volume cj - jointed reinforced concrete pavement · standard details - construction volume cp -...
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related drawings:
PAVEMENT STANDARD DRAWINGS
RIGID PAVEMENT
15ED 2 REV 0
DS2014/005559
REGISTRATION No OF PLANS
ISSUE
SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICES
DATE
G. VOROBIEFF CJ
VOLUME
01A
MD.R83.CJREGISTRATION No OF PLANS
SUPERSEDED
ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PAVEMENTS UNIT
PREPARED BY:
SIGNED DATE
APPROVED FOR USE
G. VOROBIEFF
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
Volume CJ - Jointed Reinforced Concrete Pavement
STANDARD DETAILS - CONSTRUCTION
Volume CP - Plain Concrete Pavement
Volume CC - Continuously Reinforced Concrete Pavement
18/12/201518/12/2015
01B
REVISION REGISTER, SHEET INDEX AND NOTES
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Construction Sta
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SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
VOLUMEDATE
DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
REVISION REGISTER
ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED
1/0 ALL Initial issue
2/0 ALL
COVER SHEET
LEGEND
Comprehensive revision
CJ-01A
CJ-01B
BRIDGE APPROACH PLANS
BRIDGE APPROACH SECTIONS
REVISION REGISTER, SHEET INDEX AND NOTES
12/08/2009 K. Porter
TIEBAR AND MESH DESIGN
URBAN INTERSECTION PLAN
KERBS AND BARRIERS Various The location of joints J7 and J7d may be selected on site to suit construction logistics.
L F L
*
TABLE C1.3: UNSPECIFIED DESIGN PARAMETERS
TABLE C1.1: NOTES ON APPLICATION TO CONTRACT DRAWINGS
Not required in the contract drawings.
drawings.
Table 5.1 is provided only as a guide to designers and so is not suitable for use in contract
PROJECT-SPECIFIC DETAILS REQUIREDTABLE C1.2:
CJ-01B
Suitable for use without change.
For use by designers in preparing project-specific details.
contract drawings.
Table 7.1 and Table 7.3 are for use by designers only and are not suitable for use in
Suitable for use without change. See Table C1.2 regarding Details D, E, F and H.
must be replaced with the label "Reserved": 1(b), 13(a), 15, 17(a) and 17(b), 19, 25.
in the contract drawings. They are not suitable for inclusion in the contract drawings and
The following notes are intended for designers in the preparation of project-specific details
*Items such as tiebar numbers and mesh sizes are indicative only.
Slab widths which are marked " " and all lane widths are indicative only.
A typical plan layout for use by designers as a guide in preparing project-specific layouts.
locations in the contract drawings.
Figures 13.1 and 13.2 are provided to assist designers in specifying anchor types and
In Table 11.1, reference to Table 7.1 must also be removed.
Its deletion requires the removal of the reference to it in Table 11.1 and Figure 11.1.
Table 11.5 is for use by designers only and is not suitable for use in contract drawings.
NOTES (numeric)
JOINT DETAILS - SHEET A
JOINT DETAILS - SHEET B
JOINT DETAILS - SHEET C
G. Vorobieff
SHEET INDEX
DRAWING CONTENTSHEET No
VOLUME-
parameters must be specified by the designer.
specified in the contract drawings and which may be nominated on site. All other
Table C1.3 provides information about the design parameters which need not be6.
in the contract drawings.
Table C1.2 provides information about the project-specific details which are required5.
to contract drawings.
Table C1.1 provides general comments regarding the applicability of specific sheets4.
Standard Drawings.
adopt the same item number (figure or table) as used in these(c)
cloud all revisions to that item until the final approval stage of the drawings.(b)
copy and paste the entire contents of any particular item (that is, figure or table).(a)
drawings, designers are encouraged, to the maximum extent practicable, to:
However in order to assist all parties in the design and review of the contract
There are many details which will not be applicable in some contracts.3.
available in DGN format.
website in PDF format. Untitled versions of the Standard Drawings are also
The Standard Drawings are accessible from the Roads and Maritime Services2.
minimise the work required in preparing and checking the contract drawings.(c)
minimise the variation in drawings between projects.(b)
assist designers in preparing project-specific details in contract drawings.(a)
The Standard Drawings are intended to:1.
SHEET No
VOLUME-Comments
SHEET No
VOLUME-Details Required
SHEET No
VOLUME-Details
CJ-02
CJ-03
CJ-04
CJ-05
CJ-07
CJ-08, CJ-09
CJ-10
CJ-11
CJ-12
CJ-13
CJ-14
CJ-04
and CJ-13
CJ-05, CJ-06
CJ-07
CJ-10
CJ-12 See item CJ-04 above.
CJ-14
CJ-02
CJ-03
CJ-04
CJ-05
CJ-06
CJ-07
CJ-08
CJ-09
CJ-10
CJ-11
CJ-12
CJ-13
CJ-14
NOTES FOR USE OF THESE STANDARD DRAWINGS
as specified in Table 2.4.
changes in cross-section. Layouts must demonstrate the application of dimensional limits
Plan layouts and reinforcement details in the standard project cross-section(s) and at all
E5 tiebar spacings and mesh sizes M2 (Table 11.5 refers).
Dimensions of each approach slab length L , L and thickness D .
Type and chainage of all anchors.
project-specific plan layouts or in the form of table schedules or figures.
Tiebar spacings in all joints J1, J2, J2d, F2 and F71. They can be marked on the
Dimensions for Details D, E, F and H at specific locations.
only. Items such as tiebar numbers and mesh sizes are indicative only.
project-specific layouts. Slab widths which are marked " " and all lane widths are indicative
A typical plan layout and sections for use by designers as a guide in preparing
ANCHORS
Designers are encouraged to minimise changes.
logistics.
In Details K1, K2 and K3, joints J6b or J6c may be selected on site to suit construction
TYPICAL PLAN AND SECTIONS
REINFORCEMENT DETAILS
18/12/2015
02
LEGEND
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SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
VOLUMEDATE
DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
DESCRIPTIONTYPE
J18
J15
J14
J7
J7d
J5
J2d
J2
J1
Isolation: without subgrade beam
Longitudinal: tied and sawn
Longitudinal: tied and formed
Longitudinal: drill-tied and formed
Longitudinal: untied and sawn
TABLE 2.2: JOINT TYPE NUMBERS AND DESCRIPTIONS
Table 2.4 Notes:
1.0
1.5
JRCP
TRAFFICKED (a) UN-TRAFFICKED (a)
84° 84° (80°)
4.4 (4.6)
W min
Shape Factor R = L / W
L max
W max
R max
L min
R min
Table 2.2 Notes:
Transverse construction: formed and tied
Transverse construction: formed and drill-tied
Longitudinal: edge and beamed
Isolation: with subgrade beam
J4b / J4c
J6b / J6c
Longitudinal: untied and formed, butt or corrugated
(metres)
Slab Width W (d) , (i), (j)
F71
4.3 (4.5)
1.0 0.6
NA
NA
NA
NA
F14 Isolation: with subgrade beam (SFCP-R)
A
B C
TABLE 2.3: SYMBOLS
Joint type: 'J1'
SYMBOL DESCRIPTION
Base thickening in bridge approach anchors.
LL
DL
LF Length of SFCP-R in terminal leg of anchor.
N
05Detail N on Sheet 05.
Leg Length in terminal anchors. See CJ-06 and Fig. 11.1.
J1
D Nominal base thickness
S Nominal subbase (LCS) thickness
TABLE 2.1: ABBREVIATIONS
DESCRIPTION
TABLE A.B SHEET A, TABLE B (LIKEWISE "FIGURE A.B")
NOTE 5
Continuously Reinforced Concrete PavementCRCP
JP Project-Specific Jointing Plan. See Figure 11.2
Jointed Reinforced Concrete PavementJRCP
Lean-Mix Concrete SubbaseLCS
PCP Plain Concrete Pavement
Dowelled Plain Concrete PavementPCP-D
PCP-R Reinforced Plain Concrete Pavement (discrete slabs)
RED Relief-Edge Distance
RMS Roads and Maritime Services
Steel Fibre Reinforced Concrete PavementSFCP
SFCP-R Steel Fibre Reinforced Concrete Pavement with mesh added
SMZ Selected Material Zone (upper subgrade)
T & B Top face and Bottom face
TYP Typical
UNO Unless Noted Otherwise
F2 Longitudinal: tied and formed (SFCP-R)
Longitudinal or transverse: edge, butt or corrugated
R
NOTE 5; ALL NUMERIC NOTES ARE LOCATED ON SHEET CJ-03.
BRIDGE SKEW
ROAD SKEW
J3 Not Applicable
only applicable in bridge approach zone
Transverse construction: formed and tied;
J16
J17
Expansion: dowelled
Hinge: tied and sawn
J13b
J12
J11
J10d
J10
J8 Not Applicable
J9 Transverse contraction: sawn and dowelled
Transverse contraction: formed and dowelled
Transverse contraction: formed and drill-dowelled
Transverse contraction: knifed (undowelled)
Transverse contraction: knifed and dowelled
Transverse contraction: formed butt
(b)
J12 must not be used unless specifically allowed in the design brief.(b)
b : butt, c : corrugated, d : drilledSuffixes apply as follows:(a)
106
LS Nominated slab length for a specific project.
Not used in CJ Volume as all slabs are reinforced UNO.
(metres)
Slab Length L (c) 8.0 (10.0) 8.0 (10.0)
3.5 3.5
Minimum Corner Angles (b)
TABLE 2.4: GENERAL SLAB SHAPE REQUIREMENTS(f)
70°
LCS
ROAD SKEW DIAGRAM
A Surface stamp for anchor slab. See CJ-07, Detail Q.
ABBREVIATION
Drawings
Volumes CP and CC
See
Slab width limits must make allowances for stress contributors such as mounted kerbs.(j)
For slabs with W < 3.4 m one longitudinal edge must be a tied and corrugated joint.(i)
Slab lengths exceeding 6.0 m in SFCP-R require all untied transverse joints to be either dowelled or beamed.(h)
Where an un-trafficked slab is likely to become trafficked within 20 years, it must be designed for "trafficked" criteria.(g)
They must not be adopted by field staff without design review and approval.
