 24

FIRST PLACED SLAB

SEE TABLE 12.1

SPACING OF A1 BARS

60 MINIMUM COVER60 MINIMUM COVER

C-N16, B2-N16 AND L1-16 NOT SHOWN FOR CLARITY

10

JOINT DETAILS - SHEET C

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O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

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RC

P\draft4\M

D.R

83.C

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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

NEW SLAB

FACE

SCABBLED

D

BUTT FACE

D/3 MAX

45 MIN

BUTT FACE

25 ± 15

SCABBLED JOINT FACE

T

09

DETAIL

NOT TO SCALE

T

08

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

DEBONDING STRIP

JOINT FILLER

SW

DS

RS

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

W S

DJ

DS

RS

SAWCUT

3 ± 1

BACKER ROD (TYP)

POLYETHYLENE

CLOSED-CELL

D/3

LONGITUDINAL

Table 10.1 Note:

approach slabs

Bridge

C14 and F14 at

Width and length are calculated as the mean dimension for the two slabs abutting the joint under design.(a)

(WHERE APPLICABLE)

INDUCING SAWCUT

SEE TABLE 10.1

JOINT DIMENSIONS

SEE TABLE 10.1

JOINT DIMENSIONS;

5 ± 3

8 ± 2

JS1

JS2

JS3

JS4

JS5

JS6

JS7

label

Sealant

Joint

JS9

SEE NOTE 26

SEALANT RESERVOIR

SEALANT DETAILS

DETAIL

SCALE 1:1

H

08

DETAIL

SCALE 1:1

F

09 DETAIL

SCALE 1:1

J

08

SILICONE SEALANT SILICONE SEALANT

D/3

010

+ –

SILICONE SEALANT

010+

–

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

CRCP CRCP

LCS LCS

C6 C18

FLEXIBLE PAVEMENTS

(b) HIGH SIDE AT TRAFFICKED

(a) LOW SIDE OF ALL CONCRETE PAVEMENTS, AND

APPLICATIONS :

(a) HIGH SIDE VERGE

APPLICATIONS :

/ EDGE DETAILSC6 C18

L

09

60 MAX

60 MIN

CROSSFALL

EDGE OF CONCRETEBASE

DRAINAGE DETAILS VOLUME 5

PAVEMENT SUBSURFACE

WITH RMS STANDARD

GEOTEXTILE IN ACCORDANCE

DETAILS VOLUME 5

SUBSURFACE DRAINAGE

STANDARD PAVEMENT

ACCORDANCE WITH RMS

EDGE DRAIN IN

FLEXIBLE PAVEMENT

VERGE OR TRAFFICKED

FLEXIBLE PAVEMENT

VERGE OR TRAFFICKED

11

REINFORCEMENT DETAILS - SHEET A

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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 350 c/c, 6 per anchor(a)

N12 1.0E1 1 See jointing plan and Table 12.1

E2 N12 7 1.0(b) See jointing plan and Table 12.1

E4 N12 1 or 22 Drilled tiebars (drill-ties) in longitudinal joint C2d 0.75 See jointing plan and Table 12.1

E5 N12 or N16 1 1.0 See Table 11.5

N12E6 1 or 22 0.75

F N16 4 Anchor stirrup -

G1 N16 3 -

H N16 1 Anchor bars 6 per anchor

J1 N12 21 1.0 1 000 ± 50

N12 1.0 1 000 ± 50J2 1

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

K N20 6 3.0

M1 MESH - -SL82. PCP-R general -

M2 MESH - - -

Table 11.1 Notes:

6

TABLE 11.2: BAR REINFORCEMENT SHAPES

NOTE (c)

SEE

N

SHAPE

STRENGTH

DUCTILITY

BAR

500

etc

N12, N16

L

MESH

500

RL818 etc

SL82, SL92,

DOWELS FIBRE

2-E1-N12-1000-300

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

*

L

L/2 L/2 250

175

121

22

5

300

4

250500 500250

400

250

500

3

350 350

500

100

150

50

300300

50

150

500 ± 75500 ± 75

JOINTC

SEE NOTE (d)

30 MIN

7

A1 1 To suit slab widthN12 or N16 CRCP: Transverse bars See Table 12.1

L1 N16 1 at 3 x 'C' bar centres12.0 TYP and MINAdditional C-N16 bars abutting joints C7 and C7d

Kerb types SE and SL longitudinal joints. See Note 6(b).

