volume cp plain concrete pavement - roads and maritime ... · cp-13 cp-14 cp-15 cp-04b cp-04a and...
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related drawings:
PAVEMENT STANDARD DRAWINGS
RIGID PAVEMENT
Volume CP - Plain Concrete Pavement
17ED 4 REV 1
DS2012/001191
REGISTRATION No OF PLANS
ISSUE
SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICES
DATE
G. VOROBIEFF CP
VOLUME
01A
MD.R83.CPREGISTRATION No OF PLANS
SUPERSEDED
ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PAVEMENTS UNIT
PREPARED BY:
SIGNED DATE
APPROVED FOR USE
G. VOROBIEFF
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
Volume CC - Continuously Reinforced Concrete Pavement
STANDARD DETAILS - CONSTRUCTION
Volume CJ - Jointed Reinforced Concrete Pavement
20/01/2016 20/01/2016
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Construction Sta
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CP\draft1\M
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P_01
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SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
REVISION REGISTER
ED/REV DATE SHEET AMENDMENT DESCRIPTION AUTHORISED
ALL Initial issue
ALL
SHEET INDEX
COVER SHEET
DRAWING CONTENT
Comprehensive revision
G. Donald
K. Porter
K. PorterALL Comprehensive revision
ALL Comprehensive revision
BRIDGE APPROACH PLANS
BRIDGE APPROACH SECTIONS
Designers are encouraged to minimise changes apart from the Sheet Index.
Suitable for use without change. See Table C1.2 regarding Details F and H.
Comments
Details Required
Details
Various The location of joints P7 and P7d may be selected on site to suit construction logistics.
L F L
*
*
TABLE C1.3: UNSPECIFIED DESIGN PARAMETERS
TABLE C1.1: NOTES ON APPLICATION TO CONTRACT DRAWINGS
Not required in the contract drawings.
logistics.
In Details K1, K2 and K3, options P6b or P6c may be selected on site to suit construction
drawings.
Table 5.1 is provided only as a guide to designers and so is not suitable for use in contract
REVISION REGISTER, SHEET INDEX AND NOTES
PROJECT-SPECIFIC DETAILS REQUIREDTABLE C1.2:
1/0
2/0
3/0
4/0
30/09/1984
23/04/2009
31/05/2010
CP-01A
CP-01B
REINFORCEMENT DETAILS
TIEBAR AND MESH DESIGN
JOINT DETAILS - SHEET A
JOINT DETAILS - SHEET B
JOINT DETAILS - SHEET C
RURAL INTERSECTION PLAN
KERBS AND BARRIERS
MISCELLANEOUS
CP-01B
Suitable for use without change.
Table 7.1 is for use by designers only and is not suitable for use in contract drawings.
A typical plan layout for use by designers as a guide in preparing project-specific layouts.
For use by designers in preparing project-specific details.
Items such as tiebar numbers are indicative only.
Slab widths which are marked " " and all lane widths are indicative only.
A typical plan layout for use by designers as a guide in preparing project-specific layouts.
must be replaced with the label "Reserved": 1(b), 13(a), 15, 17(a) and 17(b), 19, 25.
in the contract drawings. They are not suitable for inclusion in the contract drawings and
The following notes are intended for designers in the preparation of project-specific details
In Table 11.1, reference to Table 7.1 must also be removed.
Its deletion requires the removal of the reference to it in Table 11.1 and Figure 11.1.
Table 11.5 is for use by designers only and is not suitable for use in contract drawings.
locations in the contract drawings.
Figures 13.1 and 13.2 are provided to assist designers in specifying anchor types and
CP-04A
CP-04B
LEGEND
NOTES (numeric)
TYPICAL PLAN - WITH PCP RAMP
TYPICAL SECTIONS
CP-02
CP-03
CP-05
CP-07
CP-08, CP-09
CP-10
CP-11
CP-12
CP-13
CP-14
CP-15
and CP-13
CP-05, CP-06
CP-07
CP-10
CP-12
CP-14
CP-02
CP-03
CP-05
CP-06
CP-07
CP-08
CP-09
CP-10
CP-11
CP-12
CP-13
CP-14
CP-15
CP-04B
CP-04A AND
CP-04B
CP-04A AND
See item CP-04A and CP-04B above.
parameters must be specified by the designer.
specified in the contract drawings and which may be nominated on site. All other
Table C1.3 provides information about the design parameters which need not be6.
in the contract drawings.
Table C1.2 provides information about the project-specific details which are required5.
to contract drawings.
Table C1.1 provides general comments regarding the applicability of specific sheets4.
Standard Drawings.
adopt the same item number (figure or table) as used in these(c)
cloud all revisions to that item until the final approval stage of the drawings.(b)
copy and paste the entire contents of any particular item (that is, figure or table).(a)
drawings, designers are encouraged, to the maximum extent practicable, to:
However, in order to assist all parties in the design and review of the contract
There are many details which will not be applicable in some contracts.3.
available in DGN format.
website in PDF format. Untitled versions of the Standard Drawings are also
The Standard Drawings are accessible from the Roads and Maritime Services2.
minimise the work required in preparing and checking the contract drawings.(c)
minimise the variation in drawings between projects.(b)
assist designers in preparing project-specific details in contract drawings.(a)
The Standard Drawings are intended to:1.
limits as specified in Table 2.4.
changes in cross-section. Layouts must demonstrate the application of dimensional
Plan layouts and reinforcement details in the standard project cross-section(s) and at all
E5 tiebar spacings and mesh sizes M2 (Table 11.5 refers).
Dimensions of each approach slab length L , L and thickness D .
Type and chainage of all anchors.
project-specific plan layouts or in the form of table schedules or figures.
Tiebar spacings in all joints P1, P2, P2d, F2 and F71. They can be marked on the
Dimensions for Details F and H at specific locations.
SHEET No
VOLUME-
NOTES FOR USE OF THESE STANDARD DRAWINGS
SHEET No
VOLUME-
SHEET No
VOLUME-
SHEET No
VOLUME-
only. Items such as tiebar numbers are indicative only.
project-specific layouts. Slab widths which are marked " " and all lane widths are indicative
A typical plan layout and sections for use by designers as a guide in preparing
ANCHORS
G. Vorobieff17/07/2015
ALL4/1 G. VorobieffMinor revision20/01/2016
01B
REVISION REGISTER, SHEET INDEX AND NOTES
02
LEGEND
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O:\Pave
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1701 - Rigid P
ave
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Construction Sta
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CP\draft1\M
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SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
A
B C
53
TABLE 2.3: SYMBOLSTABLE 2.1: ABBREVIATIONS
DESCRIPTION
Joint type: 'P1'
SYMBOL DESCRIPTIONDESCRIPTIONTYPE
P18
P17
P16
P15
P14
P13b
P12
P11
P10d
P10
P9
P8
P7
P7d
P5
P2d
P2
P1
Expansion: dowelled
Transverse contraction: sawn (undowelled)
Transverse contraction: knifed (undowelled)
Isolation: without subgrade beam
Longitudinal: tied and sawn
Longitudinal: tied and formed
Longitudinal: drill-tied and formed
Longitudinal: untied and sawn
Transverse contraction: formed and dowelled
Transverse contraction: formed and drill-dowelled
Transverse contraction: knifed and dowelled
Hinge: tied and sawn
TABLE 2.2: JOINT TYPE NUMBERS AND DESCRIPTIONS
Table 2.4 Notes:
LCS
1.0
1.5
PCP
TRAFFICKED (a) UN-TRAFFICKED (a) TRAFFICKED (a) UN-TRAFFICKED (a) TRAFFICKED (a) UN-TRAFFICKED (a) TRAFFICKED (a) UN-TRAFFICKED (a)
PCP - R SFCP SFCP - R
4.2
3.4
84°
4.3
L act / R max
1.25
0.8
84° (80°)
4.4
W act x R min
4.4 (4.5)
L act / R max
3.0
0.7
4.2
3.0
84°
4.2
80° (75°)
4.4
7.3
2.5
4.3 (4.5) 4.5
1.0
0.7 (0.67)
0.6
0.57 (0.54)
6.0
2.5
4.3 (4.5)
1.0
NA
75° (70°) 70° (65°)
6.0 (6.5)
2.5
4.3 (4.5)
0.3
20
NA
75° (70°) 70° (65°)
2.5 2.5
4.3 (4.5) 4.5 (4.7)
0.6 0.3
NA
NA
NA
NA
W min
Shape Factor R = L / W
L max
W max
R max
L min
R min
(metres)
Slab Length L (c)
Table 2.2 Note:
Transverse construction: formed and tied
Transverse construction: formed and drill-tied
Transverse contraction: sawn and dowelled
Longitudinal: edge and beamed
Isolation: with subgrade beam
TABLE A.B SHEET A, TABLE B (LIKEWISE "FIGURE A.B")
NOTE 5
Base thickening in bridge approach anchors.
Mesh - reinforced slab (Sometimes used in lieu of hatching or shading)
LL
DL
P4b / P4c
P6b / P6c
Longitudinal: untied and formed, butt or corrugated
F71
Transverse contraction: formed butt
Suffixes apply as follows: b : butt, c : corrugated, d : drilled (a)
(metres)
Slab Width W (d) , (i), (j)
The subscript 'act' refers to actual dimensions.(e)
Width is the largest square measure between longitudinal edges or joints, or the largest radial measure on curved slabs.(d)
Length is the largest edge measure between transverse contraction joints, or the longest chord on curved slabs.(c)
Corner angles must be maximised wherever possible. See Notes 18 and 30 on sheet CP-03.(b)
See Note 1 on sheet CP-03.(a)
LF
P3 Not Applicable
F2 Longitudinal: tied and formed (SFCP-R)
F14 Isolation: with subgrade beam (SFCP-R)
Tiebar numbers between joints or tiebar spacing in mm.
Longitudinal or transverse: edge, butt or corrugated
6.0
6.0 6.0 (6.5)
70°
only applicable in bridge approach zone
Transverse construction: formed and tied;
Slab width limits must make allowances for stress contributors such as mounted kerbs.(j)
Reserved(i)
Reserved(h)
Where an un-trafficked slab is likely to become trafficked within 20 years, it must be designed for "trafficked" criteria.(g)
They must not be adopted by field staff without design review and approval.
Values in brackets show compromise limits for exclusive use by designers where their use is unavoidable.(f)
Length of SFCP-R in terminal leg of anchor.