Values in brackets show compromise limits for exclusive use by designers where their use is unavoidable.(f)
The subscript 'act' refers to actual dimensions.(e)
Width is the largest square measure between longitudinal edges or joints, or the largest radial measure on curved slabs.(d)
Length is the largest edge measure between transverse contraction joints, or the longest chord on curved slabs.(c)
Corner angles must be maximised wherever possible. See Notes 18 and 30.(b)
See Note 1 on sheet CJ-03.(a)
REQUIREMENTS
SLAB SHAPE
SFCP, SFCP-R
PCP, PCP-R, CRCP,
Tiebar numbers between joints or tiebar spacing in mm.
Change point 'B' mm to 'C' mm.
Tiebar numbers between joints or tiebar spacing in mm.
Number of tiebars per slab to left and right of the change point.
03
NOTES
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SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
VOLUMEDATE
DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
GENERAL
PAVING
REINFORCEMENT
TIEBARS
SPECIAL REINFORCEMENT
All dimensions in millimetres (mm) unless shown otherwise.(c)
design details for items listed in Table C1.2.
site staff. Project-specific drawings must therefore show precise
designers and are not intended for interpretation and application by
Table 7.1 for tiebar spacings) they are intended primarily for use by
and constructors. Where design tables are included (for example,
These Drawings provide standard details for use by both designers(b)
Abbreviations and nomenclature are scheduled on sheet CJ-02.
A definition of terms is contained in RMS R82 and RMS R83.(a)1.
shoulder lanes.
Paving within travel lanes must precede paving within adjacent2.
Reserved.3.
on interlayer treatments in accordance with RMS R82.
Design of tiebars and other transverse reinforcement is based(d)
Drill-ties may be inclined (at 10° maximum) to facilitate fixing.(c)
They may be bent insitu.
Tiebars Shape 21 (in kerbs) are bent to satisfy cover requirements.(b)
spacings.
Tiebars must be provided in tied longitudinal joints at the specified(a)6.
signal detector loops.
JRCP is not suitable for the incorporation of sawcut located traffic12.
Reserved.11.
Reserved.10.
L
L
JOINT LAYOUT DESIGN
with the limits contained in Table 2.4.
Notwithstanding, the constructed slab layout must comply
nearest 0.1 m and the joints must be located within ± 0.2 m.
joint location is inadequate, dimensions must be scaled to the
In non-typical areas such as intersections where definition on
intersection areas, and compliance must be strictly observed.
a major criterion governing the alignment of joints, particularly
angles not more acute than the values shown in Table 2.4. This is
The joint layout has been designed so that slabs have corner18.
JOINT DETAILS
debonded in accordance with the specification.
All formed joints in the Base (including tied joints) must be23.
concave in the first-placed face.
In corrugated joints, the top and bottom corrugations must be24.
located not more than W/10 from the paved centre.
width "W" to be paved in one pass. As a guide, they should be
longitudinal joints at locations other than the centre of the total
Designers' attention is drawn to the risk of using induced25.
installation.
accordance with the specification prior to silicone sealant
Where a filler is used, the formed faces must be prepared in
any existing rounding and/or spalling of the existing arrisses.
placed face. The nominated method must consider the impact of
created by sawcutting or by fixing a temporary filler to the first-
In joint Types J4, J10 and J13, the sealant reservoir may be26.
Reserved29.
SEALANTS AND FILLERS
DOWELS
joint. The offset to the first dowel must not be greater than 250 mm.
Dowels must be located not closer than 150 mm to a longitudinal37.
SLAB REPLACEMENT
mortar and other incompressibles.
full face of exposed joints must be sealed to prevent the ingress or
At slab replacements, all exposed faces must be debonded and the38.
LEAN-MIX CONCRETE SUBBASE (LCS)
REFERENCES
KERBS, ISLANDS, MEDIANS AND BARRIERS
be lightly scabbled.
'H' bars N16 must be lapped by 450 mm, and the joint face must
anchors must be placed within 50 mm of a longitudinal Base joint.
pavement widths. Where used, vertical construction joints in
Anchors may be constructed in discrete sections to match base
be scabbled.
At horizontal anchor construction joints, the horizontal faces must14.
and/or edges must be no more acute than 70°.
be 90° ± 10° to the top surface. Slab corners formed by joints
or corrugated. They must not be tied. The vertical alignment must
LCS joints are typically butt faced and need not be scabbled40.
such as to prevent the occurrence of re-entrant angles in the Base.
angle of intersection must be 90° ± 6°, and the intersection must be
(that is, excluding mounted kerbs such as types SF, SG, SM) the
Where a Base joint intersects the nose of an adjoining kerb
control for the location of adjacent joints.
kerbs is critical. The dimensions so specified must be used as a
The location of Base joints relative to the extremities of islands and34.
of kerb bounded by joints (for example, at kerb noses).
At least one kerb tiebar must be placed in any discrete section35.
must cover the full end of the LCS.
(or other structure). The filler must comply with RMS 3204 and
A filler must be provided between the LCS and the abutment41 .
Types J7, J9, J10, J14, J15 or J16.
to as an "un-tied change point") must occur only at untied joint
The change from a tied longitudinal joint to an untied one (referred
joint Types J2, J7, J14, J15, J16, or at free edges.
Longitudinal joints (Types J1, J2, J4 and J5 ) may terminate only at31.
Stirrup length need not be changed to suit specific cases.
maximum and might be greater than 100 mm in some cases.
mesh. Bottom cover on stirrups is 50 mm minimum but there is no
of the anchor axis. Anchor stirrups must be lapped to the pavement
At anchors, there must be no transverse mesh laps within 1.3 m16.
a continuous line.
Group (a) joints must not be intermixed with Group (b) joints to form
Types P14 to P16 may be intermixed.(b)
a continuous line;
Contraction joints (Types P8 to P13) may be intermixed to form(a)
intermixed within the following groupings:
between free edges (as defined). Differing joint types may only be
Untied joints Types P8 to P16 (inclusive) must be continuous22.
unless specifically shown otherwise.
shown otherwise. Tiebars must not be provided in Type J6 joints
Outer edges are either Type J6b or J6c joints unless specifically27.
located within the specified joint zone.
without longitudinal joints but, if joints are required, they must be
and/or free edges. Hence, LCS may be paved in large widths
For LCS, no upper limit is specified on the width between joints
planned location of base joints.
must be located within the zone 0.25 ± 0.15 m offset from the
LCS longitudinal joints (if required by the nominated paving method)39.
ANCHORS
Location
type
Anchor
details
Warrant
details
Design
At structures 12 or 18
On grade 12
6
12
-(b)
towards the flexible pavement at > 4%.
The Type 6 should be replaced with a Type 12 if the grade falls(b)
The length of rigid pavement required to be restrained by that anchor.(a)
NOTES
(a)
> 25 mrestrained length (ii)
≤ 25 mrestrained length (i)
Flexible pavement interface :
(a)
A stamp is not required under proposed AC surfacing.
Anchor slabs are always reinforced so need not be stamped (R).
Stamps should preferably be placed within low trafficked areas.
to a depth of 4 ± 1 mm below the circular surround.
The imprint must be in accordance with CJ-07 Detail Q, and
at each deflection in alignment.(ii)
within 0.5 m of each extremity, and;(i)
the anchor centreline and:
Anchors must be identified by a surface stamp placed above(b)
Anchors must be provided in accordance with the following table.(a)
a combination of Type 6 and Type 12.Type 18 :●
1.2 m deepType 12 :●
0.6 m deepType 6 :●
Anchor types are:13.
CJ-13 CJ-05, CJ-06
CJ-13 CJ-13
CJ-13
CJ-13 CJ-13
The thickness must be constant within the length L .
the thickness of the approach slab (to facilitate subbase construction).
base thickness, and (b) 250 mm, but it must be increased to match
(denoted D ) must not be less than the greater of: (a) the specified
At bridge approaches the thickness of the terminal leg base15.
Reserved.20.
longitudinal joints.
logistics. They must be aligned at an angle of 90° ± 6° to the adjacent
Joints J7 and J10 may be used as required to suit construction
joints, that is, in lieu of a Type J9.
Type J10 located to coincide with the regular pattern of contraction(b)
to a transverse contraction joint, or;
Type J7 (tied) located within the slab length not closer than 1.5m(a)
Transverse construction joints may take either of the following forms:21.
S
design brief.
In new work: L = 8.0 ± 0.5 m unless otherwise specified in the(b)
accordance with Note 22.
Where abutting existing concrete: to match existing joints and in(a)
Contraction joints (J9 - J13) must be spaced as follows:28.
next four adjacent joints.
Adjacent to terminal anchors, skew reduction must be limited to the
angles more acute than 84°.
slab dimensions but the skew must not be increased to yield corner
The skew may be reduced as necessary to achieve the specified
be constructed at 90° ± 2° to the control line.
Unless otherwise shown, transverse contraction joints must typically30.
kerb joints must be aligned at 90° ± 2° to the kerb line.
the kerb joint must be aligned with the Base joint. Otherwise,
Where the kerb is placed on top of, or integral with, Base pavement,
adjoining Base, in accordance with RMS R15.
Joints in kerbs (etc.) must be located to coincide with joints in the32.
(as long as they are also tied). Arris rounding 5 mm maximum.
"with shoulder" criteria for pavement thickness design purposes
and must not be extruded. Such kerbs are deemed to satisfy the
must be strength grade N32 (minimum) in accordance with AS 1379
Unless otherwise allowed, kerb types SA, SB, SC, SE, SK and SL33.
SLAB SHAPE REQUIREMENTS
Reserved.9.
Reserved.8.
governing the layout of joints, and compliance must be strictly observed.
Slab shape requirements are listed in Table 2.4. These are critical criteria7.
Corrugated plastic drainage pipe in accordance with RMS 3552.(f)
RMS 3222.
No Fines Concrete in subsurface drain in accordance with(e)
in the documents.
grade and drainage requirements, as specified elsewhere
The 200 mm depth is minimum only and is to be adjusted to suit(d)
into the base concrete.
(c) Geotextile wrapping is to be fully secured to prevent its intrusion
non-typical catchment exists.
(b) Drains are not required between adjacent anchors unless a
the subbase to the anchor.
grade falls away from the anchor, delete the drain and extend
on that side of the anchor falls towards the anchor. Where the
Anchor drains are only required where the longitudinal grade(a)17.
heavily trafficked lanes.
