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REINFORCING DETAILING OF R.C.C MEMBERS PRESENTED BY Er.T.RANGARAJAN , B.E,M.Sc(struct.engg ), F.I.E,FACCE,LACI,LISSE,LIASE
WHO IS AN ENGINEER? ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
DO’S & DONOT’S FOR DETAILING ,[object Object],[object Object],12” I ¼”dia@12”c/c Cross section of retaining wall which collapsed immediately after placing of soil backfill because ¼” rather than 1-1/4” dia. were used. Error occurred because  Correct rebar dia. Was covered by a dimension line.  1- ¼”dia@12”c/c
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object]
DETAILING OF SLABS WITHOUT ANY CUT OR OPENINGS. ,[object Object],[object Object],Refer the 3d elevation
[object Object],6”depression for OT & 9” for sunken slabs. Portico slab in elevation 19’-6” 9’-6”suare opening 5’wide corridor all  round Portico  and other rooms roof slab in plan Portico slab in plan
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object]
Ld/2 Ld/2 Ld crack INCORRECT CORRECT CLOSE STIRRUPS Ldt Ldt/2 CANTILEVER BEAM
NON PRISMATIC BEAM Ld/2 Ld/2 Ld INCORRECT CORRECT CLOSE STIRRUPS crack Ldt/2 Ldt
GRID BEAM ,[object Object],INCORRECT 1.5d 1.5d 1.5d Close rings Hanger bars Slope 1:10 2#extra bars 300 300 d CORRECT
Details of Main & Secondary beams   INCORRECT 1.5d 1.5d 1.5d Close rings Hanger bars 300 300 d CORRECT Secondary beam Main beam Secondary beam 60degree Main beam
d 1/4OR 1/5 SPAN 1.5d CORRECT INCORRECT d/2+d/2Cot(t) t t Ld d/2 d/2 Ld LINE OF CRACK BEAM
Continuous beam ,[object Object],Span/4 Span/4 Span/4 Span/4 incorrect Span/4 Span/4 1.5d 1.5d Span/4 correct 1.5d
100% L1 100% CRACK CRACK .08L2 .08L1 L2 SPAN/4 SPAN/4 CONTINUOUS BEAM INCORRECT .08L1 .08L1 SPAN/4 CRACK 100% L1 100% .15L2 L2 L1/4 L2/4 CORRECT 0.1L1 .15L1 L1/4 100% 20% 20%
D D CRACK INCORRECT NONPRISMATIC SECTION OF BEAM D D D CORRECT D CLOSE RING CLOSE RING
COLUMN INCORRECT CANTILEVER BEAM PROJECTING FROM COLUMN CORRECT NOT LESS THAN GREATER OF 0.5L OR Ld 50mm 0.25Ast NOT LESS THAN 0.5Ast COLUMN Ld Ld/3
CRACK SLOPING BEAM CORRECT Ld Ld
CRACK CRACK INCORRECT HAUNCH BEAMS CORRECT L/8 TO L/10 L/8 TO L/10 L L Ld Ld Ld Ld
STRESSES AT CORNERS C C-COMPRESSION T-TENSION t t C RESULTANT TENSILE STRESS FOR ACROSS CORNER(ONE PLANE) t c RESULTANT TENSILE STRESS FOR ACROSS CORNER(DIFFERENT  PLANE) t c CRACK CRACK
SHEAR AND TORSION REIN. IN BEAMS INCORRECT Min 0.2%bd to control deflection as well as for seismic requ.  b D 100 to 200mm d D-n>500mm D/5 Skin rein.10dia is required when depth exceeds 450mm(0.1% of web area distributed equally on two faces) Stirrups taken round outermost bars spacing<=x1 <=(x1+y1)/4 <=300mm x1 y1 D-n>500mm n CORRECT
CANTILEVER BEAM WITH POINT LOAD CORRECT INCORRECT 2/3d d Shear rein. Extra ties Ld Ld
opening CORRECT OPENING IN WEB OF BEAM crack crack opening INCORRECT OPENING IN WEB OF BEAM Ld d/2 d/2 Closed stps for  d/2 Closed stps for  d/2
