1. No category

Amendment to IRC:112-2011
Amendment No. 2/IRC:112-2011/August, 2014
To
IRC:112-2011 “Code of Practice for Concrete Road Bridges”
S. No. Clause No.
& Page No
1.
6.4.2.7
Table 6.9
(Page 47)
Age at
loading
to(days)
For
Read
Table 6.9 Final Creep Coefficient
[φ (70 yr)] of Concrete at age of t = 70 years.
Table 6.9 Final Creep Coefficient
[φ (70 yr)] of Concrete at age of t = 70 years
Notional Size 2Ac/u (in mm)
50
150
600
Dry atmospheric
conditions (RH-50%)
50
150
600
Humid atmospheric
conditions (RH-80%)
Age at
loading
to (days)
Notional Size 2Ac/u (in mm)
50
150
600
Dry atmospheric
conditions (RH-50%)
50
150
600
Humid atmospheric
conditions (RH-80%)
1
5.50
4.60
3.70
3.60
3.20
2.90
1
6.00
4.95
4.05
3.95
3.50
3.15
7
5.50
4.60
3.70
2.60
2.30
2.00
7
4.20
3.45
2.85
2.75
2.45
2.20
28
3.90
3.10
2.60
1.90
1.70
1.50
28
3.20
2.65
2.20
2.10
1.90
1.70
90
3.00
2.50
2.00
1.50
1.40
1.20
90
2.60
2.10
1.75
1.75
1.50
1.35
365
1.80
1.50
1.20
1.10
1.00
1.00
365
2.00
1.60
1.30
1.30
1.15
1.05
Note :
1.
2.
2.
The above table is applicable for M35 grade concrete. For
lower grades of concrete the coefficients may be multiplied
by
45
f cm
For higher grades of concrete the coefficient may be
worked out using equations given in Annexure A-2.
10.2.2.2(2)
Fig 10.4
(Page 84)
Fig. 10.4 Shear Components of Increased Tension in
Bonded Prestressing Tendons and Forces in Chord
Members Inclined w.r.t. Axis of the Element
Fig. 10.4 Shear Component for Members with Inclined Chords
3.
10.2.3(3)
& (4)
(Page 84
and 85)
3 In the elements of variable depth, where VEd’ MEd’ and NEd
are concurrently acting forces, the design shear force VEd from
sectional analysis shall be reduced by the favourable contribution
from any inclined compression chord, tension chord and inclined
prestressing tendons in case of bonded tendons as shown in
Fig. 10.4. Any unfavourable contributions, depending on
direction of inclination of chords and the prestressing tendons
shall be added to VEd, in Fig. 10.4, VNS = VEd – Vpd – Vccd – Vtd
with appropriate signs.
4.
10.3.1
(Page 85)
VRd - The shear resistance of a member with shear VRd - The shear resistance of a member with shear
reinforcement = VRdS + Vccd + Vtd
reinforcement = Minimum of (VRds; VRd.max) + Vccd + Vtd
50
3 In the elements of variable depth, where VEd, MEd and NEd
are concurrently acting forces, the design shear force VEd from
sectional analysis shall be reduced by the favourable contribution
from any inclined compression chord and tension chord as
shown in Fig. 10.4. Any unfavourable contributions, depending
on direction of inclination of chords, shall be added to VEd. In
Fig. 10.4, VNS = VEd – Vccd – Vtd .
INDIAN HIGHWAYS, October 2014
Amendment to IRC:112-2011
5.
10.3.3
(Page 90)
Members requiring design shear reinforcement
Members requiring design shear reinforcement (VRdc < VED)
6.
10.3.3.2
(Page 90)
For members with vertical shear reinforcement the shear For members with vertical shear reinforcement, the shear
resistance VRd is the smaller value of ..
resistance is the smaller value of …...
7.
10.5.2.1(4) T /T
+ VEd/VRdmax < 1.0
Ed Rdmax
Eq. 10.47
V
is
the
design
transvers force
Ed
(Page 108)
TEd/TRdmax + VNs/VRdmax < 1.0
8.
16.5.4 (1) In certain cases, (e.g. clear cover to main reinforcement being
(Page 180) larger than 50 mm and in webs) it may be necessary to provide
surface reinforcement, either to control cracking or to ensure
adequate resistance to spalling of the cover.
In certain cases, (e.g. clear cover to main reinforcement being
larger than 75 mm and in webs) it may be necessary to provide
surface reinforcement, either to control cracking or to ensure
adequate resistance to spalling of the cover.
9.
17.1 (6) Where longitudinal reinforcement is curtailed (e.g. in tall piers) Where longitudinal reinforcement is curtailed potential of
(Page 192) potential of formation of hinge shall be avoided just beyond the formation of hinge shall be avoided just beyond the point of
point of curtailment.
curtailment. Not more than 1/3 of longitudinal reinforcement
available at the section shall be curtailed.
Errata to IRC:112-2011
Errata No. 3/IRC:112-2011/August, 2014
To
IRC:112-2011 “Code of Practice for Concrete Road Bridges”
S. No. Clause No. &
Page No.
For
Read
1.
10.3.3.3(8)
Fig. 10.6
(Page 93)
2.
11.3.2.2(4)
(Page 116)
C = 10 (π2)
C =10 (≈ π2)
3.
18.8.9(1)
(Page 228)
2nd line
Clause 18.8.8(4)
Clause 18.8.8(3)
4.
Annexure-A2
Eq-A2-27
(Page 239)
βRH = 1.55
INDIAN HIGHWAYS, October 2014
βRH = 1.55
51