ds2013/001895 - rigid pavement steel fibre reinforced ... · rigid pavement ed 4 rev 1 05...

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PAVEMENT STANDARD DRAWINGS

RIGID PAVEMENT

05ED 4 REV 1

DS2013/001895

REGISTRATION No OF PLANS

ISSUE

SHEET No

No OF SHEETS

© COPYRIGHT ROADS AND MARITIME SERVICES

DATE

INFRASTRUCTURE AND PLACE DIVISION

TECHNICAL AND PROJECT SERVICES BRANCH

ENGINEERING SERVICES SECTION

PREPARED BY: PAVEMENTS AND GEOTECHNICAL UNIT

01

FOR ROUNDABOUTS

STEEL FIBRE REINFORCED CONCRETE PAVEMENT (SFCP)

SIGNED DATE

APPROVED FOR USE

S. HENWOOD

S. HENWOOD

PAVEMENTS AND GEOTECHNICAL

DIRECTOR,

REFERENCE No

P155510/10/201910/10/2019

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

05

ISSUE

ED 4 REV 1

DS2013/001895DATE


DIRECTOR,

APPROVED FOR USE





REFERENCE No

P1555FOR AMENDMENTS REFER TO SHEET No 01

S. HENWOOD

FOR ROUNDABOUTS


RIGID PAVEMENT


10/10/2019

10/10/2019

SHEET INDEX

SHEET No

02

03

04

05

JOINT DETAILS

DRAWING CONTENT

REVISION REGISTER, SHEET INDEX AND NOTES

Lean-Mix Concrete SubbaseLCS

Steel Fibre Reinforced Concrete PavementSFCP

SMZ

SFCP-R

SYMBOL DESCRIPTION

RED Relief-Edge Distance

Steel Fibre Reinforced Concrete Pavement with mesh added

TABLE 2.1: ABBREVIATIONS

GENERAL

REINFORCEMENT

TIEBARS

SLAB DIMENSIONAL LIMITS

REINFORCED SLABS

Anchor stirrups must be lapped to the pavement mesh.

of the anchor axis.

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

JOINT LAYOUT DESIGN

SEALANTS AND FILLERS

located within the nominated 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.

REFERENCES

KERBS, ISLANDS, MEDIANS AND BARRIERS

be lightly scabbled.

'H' bars N16 must be lapped by 525 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.

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.

Reserved.15.

Reserved.19.

F8, F14, F15.

to as an "un-tied change point") must occur only at joint Types F7,

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

joint Types F2, F7, F14, F15, or at free edges.

Longitudinal joints (Types F1, F2 and F4) may terminate only at31.

JOINT DETAILS

debonded in accordance with the specification.

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

concave in the first-placed slab.

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.

to the adjacent longitudinal joints of 90° ± 6°.

a joint Type F8 to F15 (inclusive). They must be aligned at an angle

methods. Type F7 joints must not be located less than 1.2 m from

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

Transverse construction joints (Type F7) additional to those shown21.

F4 - F8 joints must not be intermixed with F14 - F15 joints.

between free edges (as defined).

Untied joints Types F8 to F15 (inclusive) must be continuous22.

shown otherwise.

Outer edges may be either Type F6b or F6c unless specifically27.

ANCHORS

R

R

R

VARIOUS DETAILS

REVISION REGISTER

ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED

1/0 ALL INITIAL ISSUE

3/0 12.03.2004 ALL

4/0 ALL

COMPREHENSIVE REVISION

GM, RNIC

PRP&GE

PEP&G

*

May 1996

2/0 ALL MINOR REVISION GM, RNICMarch 1998

COMPREHENSIVE REVISION

***

**

DIRECTOR, PAVEMENTS AND GEOTECHNICAL

PRINCIPAL ENGINEER, PAVEMENTS AND GEOTECHNICAL

PRINCIPAL ROAD PAVEMENT AND GEOTECHNICAL ENGINEER

Project-specific drawings must show the precise design.

and are not intended for interpretation and application by site staff.

and constructors. They are intended primarily for use by designers

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

A definition of terms is contained in the specification.(a)1.

Reserved.3.

Reserved.2.

on interlayer treatments in accordance with R82.