BEAM COLUMN JUNCTION-EXTERIOR COLUMN CORRECT INCORRECT CLOSED STPS 2”max IN TENSION-Ld U TYPE BARS Ld
CORRECT SPLICE DETAIL FOR COLUMN INCORRECT COVER CLOSE TIES @S/2 S-SPACING SLOPE 1:6
REDUCTION COLUMN BOTH SIDES INCORRECT CORRECT 3NO.CLOSE TIES SPLICE CLOSE STPS SPACIN <=75mm SLOPE 1:8 FROM BEAM BOTTOM 3NO.CLOSE TIES
TERMINATION OF COLUMN BARS INSIDE BEAM INCORRECT CORRECT Ld
BEAM COL. JUNCTION-EQ REGION EQ   REGION -BEAM-COL JN-EXTERIOR  CORRECT BEAM COL. JUNCTION-EQ REGION INCORRECT END REGION END REGION COL. CORE* SPACING OF LATERAL TIES <=100mm SPACING OF LATERAL TIES <=d/2 SPACING OF LATERAL TIES <=d/2 SPACING OF LATERAL TIES <=d/2 * COL.CORE HAS TO BE CONFINED BY CIRCULAR OR RECTANGULAR TIES IN ACCORDANCE WITH END REGION
COLUMN DETAILS IN EQ REGIONS END REGION END REGION First stirrups 50mm from beam face Spacing of shear rein. In columns incorrect Spacing of shear rein. In columns correct END REGION-h/6 or D or 450MM whichever is greater END REGION h d D b
EQ-REGION -CONTINUOUS BEAM INCORRECT Ld A=L1/3 CONTINUOUS BARS NOT LESS THAN ¼ AREA OF BARS AT COL.FACE A=L1/3 A=L1/3 2d 50mmmax Stirrup spacing=d/4 or 100mm or 8dia which ever is the least 2d 2d 2d stp@maxd/2 stp@maxd/2 CORRECT
INCORRECT FOOTING-DETAILS(INDEPENDENT) CORRECT COVER TO STARTER STARTER BARS COLUMN BARS NATURAL G.L Ldt Lb 3” SIDE COVER Ldt COVER50mm IF p.c.c below or 75mm Min.300
TYPICAL REIN DETAILS OF  HAMMER FOUNDATION BLOCK INCORRECT CORRECT Ld Ld
SECTION OF TRENCH CRACK INCORRECT INCORRECT CORRECT Ld Ld Ld
STAIRCASE-WITH WAIST SLAB INCORRECT CORRECT Ld(min) Extra bar Ld(min) Ld(min)
Main bar Dist. Main bar Alternate 1 SLABLESS STAIRCASE
Main bar Alternate 2 A=0.25L L=horizontal span SLABLESS STAIRCASE
DEVELOPMENT LENGTH OF BARS FOR A CONCRETE GRADE M20 &STEEL STRENGTH Fy=415 APPROXIMATELY USE 50Xdia FOR TENSION  SLNO BAR DIA. TENSIONmm COMPRESSION REMARKS 1 8 376.0 301.0 2 10 470.0 376.0 3 12 564.0 451.0 4 16 752.0 602.0 5 20 940.0 752.0 6 22 1034.0 827.0 7 25 1175.0 940.0 8 28 1316.0 1053.0 9 32 1504.0 1203.0
[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
REFERENCES: ,[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object],[object Object]
[object Object],[object Object],[object Object],[object Object],[object Object]
THANK YOU.

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Reinforcement detailing

  • 1. REINFORCING DETAILING OF R.C.C MEMBERS PRESENTED BY Er.T.RANGARAJAN , B.E,M.Sc(struct.engg ), F.I.E,FACCE,LACI,LISSE,LIASE
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  • 15. Ld/2 Ld/2 Ld crack INCORRECT CORRECT CLOSE STIRRUPS Ldt Ldt/2 CANTILEVER BEAM
  • 16. NON PRISMATIC BEAM Ld/2 Ld/2 Ld INCORRECT CORRECT CLOSE STIRRUPS crack Ldt/2 Ldt
  • 17.
  • 18. Details of Main & Secondary beams INCORRECT 1.5d 1.5d 1.5d Close rings Hanger bars 300 300 d CORRECT Secondary beam Main beam Secondary beam 60degree Main beam
  • 19. d 1/4OR 1/5 SPAN 1.5d CORRECT INCORRECT d/2+d/2Cot(t) t t Ld d/2 d/2 Ld LINE OF CRACK BEAM
  • 20.
