errata to irc 112-2011

62 INDIAN HIGHWAYS, AUGUST 2013

As approved by Bridges Specifications and Standards (BSS) Committee of IRC in its third meeting held on 29.05.2013 at New Delhi.

These Errata were prepared and recommended by Concrete (Plain, Reinforced and Pre-Stressed) Structures Committee (B-4) of IRC and placed before the BSS Committee. The BSS Committee in its third meeting held on 29.05.2013 approved these Errata.

These Errata are also available on IRC Website for wider circulation and benefit of the Highway professionals.

sl. No. Clause No. & Page No.

As written in the code : To be read as :

1. 3.1.3 (Page 8) Reference Period/Return Period Reference Period

2. 3.1.3 (Page 8) Quasi Permanent Value of Variable Action (2Qk)Value determined so that the ..using factor 2 1

Quasi Permanent Value of Variable Action (2Qk)Value of a variable action as a fraction of characteristic load, which is present for substantial part of the reference period.

3. 3.2.2 (Page 13) New Addition after z Lever arm of Internal forces n Exponent forstrain in concrete stress block

4. 5.8.4 (Page 26) The permissible limits of known harmful elements in acceptable and durable materials are specified in Section 18

The permissible limits of known harmful elements in acceptable and durable materials are specified in Section 14

5. 6.3.5 2nd line from top (Page 34)

(pk, fpk) (uk, fpk)

6. Table 6.5, Sr. No. 3 (Page 38)

Conc.Grade

M65 M70 M75 M80 M85 M90

fctm (Mpa)

4.1 4.3 4.4 4.5 4.7 4.8

Conc.Grade

M65 M70 M75 M80 M85 M90

fctm (Mpa)

4.4 4.5 4.7 4.8 4.9 5.0

7. Table 6.5, Sr. No. 11, (Page 38)

n

8. 6.4.2.2 (1) Definition of

term S, (Page 39)

S = Co-efficient whose value is taken as 0.25 for normal Portland and rapid hardening cement. Refer ...

S = Co-efficient whose value is taken as 0.25 for ordinary Portland cement. Refer ...

9. 6.4.2.2 (2) 6th line

(Page 39)

...long term in-structure compressive strength is taken as 0.67 times 28 days cube strength

...long term compressive strength in structure is taken as 0.67 times 28 days cube strength

10. 6.4.2.3 (1) 2nd Para

(Page 40)

The co-relation between mean tensile ... The relation between mean tensile ...

11. Eq. 6.9 (Page 42) = (t, to) =

cc t

ci to

( )

( )

= (t, to) =

cc t

ci to

( )

( )

12. 6.4.2.5 (2) (Page 43),

1st Para

The shrinkage & creep strains are to be estimated as given in Clauses 6.4.3.6 and 6.4.3.7

The shrinkage & creep strains are to be estimated as given in Clauses 6.4.2.6 and 6.4.2.7

13. 6.4.2.5 (4) (i) (Page 43),

3rd line

(slope of line connecting the origin to stress/strain diagram to 0.4 fcm)

(slope of line connecting the origin to stress/strain diagram to 0.33 fcm)

eRRATA To : IRC:112-2011 CoDe oF PRACTICe FoR CoNCReTe RoAD bRIDges

eRRATA To IRC:112-2011 'CoDe oF PRACTICe FoR CoNCReTe RoAD bRIDges'

INDIAN HIGHWAYS, AUGUST 2013 63



14. Table 6.8, Title (Page 46)

Unrestrained Drying Shrinkage Values (ca 106) Unrestrained Drying Shrinkage Values (cd 106)

15. Eq. 6.12 (Page 46)

ca(t) = as(t).cw ca(t) = as(t).cw

16. 6.4.4.2.7, 3rd line (Page 46)

...In addition to the factors listed in Clause 6.4.3.6(1) ...In addition to the factors listed in Clause 6.4.2.6(1)

17. 6.4.2.7 (2) (Page 47)

New addition after last line "...increased by 10 percent in absence of accurate data."

"...increased by 10 percent in absence of accurate data. In case the compressive stress exceeds 0.36fck, at loading, non-linear creep shall be considered."

18. Eq. 6.21, (Page 49)

c cdc

c

f=

1 12

where = Exponent as given in Table 6.5

n

c cdc

c

f

1 12

wheren = Exponent as given in Table 6.5

19. 7.1.7 (4), 5th line

(Page 53)

In the absence of other data, v may be taken as 0.6, including an allowance for sustained loading.

In the absence of other data, v may be taken as 0.6, including an allowance for sustained loading.

20. 7.3 (2) (Page 54)

Where required (e.g. in seismic analysis), plastic method of analysis (e.g. plastic hinges for linear members or yield line for slabs/walls) may be used provided it ... local plastically.