Kerb types SA, SB, SO and SK longitudinal joints.

Anchor stirrup300Jointed :

at 'C' bar centresCRCP :

300Jointed :

at 'C' bar centresCRCP :

Clustered drill-ties in C2p joints See Note (d) and Figure 12.1

N12 1.0E3 1between CRCP and PCP

Tiebars (clustered) in longitudinal joint C2p

Use E6 if drilled

See Note (d) and Figure 12.1

Tiebars in longitudinal joints alternative to E1 for joint C1

Tiebars in longitudinal joints E2 is acceptable in C1 joints

D2 1

D1 8

N16 CRCP: Anchors 2 and 3 2.0 min at 'C' bar centres

N16 CRCP: Anchor 1 2.0 min at 'C' bar centres

C 1N16 12.0 min

B3 1N16 12.0 min

B2 N16 at 'C' bar centres

B1 1N16 Variable at 'C' bar centres

CRCP: Longitudinal bars Note (c)

CRCP: Transitions in slab width One bar along transition edge

1 or 23 CRCP: Longitudinal bars in C7d joints

CRCP: Longitudinal bars - terminal ends

Bridge approach anchor slabs. Varies with L See Table 11.5L

-

To suit slab width See note 14

FIGURE 11.2: BAR MARKING LEGEND

23

MIN

300

8

700600700

SEE NOTE (e)

TABLE 11.3: REINFORCEMENT NOTATION

'NA' denotes not applicable.●

Fig 4.1 shows a typical jointing plan.●

the spacing from the project-specific jointing plan.

Where 'JP' is used in lieu of a dimension, take●

Spacing.

Where ' ' is shown, refer to Table 11.1.

Bar length in millimetres.

Bar designation, in accordance with Table 11.3.

Bar mark, in accordance with Table 11.1.

DEFORMED

DEFORMED

ROUND OR

CP OR CJ

DRAWINGS

SEE

DRAWINGS

USED IN

NOTATION

TABLE 11.4: REINFORCEMENT COVER

Measure Dimension (mm)

A1, A2

C, L1

B1, B2

D1, D2

Top

Sides and edges

Ends

Top

Sides

Ends

Bottom

Sides

Bar Mark

(a)

Tied under B1, B2, C, L1

(b)

(c)

(d)

100 ± 10D ≥ 200 :

D < 200 : 90 ± 10

110 ± 30

60 MIN

60 MIN

60 MIN, 120 MAX

80 ± 20

110 ± 30(d)

Table 11.4 Notes:

Measured to bar centre.(d)

at a transverse untied joint such as a C14 or C15.

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

alongside a transverse joint such as a C7, C14 or C15.

An example of an "end" is where these bars are located(b)

Sides and edges relate to longitudinal orientation.(a)

(m)

L

Length

250 350

(a)F

(b)

< 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

250 350

(c)

15.0

SL92

16.5

SL81

23.0

SL81

16.5

SL81

23.0

SL81

25.0

SL81 x 3(d)

Table 11.5 Notes:

F

limit on RED (m)

Mesh M2 Upper


M3 MESH - - -Subgrade beams. SL92 or L8TM

Tiebars in joints F72

1 500 MIN

VARIES

Variable to suit lap skew, 1.8 min

TY

PE 1

2 : 1

350

Table 11.2 Notes:

slab (mm)

Thickness of terminal(e) slab (mm)

Thickness of terminal(e)

R83

RMS

SEE

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

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

05

NSee Detail(c)

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

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

Acute corners incl. SFCP-R terminal slabs

SEE NOTE 6(c)

10° MAX

SEE NOTE 6(c)

10° MAXSEE NOTE (f)

500

for definition of corner angle, Φ°

(mm) N12 [N16]

E5 Tiebar spacing F72

2Φ°/3

1 500

1 500

20 for SO and SK=

8 for SA and SB=(f)

Thickness = concrete base + asphalt surfacing.(e)

at top or bottom to suit construction logistics.