  • 21. 100% L1 100% CRACK CRACK .08L2 .08L1 L2 SPAN/4 SPAN/4 CONTINUOUS BEAM INCORRECT .08L1 .08L1 SPAN/4 CRACK 100% L1 100% .15L2 L2 L1/4 L2/4 CORRECT 0.1L1 .15L1 L1/4 100% 20% 20%
  • 22. D D CRACK INCORRECT NONPRISMATIC SECTION OF BEAM D D D CORRECT D CLOSE RING CLOSE RING
  • 23. COLUMN INCORRECT CANTILEVER BEAM PROJECTING FROM COLUMN CORRECT NOT LESS THAN GREATER OF 0.5L OR Ld 50mm 0.25Ast NOT LESS THAN 0.5Ast COLUMN Ld Ld/3
  • 24. CRACK SLOPING BEAM CORRECT Ld Ld
  • 25. CRACK CRACK INCORRECT HAUNCH BEAMS CORRECT L/8 TO L/10 L/8 TO L/10 L L Ld Ld Ld Ld
  • 26. STRESSES AT CORNERS C C-COMPRESSION T-TENSION t t C RESULTANT TENSILE STRESS FOR ACROSS CORNER(ONE PLANE) t c RESULTANT TENSILE STRESS FOR ACROSS CORNER(DIFFERENT PLANE) t c CRACK CRACK
  • 27. SHEAR AND TORSION REIN. IN BEAMS INCORRECT Min 0.2%bd to control deflection as well as for seismic requ. b D 100 to 200mm d D-n>500mm D/5 Skin rein.10dia is required when depth exceeds 450mm(0.1% of web area distributed equally on two faces) Stirrups taken round outermost bars spacing<=x1 <=(x1+y1)/4 <=300mm x1 y1 D-n>500mm n CORRECT
  • 28. CANTILEVER BEAM WITH POINT LOAD CORRECT INCORRECT 2/3d d Shear rein. Extra ties Ld Ld
  • 29. opening CORRECT OPENING IN WEB OF BEAM crack crack opening INCORRECT OPENING IN WEB OF BEAM Ld d/2 d/2 Closed stps for d/2 Closed stps for d/2
  • 30. BEAM COLUMN JUNCTION-EXTERIOR COLUMN CORRECT INCORRECT CLOSED STPS 2”max IN TENSION-Ld U TYPE BARS Ld
  • 31. CORRECT SPLICE DETAIL FOR COLUMN INCORRECT COVER CLOSE TIES @S/2 S-SPACING SLOPE 1:6
  • 32. REDUCTION COLUMN BOTH SIDES INCORRECT CORRECT 3NO.CLOSE TIES SPLICE CLOSE STPS SPACIN <=75mm SLOPE 1:8 FROM BEAM BOTTOM 3NO.CLOSE TIES
  • 33. TERMINATION OF COLUMN BARS INSIDE BEAM INCORRECT CORRECT Ld
  • 34. BEAM COL. JUNCTION-EQ REGION EQ REGION -BEAM-COL JN-EXTERIOR CORRECT BEAM COL. JUNCTION-EQ REGION INCORRECT END REGION END REGION COL. CORE* SPACING OF LATERAL TIES <=100mm SPACING OF LATERAL TIES <=d/2 SPACING OF LATERAL TIES <=d/2 SPACING OF LATERAL TIES <=d/2 * COL.CORE HAS TO BE CONFINED BY CIRCULAR OR RECTANGULAR TIES IN ACCORDANCE WITH END REGION
  • 35. COLUMN DETAILS IN EQ REGIONS END REGION END REGION First stirrups 50mm from beam face Spacing of shear rein. In columns incorrect Spacing of shear rein. In columns correct END REGION-h/6 or D or 450MM whichever is greater END REGION h d D b
  • 36. EQ-REGION -CONTINUOUS BEAM INCORRECT Ld A=L1/3 CONTINUOUS BARS NOT LESS THAN ¼ AREA OF BARS AT COL.FACE A=L1/3 A=L1/3 2d 50mmmax Stirrup spacing=d/4 or 100mm or 8dia which ever is the least 2d 2d 2d stp@maxd/2 stp@maxd/2 CORRECT
  • 37. INCORRECT FOOTING-DETAILS(INDEPENDENT) CORRECT COVER TO STARTER STARTER BARS COLUMN BARS NATURAL G.L Ldt Lb 3” SIDE COVER Ldt COVER50mm IF p.c.c below or 75mm Min.300
  • 38. TYPICAL REIN DETAILS OF HAMMER FOUNDATION BLOCK INCORRECT CORRECT Ld Ld
  • 39. SECTION OF TRENCH CRACK INCORRECT INCORRECT CORRECT Ld Ld Ld
  • 40. STAIRCASE-WITH WAIST SLAB INCORRECT CORRECT Ld(min) Extra bar Ld(min) Ld(min)
  • 41. Main bar Dist. Main bar Alternate 1 SLABLESS STAIRCASE
  • 42. Main bar Alternate 2 A=0.25L L=horizontal span SLABLESS STAIRCASE
  • 43. DEVELOPMENT LENGTH OF BARS FOR A CONCRETE GRADE M20 &STEEL STRENGTH Fy=415 APPROXIMATELY USE 50Xdia FOR TENSION SLNO BAR DIA. TENSIONmm COMPRESSION REMARKS 1 8 376.0 301.0 2 10 470.0 376.0 3 12 564.0 451.0 4 16 752.0 602.0 5 20 940.0 752.0 6 22 1034.0 827.0 7 25 1175.0 940.0 8 28 1316.0 1053.0 9 32 1504.0 1203.0
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