SALIENT
FEATURES OF IS:13920  1993.
CODE OF PRACTICE FOR DUCTILE DETAILING OF RC STRUCTURES
SUBJECTED TO SEISMIC FORCES.
SHEAR
WALL DESIGN : { with / without flange }
(
Actual program is available in
Super Civil CD ) 
SR 
DESCRIPTION

1 
Ductile
detailing is a must for structures in Zone IV & V. However it should
also be followed in zone III, when Importance factor is > 1.0
OR
Structure is > 5.0 Storey high OR the structure is industrial in
nature. 
2 
Thickness
of shear wall should not < 150 MM. 
3 
Width
of Flange (if any) beyond the face of shear wall shall be least of the
following:
Half the distance to adjacent shear wall web.
1/10 th of total wall height. 
4 
If
factored shear stress > 0.25 * FCK ^ 0.50 OR thickness of wall
is > 200 MM, provide steel on both the faces of wall. 
5 
The
Vertical & Horizontal steel in shear wall shall not < 0.25 %.
Diameter
of bars shall not > 1/10 th of wall thickness. 
6 
Maximum
spacing of bars in horizontal & vertical direction shall be least
of the following:
Horizontal wall length/5
3 x wall thickness
450 MM. 
7 
The
effective depth for calculation of shear stress shall be taken as
0.80 x wall length. 
8 
Shear
stress shall not exceed maximum permissible limit as per IS:4562000. 
9 
While
calculating shear capacity of wall, the contribution of concrete &
horizontal reinforcements shall be taken in to account. 
10 
The
vertical reinforcements shall not be less than horizontal reinforcements. 
11 
The
cracked flexural strength of wall shall > uncracked flexural strength. 
12 
Walls
without boundary elements shall have nominal boundary elements as 4
tor 12 mm bars with special confining reinforcements (SCR). 
13 
When
the extreme fiber compressive stress in the wall due to factored
{ DL + LL + EL } > 0.20 FCK, boundary elements shall be provided.
Boundary elements can be in the form of flanges. 
14 
Boundary
elements shall be designed as short column. The load shall be calculated
as = MUMUV/CW + PROPORTIONAL AXIAL LOAD.
MU = APPLIED BM
MUV = CAPACITY OF WALL
CW = C/C DISTANCE BETWEEN
BOUNDARY ELEMENTS/FLANGES. 
15 
If
DL + LL adds to the strength of the wall, its load factor shall be taken
as 0.80. 
16 
The
minimum % of steel shall not < 0.8 % & maximum shall not >
4 % in boundary elements. 
17 
Links
in boundary elements shall be as per (SCR)
throughout its height. 
18 
Boundary
elements are not required if the entire wall section is provided with
(SCR). 
19 
The
coupled shear walls shall be connected by ductile coupling beam. 
20 
IF
the seismic induced shear stress is > 0.1 * span * FCK ^ 0.50
/ D than,
entire shear & bending in coupled beam shall be resisted by diagonal
bracing. Minimum 4 tor 8 mm shall be provided @ each diagonal brace. 
21 
Each
diagonal of beams shall have (SCR)
with link spacing not > 100 MM. 
22 
Anchorage
of diagonals = Ld * 1.5 { in tension } 
23 
In
case of wall openings, the area of vertical & horizontal bars should
be such as to equal that of respective interrupted bars. The vertical
bars shall extend for full Storey height & horizontal bars shall
extend Ld beyond the sides of opening. 
24 
The
vertical reinforcement % ratio across a horizontal construction joint
of a shear wall shall not < 0.92/fy x (ss  v/gross area) x 100
ss
= shear stress
v = factored axial stress, + ve for compression & ve for tension. 
25 
Horizontal
reinforcement shall be anchored near the edges of the wall OR in (SCR)
of boundary elements. 
26 
Splicing
of vertical bars shall be avoided in following regions (greater of :)
Wall Length
1/6th of Wall Height.
However it should not > 2 * Wall Length. 
27 
In
case the vertical reinforcement is spliced in above region, than not
more than 30 % of bars shall be spliced at such locations. 
28 
Splices
in adjacent bars shall be staggered by a minimum of 600 MM. 
29 
Lateral
ties shall be provided around spliced bars having diameter > 16 MM.
The diameter of links shall be least of the following.
1/4 of Main Ø
6 MM. 
30 
Spacing
of above links shall not < 150 MM. 
