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Built in Beams

The bending of Built in Beams fixed at both ends.
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A Beam is said to be Built-in or 'encastre' when both ends are rigidly fixed so that the slope remains horizontal - It is normal for both ends to be at the same level. In other words, it is assumed that built in beams have zero slope at each end, and therefore the total change of slope along the span is zero.

In general terms, all other geometrical aspects remaining the same, a built in beam is considered stronger than a simply supported beam . As built in beams are statically indeterminate, techniques such as linear superposition are often used to solve problems associated with them. The bending moment for a loaded built in beam is normally maximum at the end joints.

In this section we look at the Moment-Area method, and the Macaulay method (calculus method) to calculate the fixing moments and the end reaction.

Moment-area Method For Built In Beams

It follows from the Moment-Area method (See Bending of Beams Part 3) that since the change of slope from end to end and the intercept z are both zero, then: and,

It is easier to consider the Bending Moment diagram for the Built in Beam in the diagram as the algebraic sum of two parts. The first considers the beam to be Simply Supported (b), and the second, due to the end moments which must be introduced to bring the slopes back to zero (c). The area and end reactions obtained, if freely supported, will be referred to as The Free Moment Diagram and the Free reactions A_1, R_1 and R_2.

The Fixing Moments at the ends are \displaystyle M_a and M_b and in order to maintain equilibrium when \displaystyle M_a and M_b are unequal, the reactions \displaystyle R = \frac{(M_a - M_b)}{l} are introduced. These are upwards on the left-hand end and downwards on the right.

Due to \displaystyle M_a, M_b and R the Bending Moment at a distance x from the left-hand end is given by:

M_x\;= - M_a + R\;x\;= - M_a + \left\{\frac{M_a - M_b}{l} \right\}\;x

This gives a straight line going from a value of \displaystyle - M_a at x = 0 to - M_b at x = l. From this can be drawn the Fixing Moment Diagram \displaystyle A_2 (See d).

For the downward loads \displaystyle A_1 is a positive area (Sagging BM) and \displaystyle A_2 is a negative area (Hogging BM). Consequently, equations (1) and (2) reduce to:

A_1 = A_2
And A_1\;\bar{a}_1 = A_2 \;\bar{a}_2 (Numerically)

These give rise to two important statements:-

  • Area of the Free Moment Diagram = Area of the Fixing Moment Diagram.
  • The Moments of Areas of Free and Fixing Diagrams are equal.

It may be necessary to break down the areas still further to obtain convenient triangles and parabolas.

These two equations allow \displaystyle M_a and M_b to be found and the total reactions at the ends are :

R_a = R_1 + R = R_1 + \displaystyle\frac{M_a - M_b}{l}

And \;\;\;\;\;R_b = R_2 - R = R_2 - \displaystyle\frac{M_a - M_b}{l}

The Combined Bending Moment Diagram (e) is the Algebraic sum of the two components.


Example - Example 1
Obtain expressions for the Maximum Bending Moment and deflection of a beam of length l and a flexural rigidity EI. The Beam is fixed horizontally at both ends ( built in) and carries a load W which is:
  • a) Concentrated at mid-span.
  • b) Uniformly distributed over the whole beam.
  • a) Concentrated Load


The Fixing Moment at both ends are equal and the area of the diagram is therefore M\;l = A_2

The free Moment diagram is a triangle with a maximum ordinate of \displaystyle \frac{W\;l}{4}

\displaystyle \therefore\;\;\;\;\;\;\;A_1 = \frac{1}{2}\;\left( \frac{W\;l}{4}\right)\;l = \frac{W\;l^2}{8}

From Equation (1) \displaystyle A_1 = A_2

\therefore\;\;\;\;\;\;M = \frac{W\;l}{8}

Thus the combined Bending Moment diagram is as shown in the lower diagram. The Maximum Bending Moment is \displaystyle M = \frac{W\;l}{8} and occurs at the ends (Hogging) and the Centre (Sagging).

By taking Moment-Areas about one end for half the beam, the intercept gives the deflection as:

y = \frac{[\displaystyle\frac{1}{2}\left(\displaystyle\frac{W\;l}{4} \right)\left(\displaystyle\frac{l}{2} \right)]^{\frac{2}{3}} - M\left(\displaystyle\frac{l}{2} \right)\displaystyle\frac{l}{4}}{E\;I}= \frac{W\;l^3}{192\;E\;I}

  • b) Uniform Load


This time the Free Moment diagram is a parabola and the area is given by:

A_1 = \frac{2}{3}\;\left(\frac{w\;l^2}{8} \right)l = \frac{w\;l^3}{8}

The Area of the Fixing Moment diagram \displaystyle A_2 is M\;l

Equating the areas of the Free and Fixing Moment diagrams gives M = \displaystyle\frac{w\;l^2}{12}

This is the Maximum Bending Moment.

