adriandetailingreinf2014.pdf
TRANSCRIPT
This lecture will cover:
• Properties of reinforcement
• Cover to reinforcement
• Spacing of reinforcement
• Connecting reinforcement
• Worked example
This lecture will cover:
• Properties of reinforcement
• Cover to reinforcement
• Spacing of reinforcement
• Connecting reinforcement
• Worked example
THERE ARE SIX TYPES OF STEEL REINFORCEMENT
SPECIFIED IN BS 8666 : 2005
For diameters ≤ 12mm, Grade B500A, Grade B500B or Grade B500C conforming1
H
For diameters >12mm, Grade B500B or Grade B500C conforming to BS 4449:20052
Grade B500A conforming to BS 4449:2005 A
Grade B500B or Grade B500C conforming to BS 4449:2005 B
Grade B500C conforming to BS 4449:2005 C
A specified grade and type of ribbed stainless steel conforming to BS 6744:2001 S
Reinforcement of a type not included in the above list having material properties that are defined in the design or contract specification.
X
PROPERTIES OF TYPE ‘H’ STEEL REINFORCEMENT
Nominal dia. (mm)
8 10 12 16 20 25 32 40
Max. O/A dia. (mm)
10 12 14 19 23 29 37 46
Mass
( kg/m ) 0.40 0.62 0.89 1.58 2.47 3.85 6.31 9.86
PROPERTIES OF STANDARD FABRIC [ Standard size - 4.8 m x 2.4 m ]
Fabric reference
Longitudinal bars Cross bars
Mass Nominal bar size
Pitch Area Nominal bar size
Pitch Area
(mm) (mm) (mm2/m) (mm) (mm) (mm2/m) (Kg/m2)
Square fabric:
A393 10 200 393 10 200 393 6.16
A252 8 200 252 8 200 252 3.95
A193 7 200 193 7 200 193 3.02
A142 6 200 142 6 200 142 2.22
Minimum Bending Radii
Nominal dia. ( mm ) Min radius ( mm )
8 16
10 20
12 24
16 32
20 70
25 78
32 112
40 140
This lecture will cover:
• Properties of reinforcement
• Cover to reinforcement
• Spacing of reinforcement
• Connecting reinforcement
• Worked example
MAINTAINING COVER TO REINFORCEMENT:
• The nominal cover to reinforcement 'cover' will have
been selected during the design stage - this distance
must be maintained during fabrication
• In order to do this, spacers are used – these can be
either concrete or plastic
Examples of Plastic and Concrete Spacers for the Bottom Face of Structural Member
Examples of Chairs for Structural Slabs
MAINTAINING COVER TO REINFORCEMENT
• The nominal cover to reinforcement 'cover' will have
been selected during the design stage - this distance
must be maintained during fabrication
• In order to do this, spacers are used - these can be either
concrete or plastic
• When selecting concrete spacers, care must be taken to
ensure that they are comparable in strength, etc. with
the surrounding conc. and that they do not contain any
substances that are harmful to conc. / steel rebar
This lecture will cover:
• Properties of reinforcement
• Cover to reinforcement
• Spacing of reinforcement
• Connecting reinforcement
• Worked example
SPACING OF REINFORCEMENT:
The basic principles of the spacing of reinforcement are:
• The concrete can be placed and compacted satisfactory,
• There will adequate bond between the reinforcement
and surrounding concrete
• The MINIMUM spacing is described as the clear
horiz./vert. distance between bars should not be less
than the greater of;
the diameter of the reinforcing bar [or their
equivalent size if they are in bundles],
The maximum size of the aggregate + 5mm, or 20 mm
SPACING OF REINFORCEMENT - MINIMUM:
The greater of; the dia. of the bar; max. size
of the aggregate + 5mm; or 20mm.
The greater of; the dia. of the bar; max. size
of the aggregate + 5mm; or 20mm.
SPACING OF REINFORCEMENT:
If there is insufficient space for the bars to be placed
individually they can be bundled together. There are
accepted arrangements/shapes for these bundles:
Acceptable Shapes
Unacceptable Shapes
CONNECTING REINFORCING BARS:
There are three methods of connecting steel reinforcing
bars:
• Mechanical couplers
• Lap lengths
• Welding - although it is permitted in EuroCode 2 it
should be avoid where possible
This lecture will cover:
• Properties of reinforcement
• Cover to reinforcement
• Spacing of reinforcement
• Connecting reinforcement
• Worked example
CONNECTING REINFORCING BARS:
Apart from on the very small projects, reinforcing bars
often need to be joined together. The reasons for this
include;
to extend their length
to change their shape in situations where it is
impractical to provide anchorage
At discontinuities in slabs/walls (i.e. starter bars)
CONNECTING REINFORCING BARS:
There are three methods of connecting steel reinforcing
bars:
• Mechanical couplers
• Lap lengths
• Welding - although it is permitted in EuroCode 2 it
should be avoid where possible
CONNECTING REINFORCING BARS:
There are three methods of connecting steel reinforcing
bars:
• Mechanical couplers
• Lap lengths
• Welding - although it is permitted in EuroCode 2 it
should be avoid where possible
A Mechanical Connector for Steel Reinforcement in Tension
A Mechanical Connector for Steel Reinforcement in Compression
CONNECTING REINFORCING BARS:
There are three methods of connecting steel reinforcing
bars:
• Mechanical couplers
• Lap lengths
• Welding - although it is permitted in EuroCode 2 it
should be avoid where possible
Design Anchorage and Lap Lengths
Strength of concrete (N/mm2)
Diameter of reinforcing bar (mm)
8 10 12 16 20 25 32 40
25 Anchorage length 200 250 300 400 500 625 800 1000
Lap length 425 530 640 850 1060 1325 1700 2120
30 Anchorage length 180 220 265 355 440 550 705 880
Lap length 385 480 580 770 960 1200 1540 1920
35 Anchorage length 160 200 240 320 400 500 640 800
Lap length 355 440 530 705 880 1100 1410 1760
40 Anchorage length 145 180 220 290 360 450 580 720
Lap length 305 380 460 610 760 950 1220 1520
GENERAL NOTES ABOUT CONNECTING REINFORCING BARS:
• Joints should be placed away from points of high stress,
i.e. outside the middle third of simply supported
members or at points of contra-flexure in continuous
members
• In situations where there are several adjacent joints, i.e.