In urban design: 0.10 ± 0.05 m, with offset away from the most(b)
sheet CJ-04;
In rural design: 0.20 ± 0.10 m, with offset in the direction shown in(a)
as follows:
shown, must be located within the zone offset from the lane lines
Longitudinal Base joints on through carriageways, unless otherwise19.
Sealants and fillers must comply with RMS R83.(b)
but rotated 90°.
Dimensions must be equivalent to those for the top joint,
the ingress of incompressibles during subsequent paving.
face of joints (in accordance with RMS R83) to prevent
(both temporary and permanent) must extend down the vertical
Where joints daylight at formed joints or edges, the sealant(a)36.
See Table 7.4.top and bottom cover:-
80 ± 20 mm.to joints and edges:-
placed to provide the following cover unless otherwise shown:
Nest mesh where possible to reduce lap thickness. Mesh must be
otherwise shown. Maximum of 3 layers of mesh at any one point.
Mesh reinforcement size must be in accordance with Table 7.2 unless5.
≥ N20: see RMS R83(iii)
N16: 525 mm minimum.(ii)
N12: 360 mm minimum.(i)
Bar laps must be as follows:(d)
listed in Table 11.4 unless otherwise specified.
must comply with AS 3679.1. Steel must be of the classifications
Steel reinforcement must be in accordance with AS 4671, dowels(c)
See Fig 11.2 for bar marking legend.(b)
Designs must cater for the specified debonding treatment.(a)4.
RMS DS2012/001329: Asphalt, Volume 1 - New Construction
Volume 6 - Supplementary Model Drawings
RMS DS2013/001947: Standard Pavement Subsurface Drainage Details
Volume 5 - Rigid Pavement Details
RMS DS2013/001946: Standard Pavement Subsurface Drainage Details
Volume 1 - Design and Location
RMS DS2013/001942: Standard Pavement Subsurface Drainage Details
Pavement
RMS DS2013/001895: Volume SF - Steel Fibre Reinforced Concrete
Pavement
RMS DS2012/001190: Volume CC - Continuously Reinforced Concrete
RMS DS2012/001191: Volume CP - Plain Concrete Pavement
AS/NZS 4671: Steel Reinforcing Materials
AS/NZS 3679.1: Structural Steel - Hot-rolled bars and sections
machine placed
AS 2876: Concrete kerbs and channels (gutters) - Manually or
AS 1379: Specification and Supply of Concrete
non-perforated plastic)
RMS 3552: Subsurface Drainage Pipe (corrugated perforated and
RMS 3222: No Fines Concrete (for subsurface drainage)
and Structures
RMS 3204: Preformed Joint Fillers for Concrete Road Pavements
RMS R83: Concrete Pavement Base
RMS R82: Lean Mix Concrete Subbase
RMS R63: Geotextiles
RMS R15: Kerbs and Gutters
NOTES
*
FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.
INDICATIVE ONLY.
SLAB WIDTHS MARKED ' ' AND ALL LANE WIDTHS ARE(e)
SHEETS CJ-05 AND CJ-06 FOR TYPE 12 ANCHOR DETAILS.
FOR DETAILS OF TYPES 6 AND 18 ANCHORS. REFER
REFER SHEET CJ-13 FOR ANCHOR WARRANTS AND(c)
04
MESH TYPE
FLEXIBLE
JRCP
PAVEMENT TYPES:(a)
DEMONSTRATION PURPOSES ONLY; SEE NOTE 1(b).
THICKNESS OF 240 mm BUT ARE INDICATIVE VALUES FOR
REINFORCEMENT DETAILS ARE BASED ON AN ADOPTED(b)
TYPICAL PLAN AND SECTIONS
SL82
DENOTES LCS JOINT ZONE, SEE NOTE 39.(g)
ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m).(h)
BRIDGE APPROACH SLAB.
J14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED(f)
FOR PAVEMENT EDGE DETAILS.
DRAINAGE DETAILS VOLUME 1 - DESIGN AND LOCATION
REFER TO RMS STANDARD PAVEMENT SUBSURFACE(d)
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O:\Pave
ments\P
1702 - Rigid P
ave
ment
Construction Sta
ndard Dra
win
gs - J
RC
P\draft1\M
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83.C
J_04.d
gn
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SHEET No
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© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
VOLUMEDATE
DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
4.3
3.8
1.9
*
*
*
2.5
3.5
3.5
0.5 L
AN
ES
SL
AB
BA
SE
TYP
8.0 C/C
0.5 L
AN
ES
SL82
SL82 8SL92OR
8SL82
SL82
9
MA
X
4.3
17 13
MIN
1.5
MIN
1.5
SL102
SL92
SL102
SL82
MA
X
4.3
17
SL82
SL102
SL92
9
17SL92
SL102
SL92
SL82
SL82
SL82
*
*
OR
8 17
2.0
2.5
3.5
4.0
4.0*
*
9 KERB
1
-
1
-
2
-
2
-
E1-N12
UNOJ9
E1-N12
LA
NE
S
SL
AB
BA
SE
SEE NOTE 25
SL
AB
BA
SE
FLEXIBLE
TYPE 12, SEE NOTE (c)
TERMINAL ANCHOR
INTERMEDIATE ANCHOR TYPE 12
7
13
J9J9
9
13
9
13
3.0
4.0
J1 J2
J6
J6
J2
J2
J2
J9
J9
J7
J7
J9
J1 J2
J6
J2
J2
J6
1
-
OR
8 17
MIN
1.5
TYP
1.0 MIN
TYP
1.0 MIN
TY
P
1.0 M
IN
TY
P
1.0 M
IN
8 JRCP
TY
P
1.0 M
IN
JRCP
OR
JRCP *
3.8
4.3
3.9
*
*
SL
AB
BA
SE
TYP
8.0 C/C
1.0
3.5
3.5
3.5
SL82
SL82
SL82
17 8
MIN
1.5
9
1.9*
3.8
4.3*
*
8
E1-N12
OROR
AP
PR
OA
CH
BRID
GE
(f)
BRID
GE
SL
AB
BA
SE
UNOFOR CORNER ANGLE LIMITS
SEE TABLE 2.4
NOTE (e)*
FIGURE 4.1SCALE 1:500
DIMENSIONS IN METRES (m)
7
13
TYPE 6 ANCHOR
FLEXIBLE
TYPE 12 SEE NOTE (c)
TERMINAL ANCHOR
FLEXIBLE
7
13
SEE NOTE (c)
TERMINAL ANCHOR TYPE 12J9
J14
J1 J2
J6
J2
J6
1
-
J6
J2J1
J2
J6
J7
J6
J7
J9
J2J1
J9
J2
J14
J2
J9J9
J2
J9J7J9
J2J1
E1-N12
* **
SHOULDER
0.5 MIN
1.9 4.3 3.8
SHOULDER
2.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
0.5 MIN
0.6 TYP
NOTE 19
0.2 ± 0.1
NOTE 25
J6 J1
0.05 MIN
0.05 MIN0.05 MIN
0.05 MIN
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15 (g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
J6
JRCP
LCS
SMZ
JRCP
LCS
SMZ
J6J6
SHOULDER
2.5
TRAVEL LANE
3.5
SHOULDER
1.0
PREFERRED
1.85 ± 0.35
*
TYPICAL CROSS SECTION
J2
SECTION
SCALE 1:100 -
1
NOTE (e)
J1 J2
SECTION
SCALE 1:100 -
2
*NOTE (e)
05
NOTES
BRIDGE APPROACH PLANS
TABLE 5.1: KEY TO FIGURE 5.2
A suggested setout sequence is as follows:
SYMBOL DIMENSION LIMITS
W1 to W4 Slab Width W1 to W4
Φ° 1 8
T1, T2, T3: Tiebar spacing in type F2 joints
Corner Angles (Φ° to Φ° )
Design as per TABLE 7.1
70° preferred minimum, (60° absolute minimum)
Apply slab widening at point 'C' to achieve the angle limit of 70° minimum.(c)
5 6 7
specified to avoid reflective corner cracking.
The minimum offsets from adjoining Type J1/J2 and F2 joints (at points 'D', 'E' and 'F') are
should be approximately 90° ± 6° and approximately equal. Check dimensions 'W1' to 'W4'.
Locate the skewed Type F2 joints, they need not be parallel but angles Φ , Φ and Φ(d)
Table 5.1 Notes:
20.0 m maximum.that isCheck that the dimensional limit on the far side is satisfied,
Locate the anchor relative to the approach slab at the nearest side (top side in this diagram).(a)
For reinforcement in SFCP-R terminal slabs and in terminal anchors refer to Tables 11.1 and 11.5.(e)
of 84° minimum.