As before the intercept about one end gives the deflection

y = \frac{[\displaystyle\frac{2}{3}\left(\displaystyle\frac{w\;l^2}{8} \right)\left(\displaystyle\frac{l}{2} \right)]^{\frac{5}{8}}\times \displaystyle\frac{l}{2}}{E\;I}= \frac{w\;l^4}{384\;E\;I}

Note: In comparing this equation with that shown in "Bending of Beams" Appendix 3 it must be remembered that w is the weight per unit length and that W is the total weight. i.e. \displaystyle W = w\;l
  • a) y = \displaystyle\frac{[\displaystyle\frac{1}{2}\left(\displaystyle\frac{W\;l}{4} \right)\left(\displaystyle\frac{l}{2} \right)]^{\frac{2}{3}} - M\left(\displaystyle\frac{l}{2} \right)\displaystyle\frac{l}{4}}{E\;I}= \frac{W\;l^3}{192\;E\;I}
  • b) y = \displaystyle\frac{[\displaystyle\frac{2}{3}\left(\displaystyle\frac{w\;l^2}{8} \right)\left(\displaystyle\frac{l}{2} \right)]^{\frac{5}{8}}\times \displaystyle\frac{l}{2}}{E\;I}= \frac{w\;l^4}{384\;E\;I}

Macaulay Method

When the Bending Moment diagram does not lend itself to simplification into convenient areas, it may be quicker to use the calculus method (See Bending of Beams Part 3). This also has the advantage of giving the Fixing Moments and end Reactions directly, and enables the maximum deflection to be found.


Example - Example 1
A Beam of uniform Section is built in at each end and has a span of 20 ft. It carries a uniformly distributed load of \displaystyle\frac{3}{4} ton/ft on the left hand half together with a 12 ton load at 25 ft. from the left hand end.

Find the end reactions and Fixing Moments and the magnitude and position of the maximum deflection.

E = 30\times 10^6lbs.in^{-2} and I = 500in.^4


Taking the Origin at the left hand end and let the Fixing Moments be \displaystyle M_a and M_b . The Reactions \displaystyle R_a and R_b.

E\;I\;\frac{d^2y}{dx^2}\;= - M_a + R_ax - \frac{3}{4}\times \frac{x^2}{2} + \frac{3}{4}\frac{(x - 10)^2}{2} - 12(x - 15)


E\;I\;\frac{dy}{dx}\;= - M_ax + R_a\frac{x^2}{2} - \frac{x^3}{8} + \frac{(x - 10)^3}{8} - 6(x - 15)^2 + A

When x = 0 \displaystyle\frac{dy}{dx} = 0 \;\therefore\;A = 0


E\;I\;y\;= - M_a\frac{x^2}{2} + R_a\frac{x^3}{6} - \frac{x^4}{32} + \frac{(x - 10)^4}{8} - 2(x - 15) + B

When x = 0 y = 0 \;\therefore B = 0

Also when x = 20 \displaystyle\frac{dy}{dx} = 0 and y = 0

\therefore\;\;\; - M_a\times20 + R_a\times \frac{20^2}{2} - \frac{20^3}{8} + \frac{10^3}{8}\;-6\times 5^2 = 0

\therefore\;\;\; - M_a\times\frac{20^2}{2} + R_a\times \frac{20^3}{6} - \frac{20^4}{32} + \frac{10^4}{32}\;-2\times 5^3 = 0

Subtracting equation (2) from (1)

\frac{10}{3}R_a = \frac{425}{16}

Thus, R_a = 7.97\;tons

From equation (1)

M_a = 28.45\;tons-ft.

But R_a + R_b = Total downwards Load = 19.5\;tons

\therefore\;\;\;\;\;\;R_b = 11.53\;tons

And - M_b = Value of B.M. at x = 20

= - 28.45 + 7.97\times 20 - \frac{3\times 20^2}{8} + \frac{3\times 10^2}{8} - 12\times 5 = -41.55\;tons-ft.

Since the concentrated load is greater than the total concentrated load and acts at an equal distance from the nearest end, it may be deduced that zero slope occurs at a value between 10 and 15 ft.

\therefore\;\;\;\;\;E\;I\;\frac{dy}{dx}\;= - 28.45x + 7.97\times20 - \frac{x^3}{8} + \frac{(x - 10)^3}{8} = 0

x^2(3.98 - 3.75) - x(28.75 - 37.5) - 125 = 0

0.235x^2 + 9.05x - 125 = 0

Solving this quadratic gives:

x = 10.8\;ft.

Substituting this value in the deflection equation gives:-

E\;I\;y\;= - \frac{28.45\times10.8^2}{2} + \frac{7.97\times10.8^3}{6} - \frac{10.8^4}{32} + 0.8^432\;= - 414\;tons-ft.

Thus the maximum deflection is given by:

\hat{y} = \frac{414\times 12^3}{13200\times 500} = 0.109\;in.