N
05Detail N on Sheet 05.
NOTE 5; ALL NUMERIC NOTES ARE LOCATED ON SHEET CP-03.
Leg Length in terminal anchor. See CP-06 and Fig. 11.1.
BRIDGE SKEW
ROAD SKEW
SKEW DIAGRAM
Continuously Reinforced Concrete PavementCRCP
JP Project-Specific Jointing Plan. See Figure 11.2
Jointed Reinforced Concrete PavementJRCP
Lean-Mix Concrete SubbaseLCS
PCP Plain Concrete Pavement
Dowelled Plain Concrete PavementPCP-D
PCP-R Reinforced Plain Concrete Pavement (discrete slabs)
RED Relief-Edge Distance
RMS Roads and Maritime Services
Steel Fibre Reinforced Concrete PavementSFCP
SFCP-R Steel Fibre Reinforced Concrete Pavement with mesh added
SMZ Selected Material Zone (upper subgrade)
T & B Top face and Bottom face
TYP Typical
UNO Unless Noted Otherwise
P1
D Nominal base thickness
S Nominal subbase (LCS) thickness
R
ABBREVIATION
A Surface stamp for anchor slab. See CP-07, Details Q and R.
TABLE 2.4: GENERAL SLAB SHAPE REQUIREMENTS(f)
REQUIREMENTS
SLAB SHAPE
Minimum Corner Angles (b)
Change point 'B' mm to 'C' mm.
Tiebar numbers between joints or tiebar spacing in mm.
Number of tiebars per slab to left and right of the change point.
03
NOTES (numeric)
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SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
GENERAL
PAVING
See also Note 25.
Within 30 m of contract limits.(c)
Within 30 m of anchors, and/or;(b)
formed joint Type P2, and/or;
Where the central joint is specifically shown as an optional(a)
within trafficked lanes except:
On the through-carriageway, single lane paving is not permitted3.
shoulder lanes.
Paving within travel lanes must precede paving within adjacent2.
REINFORCEMENT
TIEBARS
SLAB DIMENSIONAL LIMITS
REINFORCED SLABS
ANCHORS
Location
type
Anchor
details
Warrant
details
Design
At structures 12 or 18
On grade 12
6
12
-(b)
towards the flexible pavement at > 4%.
The Type 6 should be replaced with a Type 12 if the grade falls(b)
The length of rigid pavement required to be restrained by that anchor.(a)
NOTES
(a)
> 25 mrestrained length (ii)
≤ 25 mrestrained length (i)
Flexible pavement interface :
(a)
A stamp is not required under proposed AC surfacing.
Anchor slabs are always reinforced so need not be stamped (R).
Stamps should preferably be placed within low trafficked areas.
to a depth of 4 ± 1 mm below the circular surround.
The imprint must be in accordance with CP-07 Detail Q, and
at each deflection in alignment.(ii)
within 0.5 m of each extremity, and;(i)
the anchor centreline and:
Anchors must be identified by a surface stamp placed above(b)
L
L
JOINT LAYOUT DESIGN
with the limits contained in Table 2.4.
Notwithstanding, the constructed slab layout must comply
nearest 0.1 m and the joints must be located within ± 0.2 m.
joint location is inadequate, dimensions must be scaled to the
In non-typical areas such as intersections where definition on
intersection areas, and compliance must be strictly observed.
a major criterion governing the alignment of joints, particularly
angles not more acute than the values shown in Table 2.4. This is
The joint layout has been designed so that slabs have corner18.
JOINT DETAILS
debonded in accordance with the specification.
All formed joints in the Base (including tied joints) must be23.
concave in the first-placed face.
In corrugated joints, the top and bottom corrugations must be24.
located not more than W/10 from the paved centre.
width "W" to be paved in one pass. As a guide, they should be
longitudinal joints at locations other than the centre of the total
Designers' attention is drawn to the risk of using induced25.
installation.
accordance with the specification prior to silicone sealant
Where a filler is used, the formed faces must be prepared in
any existing rounding and/or spalling of the existing arrisses.
placed face. The nominated method must consider the impact of
created by sawcutting or by fixing a temporary filler to the first-
In joint Types P4, P10 and P13, the sealant reservoir may be26.
Reserved29.
next four adjacent joints.
Adjacent to terminal anchors, skew reduction must be limited to the
angles more acute than 84°.
slab dimensions but the skew must not be increased to yield corner
The skew may be reduced as necessary to achieve the specified
be constructed at a skew of 1 in 10 to the control line.
Unless otherwise shown, transverse contraction joints must typically30.
SEALANTS AND FILLERS
Sealants and fillers must comply with RMS R83.(b)
but rotated 90°.
Dimensions must be equivalent to those for the top joint,
the ingress of incompressibles during subsequent paving.
face of joints (in accordance with the Specification) to prevent
(both temporary and permanent) must extend down the vertical
Where joints daylight at formed joints or edges, the sealant(a)36.
DOWELS
joint. The offset to the first dowel must not be greater than 250 mm.
Dowels must be located not closer than 150 mm to a longitudinal37.
SLAB REPLACEMENT
mortar and other incompressibles.
full face of exposed joints must be sealed to prevent the ingress or
At slab replacements, all exposed faces must be debonded and the38.
LEAN-MIX CONCRETE SUBBASE (LCS)
Refer to Table 10.1 for other joint centres.
applicable when joints are spaced at centres not exceeding 4.6 m.
Sealant reservoir dimensions shown in Details D and E on CP-10 are20.
KERBS, ISLANDS, MEDIANS AND BARRIERS
be lightly scabbled.
'H' bars N16 must be lapped by 450 mm, and the joint face must
anchors must be placed within 50 mm of a longitudinal Base joint.
pavement widths. Where used, vertical construction joints in
Anchors may be constructed in discrete sections to match base
be scabbled.
At horizontal anchor construction joints, the horizontal faces must14.
and/or edges must be no more acute than 70°.
be 90° ± 10° to the top surface. Slab corners formed by joints
or corrugated. They must not be tied. The vertical alignment must
LCS joints are typically butt faced and need not be scabbled40.
The relevant values must then comply with those specified for PCP-R.
deemed "odd - shaped" and must be reinforced.
PCP slabs which exceed the listed values on any criteria must be9.
loadings, and preferably not closer than 1.0 m to truck wheelpaths.
provided at a location which minimises the impact of truck axle
exceed 16 m. At widths exceeding this, a Type P4 joint must be
The total tied width of pavement between relief-edges must not8.
(that is, 90° - bridge skew).
strictly observed. All skew angles refer to road skew
criteria governing the layout of joints, and compliance must be
Slab dimension limits are listed in Table 2.4. These are critical7.
such as to prevent the occurrence of re-entrant angles in the Base.
angle of intersection must be 90° ± 6°, and the intersection must be
(that is, excluding mounted kerbs such as types SF, SG, SM) the
Where a Base joint intersects the nose of an adjoining kerb
control for the location of adjacent joints.
kerbs is critical. The dimensions so specified must be used as a
The location of Base joints relative to the extremities of islands and34.
of kerb bounded by joints (for example, at kerb noses).
At least one kerb tiebar must be placed in any discrete section35.
must cover the full end of the LCS.
(or other structure). The filler must comply with RMS 3204 and
A filler must be provided between the LCS and the abutment41 .
located traffic signal detector loops.
PCP and PCP-R is not suitable for the incorporation of sawcut12.
heavily trafficked lanes.
In urban design: 0.10 ± 0.05 m, with offset away from the most(b)
In rural design: 0.20 ± 0.10 m, with offset in the direction shown;(a)
as follows:
shown, must be located within the zone offset from the lane lines
Longitudinal Base joints on through carriageways, unless otherwise19.
Types P8, P9, P10, P14, P15 or P16.
to as an "un-tied change point") must occur only at untied joint
The change from a tied longitudinal joint to an untied one (referred
joint Types P2, P7, P14, P15, P16, or at free edges.
Longitudinal joints (Types P1, P2, P4 and P5 ) may terminate only at31.
intersections.
On the inside of curves, at ramp junctions and across(b)
with Note 30;
Adjacent to anchors, where skew may also vary in accordance(a)
range 3.8 ± 0.4 m at locations as follows:
criterion must apply. The 4.2 m length may be varied within the
unclear, the symbol " " is used to mark the string at which the
of the through lanes. Where the definition of this outer circle is
centres. On curves this must be measured at the outer circle edge
Contraction joints (P8 - P13) must be spaced at 4.2 m (+0, -0.2 m)28.
Stirrup length need not be changed to suit specific cases.
maximum and might be greater than 100 mm in some cases.
mesh. Bottom cover on stirrups is 50 mm minimum but there is no
of the anchor axis. Anchor stirrups must be lapped to the pavement
At anchors, there must be no transverse mesh laps within 1.3 m16.
See Table 7.3.top and bottom cover:-
80 ± 20 mm.to joints and edges:-
placed to provide the following cover unless otherwise shown:
Nest mesh where possible to reduce lap thickness. Mesh must be
otherwise shown. Maximum of 3 layers of mesh at any one point.
Mesh reinforcement size must be in accordance with Table 7.2 unless5.
≥ N20: see RMS R83.(iii)
N16: 525 mm minimum.(ii)
N12: 360 mm minimum.(i)
Bar laps must be as follows:(d)
classifications listed in Table 11.4 unless otherwise specified.
dowels must comply with AS 3679.1. Steel must be of the
Steel reinforcement must be in accordance with AS 4671,(c)
See Fig 11.2 for bar marking legend.(b)
variations to standard debonding treatments.
interlayer friction coefficient of 1.5. Designs must cater for any
All reinforcement design tables are based on an assumed(a)4.
on interlayer treatments in accordance with RMS R82.
Design of tiebars and other transverse reinforcement is based(d)
Drill-ties may be inclined (at 10° maximum) to facilitate fixing.(c)
requirements. They may be bent insitu.
Tiebars Shape 21 (in kerbs) are bent to satisfy cover(b)
specified spacings.
Tiebars must be provided in tied longitudinal joints at the(a)6.
All dimensions in millimetres (mm) unless shown otherwise.(c)
design details for items listed in Table C1.2.
site staff. Project-specific drawings must therefore show precise
designers and are not intended for interpretation and application by
Table 7.1 for tiebar spacings) they are intended primarily for use by
and constructors. Where design tables are included (for example,
These Drawings provide standard details for use by both designers(b)
Abbreviations and nomenclature are scheduled on sheet CP-02.