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

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

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

Designers may nominate either bar option.(b)

See Sheets CC-05 and CC-06. L is measured at the longest edge.(a)

BRIDGE APPROACHES; REINFORCEMENT AND TIEBARS

TABLE 11.5: TERMINAL SLAB SFCP-R ATA2 bars need not be continuous across longitudinal joints.(a)

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

For E3 and E6 ties, calculate the number of ties required (Figure. 12.1) then locate them within the middle third of the PCP slab length.(d)

See Note 4(b) Sheet CC-03.(c)

N12 Bent to suit on siteJ4 1 Kerb types SA, SB, SE, SL, SO and SK longitudinal joints. Variable

F

L

OR O

TH

ER R

ELIE

F E

DG

E

L

PAVEMENT

APPROACH

BRIDGE

F L

L

F14

A

A

F72

AN

CH

OR 1

E5 tiebars

FIGURE 11.1

NTS

SEE SHEET CC-06 AND TABLE 11.5 FOR DIMENSIONS L AND L

12

REINFORCEMENT DETAILS - SHEET B

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(b)

2.8 3.0 3.2 3.4 3.6 3.8 4.0 4.2 4.4

(d)

(d)

(e)

(e)

(a) (c)

BASE THICKNESS 'D' (mm)

180 200 220 240 260 280

< 3.1

3.1 - 3.5

3.6 - 4.0

4.1 - 4.5

4.6 - 5.0

5.1 - 5.5

5.6 - 6.0

6.1 - 6.5

6.6 - 7.0

7.1 - 7.5

7.6 - 8.0

Tiebar spacing / A1 Bar spacing

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

(a)

Avera

ge Tie

bar Spacin

g (

mm)

Case 1

Case 1

Case 2

Case 2

PCP Slab Length (m)

Maximum allowable spacing 1 400 mm

FIGURE 12.1: TIEBAR NUMBERS IN JOINT C2p AND IN PCP

9

8

7

6

5

4

3

Figure 12.1 Notes:

TABLE 12.1: SPACING OF A1 BARS AND TIEBARS E1 AND E2

Table 12.1 Notes:

(m)

(RED)

Distance

Relief-edge

(mm)

size

Bar

8.1 - 9.0

9.1 - 10.0

10.1 - 11.0

11.1 - 12.0

12.1 - 13.0

13.1 - 14.0

> 14.0

N16

N12

1400 / 750

1400 / 750

850 / 750

600

700

1150 / 750

1400 / 750

700

600

500

700

550

700

850 / 750

500

600

550

600


1280 / 750

1130 / 750

1020 / 750

930 / 750

790 / 750

730

680

640

1030 / 750

930 / 750

840 / 750

770 / 750

710

660

1310 / 750

1020 / 750

920 / 750

840 / 750

770 / 750

710

660

610

570

930 / 750

840 / 750

760 / 750

640

1390 / 750

1190 / 750

1040 / 750

930 / 750

840 / 750

760 / 750

640

560

520

840 / 750

760 / 750

690

630

580

540

1280 / 750

1090 / 750

960 / 750

770 / 750

640

590

510

480

770 / 750

630

580

540

1180 / 750

1010 / 750

880 / 750

790 / 750

710

640

590

540

510

470

440

710

640

580

540

490

460

1090 / 750

940 / 750

820 / 750

730

660

510

470

440

410

660

540

460

430

This figure applies also to PCP-R.(d)

in Type P joints: adjust spacings in accordance with the Volume CP to achieve clearance from adjacent P8 joints.(ii)

in C2p joints: the tiebars must be clustered; see CC-08;(i)

Actual tiebar spacings are then adjusted as follows:(c)

5 tiebars per slab.

no futher tolerance is allowed. Where a value falls on a boundary line, the lesser value may apply. For example, Case 2 requires only

The theoretical designs are indicated by the dashed lines. Design tolerances have been applied to derive the shaded zones hence(b)

design is required for PCP where RED exceeds 8.0m.)

"Average" tiebar spacings are determined from Table 12.1 or from Drawing CP-07. (With reference to Table 12.1, note that specialist(a)Designers may nominate alternative A1-N16 bars at spacings which are increased in proportion to the sectional area, that is 200/110=1.8(e)

The value for RED must make allowances for stress contributors such as connected kerbs and future widening. See also Figure 16.2.

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

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

density of reinforced concrete = 2440 kg/m³.

