Solving indeterminate beam by method of consistent defromation

Problem 7-1

The propped cantilever with applied loading is shown in figure 7-1(a). Find the support reactions and draw  Bending moment diagram. 

Figure 7-1(a)

Solution:

The free body diagram of this structure in fig 7-1(b) shows that  the given propped cantilever has 3 support reactions (Ay, By, MB)  whereas there are only 2 equations of equilibrium (ΣFy = 0 and ΣMz = 0) available for this structure. Therefore it is statically indeterminate of degree one.

Figure 7-1(b)

To solve for the unknown reaction of this structure we need one more equation which can be obtained by compatibility. It is evident that deflection at A is zero. Considering Ay as redundant R and applying principle of superposition we get;

Total deflection at A is equal to the sum of deflection due to applied loading and deflection due to redundant R (refer to figure 7-1(c).

Figure 7-1(c)

Deflection at A due to applied loading = wL4 /8EI = (10 x 44)/8EI  

Deflection at A due to redundant R = (R x 43)/3EI  

Taking downward deflection as negative and upward as positive and applying principle of superposition.

ΣδA = (R x 43)/3EI  - (10 x 44)/8EI

But ΣδA = 0 as the support A is a rigid support.

Therefore (R x 43)/3EI  - (10 x 44)/8EI  = 0

R = {(10 x 44)/8EI} / { ( 43)/3EI}

Hence R = 15 kN

Now we can easily determine the other reactions

 By  = 10 x 4 - 15 = 25 kN

 MB= 15x4 - 10x4x2 = - 20 kNm               (clockwise)

The resultant bending moment diagram shown in figure 7-1(d) is drawn by superimposing the negative moment diagram over the positive moment diagram. The positive moment diagram will be parabolic (due to udl) whereas negative moment diagram will be a straight line (due to point load)

Fig 7-1(d|)

The resultant BMD shows that this beam will have a point of contra-flexure (also known as point of inflection) which can be determined in a simple way by writing the equation of bending moment at a distance 'x' and equating it to zero because the bending moment is equal to zero at the point of contra-flexure.

Mx = 15x -10x2 /2 = 0

Therefore x = 3m from the prop A,

It is clear from the resultant BMD that the maximum bending moment value is greatly reduced.

You can also use our deflection calculator for calculating deflection to solve this problem

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