A definition of terms is contained in RMS R82 and RMS R83.(a)1.
Anchors must be provided in accordance with the following table.(a)
a combination of Type 6 and Type 12.Type 18 :●
1.2 m deepType 12 :●
0.6 m deepType 6 :●
Anchor types are:13.
1.2 m and the angle be 90° ± 15°.
of 90° ± 6°. In SFCP, the separation distance can be reduced to
They must be aligned at an angle to the adjacent longitudinal joints
from a joint Type P8 to P17 (inclusive).
and/or methods. Type P7 joints must not be located less than 1.5 m
shown here may be provided to suit the construction program
Transverse construction joints (Types P7 and P10) additional to those21.
a continuous line.
Group (a) joints must not be intermixed with Group (b) joints to form
Types P14 to P16 may be intermixed.(b)
a continuous line;
Contraction joints (Types P8 to P13) may be intermixed to form(a)
intermixed within the following groupings:
between free edges (as defined). Differing joint types may only be
Untied joints Types P8 to P16 (inclusive) must be continuous22.
unless specifically shown otherwise.
shown otherwise. Tiebars must not be provided in Type P6 joints
Outer edges are either Type P6b or P6c joints unless specifically27.
(as long as they are also tied). Arris rounding 5 mm maximum.
"with shoulder" criteria for pavement thickness design purposes
must not be extruded. Such kerbs are deemed to satisfy the
must be strength grade N32 (min) in accordance with AS 1379 and
Unless otherwise allowed, kerb types SA, SB, SC, SE, SK and SL33.
located within the specified joint zone.
without longitudinal joints but, if joints are required, they must be
and/or free edges. Hence, LCS may be paved in large widths
For LCS, no upper limit is specified on the width between joints
planned location of base joints.
must be located within the zone 0.25 ± 0.15 m offset from the
LCS longitudinal joints (if required by the nominated paving method)39.
CP-13 CP-05, CP-06
CP-13 CP-13
CP-13
CP-13 CP-13
is not required under proposed AC surfacing.
Anchor slabs must be stamped (A) in lieu of (R), see Note 13. A stamp
circular surround. Stamps should be placed within low trafficked areas.
accordance with CP-07 Detail R and to a depth of 4 ± 1 mm below the
Each PCP-R slab must be identified by a surface stamp in11.
and hence will be ignored for the purpose of this clause.
deemed to create mismatched joints or odd-shaped slabs
to be a full identification. Conforming joints Type P7 are not
demonstration purposes only and this must not be taken
have been hatched or marked (R) on the drawings for
mismatched (as defined) must be reinforced. Typical cases of each
Plain (unreinforced) concrete slabs which are odd-shaped or10.
kerb joints must be aligned as per Sheet CP-14.
the kerb joint must be aligned with the Base joint. Otherwise,
Where the kerb is placed on top of, or integral with, Base pavement,
adjoining Base, in accordance with RMS R15.
Joints in kerbs (etc.) must be located to coincide with joints in the32.
The thickness must be constant within the length L .
the thickness of the approach slab (to facilitate subbase construction).
base thickness, and (b) 250 mm, but it must be increased to match
(denoted D ) must not be less than the greater of: (a) the specified
At bridge approaches the thickness of the terminal leg base15.
Corrugated plastic drainage pipe in accordance with RMS 3552.(f)
with RMS 3222.
No Fines Concrete in subsurface drain in accordance(e)
in the documents.
grade and drainage requirements, as specified elsewhere
The 200 mm depth is minimum only and is to be adjusted to suit(d)
into the base concrete.
(c) Geotextile wrapping is to be fully secured to prevent its intrusion
non-typical catchment exists.
(b) Drains are not required between adjacent anchors unless a
the subbase to the anchor.
grade falls away from the anchor, delete the drain and extend
on that side of the anchor falls towards the anchor. Where the
Anchor drains are only required where the longitudinal grade(a)17.
REFERENCES
RMS DS2012/001329: Asphalt, Volume 1 - New Construction
Volume 6 - Supplementary Model Drawings
RMS DS2013/001947: Standard Pavement Subsurface Drainage Details
Volume 5 - Rigid Pavement Details
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 DS2014/005559: Volume CJ - Jointed Reinforced Concrete
Pavement
RMS DS2012/001190: Volume CC - Continuously Reinforced Concrete
AS/NZS 4671: Steel Reinforcing Materials
AS/NZS 3679.1: Structural Steel - Hot-rolled bars and sections
machine placed
AS 2876: Concrete kerbs and channels (gutters) - Manually or
AS 1379: Specification and Supply of Concrete
non-perforated plastic)
RMS 3552: Subsurface Drainage Pipe (corrugated perforated and
RMS 3222: No Fines Concrete (for subsurface drainage)
and Structures
RMS 3204: Preformed Joint Fillers for Concrete Road Pavements
RMS R83: Concrete Pavement Base
RMS R82: Lean Mix Concrete Subbase
RMS R63: Geotextiles
RMS R15: Kerbs and Gutters
NOTES
*
FLEXIBLE
PCP-R
PCP
PAVEMENT TYPES:(a)
04A
TYPICAL PLAN - WITH PCP RAMP
VOLUME 1 - DESIGN AND LOCATION FOR PAVEMENT EDGE DETAILS.
REFER TO RMS STANDARD PAVEMENT SUBSURFACE DRAINAGE DETAILS(d)
APPROACH SLAB.
P14 MAY BE ORIENTED AT 90° TO CREATE ODD SHAPED BRIDGE(f)
SEE NOTE 1(b).
BUT ARE INDICATIVE VALUES FOR DEMONSTRATION PURPOSE ONLY;
TIEBAR SPACINGS ARE BASED ON AN ADOPTED THICKNESS OF 260 mm(b)
ANCHOR DETAILS.
TYPES 6 AND 18 ANCHORS. REFER SHEETS CP-05 AND CP-06 FOR TYPE 12
REFER SHEET CP-13 FOR ANCHOR WARRANTS AND FOR DETAILS OF(c)
FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.
SLAB WIDTHS MARKED ' ' AND ALL LANE WIDTHS ARE INDICATIVE ONLY.(e)
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1701 - Rigid P
ave
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CP\draft1\M
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P_04
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A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
1
4B
FLEXIBLE
ANCHOR SEE NOTE (c)
TYPE 12 TERMINAL
SL
AB
BA
SE
*
*
TYP
P7P7
SL
AB
BA
SE
*
*
LA
NE
S
P1 SEE NOTE 25
P7 SEE NOTE 21
E1-N12 TIEBARS
4 9
P7P8
UNO
P7
E1-N12 TIEBARS
9 6
A
-
1.8 ± 0.3
BRID
GE
AP
PR
OA
CH
BRID
GE
P1
P2
P2 SEE NOTES 3 AND 25
SEE NOTE (c)
TERMINAL ANCHORP7
10
1
7
4B
KERBP8
UNO
*
*
*
SL
AB
BA
SE
KERB PAVING IS SEPARATE; SEE CP-14
SKEWED SHOULDER JOINTING WHERE
A
-
5 4
P7
*
SL
AB
BA
SE
*
*
10
1
FLEXIBLE
FORMED AND TIED
INDUCED AND TIED
FORMED EDGE
10
1
4 5
A
-
P7
P1 P2 SEE NOTES 3 AND 25
FLEXIBLE
ANCHOR SEE NOTE (c)
TYPE 12 TERMINAL
12
13
SL
AB
BA
SE
*
*
*
4
E1-N12 TIEBARS
SL
AB
BA
SE
*
*
*
10
1
NOTE (e)*
0.5 L
AN
ES
2.5
3.5
3.5
4.3
3.8
4.0
3.0
4.0
4.0
2.4
4.3
3.8
2.0
3.5
2.5
PREFERRED
1.85 ± 0.35
3.5
3.5
3.5
1.0
3.8
4.3
3.9
3.8
4.3
1.9
TYP
4.2
90° ± 6°
1.9
FIGURE 4.1SCALE 1:500
P8
12
13
2
4B
P6
P6P4
P4
P6
P2
P2
P1
P6
11
13
P8P7
P6
P2
P1
P6
P2
P1
P6P18
P7
P8
A
A
A
A
P14
A
A
0.5 L
AN
ES
84°
K7
14
K7
14
P7
E1-N12 TIEBARS
P2
6 4
5
5
5
4
E1-N12 TIEBARS
POSSIBLE CHANGE OF SKEW AT THIS JOINT
LANE IT MUST CHANGE TO A
JOINT EXTENDS INTO A TRAFFICKED
WHERE AN UNTIED LONGITUDINAL
P14
8
4B
8
4B
TYP
4.2P
- 7
4B
TYP
4.2
*
SL
AB
BA
SE
*
*10
1
NOTE (e)*
3.5
3.8
4.3
FIGURE 4.2SCALE 1:500
P1
P2
P2
0.5 L
AN
ES
10
4B
10
4BTYP
4.2P6b
3.5
3.5
3.5
2.5
1.9*
P8
P6c
BEAMED EDGE
P6
SEE NOTE (c)
INTERMEDIATE ANCHOR
(f)
DIMENSIONS IN METRES (m)
DIMENSIONS IN METRES (m)
KERB/SHOULDER PAVING; SEE CP-14
SQUARE SHOULDER JOINTING TO SUIT INTEGRAL
P6
MIN
1.5
MIN
2.1
EXTENSION
FUTURE
POSSIBLE
EXTENSION
FUTURE
POSSIBLE
ALLOWANCE FOR FUTURE EXTENSION
P6c
P6c
P8
P8
P6
P7
P2
P2
A
C
B
7
4 9
7
P4
POINT; SEE NOTE 31
UNTIED CHANGE
Termination of longitudinal joints
DETAIL
SCALE 1:250
P
-
DETAIL
SCALE 1:250
A
-
A
15
DIMENSIONS IN METRES (m)
provided according to the relief-edge distance.
(in combination with the mesh in the mismatched slab) must be
A short length of tied joint (A-C) with adequate ties(c)
untied joint, in this case at a P8 at Point A.
An untied change point (see Note 31) must coincide with an(b)
Typically they will terminate at a P7 (in this case at Point C).
at formed joints, hence they cannot terminate at a Type P8.