in a reinforced concrete slabs, the joints should be
staggered
This lecture will cover:
• Properties of reinforcement
• Cover to reinforcement
• Spacing of reinforcement
• Connecting reinforcement
• Worked example
U - BARS
2H16 - 022H16 - 02
U - BARS
01
01
03
01
01
4H16 - 01
2 T + 2 B
16H10 - 03 - 200
01
01
01
01
02
02
02
02
AA
SECTION A-AELEVATION
NOTES : DRAWING TITLE : SCALE : DRAWN BY : CHECKED :
DRAWING No. :
LEEDSMETROPOLITAN
UNIVERSITY
RC DETAILS FOR
A SIMPLY SUPORTED BEAM
A. R. B.
1000 - 02
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2800 00 2800
02 H16 1 4 4 1700 21 750 270
03 H10 1 16 16 1100 51 290 190 120
2800 mm
3000 mm
100 mm [ 30 mm cover + 'nominal' 70 mm ]30 mm cover
2940 mm
3000 mm
30 mm cover
Number of shear links: • Length of beam = 3000 mm • Nominal cover to reinforcement = 30 mm • Length of reinforcement cage = 3000 - 2 (30) = 2940 mm • Spacing of shear links = 200 mm • Number of spaces = 2940 mm / 200mm = 15 • Number of shear links = 15 + 1 = 16
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2800 00 2800
02 H16 1 4 4 1700 21 750 270
03 H10 1 16 16 1100 51 290 190 120
BENDING SCHEDULE
Job No.: 1234
Bar
schedule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepared: Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Nearest 25 mm Nearest 5 mm
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2925 00 2925
02 H16 1 4 4 1700 21 750 270
03 H10 1 16 16 1100 51 290 190 120
2800 mm
3000 mm
100 mm [ 30 mm cover + 'nominal' 70 mm ]30 mm cover
2940 mm (nearest 25 mm = 2925 mm)
3000 mm
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2925 00 2925
02 H16 1 4 4 1700 21 750 270
03 H10 1 16 16 1100 51 290 190 120
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2925 00 2925
02 H16 1 4 4 1700 21 750 270
03 H10 1 16 16 1100 51 290 190 120
Lap length [ 610 mm for H16/Grade C40 Concrete ]
30 mm [ cover] + 10 mm [ dia of link ]
350 mm
270 mm
30 mm [ cover] + 10 mm [ dia of link ]
Lap length [ 610 mm for H16/Grade C40 Concrete ]
L = A + B + C - r (min. bending radius) - 2d (diameter) = 610 + 270 + 610 - 32 - (2 * 16) = 1426 mm = 1450 mm
Nominal dia. ( mm ) Min radius, r ( mm )
12 24
16 32
20 70
25 78
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2925 00 2925
02 H16 1 4 4 1450 21 610 270
03 H10 1 16 16 1100 51 290 190 120
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2925 00 2925
02 H16 1 4 4 1450 21 610 270
03 H10 1 16 16 1100 51 290 190 120
30 mm [ cover]
290 mm
30 mm [ cover]
30 mm [ cover] 30 mm [ cover]190 mm
L = 2A + 2B + max (16 d, 160) = 2 ( 190 ) + 2 ( 290 ) + 16 ( 10 ) = 1020 mm = 1025 mm
BENDING SCHEDULE
Job No.: 1234
Bar
sched
ule
ref.:
1234 _ 01
Prepared
by: A. R. B. Sheet No.: 01
Project: Simply supported R. C.
beam
Date
prepare
d:
Revision:
Client: Leeds Metropolitan
University Last revised: Status:
Member Bar
mark
Type and Size
No. of members
No. of bars in each
Total number
Length of each bar, L
Shape code
A B C D E / R Rev.
letter
Beam 01 H16 1 4 4 2925 00 2925
02 H16 1 4 4 1450 21 610 270
03 H10 1 16 16 1025 51 290 190