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

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

requirements. They may be bent insitu.

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

specified spacings.

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

Reserved.12.

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

the circular surround. Stamps should be placed within low trafficked

accordance with Detail R and to a depth of 4 ± 1 mm below

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

clause.

or odd-shaped slabs and hence will be ignored for the purpose of this

drawings. Joints Type F7 are not deemed to create mismatched joints

reinforced. Reinforced slabs must be hatched or marked (R) on the

Slabs which are odd-shaped or mismatched (as defined) must be10.

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 Detail Q, and

at each deflection in alignment.(ii)

within 0.5 m of each extremity.(i)

the anchor centreline and:

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

in the documents.

grade and drainage requirements, as specified elsewhere

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

into the base concrete.

(a) Geotextile wrapping is to be fully secured to prevent its intrusion17.

comply with the limits contained in Table 4.2.

complied with. Notwithstanding, the constructed slab layout must

a major criterion governing the alignment of joints and must be

angles not more acute than the values listed in Table 4.2. This is

The joint layout must be designed so that slabs have corner18.

Reserved.20.

the silicone sealant is installed.

faces must be prepared in accordance with the specification before

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 F4, the sealant reservoir may be created by sawcutting26.

the skew must not produce corner angles less than 70°.

be varied as necessary to achieve the specified slab dimensions but

be constructed square (orthogonal) to the control line. The skew may

Unless otherwise shown, transverse contraction joints must typically30.

situations, kerb joints must be aligned at 90° ± 6° to the kerb.

the kerb joint must be aligned with the base joint. For other

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

with joints in the adjoining base, in accordance with R15.

Joints in kerbs, medians, and barriers must be located to coincide32.

between kerbs and base is tied and corrugated or scabbled.

criteria for pavement thickness design purposes as long as the joint

the Austroads Guide to Pavement Technology Part 2 "with shoulder"

AS 1379 and must not be extruded. Such kerbs are deemed to satisfy

SO, SE and SL must be strength grade N32 (min) in accordance with

Unless otherwise allowed in the specification, kerb types SA, SB,33.

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

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

Sealants and fillers must comply with R83.(b)

the ingress of incompressible material 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.

Reserved.38.

Reserved.37.

and/or edges must not be less 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.

53

F1 Joint type: 'F1'

SYMBOL DESCRIPTION

TABLE 2.2: SYMBOLS

Selected Material Zone

Minimum

Maximum

Project-specific Jointing Plan

Not ApplicableNA

JP

MAX

MIN

tiebar spacing is fixed.

of tiebars. Does not include joint types F7 and F7d where

tiebars per slab, two numbers indicate change in number

Number of tiebars per slab: single digit shows number of

80 ± 20 mm.top and bottom cover:-

80 ± 20 mm.to joints and edges:-

provide the following cover unless shown otherwise:

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

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

Mesh reinforcement size must be in accordance with Table 4.5 unless5.

N16: 525 mm min.(b)

N12: 360 mm min.(a)

Bar laps must be as follows:

Steel reinforcement must be in accordance with AS 4671,4.VARIOUS TABLES

Reserved.9.

exceed 22 m.

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

governing the layout of joints and must be complied with.

Slab dimension limits are listed in Table 4.2. These are critical criteria7.

MD.R83.CP for warrants.

At structures (bridges) and on grades > 4%; refer to Drawings

- L > 25 m : Type 12

- L ≤ 25 m : Type 6

restrained concrete pavement L

At flexible pavement interfaces according to the length of

Anchors must be provided as follows:(a)

1.2 m deepType 12 :

0.6 m deepType 6 :

Anchor types are:13.

Refer to R82 for constraints on location of construction joints in LCS.41.

17/10/2014

01COVER SHEET

LEAN-MIX CONCRETE SUBBASE

Technology Part 2: Pavement Structural Design

RMS Austroads Guide Supplements - Austroads Guide to Pavement

Structural Design

Austroads Guide to Pavement Technology Part 2: Pavement

Other Documents

AS/NZS 4671 Steel Reinforcing Materials

AS 1379 Specification and Supply of Concrete

Australian/New Zealand Standards

R83 Concrete Pavement Base

R82 Lean Mix Concrete Subbase

R15 Kerbs and Gutters

Roads and Maritime Services Specifications42.