Consistent with Note 31, longitudinal joints must terminate only(a)
Detail P Notes:
P7
P2
MIN
1.5
MIN
2.1
MIN
2.1
MIN
1.5
MIN
2.1
MIN
1.5
MIN
2.1
MIN
1.5
MIN
2.1
MIN
1.5
P8P8
TYP
4.2
TYP
4.2
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O:\Pave
ments\P
1701 - Rigid P
ave
ment
Construction Sta
ndard Dra
win
gs - P
CP\draft1\M
D.R
83.C
P_04
B.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
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/201604B
TYPICAL SECTIONS
ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m).(h)
DENOTES LCS JOINT ZONE, SEE NOTE 39(g)
NOTES
SECTION
SCALE 1:100 4A
2
P6P6
PCP BASE
LCS SUBBASE (TYPICAL)
P1 P2
SECTION
SCALE 1:100 4A
1
*
* *
P6P6
PCP BASE
LCS SUBBASE (TYPICAL)
P1
*
P2
SHOULDER
2.5
TRAVEL LANE
3.5
SHOULDER
1.0
0.05 MIN0.05 MIN
SHOULDER
0.5 MIN
1.9 4.3 3.8
SHOULDER
2.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
0.5 MIN
0.6 TYP
0.05 MIN 0.05 MIN
TYPICAL CROSS SECTION
* *
P6P6
PCP BASE
LCS SUBBASE (TYPICAL)
P1P2
SHOULDER
0.5 MIN
3.9 4.3 3.8
0.5 MIN
0.6 TYP
0.05 MIN 0.05 MIN
SECTION
SCALE 1:100 4A
8
TYPICAL CROSS SECTION
*
1.0
TRAVEL LANE
3.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
SEE NOTE 19
0.2 ± 0.1
SEE NOTE 19
0.2 ± 0.1
SECTION
SCALE 1:100 4A
7
*
* *
P6P6
PCP BASE
LCS SUBBASE (TYPICAL)
P1
*
P2
SHOULDER
0.5 MIN
1.9 4.3 3.8
SHOULDER
2.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
0.5 MIN
0.6 TYP
0.05 MIN
TYPICAL CROSS SECTION
SEE NOTE 19
0.2 ± 0.1
KERB
0.05 MIN
TYPICAL CROSS SECTION
* *
PCP BASE
LCS SUBBASE (TYPICAL)
SHOULDER
0.5 MIN
0.05 MIN0.05 MIN
SECTION
SCALE 1:100 4A
10
*
TYPICAL CROSS SECTION
*
*
1.9 4.3 3.8 3.5*
P2
SHOULDER
2.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
TRAVEL LANE
3.5
P2P6b
P6c
0.5 MIN
0.6 TYPMIN
0.5
SEE NOTE 19
0.2 ± 0.1
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15(g)
0.25 ± 0.15
(g)
0.25 ± 0.15(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
(g)
0.25 ± 0.15
SELECTED MATERIAL ZONE (TYPICAL)
SELECTED MATERIAL ZONE (TYPICAL)
SELECTED MATERIAL ZONE (TYPICAL) SELECTED MATERIAL ZONE (TYPICAL)
SELECTED MATERIAL ZONE (TYPICAL)
PREFERRED
1.85 ± 0.35
NOTE (e) CP-04A
NOTE (e) CP-04ANOTE (e) CP-04A
NOTE (e) CP-04A
P1
05
NOTES
BRIDGE APPROACH PLANS
TABLE 5.1: KEY TO FIGURE 5.2
A suggested setout sequence is as follows:
SYMBOL DIMENSION LIMITS
W1 to W4 Slab Width W1 to W4
Φ° 1 8
T1, T2, T3: Tiebar spacing in type F2 joints
Corner Angles (Φ° to Φ° )
Design as per TABLE 7.1
70° preferred minimum, (60° absolute minimum)
Apply slab widening at point 'C' to achieve the angle limit of 70° minimum.(c)
5 6 7
specified to avoid reflective corner cracking.
The minimum offsets from adjoining Type P1/P2 and F2 joints (at points 'D', 'E' and 'F') are
should be approximately 90° ± 6° and approximately equal. Check dimensions 'W1' to 'W4'.
Locate the skewed Type F2 joints, they need not be parallel but angles Φ , Φ and Φ(d)
Table 5.1 Notes:
For reinforcement in SFCP-R terminal slabs and in terminal anchors refer to Tables 11.1 and 11.5.(e)
of 84° minimum.
limits. Radiate to point 'B' such that the resulting angle at 'B' complies with the target minimum value
Locate the Type F71 joint (marked 'A - B' on this diagram). Locate point 'A' according to dimensional(b)
4.5 m maximum, 1.0 m minimum
SEE ALSO SHEET CP-13
AND > 4%, ELSEWHERE :
FOR GRADES > 2%, AT BRIDGE ABUTMENTSb)
FOR NUMERIC NOTES REFER SHEET CP-03.a)
20.0 m maximum.that is,Check that the dimensional limit on the opposite side is satisfied,
Locate the anchor relative to the approach slab at the closest side (top side in this diagram).(a)
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1701 - Rigid P
ave
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17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
F
L
5
06
MIN
1 500
MIN
1 500
SLAB
APPROACH
BRIDGE
ISO
LA
TIO
N J
OIN
T
NTS
SFCP-R
SFCP-R
SFCP-R
ANCHORC
NOTE 30
VARIES SEE
Q
07
FOR ROAD SKEW 60° ≤ < 84°
TERMINAL DESIGN AT BRIDGES
P7
CONSTRUCTION METHOD
LOCATION OF TO SUIT
10
1
FIGURE 5.3
LL 12 000 MAX
4
06
MIN
1 500
MIN
1 500
NTS
ANCHORC
NOTE 30
VARIES SEE
Q
07
P7
CONSTRUCTION METHOD
LOCATION OF TO SUIT
10
1
FIGURE 5.1
FOR ROAD SKEW ≥ 84°
TERMINAL DESIGN AT BRIDGES
ISO
LA
TIO
N J
OIN
T
SLAB
APPROACH
BRIDGE
BRIDGE SKEW
ROAD SKEW
P2
P8 P8 P8 P8 P8
4 200 TYP
P7
P6
P6
A
P1
P14
90° ± 6°
F14
F2
F71
F2 P2
P8 P8 P8 P8 P8
P7
P6
P6
P1
A
A
PCP-R
PCP-R
PCP-R
OR
90° ± 6°
P2 P1
90° ± 6°
PCP-R
PCP-R
PCP-R
OR P2 P1
N
-
L 12 000 MAX
4 200 TYP
3 800 ± 400± 3001 800
L 4 000 MIN 4 200 TYP
4 200 TYP
3 800 ± 400± 3001 800
L 4 000 MIN
± 3001 800
PCP-R
AP8
L
L
MIN
1 100
MIN
L 1 500F
3 000 MAXL 10 900 MAX
(f)
NOTE (f) CP-04A
(f)
NOTE (f) CP-04A
6
06
6
06
PCP-R
MIN
1 0
00
MIN
1 0
00
MIN
1 0
00
W2
W3
Φ°
3
2
1
6
7
8
5
SFCP-R
SFCP-R
SFCP-R
A
D
E
F
B
C
SLAB
APPROACH
BRIDGEBRIDGE
SFCP-R
TO ACHIEVE Φ° = 70° MIN
LOCALISED WIDENING
4
84°(+6°,-0°)
NTS
FIGURE 5.2
(See also Table 5.1)
T3
T2
T1
Φ°
Φ°
F2
F2
F2
P6
A
P6
90° ± 6°
F14
N
-
Q
07
ANCHORC
W1
A
Φ°
Φ°
F71
Φ°
PCP-R
4
1 700 MIN
W4
Φ°
L 4 000 MIN
L 1 500 MIN 1 100 MIN
L
F
L
L 18 900 MAX 3 000 MAXF
Φ°
TERMINAL DESIGN AT BRIDGES FOR ROAD SKEW < 60°
P2ORP1
NOTE 30
VARIES SEE
PCP-R
P8
PCP-R
1 800 ± 300
PCP-R
PCP-R
P2
L 20 000 MAX SEE TABLE 5.1 NOTE (e)
(f)
NOTE (f) CP-04A
DETAIL
SCALE 1:50
N
-
OF BOTTOM MESH
MESH AND TOPSIDE
UNDERSIDE OF TOP
BARS TO BE TIED TO
CO
VE
R
80 ± 2
0
FOR SKEW < 84°
IN TERMINAL SLABS
CORNER REINFORCEMENT
SEE TABLE 11.2
2-K-N20 T & B
Ø100 PIN
BEND ON
Φ°/3
Φ°/3
Φ°/3
Φ°
06
BRIDGE APPROACH SECTIONS
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1701 - Rigid P
ave
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A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
BRIDGE DRAWINGS
(SEE NOTE 14)
CONSTRUCTION JOINT
SUBGRADE BEAM
FILLER
30 ± 10
(SEE NOTE 15)
THICKENING D L
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
MIN
600
LCSLCS
PCP-R
L
SECTION
SCALE 1:50 05
4
PCP
BA
SE
D
BRIDGE SKEW
ROAD SKEW
FOR ROAD SKEW ≥ 84°
TERMINAL DESIGN AT BRIDGES
*
***
SLAB REFER TO
BRIDGE APPROACH
BRIDGE DRAWINGS
SUBGRADE BEAM
(SEE NOTE 15)
THICKENING D L
LCS
L
SECTION
SCALE 1:50 05
5
N
05
*
M
-
SFCP-R
F
SECTION
SCALE 1:50 05
6
FOR ROAD SKEW < 60°
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
PCP-R PCP
BA
SE
D
**
M
-
*
*
ALL EDGES
50 MIN COVER
MIN
600
SLAB REFER TO
BRIDGE APPROACH
BRIDGE DRAWINGS
SUBGRADE BEAM
(SEE NOTE 15)
THICKENING D L
LCS
L
N
05
*
SFCP-R
F
FILLER
30 ± 10
(SEE NOTE 41)
(SEE NOTE 14)
CONSTRUCTION JOINT
