IRC 112-2011-1-1

Please download to get full document.

View again

of 9
All materials on our website are shared by users. If you have any questions about copyright issues, please report us to resolve them. We are always happy to assist you.
Information Report
Category:

Documents

Published:

Views: 7 | Pages: 9

Extension: PDF | Download: 0

Share
Related documents
Description
irc
Tags
Transcript
  62INDIAN HIGHWAYS, AUGUST 2013 As approved by Bridges Speci fi cations 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 bene fi t 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 PeriodReference Period 2.3.1.3 (Page 8)Quasi Permanent Value of Variable Action ( ψ 2 Q k  )Value determined so that the …..using factor ψ 2   ≤  1 Quasi Permanent Value of Variable Action ( ψ 2 Q k  )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 speci fi ed in Section 18The permissible limits of known harmful elements in acceptable and durable materials are speci fi ed in Section 14 5.6.3.5 2 nd   line from top (Page 34) ( ε  pk  , f   pk  )( ε uk  , f   pk  ) 6.Table 6.5, Sr. No. 3 (Page 38)Conc.GradeM65M70M75M80M85M90f  ctm (Mpa)4.14.34.44.54.74.8Conc.GradeM65M70M75M80M85M90f  ctm (Mpa)4.44.54.74.84.95.07.Table 6.5,Sr. No. 11,(Page 38) η n 8.6.4.2.2 (1) De fi nition of  term “S”,(Page 39) S = Co-ef  fi cient whose value is taken as 0.25 for normal Portland and rapid hardening cement. Refer ... S = Co-ef  fi cient whose value is taken as 0.25 for ordinary Portland cement. Refer ...9.6.4.2.2 (2)6 th  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)2 nd   Para(Page 40)The co-relation between mean tensile ...The relation between mean tensile ...11.Eq. 6.9(Page 42)  φ  = φ  (t, to) = εε cctcito()() φ  = φ  (t, to) = εε cctcito()() 12.6.4.2.5 (2)(Page 43), 1 st  ParaThe shrinkage & creep strains are to be estimated as given in Clauses 6.4.3.6 and 6.4.3.7The shrinkage & creep strains are to be estimated as given in Clauses 6.4.2.6 and 6.4.2.713.6.4.2.5 (4) (i)(Page 43),3 rd   line(slope of line connecting the srcin to stress/strain diagram to 0.4 f  cm )(slope of line connecting the srcin to stress/strain diagram to 0.33 f  cm ) ERRATA TO : IRC:112-2011 ‘CODEOF PRACTICE FOR CONCRETE ROADBRIDGES’  ERRATA TO IRC:112-2011 'CODE OF PRACTICEFOR CONCRETE ROADBRIDGES' INDIAN HIGHWAYS, AUGUST 201363 Sl. No.Clause No. & Page No.As written in the code :To be read as : 14.Table 6.8, Title (Page 46)Unrestrained Drying Shrinkage Values ( ε ca ×  10 6 )Unrestrained Drying Shrinkage Values ( ε cd  ×  10 6 )15.Eq. 6.12(Page 46) ε ca (t) = β as (t). ε cw  ε ca (t) = β as (t). ε cw 16.6.4.4.2.7, 3 rd   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) σ εε η ccd cc f  =  − −⎛ ⎝ ⎜ ⎞ ⎠⎟⎡⎣⎢⎢⎤⎦⎥⎥ 11 2 where η  = Exponent as given in Table 6.5 σ εε nc cd cc f  =  − −⎛ ⎝ ⎜ ⎞ ⎠⎟⎡⎣⎢⎢⎤⎦⎥⎥ 1 1 2 wheren = Exponent as given in Table 6.519.7.1.7 (4), 5 th  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), 6 th  line(Page 59) ...The time dependent laws of shrinkage and creep given... “……The time dependent properties of shrinkage and creep given….”22.Eq. 7.3Reduction Coef  fi cient, α  (Page 59) α  = (l-e φ )/ φ α  = (1-e (-) φ / φ 23.7.9.61 st  Para(Page 66)The requirement of minimum concrete strength (f  c.str  ) behind the anchorage of post tensioned system, at the time of stressing, shall be speci fi ed 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 f  c.str   shall be speci fi ed by the designer … 24.7.9.6 Below 2 nd   para(Page 66)- For 100% tendon force, minimum strength is f  c.str  - For 30% tendon force, minimum concrete strength is 0.5 f  c.str  - Between 30% and 100% of tendon force, minimum Concrete strength shall be arrived at by linear interpolation  between 0.5 f  c.str   & f  c.str  - For 100% jacking force, minimum concrete strength is f  c.str  - For 30% jacking force, minimum concrete strength is 0.5 f  c.str  - Between 30% and 100% of jacking force, minimum concrete strength shall be arrived at by linear interpolation between 0.5 f  c.str   & f  c.str  25.7.10.2, Fig. 7.2(Page 67)Where Vc = 0.13.l.d  eff  .f  ck   (in SI units)Where Vc = 0.13.l.d  eff  .(f  ck  ) 0.5  (In SI units)26.7.10.3, Line 4Radial Reinft.