limits. Radiate to point 'B' such that the resulting angle at 'B' complies with the target minimum value
Locate the Type F71 joint (marked 'A - B' on this diagram). Locate point 'A' according to dimensional(b)
4.5 m maximum, 1.0 m minimum
SEE ALSO SHEET CJ-13.b)
FOR NUMERIC NOTES REFER SHEET CJ-03.a)
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O:\Pave
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1702 - Rigid P
ave
ment
Construction Sta
ndard Dra
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RC
P\draft1\M
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SHEET No
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© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
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DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
F
L
5
06
SLAB
APPROACH
BRIDGE
ISO
LA
TIO
N J
OIN
T
NTS
SFCP-R
SFCP-R
SFCP-R
ANCHORC
FOR ROAD SKEW 60° ≤ < 84°
TERMINAL DESIGN AT BRIDGES
FIGURE 5.3
L
4
06
NTS
ANCHORC
Q
07
FIGURE 5.1
FOR ROAD SKEW ≥ 84°
TERMINAL DESIGN AT BRIDGES
ISO
LA
TIO
N J
OIN
T
SLAB
APPROACH
BRIDGE
BRIDGE SKEW
ROAD SKEW
J2
J6
J6
A
J1
J14
90° ± 6°
F14
F2
F71
F2
A
A
ORJ2
90° ± 6°
N
-
A
L
L
MIN
1 100
MIN
L 1 500F
3 000 MAXL 10 900 MAX
(f)
(f)
90° ± 6°
J9 J9 J9
8 000 TYPICAL
S
2
LMAX
SL SL SL
J2
J6
J6
J1OR
J2
J9 J9
8 000 TYPICALSL SL
S
2
LMAX
SL
SEE NOTE 28
8 000
1 500 MIN
L 4 000 MIN
SEE NOTE 28
8 000
1 500 MIN
L 4 000 MIN
J9
NOTE (f) CJ-04
NOTE (f) CJ-04
L 12 000 MAX
Q
07
L 12 000 MAX
6
06
6
06
MIN
1 0
00
MIN
1 0
00
MIN
1 0
00
W2
W3
Φ°
3
2
1
6
7
8
5
SFCP-R
SFCP-R
SFCP-R
A
D
E
F
B
C
SLAB
APPROACH
BRIDGEBRIDGE
SFCP-R
TO ACHIEVE Φ° = 70° MIN
LOCALISED WIDENING
4
84°(+6°,-0°)
NTS
FIGURE 5.2
(See also Table 5.1)
T3
T2
T1
Φ°
Φ°
F2
F2
F2
J6
A
F14
N
-
Q
07
ANCHORC
W1
A
Φ°
Φ°
F71
Φ°
4
1 700 MIN
W4
Φ°
L 1 500 MIN 1 100 MIN
L
F
L
F
Φ°
TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW < 60°
J2
L 20 000 MAX SEE TABLE 5.1 NOTE (e)
(f)
J2OR
J1
J6
8 000 TYPICALSLSL
S
2
LMAX
SL
L 4 000 MIN
1 500 MIN
SEE NOTE 28
8 000
J9 J9
NOTE (f) CJ-04
90° ± 6°
L 18 900 MAX 3 000 MAX
DETAIL
SCALE 1:50
N
-
OF BOTTOM MESH
MESH AND TOPSIDE
UNDERSIDE OF TOP
BARS TO BE TIED TO
CO
VE
R
80 ± 2
0
FOR SKEW < 84°
IN TERMINAL SLABS
CORNER REINFORCEMENT
SEE TABLE 11.2
2-K-N20 T & B
Ø100 PIN
BEND ON
Φ°/3
Φ°/3
Φ°/3
Φ°
06
BRIDGE APPROACH SECTIONS
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O:\Pave
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1702 - Rigid P
ave
ment
Construction Sta
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RC
P\draft1\M
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J_06.d
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SHEET No
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© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
VOLUMEDATE
DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
BRIDGE DRAWINGS
(SEE NOTE 14)
CONSTRUCTION JOINT
SUBGRADE BEAM
FILLER
30 ± 10
L
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
MIN
600
LCSLCS
L
SECTION
SCALE 1:50 05
4
JRCP
BA
SE
D
BRIDGE SKEW
ROAD SKEW
FOR ROAD SKEW ≥ 84°
TERMINAL DESIGN AT BRIDGES
*
***
SLAB REFER TO
BRIDGE APPROACH
BRIDGE DRAWINGS
SUBGRADE BEAM
L
LCS
L
SECTION
SCALE 1:50 05
5
N
05
*
M
-
SFCP-R
F
SECTION
SCALE 1:50 05
6
FOR ROAD SKEW < 60°
TERMINAL DESIGN AT BRIDGES
ALL EDGES
50 MIN COVER
FILLER
30 ± 10
(SEE NOTE 14)
CONSTRUCTION JOINT
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
LCS
BA
SE
D
**
M
-
*
*
ALL EDGES
50 MIN COVER
MIN
600
SLAB REFER TO
BRIDGE APPROACH
BRIDGE DRAWINGS
SUBGRADE BEAM
L
LCS
L
N
05
*
SFCP-R
F
FILLER
30 ± 10
(SEE NOTE 41)
(SEE NOTE 14)
CONSTRUCTION JOINT
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
LCS
BA
SE
D
**
M
-
*
*
ALL EDGES
50 MIN COVER
MIN
600
BRIDGE
BRIDGE
BRIDGE
J9 J9F14 F71
F14 F71 J9
LC
S
S
LC
S
S
LC
S
S
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
TERMINAL SLAB
(SEE NOTE41) (SEE NOTE41)
FOR ROAD SKEW 60° ≤ < 84°
TERMINAL DESIGN AT BRIDGES
TERMINAL SLAB
SEE DETAIL
(T & B)
2-K-N20- -NA
G1-N16- -300
6-H-N16- -NA
SEE DETAIL
(T & B)
2-K-N20- -NA
G1-N16- -300
6-H-N16- -NA
G1-N16- -300
6-H-N16- -NA
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
TIEBAR E5
TIEBAR E5
STIRRUP LAPS SEE NOTE 16
SLAB REFER TO
BRIDGE APPROACH
STIRRUP LAPS SEE NOTE 16
STIRRUP LAPS SEE NOTE 16
50 NOM 50 NOM
50 NOM
1 100 MINL
1 100 MINL
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
J14
JRCP
TERMINAL SLAB
1 500 MINLEG LENGTH (L )
S
2
LMAX
MESH M1
S
2
LMAX
JRCP
MESH M1
JRCP
S
2
LMAX
JRCPJRCP
MESH M1
1 500 MINLEG LENGTH (L )
1 500 MINLEG LENGTH (L )
SEE NOTE 15
THICKENING D
SEE NOTE 15
THICKENING D
SEE NOTE 15
THICKENING D PLASTIC DRAINAGE PIPE (3552)
Ø65 CORRUGATED PERFORATED
250 × 250
DETAIL
SCALE 1:10
M
-
NO FINES CONCRETE (3222)
MIN
200
ANCHOR FILLETS
(±100) (±100)
MIN
200
SEE NOTE 17 CJ-03
WRAPPED IN GEOTEXTILE (R63)
SUBSURFACE DRAIN
07
TIEBAR AND MESH DESIGN
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1702 - Rigid P
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A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
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ISSUE
ED 2 REV 0 CJ
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DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
MESH M1
LD
LL
BRIDGE
MESH M2
L
Refer to Fig 11.1 and Table 11.5.(b)
(a)
(b)BASE THICKNESS 'D' (mm)
< 3.1 6 6 6 7 7 8
180 200 220 240 260 280
6 6 7 8 8 9
7 7 8 9 9 10
7 8 9 10 11 11
8 9 10 11 12 12
9 10 11 12 13 14
10 11 12 13 14 15
11 12 13 14 15 16
11 12 14 15 16 17
12 13 15 16 17 18
13 14 16 17 18 20
> 8.0
3.1 - 3.5
3.6 - 4.0
4.1 - 4.5
4.6 - 5.0
5.1 - 5.5
5.6 - 6.0
6.1 - 6.5
6.6 - 7.0
7.1 - 7.5
7.6 - 8.0
See Note (f)
Bridge Approach Terminal Slabs
Table 7.1 Notes:
(m)
(RED)
Distance
Relief-edge
[1 330]
[1 330]
[1 140]
[1 140]
[1 000]
[1 330]
[1 140]
[1 000]
[1 140] [1 000]
[1 140] [1 140]
[1 000]
[1 000][1 330] [1 330]
[890]
[800]
[890]
[800]
[890]
[800]
[890]
[800]
[890] [800][1 000]
[730]
[730]
[670]
[670]
[730]
[730]
[670]
[730]
[670]
[670]
[730] [730]
[620]
[670]
[620]
[570]
[620]
[570]
[620]
[570]
[620]
[570]
[570]
[670]
[530]
[500]
[530]
[530]
[530]
[500]
[470]
[470]
[500]
[500]
[470]
[440]
[400][440]
J9 J9L
FOR COVER SEE TABLE 7.4
TABLE 7.2: MESH REINFORCEMENT
Number of tiebars per 8.0 m slab and average tiebar spacing (mm)
TABLE 7.1: TIEBAR NUMBER AND SPACINGS
abutting bridge or pavement).
L relates to the nearest relief edge (not necessarily to the(a)
Table 7.2 Notes:
For cover to mesh see Sheet CJ-06.(c)
Maximum tiebar spacing is 1 400 mm.(h)
number. Adjust cover to joints as per Fig 7.1 and bar spacings similar to that shown.
tiebar spacing is not to be less than tabulated value for 8.0 m slab, round up tiebar number to next whole
For slabs of length other than 8.0 m, proportion the tiebar numbers according to the length. Average(g)
The total tied width is typically limited to 16 m, hence the maximum relief-edge distance should be 8 m.(f)
widening.
The value for RED must make allowances for stress contributors such as connected kerbs and for future
Relief-edge distance (RED) is measured from the joint or section under design to the nearest relief edge.(e)
of the specified number of bars per slab.
Place tiebars at the spacing shown, with a tolerance of ± 20% on individual bars subject to the provision(d)
Space the remaining tiebars evenly in between.●
Provide 300 mm - 1 000 mm clearance from end tiebar to transverse contraction joints.●
as follows:
The table shows average tiebar spacings over an 8.0 m slab length. Actual tiebar spacings determined(c)
Base Thickness = Concrete Base + asphalt surfacing.(b)
spacing based on 12 mm deformed 500N steel and a value of interlayer friction µ = 1.5.
Spacings are indicative only. Provide no fewer than the number of tiebars shown per slab. Tiebar(a)
S
Typical JRCP slabs
SEE TABLE 7.3
BASE THICKNESS 'D' (mm)
8.1 - 9.0
9.1 - 10.0
Table 7.3 Notes:
TABLE 7.3: SLAB REINFORCEMENT M1
(a),(b)Mesh size M1 and Upper limit on RED (m)
(c)
(e)S
150 - 160 170 - 190 200 - 220 230 - 240 250 - 260
≤ 8.0
10.1 - 11.0
11.1 - 12.0
12.1 - 14.0
14.1 - 16.0
16.1 - 18.0
18.1 - 20.0
9.0
SL82
(m)
L
length
Slab
9.0
SL82
9.0
SL82
9.0
SL82
9.0
SL82
9.0
SL82
9.0
SL82
9.0
SL82
11.0
SL92
7.5
SL82
7.5
SL82
7.5
SL82
7.5
SL82
7.5
SL82
7.5
SL82
9.5
SL92
9.5
SL92
6.5
SL82
6.5
SL82
6.5
SL82
6.5
SL82
6.5
SL82
8.0
SL92
8.0
SL92
6.0
SL82
6.0
SL82
6.0
SL82
6.0
SL82
6.0
SL82
7.5
SL92
5.5
SL82
5.5
SL82
5.5
SL82
5.5
SL82
7.0
SL92
7.0
SL92
10.0
SL102
10.0
SL102
9.0
SL102
8.5
SL102
5.5 / 11.0
RL818 / SL81(d)
Base Thickness = Concrete base + asphalt surfacing.(e)
RED of 5.5, SL81 is required to meet transverse demands (up to RED = 11.0).