4/1 ALL D,P&GMINOR REVISION **10/10/2019

***

*

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

Contraction joints F8 must be spaced at 6.0 m centres maximum.28.

ANCHOR DRAINS

Reserved.29.

RMS Roads and Maritime Services

02

REVISION REGISTER, SHEET INDEX AND NOTES

SHEET No

No OF SHEETS



05

ISSUE

ED 4 REV 1

DS2013/001895DATE


DIRECTOR,

APPROVED FOR USE





REFERENCE No


S. HENWOOD

FOR ROUNDABOUTS


RIGID PAVEMENT


10/10/2019

10/10/2019

DE

PT

H O

F B

AS

E

D

SFCP SFCP

LONGITUDINAL: TIED AND SAWN

JOINT TYPE500 ± 75

COVER

30 MIN

D/3 MIN

D/3 MIN

D/3 MIN

D/3 MIN

J

-E1-N12-1000-JP

DE

PT

H O

F B

AS

E

LONGITUDINAL: TIED AND FORMED

JOINT TYPE500 ± 75

CAST FIRST

SFCP SFCP

E1-N12-1000-JP

LONGITUDINAL: FORMED AND DRILL-TIED

JOINT TYPE

D

F1 F2

SFCP

DE

PT

H O

F B

AS

E

D

T

-

SFCP

EXISTING

DRILLED AND FIXED, SEE NOTE 6(c).

E4-N12-750-JP

TABLE 4.1 OR SCABBLE DETAIL

IN ACCORDANCE WITH

CORRUGATIONS

250 MIN

500 ± 75

F2d

LCS LCS LCS

ACCORDANCE WITH THE SPECIFICATION

JOINT TO BE DEBONDED IN

H

-

SFCP SFCP

DE

PT

H O

F B

AS

E

D

LONGITUDINAL: UNTIED AND FORMED

JOINT TYPE F4

(UNSCABBLED)

BUTT JOINT

THE SPECIFICATION

IN ACCORDANCE WITH

JOINT TO BE DEBONDED

LCS

LONGITUDINAL: EDGE

JOINT TYPE F6

LONGITUDINAL: BUTT EDGE

JOINT TYPE F6b

LONGITUDINAL: CORRUGATED EDGE

JOINT TYPE F6c

DE

PT

H O

F B

AS

E

D

SFCP SFCP

LCS

50 MIN 50 MIN

LCS

TRANSVERSE: TIED AND FORMED

JOINT TYPE

D/3 MIN

D/3 MIN

DE

PT

H O

F B

AS

E

500 ± 75

CAST FIRST

SFCP SFCP

E7-N12-1000-500

D

F7

LCS

CORRUGATIONS IN ACCORDANCE WITH TABLE 4.1

DE

PT

H O

F B

AS

E

D

TRANSVERSE: CONTRACTION, SAWN

JOINT TYPE F8

D

-

SFCP

SEE NOTE 5

(WHERE SPECIFIED)

SFCP-R

LCS

DE

PT

H O

F B

AS

E

SFCP

F

-

20

0

C

80 ± 20

MESH M3

80 ± 20

SUBGRADE BEAM

D

LCS

300 ± 30300 ± 30

F14

(SEE NOTE 27)

WITH TABLE 4.1

IN ACCORDANCE

CORRUGATIONS

DE

PT

H O

F B

AS

E

SFCP

F

-

LCS

D

F15

WITH STEEL-FLOAT FINISH

GRADE N32 CONCRETE

SUBGRADE BEAM TO BE

CORRUGATIONS IN ACCORDANCE WITH TABLE 4.1ACCORDANCE WITH THE SPECIFICATION

JOINT TO BE DEBONDED IN

ISOLATION, WITH SUBGRADE BEAM

JOINT TYPE

ISOLATION, WITHOUT SUBGRADE BEAM

JOINT TYPE

BUTT FACE

25 ± 15

SECTION

SCABBLED

DE

PT

H O

F B

AS

E

D

BUTT FACE

D/3 MAX

45 MIN

IN ACCORDANCE WITH R83.