(Page 68)These tensions should be resisted by reinforcement forming full loops or 180º hooks (Fig. 15.2(d) with 180º  bend) placed in the ...These tensions should be resisted by reinforcement forming full loops or 180º hooks (Fig. 15.2(e) with 180º bend) placed in the …27.8.2.1, (1) (k),3 rd   line(Page 71)nutralneutral28.8.2.1, (2)(Page 71)For values of deformation charactreristics of concrete such as,  ε c2 ,  ε cu2  refer Table 6.7For values of deformation charactreristics of concrete such as,  ε c2 ,  ε cu2  refer Table 6.5  ERRATA TO IRC:112-2011 'CODE OF PRACTICEFOR CONCRETE ROADBRIDGES' 64INDIAN HIGHWAYS, AUGUST 2013 Sl. No.Clause No. & Page No.As written in the code :To be read as : 29.Clause 8.2.2Fig. 8.2(Page 72)Fig. 8.2 Domains of Strain DistributionsFig. 8.2 Domains of Strain Distributions30.8.2.2 Zone 2, last line(Page 73)The tensile strain at steel exceeds ε ud  .The tensile strain at steel is at the upper design limit of ε ud  .31.8.3.2 (4)Eq. 8.3(Page 75)  M  M  M  M   Edx Rdxa Edy Rdya ⎛ ⎝ ⎜ ⎞ ⎠⎟ + ⎛ ⎝ ⎜⎜ ⎞ ⎠⎟⎟  M  M  M  M   Edx Rdx Edy Rdy ⎛ ⎝ ⎜ ⎞ ⎠⎟ + ⎛ ⎝ ⎜⎜ ⎞ ⎠⎟⎟ ≤ α α 132.Fig. 10.1(a)Page 81B - Web shear creack zoneC - Flexural shear creack zoneB - Web shear crack zoneC - Flexural shear crack zone33.Clause 10.2.2.1,3 RD  para(Page 81)' Φ sup ' & '' Φ inf  '‘ θ max ’ & ‘‘ θ min ’34.Clause 10.2.2.1,3 rd   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 effectThe horizontal component of this internal compressive forces shall be provided by tensile steel in addition to the steel needed for bending.35.Clause 10.2.2.1Fig. 10.1 (b)(Page 82)Fig. 10.1(b) Direct supportFig. 10.1(b) Direct Support36.Clause 10.2.2.1Fig. 10.1 (c)(Page 82)Fig. 10.1 (c) Indirect SupportFig. 10.1 (c) Indirect Support  ERRATA TO IRC:112-2011 'CODE OF PRACTICEFOR CONCRETE ROADBRIDGES' INDIAN HIGHWAYS, AUGUST 201365 Sl. No.Clause No. & Page No.As written in the code :To be read as : 37.10.3.1 NOtation for f  ctk   (Page 87)Characteristic axial tensile strength of concrete at a strain, 5 percent fractile of tensile strengthCharacteristic axial tensile strength of concrete (5 percent fractile)38.10.3.1 Notation for  ρ 1  (Page 87) ρ 1  = A s /b w .d ≤  0.02 ρ 1  =  Ab d  slw .   ≤  0.02 39.10.3.1 Notation for σ cp (Page 87) The value of Scp need not be calculated at a distance less than 0.5d cotq... The value of σ cp  need not be calculated at a distance less than 0.5d cot θ  ... 40.10.3.2 (5)(Page 89)The term ' α v ' in line 1,2,4,7'a v ' in line 1,2,4,741.10.3.2 (5)eq. 10.6(Page 90) v  = 0.6 x [1-f  ck  /310] f  ck   in Mps  v  = 0.6 x [1-f  ck  /310], where f  ck   is in Mpa42.10.3.3.2Value 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 θ <b w /8 the shear resistance ...Where the web contains grouted ducts with a diameter φ <b w /8 the shear resistance ...44.10.3.3.3 (7)(Page 93)The term ' α v ' in line 2,3'a v '45.10.3.3.3 (8)(Page 93)0.75 α v 0.75a v 46.10.3.5Fig. 10.9(Page 97)'A st ', ' θ ' and 'S t '.'A sf  ', ' θ f  ' and 'S f  ' respectively47.10.3.5 (2)(Page 98)V Ed    ≤   ν f  cd  sin θ f  cos θ f  V Ed  < ν f  cd  sin θ f  cos θ f  48.10.4.3 (5),3 rd   Line,(Page 103)Fig. 10.14(b)Fig. 10.13(b)49.10.4.6 (3), (a)(Page 105)Where u o - for an inner column = length of column, Periphery in mm.- for edge column = (mm)- for corner column =Where u o  :- for an inner column = length of column, periphery in mm.- for edge column = C 2 +3d ≤  C 2 +2C 1 (mm) - for corner column = 3d ≤  C 1 +C 2 (mm)50.Clause 10.5.1(3)-Last Para(Page 106)It will not normally be unnecessary to consider torsion at ultimate limit state [Fig. 10.14(b)]It will not be necessary to consider torsion at ultimate limit state [Fig. 10.14(b)]5111.3.2.2 (3)4 th  line after Eq. 11.6(Page 116)l/ r   is the curvature, see clause 11.3.2.3l/r is the curvature, see clause 11.3.2.352.Clause 11.3.4:BiaxialBending(Page 118)Clause 11.3.4Clause 11.3.353.12.23.1Last Line(Page 121)...need to be controlled by measures given under Clause 14...need to be controlled by measures given under Section 14
We Need Your Support
Thank you for visiting our website and your interest in our free products and services. We are nonprofit website to share and download documents. To the running of this website, we need your help to support us.

Thanks to everyone for your continued support.

No, Thanks