This document discusses reinforcement detailing of common reinforced concrete structural members. It provides guidelines on proper detailing practices and common mistakes to avoid. Specific detailing requirements are covered for slabs, beams, columns, foundations, and connections between members. The importance of detailing for structural safety and code compliance is emphasized. Examples of correct and incorrect reinforcement details are shown for various members. In conclusion, while many structural components are covered, some like flat slabs, folded plates, and retaining walls are not discussed in detail due to time constraints. The document serves as a reference for best practices in 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

2. WHO IS AN ENGINEER?
According to USA President Herbert Hoover, who
was an engineer before he became a politician, said:
The great liability of the engineer …compared to men
of other professions……is that his works are out in
the open where all can see them.
His acts …..step by step …are in hard substances.
He cannot bury his mistakes in the grave like the
DOCTORS.
He cannot argue them into thin air…..or blame the
judge…..like the LAWYERS.
He cannot, like the ARCHITECT, cover his figures
with trees and vines.
He cannot, like the politicians, screen his
shortcomings by blaming his opponents….and hope
the people will forget. The ENGINEER simply cannot
deny he did it.
If his works do not work……he is damned.

3. A design engineer’s responsibility should include
assuring the structural safety of the design,
details, checking shop drawing.
Detailing is as important as design since proper
detailing of engineering designs is an essential
link in the planning and engineering process as
some of the most devasting collapses in history
have been caused by defective connections or
DETAILING. There are many examples explained
in the book" DESIGN AND CONSTRUCTION
FAILURES by Dov Kaminetzky.
Detailing is very important not only for the
proper execution of the structures but for the
safety of the structures.
Detailing is necessary not only for the steel
structures but also for the RCC members as it is
the translation of all the mathematical
expression’s and equation’s results.

4. For the RCC members for most commonly used for buildings we can
divide the detailing for
1. SLABS-WITH OR WITHOUT OPENINGS.(RECTANGULAR,CIRCULAR,NON-
RECTANGULAR-PYRAMID SLAB,TRIANGULAR ETC)
-BALCONY SLAB,LOFT SLAB,CORNER SLAB etc
2. BEAMS- WITH OR WITHOUT OPENIGS.(SHALLOW & DEEP BEAMS)
3. COLUMNS.(RECTANGULAR,L-SHAPE,T-SHAPE,
CIRCULAR,OCTAGONAL,CROSS SHAPE etc)
4. FOUNDATIONS.
Detailing for gravity loads is different from the lateral loads specially for
the SEISMIC FORCES.
Apart from the detailing for the above there is a different detailing
required for the Rehabilitation and strengthening of damaged structures.
We will now dwell on the DETAILING OF MEMBERS FOR THE GRAVITY
AND SOME CODAL DETAILINGS AS PER IS CODE IS 13920 AND IS 4326
AS REQUIRED FOR SEISMIC FORCES.

5. DO’S & DONOT’S FOR DETAILING
DO’S-GENERAL
1. Prepare drawings properly & accurately if possible label each bar
and show its shape for clarity.
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

6. 2. Prepare bar-bending schedule , if necessary.
3. Indicate proper cover-clear cover, nominal cover
or effective cover to reinforcement.
4. Decide detailed location of opening/hole and
supply adequate details for reinforcements
around the openings.
5. Use commonly available size of bars and spirals.
For a single structural member the number of
different sizes of bars shall be kept minimum.
6. The grade of the steel shall be clearly stated in
the drawing.
7. Deformed bars need not have hooks at their
ends.
8. Show enlarged details at corners, intersections
of walls, beams and column joint and at similar
situations.

7. 9. Congestion of bars should be avoided at points where
members intersect and make certain that all rein. Can be
properly placed.
10. In the case of bundled bars, lapped splice of bundled bars
shall be made by splicing one bar at a time; such
individual splices within the bundle shall be staggered.
11. Make sure that hooked and bent up bars can be placed
and have adequate concrete protection.

8. 12. Indicate all expansion, construction and contraction joints
on plans and provide details for such joints.
13. The location of construction joints shall be at the point of
minimum shear approximately at mid or near the mid points.
It shall be formed vertically and not in a sloped manner.
DO’S – BEAMS & SLABS:
1. Where splices are provided in bars, they shall be , as far as
possible, away from the sections of maximum stresses and
shall be staggered.
2. Were the depth of beams exceeds 750mm in case of beams
without torsion and 450mm with torsion provide face rein.
as per IS456-2000.
3. Deflection in slabs/beams may be reduced by providing
compression reinforcement.
4. Only closed stirrups shall be used for transverse rein. For
members subjected to torsion and for members likely to be
subjected to reversal of stresses as in Seismic forces.