THE ENTIRE VERTICAL SIDE OF THE EXISTING SLAB MUST BE DEBONDED(c)

THAT WILL PROVIDE A KEY FOR THE NEW SLAB.

ACHIEVE A ROUGH SURFACE WITH INDENTATIONS 4 - 6 mm DEEP

AGGREGATE OVER LARGE PROPORTION OF SCABBLING FACE AND TO

SCABBLING MUST BE THOROUGH ENOUGH TO EXPOSE COARSE(b)

DAMAGE FROM SCABBLING AND TO MINIMISE ARRIS SPALLING.

THE TOP AND BOTTOM SECTIONS MUST BE LEFT SMOOTH TO PREVENT(a)

NEW SLAB

SCABBLED JOINT FACE

DETAIL

NOT TO SCALE

T

-

SAWCUT

3 ± 1

D/3

010

+ –

5 ±

38

± 2

BACKER ROD

POLYETHYLENE

CLOSED-CELL

SEALANT

SILICONE

WIDENING SAWCUT

3 ± 1

DS

RS

W S

INITIAL SAWCUT

BACKER ROD

POLYETHYLENE

CLOSED-CELL

SEE TABLE 5.1

JOINT DIMENSIONS;

THE SPECIFICATION)

IN ACCORDANCE WITH

DOWN VERTICAL FACE OF JOINT

SILICONE SEALANT (TO EXTEND

010

+ –

TEMPORARY SEAL

DJ

SILICONE SEALANT

W S

DJ

DS

RS

SEE TABLE 5.1

JOINT DIMENSIONS;

(SEE NOTE 26)RESERVOIR

SILICONE SEALANT

DEBONDING STRIP

SW

DS

RS

(FULL DEPTH)

JOINT FILLER

J-

DETAIL

D-

DETAIL

H-

DETAIL

F-

DETAIL

SEE TABLE 5.1

JOINT DIMENSIONS;

BACKER ROD

POLYETHYLENE

CLOSED-CELL

D/3

03

JOINT DETAILS

SHEET No

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FOR ROUNDABOUTS


RIGID PAVEMENT


10/10/2019

10/10/2019

(a)slabs

Trafficked

Minimum corner angles(b,f)

Slab length, L (m)(c,e)

Slab width, W (m)(d,f,g)

Lmax

minL

maxW

minW

maxR

minR

70° (65°)

6.0 (6.5)

0.3

0.5

(a)slabs

Untrafficked

75° (70°)

6.0

4.3 (4.5)

1.0

6.0

0.6Shape factor, R(L/W)

20

2.5 (1.5) 2.5 (1.5)LENGTH (m)LOCATION

E1

E7

J1

J2

J3

F

G1

H

M1

M3

N12

N12

N12

N12

N12

N16

N16

N16

SL82

SL92 or L8TM

1

1

21

1

5

4

3

1

-

-

Base, longitudinal joints

Base, transverse construction

Terminal anchor

Anchor stirrup - Type 12 anchors

Terminal anchor

SFCP-R general

Subgrade beams

1.0

1.0

1.0

1.0

-

-

-

Varies

-

-

MARK SHAPE

E4 N12 0.751 OR 22 Drilled tiebars (drill-ties)

Kerb Types SA, SB and SC

Kerb Types SE and SL

Kerb Type SF and SM

4.3 (4.5)

DEPTH 'd'

CORRUGATION

HEIGHT 'h'

CORRUGATION

MINIMUM

FLAT 'g'

MINIMUM

20 10

12

Note:

TABLE 4.1: JOINT CORRUGATION DETAILS

the form).

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

'D'

THICKNESS

BASE

CORRUGATIONS

NUMBER OF

'v'

VERTICAL

MINIMUM

< 200

200 - 240

> 240 3 or 4

3 or 4

3 9 ± 3

10 ± 3

12 ± 3 30

25

15 50

50

45

TABLE 4.5: REINFORCEMENT SCHEDULE

REINFORCED CONCRETE PAVEMENT (SFCP)

TABLE 4.2: SLAB DIMENSIONAL LIMITS FOR STEEL FIBRE

Notes:

2-E1-N12-1000-300

BAR MARKING LEGEND

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

*

'NA' denotes not applicable.●

the spacing from the project-specific jointing plan.