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
LCS
PCP-R PCP
BA
SE
D
**
M
-
*
*
ALL EDGES
50 MIN COVER
MIN
600
BRIDGE
BRIDGE
BRIDGE
P14 P8 P8F14 F71
F14 F71 P8
LC
S
S
LC
S
S
LC
S
S
3 EACH SIDE OF ANCHOR
A2-N12- -350
F-N16- -300
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
TERMINAL SLAB
SLAB REFER TO
BRIDGE APPROACH
STIRRUP LAPS SEE NOTE 16
STIRRUP LAPS SEE NOTE 16
50 NOM 50 NOM
50 NOM
1 800 ± 300LEG LENGTH (L )
1 100 MINL
1 800 ± 300LEG LENGTH (L )
1 100 MINL
1 800 ± 300LEG LENGTH (L )
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
PLASTIC DRAINAGE PIPE (3552)
Ø65 CORRUGATED PERFORATED
250 × 250
DETAIL
SCALE 1:10
M
-
SEE NOTE 17
NO FINES CONCRETE (3222)
MIN
200
ANCHOR FILLETS
(±100) (±100)
MIN
200
WRAPPED IN GEOTEXTILE (R63)
SUBSURFACE DRAIN
07
TIEBAR AND MESH DESIGN
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PAVEMENTS AND GEOTECHNICAL
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STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
Tiebar layout
(mm)
Transverse Joint
Cover to SSS
8 TIES AT 500 C/C
9 TIES AT 450 C/C
MESH M1
LD
L
MESH M2
Base Type Reinforcement
PCP M1 L
Refer to Fig 11.1 and Table 11.5.(b)
S/2S/2 S/2S/2
350350 350350
300300 300300
(a)
(b)BASE THICKNESS 'D' (mm)
< 3.1 3 3 3 4 4 4
180 200 220 240 260 280
3 4 4 4 5
4 4 4 5 5 6
4 5 5 6 6
5 5 6 6 7
5 5 6 6 7 7
5 6 6 7 8
6 6 7 8 9
6 7 7 8 9 9
7 8 9 9 10
7 8 9 10 11
> 8.0
3.1 - 3.5
3.6 - 4.0
4.1 - 4.5
4.6 - 5.0
5.1 - 5.5
5.6 - 6.0
6.1 - 6.5
6.6 - 7.0
7.1 - 7.5
7.6 - 8.0
See Note (f)
Typical PCP-R slabs Bridge Approach Terminal Slabs
(m)
(RED)
Distance
Relief-edge
[1 400]
[1 400]
[1 050]
[1 050]
[1 050]
[1 050]
[1 050] [1 050]
[1 050] [1 050] [1 050][1 400] [1 400]
[840]
[840]
[840]
[840]
[840]
[840]
[840]
[840]
[840] [700]
[840]
[1 050]
[700]
[700]
[700]
[700]
[700]
[700]
[700]
[700]
[700]
[700] [700]
[600]
[600]
[600]
[600]
[600]
[600]
[600] [600]
[600]
[530]
[530]
[530]
[530]
[530]
[470]
[470]
[470]
[470]
[470]
[470]
[420]
[380][420]
3 and 4 500 MIN, 750 MAX
5
6
7
8 350 ± 50
9
10
300300 30030010 TIES AT 400 C/C
P8 P8L
FOR COVER SEE TABLE 7.3
P8
TABLE 7.2: MESH REINFORCEMENT
≤ 4.4
> 4.4
Number of tiebars per 4.2 m slab and average tiebar spacing (mm)
TABLE 7.1: TIEBAR NUMBER AND SPACINGS TABLE 7.4: RECOMMENDED TIEBAR LAYOUTS
DENOTES SPACINGS
abutting bridge or pavement).
L relates to the nearest relief edge (not necessarily to the(a)
Refer to Volume CJ drawings.
Table 7.2 Notes:
For cover to mesh see Sheet CP-06.(c)
350 ± 50
350 ± 50
350 ± 50
per slab
of Tiebars
Number
L (m)
> 8.0
5.6 - 6.0
6.1 - 6.5
6.6 - 7.0
7.1 - 7.5
7.6 - 8.0
(mm)
Size
Bar
N12
N16
3 [1 400] 3 [1 400] 3 4 [1 050] [1 050]
[1 400]3
[1 400] [1 050] 4 4
3 [1 400] 4 [1 050] 4 [1 050] 4 [1 050] 5 [840]
3 [1 400] 4 [1 050] 4 [1 050]
5 [840] 5 [840]
5 [840]
6 [700]
6 [700]
5 [840]
4 [1 050]
4
4 [1 050]
4 [1 050]
[1 050]
4 [1 050]
4 [1 050]
4 [1 050]
5 [840]
5 [840]
4 [1 050]
5 [840]
5 [840]
5 [840]
5 [840]
6 [700]
5 [840]
8 [530]
8 [530]
8 [530]
5 [840]
7 [600]
5 [840]
Table 7.1 Notes:
Maximum tiebar spacing is 1 400 mm.(h)
Adjust offset to joints as per Fig 7.1 and bar spacing similar to that shown.
For slabs of length other than 4.2 m, proportion the tiebar numbers according to the length. Round up the tiebar number to the next whole number (a design chart is provided as Fig. 12.1 on Sheet CC-12).(g)
The total tied width is typically limited to 16 m, hence the maximum relief-edge distance should be 8 m.(f)
future widening.
Relief-edge distance (RED) is measured from the joint or section under design to the nearest relief edge. The value for RED must make allowances for stress contributors such as connected kerbs and for(e)
Place tiebars at the spacing shown, with a tolerance of ± 20% on individual bars subject to the provision of the specified number of bars per slab.(d)
Space the remaining tiebars evenly in between.●
Provide the specified clearance from the end of the tiebar to transverse contraction joints.●
The table shows average tiebar spacings over the 4.2 m slab length. The section drawings show actual tiebar spacings determined as follows:(c)
Base Thickness = Concrete Base + asphalt surfacing.(b)
Spacings are indicative only. Provide no fewer than the number of tiebars shown per slab. Tiebar spacing based on 12 mm deformed 500N steel and a value of interlayer friction µ = 1.5.(a)
SLAB
APPROACH
LBRIDGE
TIEBARS
NTS
FIGURE 7.1
MINIMUM TIEBAR OFFSETS FROM JOINTS
P6
P7
P6
P2
P1
MIN
150
MIN
200
MIN
200
MIN
300
MIN
300
MIN
300(a) (a)
(a)
(a) UNLESS SHOWN OTHERWISE IN TABLE 7.1
DETAIL
SCALE 1:5
R
05
DETAIL
SCALE 1:5
Q
05
90 ± 5
CIRCULAR SURROUND
See Note 13(b)
CIRCULAR SURROUND
90 ± 5
See Note 11
50 ± 5
50 ± 5
FOR ANCHOR SLABS
SURFACE STAMP
FOR PCP-R SLABS
SURFACE STAMP
D
TIEBARMESH M1
T
T
T
B
T
B
MESH ROTATION; SEE NOTE (a)
TABLE 7.3: COVER TO MESH M1 AND TIEBARS
Minimum covers (mm)
Mesh Tiebars
D (mm)
Base depth
T B
180
200
220
240
260
280
60
60
70
70
80
80
80
90
60
70
70
80
90
70
80
90100
110
120
130 100
100
110
120
Table 7.3 Note:
M
Top cover
M
Bottom cover
T BT
Top cover
T
Bottom cover
M
M
mesh cover.
For base depth between values use next thicker base depth for(b)
factors such as lapping requirements.
below the transverse bars, unless the rotation is dictated by other
Mesh M1 can be placed with longitudinal bars either above or(a)
08
JOINT DETAILS - SHEET A
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17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
J
10
D
DE
PT
H O
F B
AS
E
P1
PCP
LCS
PCP
E1-N12-1000-JP
LONGITUDINAL: TIED AND SAWN
JOINT TYPE
30 MIN COVER
LCS
P2
PCP PCP
E1-N12-1000-JP
LONGITUDINAL: TIED AND FORMED
JOINT TYPE
CAST FIRST
D
DE
PT
H O
F B
AS
E
AS PER TABLE 10.2
CORRUGATIONS
250 MIN
P2d
LONGITUDINAL: FORMED AND DRILL-TIED
JOINT TYPE
DE
PT
H O
F B
AS
E
D
DRILLED AND FIXED, SEE NOTE 6(c).
E4-N12-750-JP
PCP
LCS
PCP
T
10OR SCABBLE DETAIL
AS PER TABLE 10.2
CORRUGATIONS
OR
H
10
P4b P4c
PCP
LCS
PCP
LONGITUDINAL: UNTIED AND FORMED
JOINT TYPE
H
10
D
DE
PT
H O
F B
AS
E
PCP
LCS
PCP
D
DE
PT
H O
F B
AS
E
P5
LONGITUDINAL: UNTIED AND SAWN
JOINT TYPE
DE
PT
H O
F B
AS
E
D
PCP
LCS
PCP
LCS
400 MAX
50 MIN
L
10
L
10
P6b
(NO FUTURE BASE WIDENING PROPOSED)
P6c
(WHERE PAVEMENT WIDENING IS ANTICIPATED)
P6
(SEE NOTE 27)
AS PER TABLE 10.2
CORRUGATIONS
LCS
P7
PCP PCP
CAST FIRST
D
DE
PT
H O
F B
AS
E
AS PER TABLE 10.2
CORRUGATIONS
250 MIN
P7d
DE
PT
H O
F B
AS
E
D
DRILLED AND FIXED, SEE NOTE 6(c).
