The document discusses proper detailing of reinforced concrete structures, which is essential for safety and structural performance. It provides guidelines and examples of good and bad detailing practices for common reinforced concrete elements like slabs, beams, columns, and foundations. Proper detailing is important to avoid construction errors and ensure the structural design works as intended under gravity and seismic loads.

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

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

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

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

47. THANK YOU.