9. 5. To accommodate bottom bars, it is good practice to make
secondary beams shallower than main beams, at least by
50mm.
Do’s –COLUMNS.
1. A reinforced column shall have at least six bars of
longitudinal reinforcement for using in transverse helical
reinforcement.-for CIRCULAR sections.
2. A min four bars one at each corner of the column in the
case of rectangular sections.
3. Keep outer dimensions of column constant, as far as
possible , for reuse of forms.
4. Preferably avoid use of 2 grades of vertical bars in the
same element.
DONOT’S-GENERAL:
1. Reinforcement shall not extend across an expansion joint
and the break between the sections shall be complete.
2. Flexural reinforcement preferably shall not be terminated
in a tension zone.

10. 3. Bars larger than 36mm dia. Shall not be bundled.
4. Lap splices shall be not be used for bars larger than
36mm dia. Except where welded.
5. Where dowels are provided, their diameter shall not
exceed the diameter of the column bars by more than
3mm.
6. Where bent up bars are provided, their contribution
towards shear resistance shall not be more than 50% of
the total shear to be resisted. USE OF SINGEL BENT UP
BARS(CRANKED) ARE NOT ALLOWED IN THE CASE
OF EARTHQUAKE RESISTANCE STRUCTURES.

11. DETAILING OF SLABS WITHOUT ANY CUT
OR OPENINGS.
The building plan DX-3 shows the
slabs in different levels for the
purpose of eliminating the inflow of
rainwater into the room from the open
terrace and also the sunken slab for
toilet in first floor.
The building plan DX-A3 is one in
which the client asked the architect to
provide opening all round.
Refer the 3d
elevation

12. Different shapes of slabs used in the
buildings. 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

13. Minimum and max.reinforcement % in beams, slabs and
columns as per codal provisions should be followed.
SLABS:
It is better to provide a max spacing of 200mm(8”) for main
bars and 250mm(10”) in order to control the crack width and
spacing.
A min. of 0.24% shall be used for the roof slabs since it is
subjected to higher temperature. Variations than the floor
slabs. This is required to take care of temp. differences.
It is advisable to not to use 6mm bars as main bars as this
size available in the local market is of inferior not only with
respect to size but also the quality since like TATA and SAIL
are not producing this size of bar.
BEAMS:
A min. of 0.2% is to be provided for the compression bars in
order to take care of the deflection.

14. The stirrups shall be min.size of
8mm in the case of lateral load
resistance .
The hooks shall be bent to 135
degree .

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. GRID BEAM
GRID BEAM
INCORRECT
1.5d
1.5d
1.5d
Close rings
Hanger bars
Slope 1:10
2#extra bars
300
300
d
CORRECT

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. Continuous beam
• continuous beam Span/4
Span/4
Span/4
Span/4
incorrect
Span/4
Span/4
1.5d
1.5d
Span/4
correct
1.5d

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
SLNO BAR
DIA.
TENSION
mm
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
FOR A CONCRETE GRADE M20 &STEEL STRENGTH Fy=415
APPROXIMATELY USE 50Xdia FOR TENSION

44. CONCLUSION:
Before concluding I will show some more details drawn
in autocad exported in wwf format
As there is no time to elaborately explaining ,the following topics are not
covered :
1. Flat slabs, Folded plates, shell structures-cylindrical shells, silos,
2. Staircases- helical staircase, central beam type, cantilever type etc.
3. Different types of foundations-raft, pile foundation, strap foundation etc.
4. Retaining wall structures,
5. Liquid retaining structures.
6. Deep beams.
7. Shear wall, walls.
Hope that I have enlighten some of the detailing technique for the most
commonly encountered RCC members in buildings.
In the above statements if my senior colleagues and ACCE members
can find different method or any new detailing system it will be of immense
help not only for me but to other young engineers who should learn in wright
ways and not wrong lessons.

45. REFERENCES:
1. HANDBOOK ON CONCRETE REINFORCEMENT AND
DETAILING-SP:34(S&T)-1987.
2. MANUAL OF ENGINEERING & PLACING DRAWINGS
FOR REINFORCED CONCRETE STRUCTURES-
(ACI 315-80
3. MANUAL OF STANDARD PRACTICE –CONCRETE
REINFORCING STEEL INSTITUTE.
4. TWARD BOARD MANUAL FOR RURAL WATER SUPPLY
SCHEMES.
5. DESIGN PRINCIPLES AND DETAILING OF CONCRETE
STRUCTURES. By D.S.PRAKASH RAO.
6. SIMPLIFIED DESIGN-RC BUILDINGS OF MODERATE
SIZE AND HEIGHT-BY PORTLAND CEMENT
ASSOCIATION,USA.
7. DESIGN AND CONSTRUCTION FAILURES BY DOV
KAMINETZKY.

46. 8. IS:2502-1963 CODE OF PRACTICE FOR BENDING AND
FIXING OF BARS FOR CONCRETE REINFORCEMENT.
9. IS:1893:2000.
10. IS:4326.
11. IS:456:2000
12. REINFORCED HAND BOOK BY REYNOLD.

47. THANK YOU.