E8-N12-750-500
PCP
LCS
PCP
T
10OR SCABBLE DETAIL
AS PER TABLE 10.2
CORRUGATIONS
(AT START AND STOP OF DAILY PAVING OPERATIONS. SEE NOTE 21)
TRANSVERSE CONSTRUCTION: FORMED AND TIED
JOINT TYPE
TRANSVERSE CONSTRUCTION: FORMED AND DRILL-TIED
JOINT TYPE
(SEE NOTE 21)
D
10
D
DE
PT
H O
F B
AS
E
PCP
LCS
P8
SEE TABLE 7.3 SEE TABLE 7.3
SEE TABLE 7.3
500 ± 35 500 ± 35 500 ± 35
500 ± 35 500 ± 35
60 MIN COVER
EXISTING
BUTT EDGE
JOINT TYPE
CORRUGATED EDGE
JOINT TYPE
60 MIN COVER
EXISTING
LONGITUDINAL OR TRANSVERSE
JOINT TYPE
(AT EDGE OF NEW TO EXISTING PAVEMENT)
F4OR
TRANSVERSE CONTRACTION: SAWN
JOINT TYPE
SEE NOTE 26 FOR CONSTRUCTION OPTIONS
P4c: CORRUGATIONS AS PER TABLE 10.2
ORP4b: BUTT JOINT
LCS
D
DE
PT
H O
F B
AS
E
F71
SEE TABLE 7.3
500 ± 35MESH M2 SEE TABLE 11.5
SFCP-R PCP-R
AS PER TABLE 10.2
CORRUGATIONS
SFCP-PCP TRANSVERSE: FORMED AND TIED
JOINT TYPE
(IN TERMINAL SLABS. FOR COVER SEE NOTE 5)
DE
PT
H O
F B
AS
E
D
LCS
F2
LONGITUDINAL: TIED AND FORMED
JOINT TYPE
E1-N12-1000-JP500 ± 35
SEE TABLE 7.3
MESH M2 SEE TABLE 11.5
CORRUGATIONS TABLE 10.2
SFCP-R
MESH M2 SEE TABLE 11.5
SFCP-R
E7-N12-1000-500 E5 - SEE TABLE 11.5.
FOR COVER SEE NOTE 5
MESH M1
SPECIFIED ELSEWHERE
PCP OR PCP-R WHERE
SCABBLED FACE
BUTT FACE
25 ± 15
BUTT FACE
45 MIN, D/3 MAX
DETAIL
NOT TO SCALE
T
-
NEW SLAB
D
DE
PT
H O
F B
AS
E
50 MIN
09
JOINT DETAILS - SHEET B
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1701 - Rigid P
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ISSUE
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PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
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PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
D
10225 ± 25
P9
D
DE
PT
H O
F B
AS
E
LCS
PCP PCP
225 ± 25H
10
D
DE
PT
H O
F B
AS
E
P10
PCP
LCS
PCP
FOR OPTIONS
SEE NOTE 26225 ± 25
H
10FOR OPTIONS
SEE NOTE 26
D
DE
PT
H O
F B
AS
E
PCP
LCS
PCP
P10d
E
10
D
DE
PT
H O
F B
AS
E
PCP
LCS
PCP
P11
(ALLOWED IN UNTRAFFICKED AREA ONLY)
E
10
D
DE
PT
H O
F B
AS
E
PCP
LCS
PCP
P12
225 ± 25
(ALLOWED IN LIGHT TRAFFIC AREAS ONLY)
D
DE
PT
H O
F B
AS
E
PCP
LCS
PCP
P13b
H
10FOR OPTIONS
SEE NOTE 26
(ALLOWED IN UNTRAFFICKED AREA ONLY)
P14
OR IN ROUNDABOUT / INTERSECTION)
(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGEF
10
D
DE
PT
H O
F B
AS
E
P15
LCS
PCP BRIDGE APPROACH ETC.
CONCRETE BASE OR
(ISOLATION JOINTS IN LIGHT TRAFFIC AREAS ONLY)
PCP
LCS
PCP
F
10
P16
D
DE
PT
H O
F B
AS
E
S
-DOWEL CAP 225 ± 25
D
DE
PT
H O
F B
AS
E
LCS
J
10
PCP-R PCP-R
P17
ACROSS JOINT
MESH - CONTINUOUS
30 MIN COVER
P18
(AT JOINT WITH SIDE ROAD OR CROSS OVER)
D/2 ± 25
OF DOWEL MIN 275
DEBOND THIS END
SEE TABLE 11.3 FOR DIAMETER
DOWELS 450 LONG AT 300 C/C
OF DOWEL MIN 275
DEBOND THIS END
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
CAST FIRST
OF DOWEL MIN 275
DEBOND THIS END
OF DOWEL MIN 275
DEBOND THIS END
TRANSVERSE CONTRACTION: SAWN AND DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: FORMED AND DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: FORMED AND DRILL-DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: KNIFED
JOINT TYPE
TRANSVERSE CONTRACTION: KNIFED AND DOWELLED
JOINT TYPE
TRANSVERSE CONTRACTION: FORMED (BUTT)
JOINT TYPE
ISOLATION: WITH SUBGRADE BEAM
JOINT TYPE
ISOLATION: WITHOUT SUBGRADE BEAM
JOINT TYPE
EXPANSION: DOWELLED
JOINT TYPE
HINGE: TIED AND SAWN
JOINT TYPE
LONGITUDINAL EDGE: FORMED AND BEAMED
JOINT TYPE
(FOR COVER SEE NOTE 5)
F14
DE
PT
H O
F B
AS
E
D
F
10
OR IN ROUNDABOUT / INTERSECTION)
(AT JOINT WITH DIFFERENT PAVEMENT TYPE / BRIDGE
LCS
SFCP-RBRIDGE APPROACH
200
300 ± 30300 ± 30
STEEL - FLOAT FINISH
N32 CONCRETE WITH
SUBGRADE BEAM GRADE
80 ± 20 COVER
MESH M3
600
K-N20
(FOR COVER SEE NOTE 5)
MESH M2 SEE TABLE 11.5
BRIDGE APPROACH ETC.
CONCRETE BASE OR
PCP
DE
PT
H O
F B
AS
E
D
F
10
200
STEEL - FLOAT FINISH
N32 CONCRETE WITH
SUBGRADE BEAM GRADE300 ± 30300 ± 30
80 ± 20 COVER
MESH M3
600
ISOLATION: WITH SUBGRADE BEAM
JOINT TYPE
L
10
200
600
PCP
LCS
D
DE
PT
H O
F B
AS
E
50 MIN
50 MAX
STEEL - FLOAT FINISH
N32 CONCRETE WITH
SUBGRADE BEAM GRADE
80 ± 20 COVER
MESH M3
SW +10(±5)
DOWEL
FILLER
DETAIL
NOT TO SCALE
S
-
DOWEL CAP
10
JOINT DETAILS - SHEET C
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ISSUE
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PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
20 10
12
CORRUGATIONS
NUMBER OF
< 200
200 - 240
> 240 3 or 4
3 or 4
3 9 ± 3
10 ± 3
12 ± 3 30
25
15 50
50
45
FL
AT
g
CURVED PROFILE
REPLACED BY
FLATS MAY BE
d
HEIGHT
CORRUGATION
h
VERTICAL FACE
v
VERTICAL FACE
v
d
Table 10.2 Notes:
DEPTH
CORRUGATION
d
VE
RTIC
AL
50 ± 5
VE
RTIC
AL
50 ± 5
BA
SE
D
THIC
KN
ES
S
FIRST-PLACED FACE
CORRUGATIONS
CONCAVE
NUMBER OF
< 200
200 - 230
3 9 ± 3
9 ± 3
8 ± 2
TOP AND BOTTOM
CORRUGATIONS
CONCAVE
TYPE S: FULL CORRUGATIONS
8 ± 2
> 250 9 ± 3
3
4
4
4
OR
TYPE SNTS
'D' (mm)
THICKNESS
BASE
'd' (mm)
DEPTH
CORRUGATION
TABLE 10.2: JOINT CORRUGATION DESIGN
The top and bottom corrugations must be concave in the first-placed face (that is, convex on the form).(b)
Type S will typically suit slipform paving and type F will suit fixed-form paving.(a)
TYPE F: CORRUGATIONS LINKED BY FLATS
> 230 ≤ 250
BA
SE T
HIC
KN
ES
S
D
FL
AT
g'D' (mm)
THICKNESS
BASE
'd' (mm)
DEPTH
CORRUGATION
HEIGHT 'h' (mm)
CORRUGATION
MINIMUM
(mm)
FLAT 'g'
MINIMUM
'v' (mm)
VERTICAL
MINIMUM
FORM SECTION
TYPICAL
CORRUGATION DEPTH
TYPE FNTS
D (mm)
Joint depth
4.6 < L ≤ 6.5
6.5 < L ≤ 8.0
8.0 < L ≤ 9.5
≤ 4.6 2.1
9.5 < L ≤ 11.5
11.5 < L ≤ 13.0
13.0 < L ≤ 15.0
2.9
3.5
4.0
4.4
4.8
6.0
7 (+3, -0)
9 (+3, -0)
10 (+3, -0)
11 (+3, -0)
12 (+4, -0)
14 (+4, -0)
17 (+5, -0) 14 (+4, -0)
11 (+4, -0)
10 (+4, -0)
9 (+3, -0)
8 (+3, -0)
8 (+3, -0)
7 (+3, -0)
25 ± 4 14 (+4, -0)
5 ± 3
5 ± 3
6 ± 3
6 ± 3
7 ± 3
8 ± 4
10 ± 3
8 ± 2
8 ± 2
8 ± 2
8 ± 2
10 ± 4
10 ± 4
12 ± 4
10 ± 4 12 ± 4 50 ± 5
50 ± 5
45 ± 5
45 ± 5
45 ± 5
40 ± 5
35 ± 5
35 ± 5
(a)S S
longitudinal
≤ 18
tyre penetration.
Longitudinal width limited to 18 mm in order to minimise
Contractions
S
J
Recess R (mm)
Width W (m)
or
Slab Length L
Opening (mm)
Joint
Design
W (mm)
Width
Sealant
D (mm)
Depth
Sealant
expansions
Isolations and
TABLE 10.1: UNTIED JOINTS - SILICONE SEALANT DIMENSIONS
FIRST SAWCUT
3 ± 1
35 ± 5
SAWCUT
WIDENING
SILICONE SEALANT
D/4
010
+ –
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
D1 - PRELIMINARY SEALING D2 - TEMPORARY SEALING D3 - PERMANENT SEALING
7
03+
–
7
03+
–
SEE NOTE 20
JOINT DIMENSIONS
703
+ –
5 ± 3
SEE NOTE 36
SEAL FULL FACES
SILICONE SEALANT
WIDENING SAWCUT
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
INITIAL CRACK INDUCER
D/4
010
+ – 35 ± 5
703
+ –
5 ± 3
703+
–
SILICONE SEALANT
DEBONDING STRIP
JOINT FILLER
SW
DS
RS
SEE TABLE 10.1
JOINT DIMENSIONS
SAWCUT
3 ± 1
010+
–
SILICONE SEALANT
5 ± 3
8 ± 2
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
D/4
TRANSVERSE
010+
–D/3
LONGITUDINAL
SEE NOTE20
JOINT DIMENSIONS;
Table 10.1 Note:D
09
DETAIL
E
09
DETAIL
F
09
DETAIL
H
08
DETAIL
J
08
DETAIL
H
09
J
09
SILICONE SEALANT
BACKER ROD (TYP)
POLYETHYLENE
CLOSED-CELL
W S
DJ
DS
RS
D/3
010
+ –
(WHERE APPLICABLE)
INDUCING SAWCUT
SEE TABLE 10.1
JOINT DIMENSIONS;
SEAL
TEMPORARY
SEAL
TEMPORARY
SEAL
TEMPORARY
SEE NOTE 26
SEALANT RESERVOIR
JS1
JS2
JS3
JS4
JS5
JS6
JS7
label
Sealant
Joint
JS9
RS
DS
DJ
SWSW
RS
DS
SW
DJ
DEVELOPMENT OF SAWCUT AND SILICONE SEAL JOINT WHERE SPACING ≤ 4.6 mslabs
Bridge approach
P14 and F14 at
the two slabs abutting the joint under design. Tied joints (such as P7) are ignored in the measurement of length or width.