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

Spacing.

Shape factors are not applicable to SFCP-R slabs.(h)

For SFCP-R slabs W = 0.6 m(g)

Bracketed values should only be used where unavoidable.(f)

be limited to the inside of curves.

Slab lengths of 4-6 m are preferred and the use of lower values should(e)

Width is measured between longitudinal joints.(d)

Length is measured tangentially between transverse contraction joints.(c)

Corner angles must be maximised wherever possible.(b)

trafficked carriageway as defined by lane lines.

A slab is deemed to be trafficked if any part of that slab lies within the(a)

Where ' ' is shown, refer to Reinforcement Shapes details.

Bar length in millimetres.

Bar mark, in accordance with Table 4.5.

L

L/2 L/2 L/3 2L/3

17

5

121

22

5

3004

250500 500250

40

02

50

500

3

350 350

500

TY

PE

6 : 7

50

TY

PE

12

: 1

35

0

1008

All dimensions are to intersections of straight portions at the outside of bend.2.

Bending pin diameter to be 5 times the bar diameter.1.

NOTES:

TABLE 4.6 : PROVISION OF TIEBARS

S

sy

2

2

3

3

2

Calculation Procedure

SA =S

µ L ρ g D

1000 f

Guide to Pavement Technology Part 2, Clause 9.5.3 Equation 60:

Calculate the required area of tiebar reinforcing steel using Austroads1.

higher relief-edge distance.

between the transitions. Specify each number on the basis of the

throughout each transition zone, and another constant number

simplify construction, specify one constant number of tiebars

Specify N the number of tiebars to be installed in each slab. To4.

is 1 400 mm.

according to the criteria shown in Figure 4.1. Maximum tiebar spacing

Space the tiebars evenly along the length of the longitudinal joint5.

TOTAL

S LongTOTAL

S

Long

BARTOTAL

BAR2

SEE NOTE 6(c)

10° MAX

Bar designation, in accordance with Table 4.5.

DESIGNATION

TABLE 4.4: BAR REINFORCEMENT SHAPES

S

S

sy

lean-mix concrete subbase. Use µ = 1.5.

µ = coefficient of friction between the concrete base and the

Use 2 400 kg/m .

ρ = mass per unit volume of the concrete base (kg/m ).

limited to 22 m, hence the maximum RED is 11 m.

connected kerbs and for future widening The total tied width is

must make allowance for stress contributors such as

nearest untied joint or edges of the base. The value of RED

measured from the joint (or section) under design to the

L = relief-edge distance (m). Relief-edge distance (RED) is

D = thickness of the base (mm), including any asphalt surfacing.

g = acceleration due to gravity (m/s ). Use 9.81 m/s .

f = characteristic yield strength of reinforcement = 500 MPa.

Use f = 0.6f = 0.6 x 500 = 300 MPa

f = allowable tensile stress of the reinforcing steel (MPa).

A = required area of steel (mm /m length of slab).

where

2(mm )

L = length of longitudinal joint between contraction joints (m)

A = required area of reinforcing steel calculated in Step 1 (mm /m)

where

A = A L

length of longitudinal joint between contraction joints:

Calculate A the total area of reinforcing steel required for the2.

2

reinforcement

A = 110 mm for 12 mm diameter deformed 500N steel

where

N = A / A rounded up to the nearest whole number

between contraction joints:

Calculate N the number of tiebars required to be installed in each slab3.

G2 N16 3 Anchor stirrup - Type 6 anchors -

N

SHAPE

STRENGTH

DUCTILITY

BAR

500

etc

N12, N16

L

MESH

500

RL818 etc

SL82, SL92,

FIBRE

TABLE 4.3: REINFORCEMENT NOTATION

DEFORMEDDEFORMED

ROUND OR

IN DRAWINGS

NOTATION USED

R83

RMS

SEE

See Table 4.6

See Table 4.6

500

1 000 ± 50

1 000 ± 50

500 MAX; See note 35

300

300

300

6 per anchor

-

-

SPACING (mm)