In seismic analysis, plastic method of analysis may be used provided it... local plastically.

21. 7.7.1 (5), 6th line

(Page 59)

"...The time dependent laws of shrinkage and creep given..."

The time dependent properties of shrinkage and creep given.

22. Eq. 7.3 Reduction

Coefficient, (Page 59)

= (l-e)/ = (1-e(-)/

23. 7.9.6 1st Para

(Page 66)

The requirement of minimum concrete strength (fc.str) behind the anchorage of post tensioned system, at the time of stressing, shall be specified by the designer ...

The requirement of minimum concrete strength behind the anchorage of post tensioned system, at the time of stressing, for full jacking force, designated as fc.str shall be specified by the designer

24. 7.9.6 Below 2nd para

(Page 66)

- For 100% tendon force, minimum strength is fc.str- For 30% tendon force, minimum concrete strength is 0.5 fc.str- Between 30% and 100% of tendon force, minimum Concrete strength shall be arrived at by linear interpolation between 0.5 fc.str & fc.str

- For 100% jacking force, minimum concrete strength is fc.str- For 30% jacking force, minimum concrete strength is 0.5 fc.str- Between 30% and 100% of jacking force, minimum concrete strength shall be arrived at by linear interpolation between 0.5 fc.str & fc.str

25. 7.10.2, Fig. 7.2 (Page 67)

Where Vc = 0.13.l.deff.fck (in SI units) Where Vc = 0.13.l.deff.(fck)0.5 (In SI units)

26. 7.10.3, Line 4 Radial Reinft.

(Page 68)

These tensions should be resisted by reinforcement forming full loops or 180 hooks (Fig. 15.2(d) with 180 bend) placed in the ...

These tensions should be resisted by reinforcement forming full loops or 180 hooks (Fig. 15.2(e) with 180 bend) placed in the

27. 8.2.1, (1) (k), 3rd line

(Page 71)

nutral neutral

28. 8.2.1, (2) (Page 71)

For values of deformation charactreristics of concrete such as, c2, cu2 refer Table 6.7

For values of deformation charactreristics of concrete such as, c2, cu2 refer Table 6.5





29. Clause 8.2.2 Fig. 8.2

(Page 72)

Fig. 8.2 Domains of Strain Distributions Fig. 8.2 Domains of Strain Distributions

30. 8.2.2 Zone 2, last line

(Page 73)

The tensile strain at steel exceeds ud. The tensile strain at steel is at the upper design limit of ud.

31. 8.3.2 (4) Eq. 8.3

(Page 75)MM

MM

Edx

Rdx

aEdy

Rdy

a

+

MM

MM

Edx

Rdx

Edy

Rdy

+

1

32. Fig. 10.1(a) Page 81

B - Web shear creack zoneC - Flexural shear creack zone

B - Web shear crack zoneC - Flexural shear crack zone

33. Clause 10.2.2.1, 3RD para

(Page 81)

'sup' & ''inf' max & min

34. Clause 10.2.2.1, 3rd para, Last line (Page 82)

The horizontal component of this internal compressive forces shall be provided by tensile steel in addition to the steel needed for bending & shear time other curves effect

The horizontal component of this internal compressive forces shall be provided by tensile steel in addition to the steel needed for bending.

35. Clause 10.2.2.1 Fig. 10.1 (b)

(Page 82)

Fig. 10.1(b) Direct support Fig. 10.1(b) Direct Support

36. Clause 10.2.2.1 Fig. 10.1 (c)

(Page 82)

Fig. 10.1 (c) Indirect Support Fig. 10.1 (c) Indirect Support





37. 10.3.1 NOtation for fctk (Page 87)

Characteristic axial tensile strength of concrete at a strain, 5 percent fractile of tensile strength

Characteristic axial tensile strength of concrete (5 percent fractile)

38. 10.3.1 Notation for 1 (Page 87)

1 = As/bw.d 0.021 =

Ab d

sl

w. 0.02

39. 10.3.1 Notation for cp(Page 87)

"The value of Scp need not be calculated at a distance less than 0.5d cotq..."

"The value of cp need not be calculated at a distance less than 0.5d cot ..."

40. 10.3.2 (5) (Page 89)

The term 'v' in line 1,2,4,7 'av' in line 1,2,4,7

41. 10.3.2 (5) eq. 10.6

(Page 90)

v = 0.6 x [1-fck/310] fck in Mps v = 0.6 x [1-fck/310], where fck is in Mpa

42. 10.3.3.2 Value of Z",

(Page 91)

Z lever arm can be taken as 0.9 for RCC section and to be calculated for PSC section.

Z lever arm can be taken as 0.9d for RCC section and to be calculated for PSC section.