Base Thickness = Concrete Base + asphalt surfacing. Spacing based on 12 mm deformed 500N steel, interlayer friction µ = 1.5 and(b)

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

LONGITUDINAL JOINT

LONGITUDINAL JOINT

600

Table 12.2 Notes:

TABLE 12.2: LAP OPTIONS FOR B1, B2 AND C BARS

This lap pattern is conformingMIN

LAP 525

MIN

LAP 525

MIN

LAP 525

MIN

SPACE 600

TEST BOX

FIGURE 12.2.1: 12-BAR CYCLE FIGURE 12.2.2: 6-BAR CYCLE FIGURE 12.2.3: 3-BAR CYCLE FIGURE 12.2.4: TEST BOX

within a test box as shown in Figure 12.2.4.

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

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

slab width as bounded by longitudinal joints;

the patterns must be consistent (that is, repeating) within any(d)

drawings;

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

or 525 mm min for N16 bars;

lap lengths must be a minimum of 33 bar diameters,(b)

conditions:

Alternative patterns may be used subject to the following

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

D

TIEBARMESH M1

T

T

T

B

T

B

MESH ROTATION; SEE NOTE (a)

TABLE 12.3: 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 12.3 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)

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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 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


ORC6b C6c

500 ± 50

JOINT FACE AS PER

SEE TABLE 12.3

SEE TABLE 12.3

SEE TABLE 12.3

(b)

= 20 FOR SO AND SK

= 8 FOR SB(b)

ORC6b C6cJOINT FACE AS PER

500 ± 50ORC6b C6c

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

J1-N12 J2-N12J1-N12

MAXIMUM 3 300(a)

SEE TABLE 12.3

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 12.1 NOTE (d).(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

C2

INTEGRAL KERB/BASE

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

(WHERE SLAB WIDTH < 1.0m)

DETAIL

SCALE 1:50

K5

-

FROM THIS JOINT WITHIN THE KERB

OMIT L1-N16 BARS(a)

(a)C7

1.0 m MIN

MAX: SEE TABLE 2.4

FOR CLARITY, SEE CC-07B FOR DETAILS

REINFORCEMENT NOT SHOWN

OR

C2

C2d

OR

C2d

13

KERBS AND BARRIERS

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4.3

3.8*

*

1.9*

3.0 ± 0.2

C2p

P7

1.5 MIN

3.4 ± 0.2 NOTE (f)

P8

3.4 ± 0.2 NOTE (f)

C2p

C1

C2p

P6

3.5

3.5

3.5

3.5

0.5

1.0

LA

NE

S

SL

AB

BA

SE

C2p

P7

*

*

3.9

4.3

3.8*

R=1.25 MAX

4.3 MAX

3.4 ± 0.2 NOTE (f)

3.0 ± 0.2

TO MINIMISE ODD-SHAPED SLABS SEE NOTE (e)

CHANGE SLAB LENGTH AT SUITABLE PLACE

3.0 ± 0.2

0.5

LA

NE

S

2.5

3.5

3.5

TYPP8

P6

C6

C1

C2p

600 750

750 750

470 600

550 1000530 750

550 470

4 4

3 4750 550

1000 550750 5303 4

R

SLAB LAYOUTS)

(SEE CP-12 FOR ALTERNATIVE

WHERE FACTOR R>1.25

C2p

P7P8

P8

C2p C15

P2

P15

C2p

P8

3.5

3.5

2.5

3.0 ± 0.2

1.5 ± 0.1

P73 1000

750 750

700 750

0.5 LANES

750 600

1000 600

1000 700

750 530

750 530

C2p

P18

C2

C2

C1

C2p

C2

P6

P7

P8

P8

4 4

P2

P8

5 800 800 1000

750 750 750 750

3.5

3.8

4.3*

*

*

1.9

SL

AB

BA

SE

*

530 530

530 700530 600

1000

1000 3

1.5 ± 0.1

TYPP8

C6

C2

C1

C2

C6

1.0

0.5

LA

NE

S3.5

3.5

3.5

3.5600 750

600 1000

750 530700 750

3

SL

AB

BA

SE

2.5*

3.8

4.3

3.9*

*

*

NOTE (d)*

SCALE 1:500

FIGURE 14.1

3.0 ± 0.2

3.0 ± 0.2

NOTE (f)