5.5m (that is to cater for longitudinal unplanned cracking, for example). Hence, beyond
Two options are given (for demonstration purposes). RL818 has an upper RED limit of(d)
values, a mesh with higher transverse capacity is required.
thickness and transverse bar capacity in the nominated mesh. For RED exceeding these
This constitutes the safe upper limit on RED for the specific cell parameters, that is base(c)
empirical experience.
As a matter of policy, a minimum mesh of SL82 has been adopted on the basis of(b)
likelihood of higher relief-edge distances (RED) in JRCP.
used in Volume CP) is justified by the effect of the longer slab lengths and the increased
Calculations are based on a value of interlayer friction μ = 2.0. The increase (from the 1.5(a)
J9
[890]
11.5
SL102
9.0
SL102
5.5 / 11.0
RL818 / SL81(d)
6.0 / 12.0
RL818 / SL81(d)
TIEBARS
NTS
FIGURE 7.1
MINIMUM TIEBAR OFFSETS FROM JOINTS
J6
J6
J2
MIN
150
MIN
150
MIN
150
MIN
300J7
J1
J9
DETAIL
SCALE 1:5
Q
05
90 ± 5
CIRCULAR SURROUND
SURFACE STAMP FOR ANCHOR SLABS
See Note 13(b)
50 ± 5
D
TIEBARMESH M1
T
T
T
B
T
B
MESH ROTATION; SEE NOTE (a)
TABLE 7.4: COVER TO MESH M1 AND TIEBARS
Minimum covers (mm)
Mesh Tiebars
D (mm)
Base depth
T B
180
200
220
240
260
280
60
60
70
70
80
80
80
90
60
70
70
80
90
70
80
90100
110
120
130 100
100
110
120
Table 7.3 Note:
M
Top cover
M
Bottom cover
T BT
Top cover
T
Bottom cover
M
M
mesh cover.
For base depth between values use next thicker base depth for(b)
factors such as lapping requirements.
below the transverse bars, unless the rotation is dictated by other
Mesh M1 can be placed with longitudinal bars either above or(a)
08
JOINT DETAILS - SHEET A
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PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
J
10
D
DE
PT
H O
F B
AS
E
J1
JRCP
LCS
JRCP
E1-N12-1000-JP
LONGITUDINAL: TIED AND SAWN
JOINT TYPE
30 MIN COVER
LCS
J2
JRCP JRCP
E1-N12-1000-JP
LONGITUDINAL: TIED AND FORMED
JOINT TYPE
CAST FIRST
D
DE
PT
H O
F B
AS
E
AS PER TABLE 10.2
CORRUGATIONS
250 MIN
J2d
LONGITUDINAL: FORMED AND DRILL-TIED
JOINT TYPE
DE
PT
H O
F B
AS
E
D
DRILLED AND FIXED, SEE NOTE 6(c).
E4-N12-750-JP
JRCP
LCS
JRCP
T
10OR SCABBLE DETAIL
AS PER TABLE 10.2
CORRUGATIONS
OR
H
10
J4b J4c
JRCP
LCS
JRCP
LONGITUDINAL: UNTIED AND FORMED
JOINT TYPE
H
10
D
DE
PT
H O
F B
AS
E
JRCP
LCS
JRCP
D
DE
PT
H O
F B
AS
E
J5
LONGITUDINAL: UNTIED AND SAWN
JOINT TYPE
DE
PT
H O
F B
AS
E
D
JRCP
LCS
JRCP
LCS
50 MIN
L
10
L
10
J6b
(NO FUTURE BASE WIDENING PROPOSED)
J6c
(WHERE PAVEMENT WIDENING IS ANTICIPATED)
J6
(SEE NOTE 27)
AS PER TABLE 10.2
CORRUGATIONS
LCS
J7
JRCP JRCP
CAST FIRST
D
DE
PT
H O
F B
AS
E
AS PER TABLE 10.2
CORRUGATIONS
250 MIN
P7d
DE
PT
H O
F B
AS
E
D
DRILLED AND FIXED, SEE NOTE 6(c).
E8-N12-750-500
JRCP
LCS
JRCP
T
10OR SCABBLE DETAIL
AS PER TABLE 10.2
CORRUGATIONS
(AT START AND STOP OF DAILY PAVING OPERATIONS. SEE NOTE 21)
TRANSVERSE CONSTRUCTION: FORMED AND TIED
JOINT TYPE
TRANSVERSE CONSTRUCTION: FORMED AND DRILL-TIED
JOINT TYPE
(SEE NOTE 21)
SEE TABLE 7.4 SEE TABLE 7.4
SEE TABLE 7.4
500 ± 35 500 ± 35 500 ± 35
500 ± 35 500 ± 35
60 MIN COVER
EXISTING
BUTT EDGE
JOINT TYPE
CORRUGATED EDGE
JOINT TYPE
60 MIN COVER
EXISTING
LONGITUDINAL OR TRANSVERSE
JOINT TYPE
(AT EDGE OF NEW TO EXISTING PAVEMENT)
SEE NOTE 26 FOR CONSTRUCTION OPTIONS
J4c: CORRUGATIONS AS PER TABLE 10.2
ORJ4b: BUTT JOINT
LCS
D
DE
PT
H O
F B
AS
E
F71
SEE TABLE 7.4
500 ± 35MESH M2 SEE TABLE 11.5
SFCP-R
AS PER TABLE 10.2
CORRUGATIONS
(IN TERMINAL SLABS. FOR COVER SEE NOTE 5)
LCS
F2
E1-N12-1000-JP
LONGITUDINAL: TIED AND FORMED
JOINT TYPE
CAST FIRST
D
DE
PT
H O
F B
AS
E
AS PER TABLE 10.2
CORRUGATIONS
SEE TABLE 7.4
500 ± 35
SFCP-R SFCP-R
LCS
LONGITUDINAL: UNTIED AND FORMED
JOINT TYPED
DE
PT
H O
F B
AS
EF4
H
10 SEE NOTE 26 FOR CONSTRUCTION OPTIONS
F4c: CORRUGATIONS AS PER TABLE 10.2
ORF4b: BUTT JOINT
SFCP-R JRCP
E7-N12-1000-500
E5 - SEE TABLE 11.5.
JRCP
SFCP-JRCP TRANSVERSE: FORMED AND TIED
JOINT TYPE
MESH M1 MESH M1 MESH M1 MESH M1 MESH M2 MESH M2 MESH M1 MESH M1
MESH M1 MESH M1 MESH M2 MESH M2 MESH M1 MESH M1 MESH M1 MESH M1
MESH M1 MESH M1 MESH M1 MESH M1
400 MAX
50 MIN
09
JOINT DETAILS - SHEET B
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PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
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G.VOROBIEFF
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225 ± 25
J9
D
DE
PT
H O
F B
AS
E
LCS
JRCP JRCP
225 ± 25
H
10
D
DE
PT
H O
F B
AS
E
J10
JRCP
LCS
JRCP
FOR OPTIONS
SEE NOTE 26
225 ± 25
H
10FOR OPTIONS
SEE NOTE 26
D
DE
PT
H O
F B
AS
E
JRCP
LCS
JRCP
J10d
E
10
D
DE
PT
H O
F B
AS
E
JRCP
LCS
JRCP
J11
(ALLOWED IN UNTRAFFICKED AREA ONLY)
E
10
D
DE
PT
H O
F B
AS
E
JRCP
LCS
JRCP
J12
225 ± 25
(ALLOWED IN LIGHT TRAFFIC AREAS ONLY)
D
DE
PT
H O
F B
AS
E
JRCP
LCS
JRCP
J13b
H
10FOR OPTIONS
SEE NOTE 26
(ALLOWED IN UNTRAFFICKED AREA ONLY)
F
10
D
DE
PT
H O
F B
AS
E
200
J14
OR IN ROUNDABOUT / INTERSECTION)
(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE
LCS
JRCPBRIDGE APPROACH ETC.
CONCRETE BASE OR
F
10
D
DE
PT
H O
F B
AS
E
J15
LCS
JRCPBRIDGE APPROACH ETC.
