Punching Shear | How to design against Punching Shear Forces

Punching Shear Failure

In previous article we have discussed about the punching shear in flat slabs. If you have not read that you can check it at What is Punching Shear? Punching Shear in Flat Slabs. In this article we are going to discuss about the design of members for the punching shear.

Lab Simulation of Punching shear in footings

Lab Simulation of Punching shear in footings

What is Punching Shear?

As the name suggest punching shear is the mode of failure that occurs when a column or compression member ‘punches through’ a flat member such as slab. This is a particularly a big problem in the post tension slab, column footings, flat plates and flat slabs. The punching shear is a type of two-way shear. It is a common concern in thin structural members such as slab, footings, etc. which should be solved. This can be done by proper designing of structural member.

Mushroom shaped column cap

Mushroom shaped column cap

How to solve the problem of Punching Shear??

Now the question which comes in our mind is how to solve this problem. There are many methods to solve this problem. Some are

1) Increasing the thickness of slab

The easiest way to solve this is problem is increasing the thickness of the slab. This method is generally used where other effective or more appropriate methods are not available. Disadvantage: The main disadvantage of this method is that it increases the dead load of the structure which is not appropriate.

2) Drop Caps

Drop cap is the small thickened area that is provided at the top of the column and under the slab. Its main advantage is it does not affect the weight of the slab. It also provide more area for the load to be applied by the slab. Disadvantage: It is a labour intensive and an expensive process. The aesthetic appearance of the structure is also affected by this process.

3)  Shear reinforcement

Shear reinforcement is also provided around the column to reduce the effect of the punching shear. Some special types of reinforcement are also available in the market for this purpose. Example: Decon Studrails, LENTON steel fortress. This system behaves similarly to a drop cap.

Decon Studrails for Punching confinement

Decon Studrails for Punching confinement

Disadvantage: It is very expensive as the special reinforced which is required for this purpose are quite expensive as compared to the conventional reinforcement. It is a complex process and have long lead time. This type of reinforcement is also not easily available in some areas. It also required skilled labour for this construction.

Special Shear reinforcement for punching

Special Shear reinforcement for punching

Design for punching shear

From the above discussion we can see that the providing the shear reinforcement is the best method to solve the problem of punching shear. So for effective control of punching shear the design is necessary. Punching stresses generally arises when a concentrated load is applied to a small area of slab. The punching stresses act along the loaded perimeter. The shear force, VEd acts over an area udeff, where

u    = the length of the perimeter. The basic perimeter, u1 is at 2deff from the column.

deff = the effective depth of the slab taken as the average of the effective depths in two orthogonal directions.

Punching Interface

Punching Interface

For the structure in which adjacent spans do not differ by more than 25 percent the lateral stability does not depend upon the frame action of slab and the column junction, the design punching stress is taken as:

  • 1.15 VEd for internal column
  • 1.4 VEd for edge column
  • 1.5 VEd for corner column

The effective moment transfer at column or slab junction should also be ensured in the punching shear design. At the column perimeter: The design steps are:

  • First we have to check that maximum punching shear stress is not exceeded, i.e. vEd < vRd, max at the column perimeter
  • Then we have to determine whether punching shear reinforcement is required, i.e. whether vEd > vRd, c at the basic perimeter, u1
  • Then we need to establish uout = the length of the perimeter where vEd = vRd, c. Perimeters within 1, 5 d from uout need to be reinforced.
  • If VEd>VRd, cs we have to provide reinforcement vEd ≤ vRd, cs.

where

  • vEd = applied shear stress. The shear force used in the verification should be the effective force taking into account any bending moment transferred into the slab
  • vRd, max = design value of the maximum punchy shear resistance, expressed as a stress
  • vRd, c = design value of punching shear resistance of a slab without punching shear reinforcement, expressed as a stress
  • vRd, cs = design value of punching shear resistance of a slab with punching shear reinforcement, expressed as a stress.
  • vRd, cs is taken as 0.75 vRd, c + 1.5 (d/sr) Asw fywd, ef (1/u1d) sin a

where:

  • Asw = area of shear reinforcement in one perimeter around the column (subject to Asw, min)
  • sr = radial spacing of perimeters of shear reinforcement
  • fywd, ef = effective design strength of reinforcement (250 + 0.25d) ≤ fywd
  • d = mean effective depth in the two orthogonal directions (in mm)
  • u1 = basic control perimeter at 2d from the loaded area
  • sin a = 1.0 for vertical shear reinforcement
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