43. 10.3.3.3 (5) (Page 92)

Where the web contains grouted ducts with a diameter





54. 12.3.3 (2) Line below

Eq. 12.3 (Page 124)

Sc is the mean stress of the concrete acting on the part of the section under consideration:

c is the mean stress of the concrete acting on the part of the section under consideration:

55. 12.3.4 (2) Definition of

"hc,efff", (Page 126)

Ac,eff is the effective area of concrete in tension surrounding the reinforcement, of depth hc,eff where hc,eff, is the lesser of 2.5(h-d); (h-x/3); or h/2 (refer Fig. 12.2).

Ac,eff is the effective area of concrete in tension surrounding the reinforcement, of depth hc,eff where hc,eff, is the lesser of 2.5(h-d); (h-x)/3; or h/2 (refer Fig. 12.2).

56. 12.3.4 (3) Eq. 12.8

(Page 127)

3 4 0 425 1 2. .

.

c k keff

+

3.4c + 0 425 1 2.

.

k keff

57. Line below Eq. 12.12

(Page 128)

Where h is the effective depth and x is depth of neutral axis from the compression face

Where 'h' is the effective depth and 'x' is depth of neutral axis from the compression face

58. 12.3.6 (5) Last 3 lines (Page 130)

For post tensioned concrete, where crack control is provided mainly by untensioned reinforcement, the tables may be used with the stress in this reinforcement calculated the effect of prestressing force included.

Delete this sentence

59. Table 12.3 (Page 130)

Maximum bar size [mm] Maximum bar spacing [mm]

60. 12.4.2 (2) (Page 132)

cs is the free shrinkage strain (refer clause 6.4.3.6) cs is the free shrinkage strain (refer clause 6.4.2(6))

61. 13.5.1.1 (2) Heading

(Page 137)

Rectangular End Block Rectangular End Block (2 Ao x 2 Yo)

62. 13.5.1.1 (2) 2nd last line (Page 137)

Alternatively the higher of the two directions can be provided in both directions

Alternatively the higher of the two reinforcements can be provided in both directions

63. Clause 15.2.3.1 Fig. 15.1

(Page 149)

Fig., 15.1 Description of Bond Condition Fig., 15.1 Description of Bond Condition

64. Footnote (iii) below Table 15.3

(Page 150)

For values of m = 1.2. The above values can be increased

by a factor 1 51 2

.

. = 1.25

For values of c = 1.2, the above values can be increased by

a factor 1 51 2

.

. = 1.25

65. 15.2.3.3: Footnote No.

(2) below Table 15.4 (Page 151)

"For f > 32mm, these lengths should be increased by..." "For > 32mm, these lengths should be increased by..."

66. 15.2.4.2 Fig. 15.2 - Footnote

(Page 152)

Note: For lb,net values ref. 15.2.4.3 Note: For lb,net values refer clause 15.2.4.3





67. Eq. 15.2 Value of 'a' (Page 153)

a 0.7 for bent bars in tension, if the concrete cover perpendicular to ..."

a 0.7 for bent bars and loop bars in tension, if the concrete cover perpendicular to ..."

68. Clause 15.2.5.1 Fig. 15.5

Page (156)

Fig. 15.5 Detailing of Transverse Reinforcement at Lapped-Splices

Fig. 15.5 Detailing of Transverse Reinforcement at Lapped-Splices

69. Clause 15.2.7.2 Fig. 15.7

Page (161)

Fig. 15.7 Anchorage of Bundles of Bars

Fig. 15.7 Anchorage of Bundles of Bars

70. 15.3.2.2(2) (c) (Page 167)

The design-value-of the-transmission length should be taken as-the less favourable-of the two values, depending on the design situation.lpt1 = 0.8lpt Eq. 15.9lpt1 = 1.2lpt Eq. 15.10Note: Normally the lower value is used for verification of local stresses at release, the higher value for ultimate limit states (shear, anchorage etc.).

The design value of the transmission length should be taken depending on the design situation, given in Eq. 15.9 or 15.10.lpt1 = 0.8lpt Eq. 15.9lpt2 = 1.2lpt Eq. 15.10Note: The lower value is used for verification of local stresses at release, the higher value for ultimate limit states (shear, anchorage etc.).

71. 15.3.2.2 (3) (a) (Page 168)

The tendon forces should be calculated for a cracked section, including the effect of shear according to Clause 10.3.3.2 (5)

The tendon forces should be calculated for a cracked section, including the effect of shear according to Section 10.3.3.3(6)

72. Eq. 15.13 (Page 168)

lbpd = lpt2 + 2(pd-pm,)/fbpd lbpd = lpt2 + 2(pd-pm,)/fbpd

73. 15.3.2.2 (3) (d) 4th & 5th line below Eq.