CONCRETE BASE OR
(ISOLATION JOINTS IN LIGHT TRAFFIC AREAS ONLY)
JRCP
LCS
JRCP
F
10
J16
D
DE
PT
H O
F B
AS
E
S
10DOWEL CAP
225 ± 25
D
DE
PT
H O
F B
AS
E
LCS
J17
30 MIN COVER
L
10
200
J18
600
JRCP
LCS
D
DE
PT
H O
F B
AS
E
(AT JOINT WITH SIDE ROAD OR CROSS OVER)
50 MIN
50 MAX
STEEL - FLOAT FINISH
N32 CONCRETE WITH
SUBGRADE BEAM GRADE
STEEL - FLOAT FINISH
N32 CONCRETE WITH
SUBGRADE BEAM GRADE
300 ± 30300 ± 30
80 ± 20 COVER
MESH M3
80 ± 20 COVER
MESH M3
600
D/2 ± 25
OF DOWEL MIN 275
DEBOND THIS END
SEE TABLE 11.3 FOR DIAMETER
DOWELS 450 LONG AT 300 C/C
OF DOWEL MIN 275
DEBOND THIS END
SEE TABLE 11.3 FOR DIAMETER
DOWELS 450 LONG AT 300 C/C
D/2 ± 25
CAST FIRST
D/2 ± 25
OF DOWEL MIN 275
DEBOND THIS END
EXISTING
SEE TABLE 11.3 FOR DIAMETER
DRILLED & FIXED INTO EXISTING SLAB
DOWELS 450 LONG AT 300 C/C,
SEE TABLE 11.3 FOR DIAMETER
DOWELS 450 LONG AT 300 C/C
D/2 ± 25
D/2 ± 25
SEE TABLE 11.3 FOR DIAMETER
DOWELS 450 LONG AT 300 C/C
OF DOWEL MIN 275
DEBOND THIS END
OF DOWEL MIN 275
DEBOND THIS END
TRANSVERSE CONTRACTION: SAWN AND DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: FORMED AND DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: FORMED AND DRILL-DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: KNIFED
JOINT TYPE
TRANSVERSE CONTRACTION: KNIFED AND DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: FORMED (BUTT)
JOINT TYPE
ISOLATION: WITH SUBGRADE BEAM
JOINT TYPE
ISOLATION: WITHOUT SUBGRADE BEAM
JOINT TYPE
EXPANSION: DOWELLED
JOINT TYPE
HINGE: TIED AND SAWN
JOINT TYPE
(FOR COVER SEE NOTE 5)
F14
DE
PT
H O
F B
AS
E
D
F
10
OR IN ROUNDABOUT / INTERSECTION)
(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE
LCS
SFCP-RBRIDGE APPROACH
200
300 ± 30300 ± 30
STEEL - FLOAT FINISH
N32 CONCRETE WITH
SUBGRADE BEAM GRADE
80 ± 20 COVER
MESH M3
600
K-N20
(FOR COVER SEE NOTE 5)
MESH M2 SEE TABLE 11.5
D
10
(SEE NOTE 21)
ISOLATION: WITH SUBGRADE BEAM
JOINT TYPE
CAST FIRST
JRCP JRCP
J
10
LONGITUDINAL EDGE: FORMED WITH SUBGRADE BEAM
JOINT TYPE
MESH M1 MESH M1 MESH M1 MESH M1 MESH M1 MESH M1
MESH M1MESH M1 MESH M1 MESH M1 MESH M1 MESH M1
MESH M2 MESH M1
MESH M1 MESH M1ACROSS JOINT
CONTINUOUS
MESH M1
MESH M1
10
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PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
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NEW SLAB
FACE
SCABBLED
D
20 10
12
CORRUGATIONS
NUMBER OF
< 200
200 - 240
> 240 3 or 4
3 or 4
3 9 ± 3
10 ± 3
12 ± 3 30
25
15 50
50
45
FL
AT
g
CURVED PROFILE
REPLACED BY
FLATS MAY BE
d
HEIGHT
CORRUGATION
h
VERTICAL FACE
v
VERTICAL FACE
v
d
BUTT FACE
D/3 MAX
45 MIN
BUTT FACE
25 ± 15
Table 10.2 Notes:
DEPTH
CORRUGATION
d
VE
RTIC
AL
50 ± 5
VE
RTIC
AL
50 ± 5
BA
SE
D
THIC
KN
ES
S
FIRST-PLACED FACE
CORRUGATIONS
CONCAVE
NUMBER OF
< 200
200 - 230
3 9 ± 3
9 ± 3
8 ± 2
TOP AND BOTTOM
CORRUGATIONS
CONCAVE
TYPE S: FULL CORRUGATIONS
8 ± 2
> 250 9 ± 3
3
4
4
4
OR
TYPE SNTS
'D' (mm)
THICKNESS
BASE
'd' (mm)
DEPTH
CORRUGATION
TABLE 10.2: JOINT CORRUGATION DESIGN
The top and bottom corrugations must be concave in the first-placed face (that is, convex on the form).(b)
Type S will typically suit slipform paving and type F will suit fixed-form paving.(a)
TYPE F: CORRUGATIONS LINKED BY FLATS
> 230 ≤ 250
BA
SE T
HIC
KN
ES
S
D
FL
AT
g'D' (mm)
THICKNESS
BASE
'd' (mm)
DEPTH
CORRUGATION
HEIGHT 'h' (mm)
CORRUGATION
MINIMUM
(mm)
FLAT 'g'
MINIMUM
'v' (mm)
VERTICAL
MINIMUM
FORM SECTION
TYPICAL
CORRUGATION DEPTH
TYPE FNTS
SCABBLED JOINT FACE
T
09
DETAIL
NOT TO SCALE
T
08
DEVELOPMENT OF SAWCUT AND SILICONE SEAL JOINT
FIRST SAWCUT
3 ± 1
SAWCUT
WIDENING
SILICONE SEALANT
D/4
010
+ –
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
D1 - PRELIMINARY SEALING D2 - TEMPORARY SEALING D3 - PERMANENT SEALING
SEE NOTE 36
SEAL FULL FACES
SILICONE SEALANT
WIDENING SAWCUT
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
INITIAL CRACK INDUCER
D/4
010
+ –
SILICONE SEALANT
DEBONDING STRIP
JOINT FILLER
SW
DS
RS
SEE TABLE 10.1
JOINT DIMENSIONS
SAWCUT
3 ± 1
010+
–
SILICONE SEALANT
5 ± 3
8 ± 2
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
D/4
TRANSVERSE
010+
–D/3
LONGITUDINAL
H
09
J
09
SILICONE SEALANT
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
W S
DJ
DS
RS
D/3
010
+ –
(WHERE APPLICABLE)
INDUCING SAWCUT
SEE TABLE 10.1
JOINT DIMENSIONS;
SEAL
TEMPORARY
SEAL
TEMPORARY
SEAL
TEMPORARY
SEE NOTE 26
SEALANT RESERVOIR
D (mm)
Joint depth
4.6 < L ≤ 6.5
6.5 < L ≤ 8.0
8.0 < L ≤ 9.5
≤ 4.6 2.1
9.5 < L ≤ 11.5
11.5 < L ≤ 13.0
13.0 < L ≤ 15.0
2.9
3.5
4.0
4.4
4.8
6.0
7 (+3, -0)
9 (+3, -0)
10 (+3, -0)
11 (+3, -0)
12 (+4, -0)
14 (+4, -0)
17 (+5, -0) 14 (+4, -0)
11 (+4, -0)
10 (+4, -0)
9 (+3, -0)
8 (+3, -0)
8 (+3, -0)
7 (+3, -0)
25 ± 4 14 (+4, -0)
5 ± 3
5 ± 3
6 ± 3
6 ± 3
7 ± 3
8 ± 4
10 ± 3
8 ± 2
8 ± 2
8 ± 2
8 ± 2
10 ± 4
10 ± 4
12 ± 4
10 ± 4 12 ± 4 50 ± 5
50 ± 5
45 ± 5
45 ± 5
45 ± 5
40 ± 5
35 ± 5
35 ± 5
(a)S S
longitudinal
≤ 18
tyre penetration.
Longitudinal width limited to 18 mm in order to minimise
Contractions
S
J
Recess R (mm)
Width W (m)
or
Slab Length L
Opening (mm)
Joint
Design
W (mm)
Width
Sealant
D (mm)
Depth
Sealant
expansions
Isolations and
TABLE 10.1: UNTIED JOINTS - SILICONE SEALANT DIMENSIONS
JS1
JS2
JS3
JS4
JS5
JS6
JS7
label
Sealant
Joint
JS9
Table 10.1 Note:
approach slabs
Bridge
J14 and F14 at
SW
DJ
DS
RS
SW
DS
RS
SW
DJ
DETAIL
SCALE 1:1
D
09
DETAIL
SCALE 1:1
E
09
DETAIL
SCALE 1:1
F
09
DETAIL
SCALE 1:1
J
08DETAIL
SCALE 1:1
H
08
the two slabs abutting the joint under design. Tied joints (such as J7) are ignored in the measurement of length or width.
Slab length (in the case of transverse joints) or tied width (in the case of longitudinal joints) is calculated as the average of(a)
LOW SIDE / EDGE DETAILS HIGH SIDE
D
OF B
AS
E
DE
PT
H
EDGE OF CONCRETE
EDGE DETAILS
DETAIL
SCALE 1:20
L1
-
DETAIL
SCALE 1:20
L2
-
DETAIL
SCALE 1:20
L
08
LCS LCS
J6 J18
FLEXIBLE PAVEMENTS
(b) HIGH SIDE AT TRAFFICKED
(a) LOW SIDE OF ALL CONCRETE PAVEMENTS, AND
APPLICATIONS :
(a) HIGH SIDE VERGE
APPLICATIONS :
/ EDGE DETAILSJ6 J18
L
09
60 MAX
60 MIN
CROSSFALL
EDGE OF CONCRETEBASE
DRAINAGE DETAILS VOLUME 5
PAVEMENT SUBSURFACE
WITH RMS STANDARD
GEOTEXTILE IN ACCORDANCE
JRCP JRCP
DETAILS VOLUME 5
SUBSURFACE DRAINAGE
STANDARD PAVEMENT
ACCORDANCE WITH RMS
EDGE DRAIN IN
FLEXIBLE PAVEMENT
VERGE OR TRAFFICKEDFLEXIBLE PAVEMENT
VERGE OR TRAFFICKED
SW +10(±5)
DOWEL
FILLER
DETAIL
NOT TO SCALE
S
09
DOWEL CAP
11
REINFORCEMENT DETAILS
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FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
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G.VOROBIEFF
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18/12/2015
MARK DIA SHAPE LOCATION / DESCRIPTION LENGTH (m) SPACING (mm)
TABLE 11.1: REINFORCEMENT SCHEDULE AND BAR SPACING
N12A2 1 Transverse bars above anchors To suit slab width
(c)
(a)
N12 1.0E1 1E2 is acceptable alternative in J1 joints
Tiebars in longitudinal jointsSee jointing plan and Table 7.1
E2 N12 7alternative to E1 for J1 joints
Tiebars in longitudinal joints1.0(b) See jointing plan and Table 7.1
E4 N12 1 or 22 Drilled tiebars in longitudinal joints 0.75 See jointing plan and Table 7.1
E5 N12 or N16 1 Tiebars in joints F71 1.0 See Table 11.5
E7 N12 1 Tiebars in J7 joints 1.0 500
N12 500E8 1 or 22 Drilled-ties in J7d joints 0.75
300F N16 4 Anchor stirrup -
300G1 N16 3 -Anchor stirrup - Type 12 anchors
300G2 N16 3 -Anchor stirrup - Type 6 anchors
H N16 1 Anchor barsSee note 14
To suit slab width6 per anchor
J1 N12 21 1.0 1 000 ± 50
N12 1.0 1 000 ± 50J2 1 Kerb types SE and SL longitudinal joints
J3 N12 5 Kerb types SF and SM 0.5 500 MAX; See note 35
K N20 6 SFCP-R terminal slab corner bars 3.0 See DetailN
05
M1 MESH - - -
M2 MESH -Varies with L See Table 11.5
Bridge approach anchor slabs
L
- -
Table 11.1 Notes:
See Table 11.2.(c)
E2 tiebars must be securely fixed against rotation during paving.(b)
A2 bars need not be continuous across longitudinal joints.(a)
THICKNESS (mm)
BASE SLAB
DIA (mm)
DOWEL
150 < D ≤ 175 24
175 < D ≤ 200 28
32
36
200 < D ≤ 260
D > 260
TABLE 11.3: DOWEL DIAMETER
61 500
1 500
TABLE 11.2: BAR REINFORCEMENT SHAPES
NOTE (c)
SEE
L
2L/3
175
5
300
4
250500 500250
400
250
500
350 350
500
TY
PE 6 : 7
50
TY
PE 1
2 : 1
350
100
150
50
300300
50
150
500 ± 75500 ± 75
JOINTC
SEE NOTE (d)
30 MIN
7
2-E1-N12-1000-300
Number of bars in the set. Used only where applicable.