3.4 ± 0.2

MAXIMISE CORNER ANGLES

SKEW JOINTS TO



ALTERNATIVE LAYOUT

SEE FIGURE 14.2 FOR


SKEW JOINTS TO

CORNER ANGLES ARE ≥ 84°

SKEWING NOT NEEDED IF

3.4 ± 0.2

6 3

4 6

P6

P6P6

(TRAFFICKED)

1.0 MINIMUM

ALTERNATIVE DETAILS

SEE CP-12 FOR

1.3 ± 0.2

C6

1.0 MINIMUM (TRAFFICKED)

(TRAFFICKED)

1.0 MINIMUM

BEAMED EDGE

FLEXIBLE

0.6 MINIMUM

1.0 MINIMUM

1.0 MINIMUM

0.6 MINIMUMP7

P2

2.5*

SL

AB

BA

SE

4


SKEW JOINTS TO

BEAMED EDGE

FLEXIBLE

P6

P18

+–1.1

0.00.2

+–1.1

0.00.2

SCALE 1:250

FIGURE 14.2

C2p C15

C2p

C2

P2P15

J2 J2 J2 J2 J2 J2

ALTERNATIVE MEDIAN LAYOUT

14

RURAL INTERSECTION PLAN

NOTES

}SEE VOLUME CP FOR FURTHER DETAILS.

FLEXIBLE

JRCP

PCP-R

PCP

CRCP

PAVEMENT TYPES:(a)

*

ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m), TIEBAR SPACING IN MILLIMETRES (mm).(g)

MINIMISE THE OCCURRENCE OF ODD-SHAPED SLABS REQUIRING REINFORCEMENT.(ii)

MINIMISE DIFFERENTIAL CONTRACTION STRAINS AT THE C2p JOINT, AND;(i)

PCP SLAB LENGTHS ADJOINING CRCP MAY BE VARIED (TO A MAXIMUM OF 3.8 m) IN ORDER TO:(f)

REINFORCEMENT DETAILS ARE INDICATIVE ONLY; SEE NOTE 1 (b).(e)

FOR SLAB SHAPE REQUIREMENTS REFER TO TABLE 2.4.

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

PCP MUST COMPLY WITH VOLUME CP DRAWINGS.(c)

THE REQUIRED FORMAT WILL BE SPECIFIED IN OTHER DOCUMENTS.

APPROPRIATE FORMAT ARE CONTAINED IN OTHER RMS GUIDES. FOR CONTRACT PURPOSES,

SHOWN IN BOTH PCP AND CRCP FORMATS. GUIDELINES FOR THE SELECTION OF THE MOST

FOR DEMONSTRATION PURPOSES, THE ACCELERATION AND DECELERATION LANES ARE(b)

PenTable :

PlotDriver :

FilePath :

Printe

d b

y

3:1

0:5

5 P

Mat

18/0

1/2

016

on

PA

V_

BL

AC

K_

GR

EY.tbl

pav_

A3_pdf.pltcfg

O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - C

RC

P\draft4\M

D.R

83.C

C_15

A.d

gn

tetlero

b

SHEET No

No OF SHEETS



21

ISSUE

ED 4 REV 0 CC

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,



RIGID PAVEMENT



G.VOROBIEFF

18/12/2015

18/12/2015

C7d

R

13

-

13

-

UP TO 3.0m TYP

SHOULDER WIDTHS

UP TO 3 700

LANE WIDTHS

FIGURE 15.1

UP TO 4 600 TYP

SLAB WIDTHS

S1

D1

NEW BASE

D

NEW SUBBASE

S

NOT TO SCALE

SECTION

NOT TO SCALE -

13

EXIS

TIN

G A

NC

HO

R № 1

C1 C2OR

EXIS

TIN

G A

NC

HO

R № 2

EXIS

TIN

G A

NC

HO

R № 3

EXISTING CRCP

C1 C2OR

C2p

P8P8P8P8

3 000 TYP

CRCP

PCP

10.0 m - 12.0 m TYP 10.0 m - 12.0 m TYP

C7d

P7d

P7d P8 P8

C2pC2p

3 000 TYP

P6

SEE TABLE 2.4

SLAB WIDTHS W

C2p

3 000 TYP1 500 ± 200

NEW CRCP CONSTRUCTION

1 500 ± 200

EXTENSION OF EXISTING CRCP WITH NEW CRCP

B2-N16- -JP*C-N16- -JP*


L1-N16-12000 AT

P8

TRANSITION

THICKNESS

1 200 ± 200


SEE CC07 FOR ADDITIONAL REINFORCEMENT DETAILS

ARRIS ROUNDING OR OTHER DEFECTS

FULL DEPTH AS NECESSARY TO REMOVE

SAWCUT AND REMOVE EXISTING CRCP

SEE ALSO SERIES CP DRAWINGS.