Slab length (in the case of transverse joints) or tied width (in the case of longitudinal joints) is calculated as the average of(a)
LOW SIDE / EDGE DETAILS HIGH SIDE EDGE DETAILS/
D
CROSSFALL
EDGE OF CONCRETEBASE
SUBBASE
OF B
AS
E
DE
PT
H
P6 P18 P6 P18
L1
-
DETAIL
L2
-
DETAIL
DRAINAGE DETAILS VOLUME 5
PAVEMENT SUBSURFACE
WITH RMS STANDARD
GEOTEXTILE IN ACCORDANCE
EDGE OF CONCRETE
EDGE DETAILS
L
08
DETAIL
L
09
FLEXIBLE PAVEMENT
VERGE OR TRAFFICKED
DETAILS VOLUME 5
SUBSURFACE DRAINAGE
STANDARD PAVEMENT
ACCORDANCE WITH RMS
EDGE DRAIN IN
FLEXIBLE PAVEMENT
VERGE OR TRAFFICKED
60 MAX
60 MIN
11
REINFORCEMENT DETAILS
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ISSUE
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ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
MARK DIA SHAPE LOCATION / DESCRIPTION LENGTH (m) SPACING (mm)
TABLE 11.1: REINFORCEMENT SCHEDULE AND BAR SPACING
N12A2 1 Transverse bars above anchors To suit slab width
(c)
(a)
N12 1.0E1 1E2 is acceptable alternative in P1 joints
Tiebars in longitudinal jointsSee jointing plan and Table 7.1
E2 N12 7alternative to E1 for P1 joints
Tiebars in longitudinal joints1.0(b) See jointing plan and Table 7.1
E4 N12 1 or 22 Drilled tiebars in longitudinal joints 0.75 See jointing plan and Table 7.1
E5 N12 or N16 1 Tiebars in joints F71 1.0 See Table 11.5
E7 N12 1 Tiebars in P7 joints 1.0 500
N12 500E8 1 or 22 Drilled-ties in P7d joints 0.75
300F N16 4 Anchor stirrup -
300G1 N16 3 -Anchor stirrup - Type 12 anchors
300G2 N16 3 -Anchor stirrup - Type 6 anchors
H N16 1 Anchor barsSee note 14
To suit slab width6 per anchor
J1 N12 21 1.0 1 000 ± 50
N12 1.0 1 000 ± 50J2 1 Kerb types SE and SL longitudinal joints
J3 N12 5 Kerb types SF and SM 0.5 500 MAX; See note 35
K N20 6 SFCP-R terminal slab corner bars 3.0 See DetailN
05
M1 MESH - -SL82. PCP-R general -
M2 MESH -Varies with L See Table 11.5
Bridge approach anchor slabs
L
- -
Table 11.1 Notes:
See Table 11.2.(c)
E2 tiebars must be securely fixed against rotation during paving.(b)
A2 bars need not be continuous across longitudinal joints.(a)
THICKNESS (mm)
BASE SLAB
DIA (mm)
DOWEL
150 < D ≤ 175 24
175 < D ≤ 200 28
32
36
200 < D ≤ 260
D > 260
TABLE 11.3: DOWEL DIAMETER
61 500
1 500
TABLE 11.2: BAR REINFORCEMENT SHAPES
NOTE (c)
SEE
L
2L/3
175
121
22
5
300
4
250500 500250
400
250
500
3
350 350
500
TY
PE 6 : 7
50
TY
PE 1
2 : 1
350
100
150
50
300300
50
150
500 ± 75500 ± 75
JOINTC
SEE NOTE (d)
30 MIN
7
2-E1-N12-1000-300
Number of bars in the set. Used only where applicable.
*
FIGURE 11.2: BAR MARKING LEGEND
Where ' ' is shown, refer to Table 11.1.
Bar length in millimetres.
Bar designation, in accordance with Table 11.4.
Bar mark, in accordance with Table 11.1.
N
SHAPE
STRENGTH
DUCTILITY
BAR
500
etc
N12, N16
L
MESH
500
RL818 etc
SL82, SL92,
DOWELS FIBRE
TABLE 11.4: REINFORCEMENT NOTATION
DEFORMEDDEFORMED
ROUND OR
N
250
ROUND
etc
R28, R32
IN DRAWINGS
NOTATION USED
(m)
L
Length
250 350
(a)F
(b)
L
< 9.0 300 [550] 300 [550]
300 [550] 225 [400]
250 [450] 175 [300]
200 [350] 125 [225]
> 20.0
9.0 - 11.9
12.0 - 15.9
16.0 - 20.0
Specialist design is required
(m)
L
Length
250 350
(a)L
(c)
L
< 9.0
> 20.0
15.0
SL92
16.5
SL81
23.0
SL81
16.5
SL81
16.0 - 20.023.0
SL81
25.0
SL81 x 3(d)
Table 11.5 Notes:
F L
limit on RED (m)
Mesh M2 Upper
Specialist design is required
M3 MESH - - -Subgrade beams. SL92 or L8TM
R83
RMS
SEE
slab D (mm)
Thickness of terminal
slab D (mm)
Thickness of terminal
05
N
Or as required to meet cover requirements under the sawcut.(d)
longitudinal joints.
Kerb types SA, SB, SO and SK
9.0 - 15.9
All dimensions are to intersections of straight portions at outside of bends.(b)
Bending pin diameter to be 5 times bar diameter.(a)
See Detail(c)
20 for SO and SK=
8 for SA and SB=(e)
'NA' denotes not applicable.●
Figure 4.1 shows a typical jointing plan.●
the spacing from the project-specific jointing plan.
Where 'JP' is used instead of a dimension, take●
Spacing.
for definition of corner angle, Φ°
L/2 L/2 L/3
SEE NOTE (e)
SEE NOTE 6(c)
10° MAX
Table 11.2 Notes:
(mm) N12 [N16]
E5 Tiebar spacing F71
2Φ°/3
350, 6 per anchor
REINFORCEMENT AND TIEBARS
TERMINAL SLAB AT BRIDGE APPROACHES;TABLE 11.5:
Check tiebars in F2 joints.(e)
bottom to suit construction logistics.
Three sheets of mesh are required. The third sheet may be placed at top or(d)
RED a mesh with increased transverse capacity is required.
This is the safe upper limit on RED for the specific cell parameters. For higher(c)
Designers may nominate either bar option.(b)
longest dimension.
See Sheets CP-05, CP-06, Table 7.2, Fig 11.1. L and L are measured at their(a)
F
L
OR O
TH
ER R
ELIE
F E
DG
E
L
F L
L
F14
A
A
F71
FIGURE 11.1
P8
NTS
SEE TABLE 11.5 FOR DIMENSIONS L AND L
BRID
GE A
PP
RO
AC
H S
LA
B
12
NOTES
THE CROSS-OVER SLAB WIDTHS ARE FOR DEMONSTRATION ONLY.
SEE SHEET CJ12 FOR ALTERNATIVE JRCP MEDIAN DESIGN.(a)
FLEXIBLE
SFCP
JRCP
PCP-R
PCP
PAVEMENT TYPES:
*FOR SLAB DIMENSIONAL LIMITS REFER TO TABLE 2.4.