*
FIGURE 11.2: BAR MARKING LEGEND
Where ' ' is shown, refer to Table 11.1.
Bar length in millimetres.
Bar designation, in accordance with Table 11.4.
Bar mark, in accordance with Table 11.1.
N
SHAPE
STRENGTH
DUCTILITY
BAR
500
etc
N12, N16
L
MESH
500
RL818 etc
SL82, SL92,
DOWELS FIBRE
TABLE 11.4: REINFORCEMENT NOTATION
DEFORMEDDEFORMED
ROUND OR
N
250
ROUND
etc
R28, R32
IN DRAWINGS
NOTATION USED
(m)
L
Length
250 350
(a)F
(b)
L
< 9.0 300 [550] 300 [550]
300 [550] 225 [400]
250 [450] 175 [300]
200 [350] 125 [225]
> 20.0
9.0 - 11.9
12.0 - 15.9
16.0 - 20.0
Specialist design is required
(m)
L
Length
250 350
(a)L
(c)
L
< 9.0
> 20.0
15.0
SL92
16.5
SL81
23.0
SL81
16.5
SL81
16.0 - 20.023.0
SL81
25.0
SL81 x 3(d)
Table 11.5 Notes:
F L
limit on RED (m)
Mesh M2 Upper
Specialist design is required
M3 MESH - - -Subgrade beams. SL92 or L8TM
R83
RMS
SEE
slab D (mm)
Thickness of terminal
slab D (mm)
Thickness of terminal
05
N
Or as required to meet cover requirements under the sawcut.(d)
longitudinal joints.
Kerb types SA, SB, SO and SK
9.0 - 15.9
All dimensions are to intersections of straight portions at outside of bends.(b)
Bending pin diameter to be 5 times bar diameter.(a)
See Detail(c)
20 for SO and SK=
8 for SA and SB=(e)
'NA' denotes not applicable.●
Figure 4.1 shows a typical jointing plan.●
the spacing from the project-specific jointing plan.
Where 'JP' is used instead of a dimension, take●
Spacing.
for definition of corner angle, Φ°
L/2 L/2 L/3
SEE NOTE (e)
SEE NOTE 6(c)
10° MAX
Table 11.2 Notes:
(mm) N12 [N16]
E5 Tiebar spacing F71
2Φ°/3
REINFORCEMENT AND TIEBARS
TERMINAL SLAB AT BRIDGE APPROACHES;TABLE 11.5:
Check tiebars in F2 joints.(e)
bottom to suit construction logistics.
Three sheets of mesh are required. The third sheet may be placed at top or(d)
RED a mesh with increased transverse capacity is required.
This is the safe upper limit on RED for the specific cell parameters. For higher(c)
Designers may nominate either bar option.(b)
longest dimension.
See Sheets CJ-05, CJ-06, Table 7.2, Fig 11.1. L and L are measured at their(a)
JRCP general; See Table 7.3
350 c/c, 6 per anchor
121
22
3
F
L
OR O
TH
ER R
ELIE
F E
DG
E
L
F L
L
F14
A
A
F71
FIGURE 11.1
NTS
SEE TABLE 11.5 FOR DIMENSIONS L AND L
BRID
GE A
PP
RO
AC
H P
AV
EM
EN
T
J9
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1702 - Rigid P
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P\draft1\M
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PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
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J14
3.84.24.23.04.2* * * * *SEE NOTE 13
ANCHOR TYPE 6
TERMINAL
J9 J9
J2
07
13
SL102
J2
J2
J2
SL82SL92
J9
F7
F2
SL82
SL82
F4
J2J6 J2 J2
J2
J2
F8
F8
F6F8
F8
F7J9
SL82
J9
J9
J9
SL102 SL82
SL102
F2
84° MIN
J9
SL82
DETAILK4
14
DETAILK1
14
SL82
F7
F8
DETAILK5
14
K1
14DETAIL
F7
J2 J2
F2
F8
DETAILK5
14SL82
J9
SL92 SL82
K4
14
84° MIN
J7
SL92 SL82
J7
K5
14
SEE DETAIL
KERB AND GUTTER
INTEGRALLY WITH
CONSTRUCT SLAB
DETAILK4
14
SEE NOTE (e)
OFFSET
J14
J2
9
ORJ1 J2
J4OR
J15
SEE NOTE (i)
J2
SL82 SL92
J2
J7 4.3 MAX
11 17
ALTERNATIVE DETAILS
SEE FIGURE 12.2 FOR
MIN
1.0
MIN
1.0
SL82 SL92
J2
J2
J9
J1OR
J2
PAVING UNDER MEDIAN, SEE NOTE (f)
3.5
3.5
3.5
3.5
LA
NE
S
0.5 T
YP
9
9
J15 J14
SL92
SL92
SEE NOTE (i)
ALIGNMENT OF JOINTS
SEE NOTE (h)
OFFSET SL92 SL82
1.0 MIN
17 9
**
*0.7
6
TY
P
SL
AB
BA
SE
8
-
8
-
LA
NE
S
0.5 T
YP
3.5
3.5
3.5
9 8 SL92 SL828 17
400
1000
450
400
450
550
600
900
350
9 17 450
900
900
9 17 17 917 9 9
SL82
SL92
SL82
SL82
800
450 900
DETAIL
800
NOTE (b)*
SCALE 1:500
FIGURE 12.1
3.6
3.5
4.2
TYP, UNO
TYP, UNO
TYP, UNO
Figure 12.2.1
Figure 12.2.2
Figure 12.2.3
FIGURE 12.2: Alternative treatments at transitions in slab width.
J9
J2
J9
MIN
1.0
J2 DEFLECTION
J2
J10
K1
14DETAIL
J7
MA
X
4.3
MIN
1.0J7
J2
J9J9
DETAILK1
14
K5
14IN THIS SECTION; DETAIL
DELETE KERB JOINT
J9 J9
J2
DETAILK1
14
K5
14IN THIS SECTION; DETAIL
DELETE KERB JOINT
Compromise practice acceptable.(d)
Integral kerb paving is required.(c)
construct than a J7;
the J10 is more difficult to(b)
of transverse joints but;
limits and to reduce the number
order to meet the dimension
added to the terminating J2 in
A deflection angle has been(a)
Compromise practice acceptable.(c)
Integral kerb paving is required.(b)
limits;
in order to meet the dimension
added to the terminating J2
A deflection angle could be(a)
Compromise practice acceptable.(e)
the J10 is eliminated.(d)
paving is removed, and;
the need for integral kerb(c)
extent of disruption to paving
The wider J7 increases the(b)
limits;
order to meet the dimension
added to the terminating J2 in
A deflection angle could be(a)
MIN
1.5
MIN
1.5
J7
MIN
1.0
MA
X
4.3
J9
K1
14DETAIL
J9
MIN
1.5
K1
14DETAIL
K5
14IN THIS SECTION; DETAIL
DELETE KERB JOINT
* **
0.05 MIN
JRCP
LCS
SMZ
*
SECTION
SCALE 1:100 -
8
NOTE (b)
NOTE 19
0.10 ± 0.05
0.5 MIN
NOTE 19
0.10 ± 0.05
MESH M1
TRAVEL LANE
3.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
(d)
0.25 ± 0.15
(d)
0.25 ± 0.15 (d)
0.25 ± 0.15
(d)
0.25 ± 0.15
K4
14SEE DETAIL
SA KERB
K1
14SEE DETAIL
SF KERB
CONDITION
"WITH SHOULDER"
FACE TO MEET
BEHIND KERB
BASE SLAB
3.6
BASE SLAB
3.5
BASE SLAB
4.2
J1J6 J2 J2ORJ6
12
NOTES
}SEE VOLUME CP FOR FURTHER DETAILS.
*
SL82MESH TYPE
FLEXIBLE
NO BASE SLAB
SFCP
SFCP-R
JRCP
PAVEMENT TYPES:(a)
FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.
SLAB WIDTHS MARKED ' ' AND ALL LANE WIDTHS ARE INDICATIVE ONLY.(b)
DENOTES LCS JOINT ZONE, SEE NOTE 39.(d)
IT WILL OFTEN SIMPLIFY THE JOINTING DESIGN AND THE LOGISTICS OF PAVING.●
TO MINIMISE WATER PENETRATION INTO THE PAVEMENT;●
TO MINIMISE SLAB WIDENING UNDER TRAFFIC IF FUTURE KERB CHANGES ARE REQUIRED;●
FOR REASONS SUCH AS:
A FULL BASE WIDTH SHOULD BE PROVIDED UNDER NARROW MEDIANS AND SMALLER ISLANDS,(f)
DISCOURAGED BECAUSE OF THE RISK THAT IT WILL INFILTRATE PAVEMENT JOINTS.
THE USE OF SAND AS A FILLER UNDER MEDIAN AND ISLAND CAPPINGS IS STRONGLY(g)
CROSS-OVERS AND APPROACH ROADS.
THROUGH TRAFFIC LANES AND MAY BE RELAXED IN AREAS SUCH AS INTERSECTION
THE RESTRICTION ON OFFSET OF LONGITUDINAL JOINTS FROM LANE LINES APPLIES MAINLY TO(h)
ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m).(o)
SEE NOTE 1(b).
240 mm BUT ARE INDICATIVE VALUES FOR DEMONSTRATION PURPOSES ONLY;
REINFORCEMENT DETAILS ARE BASED ON AN ADOPTED THICKNESS OF(c)
SECTION K4 ON CJ-14 REFERS.