15.13 (Page 168)

pd is the tendon stress corresponding to the force described in (a)pm. is the prestress after all losses.

pd is the tendon stress corresponding to the force described in (a)pm. is the prestress after all losses.

74. 16.2.3 (5) Page 173

At location of laps, the transverse reinforcement shall satisfy requirements of Clause 15.2.5.1.3.

At location of laps, the transverse reinforcement shall satisfy requirements of Clause 15.2.5.1(3)





75. Clause 16.5.1.2 Fig. 16.1

(Page 175)

Fig. 16.1 Internal & External Parts of a T-Beam Fig. 16.1 Internal and external Parts of a T-Beam

76. 16.5.1.3 (6) Last Line

(Page 176)

(Distance X in Fig. 16.1) (distance X1, X2 in Fig. 16.1)

77. Clause 15.5.1.5 Fig. 16.4

(Page 178)

Fig. 16.4 Anchorage at Intermediate Suports

Fig. 16.4 Anchorage at Intermediate Suports

78. Eq. 16.4 (Page 179) w

SW

w

As b

=. sin

w

SW

w

As b

=. sin

79. Clause 16.6.1.1 Fig. 16.5

(Page 182)

Fig. 16.5 Provision of Reinforcing Bars Fig. 16.5 Provision of Reinforcing Bars

80. Line below 16.6.2 (4) (Page 185)

The maximum longitudinal spacing of successive series of links is given by:

(5) The maximum longitudinal spacing of successive series of links is given by:

81. 16.12, Last Line

(Page 189)

Refer Clause 7.11.2 for requirements of curved tendons. Refer Clause 7.10.1 for requirements of curved tendons.





82. Clause 16.13 Fig. 16.11 (Page 190)

Fig. 16.11 Extent of the Inter-Section Zone (in Plan) for the Connection of Secondary Beams

Fig. 16.11 Extent of the Inter-Section Zone (in Plan) for the Connection of Secondary Beams

83. Clause 17.2.1.4 Fig. 17.2

(Page 196)

Fig. 17.2 Typical Confinement Detail in Concrete Piers with Rectangular Section using Overlapping Rectangular

Stirrups and Cross-Ties

Fig. 17.2 Typical Confinement Detail in Concrete Piers with Rectangular Section using Overlapping Rectangular Stirrups

and Cross-Ties

84. 17.2.2 (2) (a), 5th line

(Page 197)

Bends of 90 are not permitted if k is less than 0.3 Bends of 90 are not permitted if k is greater than 0.3.

85. 17.2.4 (3), second line, (Page 198)

.the ratio hk does not exceed 0.2, there is no need for verification.

.the ratio k does not exceed 0.2, there is no need for verification.

86. 18.7.4 (7) (Page 216)

within the range of 0 percent and 0.1 percent of the original volume. It should not be more than +0.2 percent at 28 days.

within the range of -0.5 percent and 5.0 percent of the original volume.

87. Clause A1-4 (2) (a), 3rd line (Page 234)

These are the persistent situations Delete this sentence





88. Eq. A2-5 (Page 236) Ecm = 22

fcm12 5

0 3

.

.

Ecm = 22fcm

12 5

0 3

.

.

, Ecm in GPa

89. Eq. A2-10 (Page 236) = 1.4+23.4 90 0 8

100

4

. fck n = 1.4+23.4 90 0 8100

4

. fck

90. ANNEXURE A-2

CLAUSE A2.5, Eq. A2-17 (Page 238)

for fcm 45 Mpa for fcm> 45 Mpa

91. ANNEXURE A-2

CLAUSE A2.5, definition of

(to) (Page 238)

is a factor to allow for the effect of concrete age at loading on the notional creep coefficient (Refer Note No.1)

is a factor to allow for the effect of concrete age at loading on the notional creep coefficient.

92. ANNEXURE A-2

CLAUSE A2.5, Eq. A2-22 (Page 238)

for fcm 35 for fcm 45 Mpa

93. ANNEX A-2 CLAUSE A2.5,

Eq. A2-23 (Page 239)

for fcm 35 for fcm> 45 Mpa

94. ANNEX A-2 Clause A2.8

Fig. A2-2 (Page 242)

Fig. A2-2 Stress-Strain Relationship for Confined Concrete

Fig. A2-2 Stress-Strain Relationship for Confined Concrete

obITuARY

The Indian Roads Congress express their profound sorrow on the sad demise of Shri Ramesh Chandra Jindal, resident of 4/54, Vishal Khand, Gomti Nagar, Lucknow. He was an active member of the Indian Roads Congress.

May his soul rest in peace.

errata to irc 112-2011

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