IRC 112-2011-2

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   50 INDIAN HIGHWAYS, OCTOBER 2014 AMENDMENT TO IRC:112-2011Amendment No. 2/IRC:112-2011/August, 2014 To IRC:112-2011 “Code of Practice for Concrete Road Bridges” S. No.Clause No. & Page NoForRead 1.6.4.2.7 Table 6.9 (Page 47) Table 6.9 Final Creep Coefcient [ φ  (70 yr)] of Concrete at age of t = 70 years. Age at loading t o (days)Notional Size 2A c /u (in mm)5015060050150600Dry atmospheric conditions (RH-50%)Humid atmospheric conditions (RH-80%) 15.504.603.703.603.202.9075.504.603.702.602.302.00283.903.102.601.901.701.50903.002.502.001.501.401.203651.801.501.201.101.001.00 Table 6.9 Final Creep Coefcient [ φ  (70 yr)] of Concrete at age of t = 70 years Age at loading t o  (days)Notional Size 2A c /u (in mm)5015060050150600Dry atmospheric conditions (RH-50%)Humid atmospheric conditions (RH-80%) 16.004.954.053.953.503.1574.203.452.852.752.452.20283.202.652.202.101.901.70902.602.101.751.751.501.353652.001.601.301.301.151.05 Note : 1. The above table is applicable for M35 grade concrete. For lower grades of concrete the coefcients may be multiplied  by  45  f   cm 2. For higher grades of concrete the coefcient may be worked out using equations given in Annexure A-2 .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 ElementFig. 10.4 Shear Component for Members with Inclined Chords3.10.2.3(3) & (4) (Page 84 and 85)3 In the elements of variable depth, where V Ed’  M Ed’  and N Ed  are concurrently acting forces, the design shear force V Ed  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 V Ed,  in Fig. 10.4 , V  NS  = V Ed  – V  pd  – V ccd  – V td  with appropriate signs.3 In the elements of variable depth, where V Ed , M Ed  and N Ed  are concurrently acting forces, the design shear force V Ed  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 V Ed . In Fig. 10.4 , V  NS  = V Ed  – V ccd  – V td  .4.10.3.1 (Page 85)V Rd  - The shear resistance of a member with shear reinforcement = V RdS  + V ccd  + V td V Rd  - The shear resistance of a member with shear reinforcement = Minimum of (V Rds ; V Rd.max ) + V ccd  + V td   INDIAN HIGHWAYS, OCTOBER 2014 51 AMENDMENT TO IRC:112-2011 5.10.3.3 (Page 90)Members requiring design shear reinforcementMembers requiring design shear reinforcement (V Rdc  < V ED )6.10.3.3.2 (Page 90)For members with vertical shear reinforcement the shear resistance V Rd  is the smaller value of ..For members with vertical shear reinforcement, the shear resistance is the smaller value of …...7.10.5.2.1(4) Eq. 10.47 (Page 108) T   Ed  / T   Rdmax  + V   Ed  / V   Rdmax  < 1.0 V Ed  is the design transvers force T   Ed  / T   Rdmax  + V   Ns / V   Rdmax  < 1.0 8.16.5.4 (1) (Page 180)In certain cases, (e.g. clear cover to main reinforcement being 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) (Page 192)Where longitudinal reinforcement is curtailed (e.g. in tall piers)  potential of formation of hinge shall be avoided just beyond the  point of curtailment.Where longitudinal reinforcement is curtailed potential of formation of hinge shall be avoided just beyond the point of curtailment. Not more than 1/3 of longitudinal reinforcement available at the section shall be curtailed. 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.ForRead 1.10.3.3.3(8) Fig. 10.6 (Page 93)2.11.3.2.2(4) (Page 116) C = 10 (π 2 ) C =10 (≈ π 2 )3.18.8.9(1) (Page 228) 2 nd  lineClause 18.8.8(4)Clause 18.8.8(3)4.Annexure-A2 Eq-A2-27 (Page 239)  β  RH   = 1.55  β  RH   = 1.55 ERRATA TO IRC:112-2011
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