BY GEOMETRIC CRITERIA

TRANSITION LENGTH INFLUENCED

NOTES

CONFIRMED IN EXISTING CRCP.

ANCHORS ARE NOT REQUIRED IN THE NEW WORK IF ANCHORS ARE(b)

CHECKED AGAINST WORKS-AS-EXECUTED DRAWINGS.

DETAILS OF EXISTING PAVEMENT ARE INDICATIVE ONLY AND SHOULD BE(a)

15A

CRCP EXTENSION OF EXISTING CRCP

PenTable :

PlotDriver :

FilePath :

Printe

d b

y

3:1

0:5

5 P

Mat

18/0

1/2

016

on

PA

V_

BL

AC

K_

GR

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pav_

A3_pdf.pltcfg

O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - C

RC

P\draft4\M

D.R

83.C

C_15

B.d

gn

tetlero

b

SHEET No

No OF SHEETS



21

ISSUE

ED 4 REV 0 CC

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,



RIGID PAVEMENT



G.VOROBIEFF

18/12/2015

18/12/2015

+–0

2001100

+–0

2001100


EXISTING PCP

C7d

UP TO 3.0m TYP

SHOULDER WIDTHS

UP TO 4 600 TYP

SLAB WIDTHS

UP TO 3 700

LANE WIDTHS

EXIS

TIN

G A

NC

HO

R

TO 1 : 6 (80°)

JOINT SKEWS UP

3 700 TO 4 600 TYP

SLAB LENGTHS

VAR VAR

EXISTING PAVEMENT

REMOVE

P1 P2OR

P2

NOT TO SCALE

EXTENSION OF EXISTING PCP WITH NEW CRCP

C1 C2OR

C2

B2-N16- -JP*C-N16- -JP*


L1-N16-12000 AT

SEE CC-07 FOR ADDITIONAL REINFORCEMENT DETAILS

SEE TABLE 2.4

SLAB WIDTHS W

AN

CH

OR № 1

AN

CH

OR № 2

AN

CH

OR № 3

LENGTH INFLUENCED BY GEOMETRIC CRITERIA

NEW CRCP TRANSITION

14

-

14

-

SECTION

NOT TO SCALE -

14

TRANSITION

THICKNESS


+–0

2001100

C7dP8P8P8

84° MIN

84° MIN

84° MIN

84° MIN

FIGURE 15.2

NEW BASE

D

NEW SUBBASE

S

S1

D1

15B

CRCP EXTENSION OF EXISTING PCP

PenTable :

PlotDriver :

FilePath :

Printe

d b

y

3:1

0:5

6 P

Mat

18/0

1/2

016

on

PA

V_

BL

AC

K_

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pav_

A3_pdf.pltcfg

O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - C

RC

P\draft4\M

D.R

83.C

C_15

C.d

gn

tetlero

b

SHEET No

No OF SHEETS



21

ISSUE

ED 4 REV 0 CC

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,



RIGID PAVEMENT



G.VOROBIEFF

18/12/2015

18/12/2015

P7

+ –1 1

00

0200

0200

1 5

00

–+


4 200 MAX 4 200 MAX

3 400 MIN 3 400 MIN

P8P8P8P8

NEW PCP

P2OR

P1

P2

PCP-R

PCP-R

PCP-R

AN

CH

OR № 1

AN

CH

OR № 2

AN

CH

OR № 3

C6

C1

C2

C6

FIGURE 15.3NOT TO SCALE

15

-

15

-

SECTION

NOT TO SCALE -

15


P8P8P8 P7P8

PCP-RPCP

SEE NOTE 30 SEE NOTE 30

CRCP

FIRST PLACED SLAB

NEW BASE

D

NEW SUBBASE

S

S1

D1

EXTENSION OF NEW PCP WITH NEW CRCP

15C

CRCP EXTENSION OF NEW PCP

PenTable :