KERBS IN ORDER TO SATISFY AUSTROADS "WITH SHOULDER" CRITERIA.
THE BASE MUST EXTEND FOR A MINIMUM OF 0.5 m BEYOND THE FACE OF SF(e)
BECAUSE OF THE ADDED DIFFICULTY INVOLVED IN JOINT SAWING.
PREVENTS ADVERSE EFFECTS, BUT MISMATCHING SHOULD BE AVOIDED WHERE POSSIBLE
UNTIED JOINTS MAY MISMATCH AT ISOLATION JOINTS WHERE TOTAL FACE SEPARATION
JOINTS WHERE FACE CONTACT OCCURS (SUCH AS TYPES J1, J2, J4 AND J5) TRANSVERSE
TRANSVERSE UNTIED JOINTS (FOR EXAMPLE J9 TO J16) MUST NOT MISMATCH AT LONGITUDINAL(k)
TRAFFICKED AREAS.
INTERSECTIONS CAN CREATE SMALL KERB SEGMENTS WHICH ARE ABLE TO DISLODGE INTO
BASE JOINTS. FOR EXAMPLE, THE CONSTRUCTION OF A TYPE SF KERB ABOVE BASE JOINT
FURTHER TO NOTE 35, CARE IS REQUIRED IN COORDINATING THE LOCATION OF KERBS ABOVE(m)
J14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED BRIDGE APPROACH SLAB.(n)
URBAN INTERSECTION PLAN
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1702 - Rigid P
ave
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Construction Sta
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P\draft1\M
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SHEET No
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A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
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DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
FIGURE 13.2
WARRANTS AS PER
FIGURE 13.1 - PLAN
SCHEMATIC ONLY - NOT TO SCALE
WARRANT FOR ANCHORS ON GRADE
PROTECT GORE AREA
TYPE 12 ANCHOR TO
TOWARDS GORE :
GRADE > 4%
CARRIAGEWAY, FIGURE 13.2
WARRANTS AS FOR THROUGH
LAYOUTS AS PER FIGURE 13.2
BRIDGE APPROACH
HGUORHT ROF
SA
TNARRAW
2.31 E
RUGIF :
YAWE
GAIR
RAC
FIGURE 13.2 - SECTION
(DIMENSIONS IN METRES)
SCHEMATIC ONLY - NOT TO SCALE
WARRANT FOR ANCHORS ON GRADE
PROTECT GORE AREA
TYPE 12 ANCHOR TO
TOWARDS GORE :
GRADE > 4%
NO ANCHORS
THESE POINTS
TO REACH 4% AT
GRADE ASSUMED
300c/c
250SROHCNA ON
THESE POINTS
TO REACH 4% AT
GRADE ASSUMED
150
150
250
BRID
GE
%4 ≤ SEDARG
SROHCNA ON 052
GRADE > 4%: TYPE 12 ANCHORS
GRADE ≤ 4%: NO ANCHORS
TYPE 12 FOR ALL GRADES
TERMINAL ANCHOR
DOWNHILL
UPHILL
GRADE > 2%: TYPE 12 ANCHOR
GRADE ≤ 2%: DELETE
AS SHOWN
GRADE > 4%: TYPE 12 ANCHORS
GRADE ≤ 4%: NO ANCHORS
300c/c
300
300
THESE POINTS
TO REACH 4% AT
GRADE ASSUMEDTYPE 12
GRADE > 2%: TYPE 18
GRADE ≤ 2%: TYPE 12
GRADE > 4%: TYPE 12 ANCHORS
GRADE ≤ 4%: NO ANCHORS
TYPE 12 FOR ALL GRADES
FROM TERMINAL:
GRADE AWAY
PAVEMENT
JOINTED CONCRETE
PAVEMENT
FLEXIBLE
PAVEMENT
FLEXIBLE
PAVEMENT
JOINTED CONCRETE
FIGURE 13.2
WARRANTS AS PER
300c/c
GRADE > 4%: TYPE 12 ANCHORS
GRADE ≤ 4%: NO ANCHORS
300c/c
300
300c/c
3
-
BRIDGES
REFER SHEET CJ-05
BRIDGE APPROACH LAYOUTS
(SEE NOTE 14)
CONSTRUCTION JOINT
(TY
PE 1
2)
1 2
00
MIN
600
LCS LCS
S
LC
S
BA
SE
D
*
***
M
06
ALL EDGES
50 MIN COVER
TYPE 12 INTERMEDIATE ANCHOR
ON UPHILL SIDE)
MESH M1 (TOP ONLY
GRADE
(SEE NOTE 14)
CONSTRUCTION JOINT
M
06
LCS LCS
JRCP
S
LC
SB
AS
E
D
ELSEWHERE)
(AS SPECIFIED
SUBSURFACE DRAIN
+–1 100
0200
*
*
*
*
*
SEE NOTE 17(a)
ALL EDGES
50 MIN COVER
MIN
600
(TOP ONLY)
MESH M1
SE
E N
OT
E 1
3(a)
TERMINAL DESIGN AT FLEXIBLE PAVEMENT
TY
PE 6 : 6
00
TY
PE 1
2 : 1 2
00
SLAB REFER TO
BRIDGE APPROACH
BRIDGE DRAWINGS
L
LCS
L
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
LCS
S
LC
S
BA
SE
D
**
M
06
*
*
ALL EDGES
50 MIN COVER
MIN
600
SEE NOTE 17(a)
SEE FIGURE 13.2 FOR WARRANT
TYPE 18 TERMINAL ANCHOR AT BRIDGES
**
MIN
600
IN THIS ZONE
ONLY ALLOWED
(TY
PE 6)
600
(SEE NOTE 15)
THICKENING D*
L
D
LCS
J9 J9
ANCHOR SLAB
BRIDGE
J9
J9
J7
SECTION
SCALE 1:50 -
3
F14
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
F-N16- -300
G1-N16- -300
6-H-N16- -NA
TYPE 6 : G2-N16- -300
TYPE 12 : G1-N16- -300
6-H-N16- -NA
G2-N16- -300
6-H-N16- -NA G1-N16- -300
6-H-N16- -NA
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
STIRRUP LAPS SEE NOTE 16
ALL EDGES
50 MIN COVER
STIRRUP LAPS SEE NOTE 16
D
50 ± 20
TERMINAL SLAB
PAVEMENT
FLEXIBLE
STIRRUP LAPS SEE NOTE 16
50 NOM
50 NOM
MESH M1 (T & B)
NOM
50 50 NOM 50 NOM
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
DESIGN AS PER CJ-05 AND CJ-06
APPROACH ZONE
SECTION
SCALE 1:50 04
09
17 (a)
NOTE
SEE
JRCPJRCP JRCP
DOWNHILL SIDE)
MESH M1 (T & B ON
JRCP
1 500 MIN1 500 MIN
SECTION
SCALE 1:50 04
7
JRCP
1 500 MIN
JRCP
(TOP ONLY)
MESH M1
OR
TERMINAL SLAB
J14
L 5 000 ± 500 1 500 MIN
CONSTRUCTION JOINT (SEE NOTE 14)
S
2
LMAX
S
2
LMAX
S
2
LMAX
S
2
LMAX
(SEE NOTE 41)
FILLER
30 ± 10
13
ANCHORS
DETAIL
SCALE 1:20
K1
-
BASE
DETAIL
SCALE 1:20
K2
-
TYPE SE AND SL
DETAIL
SCALE 1:20
K3
-
TYPE SB, SO AND SKTYPE SA
L
10
L
10
L
10
BASE
SF KERB
35 ± 10
DETAIL
SCALE 1:20
K4
-
8100 BASE100BASE
SE & SL
80 ± 20
80 ± 20
TO 5 mm, TYPICAL
LIMIT ARRIS ROUNDING
TYPE SF
APPLICABLE ALSO TO TYPE SM
*
LCS LCS LCS
*DENOTES SEE FIGURE 11.2
ORJ6b J6c
500 ± 50
JOINT FACE AS PER
SEE TABLE 7.4
(b)
= 20 FOR SO AND SK
= 8 FOR SB(b)
ORJ6b J6cJOINT FACE AS PER
500 ± 50ORJ6b J6c
SE
AS PER
JOINT FACESL
SEE SHAPE 5 IN TABLE 11.2
J3-N12- -500, SEE NOTE 35
50 MIN COVER50 MIN COVER 50 MIN COVER
AUSTROADS "WITH SHOULDER" RULE
500 MINIMUM REQUIRED TO MEET
SEE TABLE 7.4SEE TABLE 7.4
J1-N12 J2-N12J1-N12
MAXIMUM 3 300(a)
SEE TABLE 7.4
TIEBARS(a)
BASEBASE
LCS
TYPE 'F' BARRIER (NOM 500 mm WIDE)(b)
PROVIDE DOWEL(b)
TYPE F BARRIER
REFER TO ROADS AND MARITIME SERVICES STANDARD DRAWING MD.R132.D08.A.1(b)
ALLOWANCE MUST BE MADE FOR THE KERB WEIGHT IN DETERMINING SLAB DIMENSIONS AND TIEBAR SPACINGS.
REFER TO GENERAL SLAB DIMENSIONAL LIMITS TABLE 2.4 AND TO TABLE 7.1 NOTE (e).(a)
DETAIL
SCALE 1:50
K6
-
REINFORCEMENT NOT SHOWN FOR CLARITY
CRCP OR PCP OR PCP-R BASE
MIN
0.6 m
JOINT OMITTED IN THIS SLAB
J2
INTEGRAL KERB/BASE
SIMILAR DESIGN APPLIES FOR KERBS SB, SO, SE AND SL
(WHERE SLAB WIDTH < 1.0m)
DETAIL
SCALE 1:50
K5
-
1.0 m MIN
J2
MAX: SEE TABLE 2.4
REINFORCEMENT NOT SHOWN FOR CLARITY
MESH M1 J7
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O:\Pave
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1702 - Rigid P
ave
ment
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RC
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SHEET No
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© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
15
ISSUE
ED 2 REV 0 CJ
VOLUMEDATE
DS2014/005559ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
JOINTED REINFORCED CONCRETE PAVEMENT (JRCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF
18/12/2015
18/12/2015
14
KERBS AND BARRIERS