SLAB WIDTHS MARKED ' ' AND ALL LANE WIDTHS ARE INDICATIVE ONLY.(b)
KEY
RURAL INTERSECTION PLAN
ALL DIMENSIONS ON THIS SHEET ARE IN METRES (m).(c)
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ISSUE
ED 4 REV 1 CP
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ENGINEERING SERVICES BRANCH
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APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
SL
AB
BA
SE
*
*
*
4.3
3.8
1.9
TYP
4.2
3.5
3.5
3.5
3.5
0.5
1.0 M
IN
*
*
2.5
3.9
4.3
3.8
SL
AB
BA
SE
*
0.6 M
IN
0.5
1.0 M
IN
*
3.8
4.3
3.9
2.5
SL
AB
BA
SE
*
*
*
4.2
4.2
4.2
1.0
0.5
3.5
3.5
3.5
3.5
TYP
4.2
SL
AB
BA
SE
1.9
3.8
4.3
1.0 M
IN
*
*
4.3 M
AX
0.6 M
IN
3.5
3.5
0.5
ALTERNATIVE DETAIL
SEE FIGURE 12.2 FOR
MIN
1.0
ALTERNATIVE DETAIL
SEE FIGURE 12.3 FOR
LA
NE
S
2.5
LA
NE
S
1.0
LA
NE
S
1.0
LA
NE
S
2.5
3.5
3.5
*
BEAMED EDGE
WHERE FACTOR R > 1.25
FOR MINIMUM CORNER ANGLES
REFER TABLE 2.4
10
1
FOR MINIMUM CORNER ANGLES
REFER TABLE 2.4
FLEXIBLE
SEE NOTE 35
MINIMUM CORNER ANGLES
REFER TABLE 2.4 FOR MIN
1.0
10
1
MAXIMISE CORNER ANGLES
SET JOINT SKEW TO
SEE NOTE 34
FLEXIBLE
NOTE (b)*
SCALE 1:500
FIGURE 12.1
ANCHOR TYPE 6
(a)
(a)
(a)
P2
RWHERE FACTOR R > 1.25R
MINIMUM CORNER ANGLES
REFER TABLE 2.4 FOR
750
9 5
750
750
750
10
1
5 9
4 8
10
1
5
5
5
5
5 9
8 5
8 4
8 55 8
5
4
5
9 5
5 84 5
5 9
P7 P6
P2
P1
P2
P6
P7
P2
P7
P18
P14
P2
P2
P14
F8
P7
P2
P6
P1
P6
P6
P1
P2
P6
P7
P6
P2
P1
P2
TYPP8
TYPP8
P6
P8
P2
P2
P14
P14
P2
P2
P14
F8 F7
F4
F8P14 F2F2
P14
F8
F7
F8
P2
F8F7
P2P8
9 6
5 4
P14
P6P6 4
.3 M
AX
SCALE 1:250
FIGURE 12.2
ALTERNATIVE DETAIL
10
1
MIN
0.6
P2
NOT TO SCALE
ALTERNATIVE DETAIL
CORNER ANGLE LIMITS SEE TABLE 2.4
MIN
1.0
FIGURE 12.3
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ISSUE
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PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
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 CP-05
BRIDGE APPROACH LAYOUTS
(SEE NOTE 14)
CONSTRUCTION JOINT
(TY
PE 1
2)
1 2
00
MIN
600
LCS LCS
PCP-R PCP
S
LC
S
BA
SE
D
*
***
M
06
ALL EDGES
50 MIN COVER
TYPE 12 INTERMEDIATE ANCHOR
ON UPHILL SIDE)
MESH M1 (TOP ONLY
GRADE
(SEE NOTE 14)
CONSTRUCTION JOINT
M
06
LCS LCS
PCP-RPCP
S
LC
SB
AS
E
D
ELSEWHERE)
(AS SPECIFIED
SUBSURFACE DRAIN
+–1 100
0200
*
*
*
*
*
SEE NOTE 17(a)
ALL EDGES
50 MIN COVER
MIN
600
(TOP ONLY)
MESH M1
SE
E N
OT
E 1
3(a)
TERMINAL DESIGN AT FLEXIBLE PAVEMENT
TY
PE 6 : 6
00
TY
PE 1
2 : 1 2
00
SLAB REFER TO
BRIDGE APPROACH
BRIDGE DRAWINGS
L
LCS
L
MESH M2 (TOP ONLY)
(TY
PE 1
2)
1 2
00
LCS
PCP-R PCP
S
LC
S
BA
SE
D
**
M
06
*
*
ALL EDGES
50 MIN COVER
MIN
600
SEE NOTE 17(a)
SEE FIGURE 13.2 FOR WARRANT
TYPE 18 TERMINAL ANCHOR AT BRIDGES
**
MIN
600
IN THIS ZONE
ONLY ALLOWED
(TY
PE 6)
600
(SEE NOTE 15)
THICKENING D
(SEE NOTE 14)
CONSTRUCTION JOINT
*L
D
LCS
1 800 ± 3001 800 ± 300
P8 P8
ANCHOR SLAB
BRIDGE
P8
P8
P7
SECTION
SCALE 1:50 -
3
P14
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
ON DOWNHILL SIDE)
MESH M1 (T & B
G1-N16- -300
6-H-N16- -NA
TYPE 6 : G2-N16- -300
TYPE 12 : G1-N16- -300
6-H-N16- -NA
G2-N16- -300
6-H-N16- -NA G1-N16- -300
6-H-N16- -NA
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
SEE TABLE 11.5
COVER 80 ± 20
MESH M2 (T & B)
STIRRUP LAPS SEE NOTE 16
TERMINAL SLAB
LEG LENGTH (L ) 5 000 ± 500 1 800 ± 300
ALL EDGES
50 MIN COVER
STIRRUP LAPS SEE NOTE 16
D
50 ± 20
TERMINAL SLAB
PAVEMENT
FLEXIBLE
1 800 ± 300
STIRRUP LAPS SEE NOTE 16
50 NOM
50 NOM
MESH M1 (T & B)
NOM
50 50 NOM 50 NOM
SECTION
SCALE 1:50 04A
11
SECTION
SCALE 1:50 04A
12
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
*DENOTES SEE FIGURE 11.2
DESIGN AS PER CP-05 AND CP-06
APPROACH ZONE
13
ANCHORS
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ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
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APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
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PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
DETAIL
SCALE 1:20
K1
-
BASE
DETAIL
SCALE 1:20
K2
-
TYPE SE AND SL
DETAIL
SCALE 1:20
K3
-
TYPE SA
L
10
L
10
L
10
BASE
SF KERB
35 ± 10
AUSTROADS "WITH SHOULDER" RULE
500 MIN REQUIRED TO MEET
DETAIL
SCALE 1:20
K4
-
8100 BASE100
ORP6b P6c
SL
SE
BASE
SE & SL
80 ± 20
80 ± 20
*
TYPE SB, SO AND SK
TO 5 mm, TYPICAL
LIMIT ARRIS ROUNDING
TYPE SF
APPLICABLE ALSO TO TYPE SM
LCS
SEE TABLE 7.3 SEE TABLE 7.3
SEE TABLE 7.3
LCS LCS
50 MIN COVER
50 MIN COVER
= 20 FOR SO AND SK
= 8 FOR SB(b)
(b)
ORP6b P6cJOINT FACE AS PER
500 ± 50AS PER
JOINT FACEORP6b P6cJOINT FACE AS PER
500 ± 50
*DENOTES SEE FIGURE 11.2
50 MIN COVER
J1-N12J2-N12
J1-N12
SEE SHAPE 5 IN TABLE 11.2
J3-N12- -500, SEE NOTE 35
P1
P6
P2
P7
P7
P8
KERB
10
1
DETAIL
SCALE 1:250
K7
04
INTEGRAL KERB AND SHOULDER PAVING
TO FACILITATE SAWING OF KERB
- SHOULDER JOINT MAY BE SQUARED
PAVING ARE INTEGRAL:
WHERE SHOULDER AND KERB
- KERB JOINTS ARE SQUARE
- SHOULDER JOINTS ARE SKEWED
KERB PAVING ARE SEPARATE:
WHERE SHOULDER AND
SHOULDER INTEGRAL KERB AND SHOULDER
K3
-
K1
-
K2
-
*DENOTES SEE FIGURE 11.2
MAXIMUM 3 300(a)
SEE TABLE 7.3
TIEBARS(a)
BASEBASE
LCS
TYPE 'F' BARRIER (NOM 500 mm WIDE)(b)
PROVIDE DOWEL(b)
TYPE F BARRIER
REFER TO ROADS AND MARITIME SERVICES STANDARD DRAWING MD.R132.D08.A.1(b)
ALLOWANCE MUST BE MADE FOR THE KERB WEIGHT IN DETERMINING SLAB DIMENSIONS AND TIEBAR SPACINGS.
REFER TO GENERAL SLAB DIMENSIONAL LIMITS TABLE 2.4 AND TO TABLE 7.1 NOTE (e).(a)
DETAIL
SCALE 1:50
K6
-
MIN
0.6 m
JOINT OMITTED IN THIS SLAB
P2
INTEGRAL KERB/BASE
SIMILAR DESIGN APPLIES FOR KERBS SB, SO, SE AND SL
(WHERE SLAB WIDTH < 1.0m)
DETAIL
SCALE 1:50
K5
-
1.0 m MIN
P2
MAX: SEE TABLE 2.4
REINFORCEMENT NOT SHOWN FOR CLARITY
MESH M1 P7
REINFORCEMENT NOT SHOWN FOR CLARITY
PCP OR PCP-R BASE
14
KERBS AND BARRIERS
PenTable :
PlotDriver :
FilePath :
Printe
d b
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10:0
9:3
0 A
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20/0
1/2
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on
PA
V_
BL
AC
K_
GR
EY.tbl
pav_
A3_pdf.pltcfg
O:\Pave
ments\P
1701 - Rigid P
ave
ment
Construction Sta
ndard Dra
win
gs - P
CP\draft1\M
D.R
83.C
P_15.d
gn
tetlero
b
SHEET No
No OF SHEETS
© COPYRIGHT ROADS AND MARITIME SERVICESTHIS SHEET MAY BE PREPARED USING COLOUR AND MAY BE INCOMPLETE IF COPIED
A3 ORIGINALOR AS NOTED.NOT TO SCALE,SCALES: REGISTRATION No OF PLANS
17
ISSUE
ED 4 REV 1 CP
VOLUMEDATE
DS2012/001191ASSET MAINTENANCE DIVISION
ENGINEERING SERVICES BRANCH
PREPARED BY: PAVEMENTS UNIT
APPROVED FOR USE
PAVEMENTS AND GEOTECHNICAL
PRINCIPAL ENGINEER,
FOR AMENDMENTS REFER TO SHEET No 01B
PLAIN CONCRETE PAVEMENT (PCP)
STANDARD DETAILS - CONSTRUCTION
RIGID PAVEMENT
PAVEMENT STANDARD DRAWINGS
G.VOROBIEFF 20/01/2016
20/01/2016
P2
P8P8P7P8P8P7dP8P8P8
P2P2
R
R
R
R R
1 500 MIN1 500 MIN
1 500 MIN1 500 MIN
P2
+ –1 1
00
0200
+ –1 5
00
0100
+–3 400
0100
P7
LOGISTICS
TO SUIT CONSTRUCTION
MAY BE LOCATED
P7
9
-
9
-
VAR VAR
UP TO 3.0m TYP
SHOULDER WIDTHS
P1 P2OR
P2 P2 P1
4 300 MAX
4 300 MAX
UP TO 3 700
LANE WIDTHS
TO 1 : 6 (80°)
JOINT SKEWS UP
EXISTING PCP
NEW PCP CONSTRUCTION
EXIS
TIN
G A
NC
HO
R
REMOVE EXISTING PAVEMENT
FIGURE 15.1
EXTENSION OF EXISTING PCP WITH NEW PCP
UP TO 4 600 TYP
SLAB WIDTHS
3 700 TO 4 600 TYP
SLAB LENGTHS
P8 P8 P7d P8 P8 P8 P8P7
+–3 400
0100
1 5
00
0100
+ ––+ 0
200
1 1
00
MIN
1 500
MIN
1 500
NOT TO SCALE
SECTION
NOT TO SCALE -
9
84° MIN
84° MIN
3 400 MIN
4 200 TYP4 200 MAX
4 200 MAX
3 400 MIN
TYP
4 200
A
04A
NEW BASE
D
NEW SUBBASE
S
S1
D1
15
MISCELLANEOUS