PlotDriver :

FilePath :

Printe

d b

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3:1

0:5

6 P

Mat

18/0

1/2

016

on

PA

V_

BL

AC

K_

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pav_

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O:\Pave

ments\P

1703 - Rigid P

ave

ment

Construction Sta

ndard Dra

win

gs - C

RC

P\draft4\M

D.R

83.C

C_16.d

gn

tetlero

b

SHEET No

No OF SHEETS



21

ISSUE

ED 4 REV 0 CC

VOLUMEDATE




APPROVED FOR USE


PRINCIPAL ENGINEER,



RIGID PAVEMENT



G.VOROBIEFF

18/12/2015

18/12/2015

NOTE (d)*

FIGURE 16.1

AN

CH

OR 1

AN

CH

OR 2

AN

CH

OR 3

*2.4

4.3

3.8

**

C-N16

C-N16

OR C2C1

SEE NOTE (b)

KERB OR BARRIER

FOR RED = 4.0

A1-N12

FOR RED = 8.0

A1-N12

FOR RED = 10.0

A1-N12 FOR RED = 8.0

E1-N12

FOR RED = 9.0

E1-N12

FOR RED = 4.0

E1-N12

FOR RED = 5.0

E1-N12

FOR RED = 4.0

E1-N12

FOR RED = 9.0

A1-N12

FOR RED = 8.0

A1-N12

FOR RED = 8.0

E1-N12

1.5 ± 0.1

3.0 TYP

C2p

P7

C2

C2

C1

FOR RED = 8.1

E1-N12

RED = 2.4

E3-N12 FOR

RED = 5.25

A1-N12 FOR

FOR RED = 8.1

A1-N12

FOR RED = 3.8

A1-N12

FOR RED = 3.8

E1-N12

C-N16

C-N16

PAVEMENT

FLEXIBLE

SEE NOTE (b)

KERB OR BARRIER

V

-

TRANSITIONS IN WIDTHS

FOR REINFORCEMENT AT

SEE DETAIL

FOR RED = 4.8

A1-N12

FOR RED = 3.8

A1-N12

(SEE FIGURE 16.2 FOR GUIDE TO RED)

REINFORCEMENT DESIGN

P8

**

4.0

4.0

1.0*

+–1.10.00.2

5.0 ± 0.5

5.0 ± 0.5

C6

P6

C6

FIGURE 16.2

KERB OR BARRIER

4.8

9.1

C2p

OR C2

C2

C2

C1

C1

3.8

8.1

5.2

55.2

5

2.4

4.3

3.8

**

*

2.4

AP

PR

OX

10.0

AP

PR

OX

10.0

PAVEMENT

FLEXIBLE

8.0

4.0

5.0

9.0

10.0

a - b

RED

DESIGN

UNDER

SECTION

FIGURE 16.2 NOTES:

*

KERB OR BARRIER

KEY:

2

EXAMPLES OF RELIEF - EDGE DISTANCE (RED)

P7

*

**

4.0

4.0

1.0

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

WITHIN THE SLAB (AS BOUNDED BY LONGITUDINAL JOINTS).

REQUIRED FOR THE NEAREST RED AT THE POINT OF HIGHEST STRESS

TRANSVERSE STEEL AND TIEBARS MUST BE NOT LESS THAN THAT(c)

ARE TIED TO, OR LOCATED ON TOP OF THE BASE.(ii)

HAVE CROSS-SECTIONAL AREA OF 0.09 m OR GREATER, AND(i)

RED MUST INCLUDE THE INFLUENCE OF KERBS AND BARRIERS WHICH:(b)

LONGITUDINAL STEEL IS INDEPENDENT OF RED.(a)

A1-N12

E1-N12

COVER

110 ± 30

COVER

110 ± 30MIN

525

MIN

525

MIN

525

*

C-N16

C2

C-N16'S, TYPICAL

LAPS BETWEEN

DETAIL

NOT TO SCALE

V

-

CRCP REINFORCEMENT AT TRANSITIONS IN WIDTH

(SHOWN SEPARATED FOR CLARITY)

TIED UNDER TERMINATING C-N16

FOR FULL LENGTH OF TRANSITION

1-B3-N16-

TYPICAL PLAN - WITH CRCP RAMP

16

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