(h)

min

FL

AT

g

CURVED PROFILE

REPLACED BY

FLATS MAY BE

BA

SE

D

TH

ICK

NE

SS

FL

AT

g

HEIGHT

CORRUGATION

h

VERTICAL FACE

v

VERTICAL FACE

v

CORRUGATION DEPTH

d

TYPICAL FORM SECTION

F2

F8

F8

F8

F7

F2 OR F6

TIEBARS

MIN

200 mm

MIN

300 mm

MIN

300 mm

Figure 4.1: Criteria for spacing of tiebars

MIN

200 mm

MIN

200 mm

NN

04

VARIOUS TABLES

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RIGID PAVEMENT


10/10/2019

10/10/2019

(SEE NOTE 14)

CONSTRUCTION JOINT

M

-

LCS LCS

SFCP-RSFCP

S

LC

SB

AS

E

D

2 600 ± 300

PAVEMENT

FLEXIBLE

+–1 100 0

200

*

*

*

*

*

ALL EDGES

50 MIN COVER

MIN

600

SE

E N

OT

E 1

3(a

)T

YP

E 6

: 6

00

TY

PE

12

: 1

20

0

AND BOTTOM)MESH M1 (TOP

F8

MESH M1 (TOP ONLY)

(AS SPECIFIED ELSEWHERE)SUBSURFACE DRAIN

TERMINAL ANCHOR SLAB

3 EACH SIDE OF ANCHORA2-N12- -350

F-N16 - -300

TYPE 6 : G2-N16- -300TYPE 12 : G1-N16- -300

6-H-N16- -NA

TERMINAL ANCHOR

50 ± 25

Anchor drain is required on the side where longitudinal grade falls towards the anchor.Note:

D/3 MIN

D/3 MIN

SFCP

TYPE SA

ORF6b F6c

J1-N12-1000-1000

D

8100

SEE NOTE 33

LCS

SPECIFIED ELSEWHERE)

EDGE DRAIN (IF AND AS

D/3 MIN

D/3 MIN

D

ORF6b F6c SEE NOTE 33



SL SE

LCS

SFCP

35 ±

10

D

SE & SL

80 ± 20

MIN

50

J2-N12-1000-1000

MIN

50

500 ± 50

ALL EDGES

50 MIN COVER

SF & SM

80 ± 20

500 MIN

SM

SF

LCS

SFCP

*SEE NOTE 35

J3-N12- -500

MIN

50



DETAILSCALE 1 : 20

K1--

D/3 MIN

D/3 MIN

500 ± 50

ALL EDGES

50 MIN COVER

DMIN

50



SFCP

LCS

ORF6b F6c

J1-N12-1000-1000

SEE NOTE 33

8100

DETAILSCALE 1 : 20

K2--

TYPE SE AND SL

DETAILSCALE 1 : 20

K3--

TYPE SB AND SO

DETAILSCALE 1 : 20

K4--

MODIFIED TYPE SF AND SM

*

*

*

*

Standard Pavement Subsurface Drainage Details Volume 5Edge drain in accordance with RMS*

250 × 250

FILLETS

PLASTIC DRAINAGE PIPE

CORRUGATED PERFORATED

NO FINES CONCRETE

MIN

200

MIN

200

ANCHOR

(±100) (±100)

WRAPPED IN GEOTEXTILE

SUBSURFACE DRAIN

DETAILSCALE 1:10

M-

See Note 17

ANCHOR DRAIN

DETAILSCALE 1:5

R-

DETAILSCALE 1:5

Q-

90 ±

5

CIRCULAR SURROUND CIRCULAR SURROUND

90 ±

5

50 ±

5

50 ±

5

FOR ANCHOR SLABS

SURFACE STAMP

FOR MESH REINFORCED SLABS

SURFACE STAMP

05

VARIOUS DETAILS

TABLE 5.1: UNTIED JOINTS - SILICONE SEALANT DIMENSIONS

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

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

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

Note:

JS1

JS2

JS3

JS4

JS5

JS6

JS7

label

Sealant

Joint

JS9slabs

Bridge approach

measurement of length or width.the two slabs abutting the joint under design. Tied joints (such as F7) are ignored in thethe average of

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