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# Multiple Continuous Beams

The deflection of Continuous Beams with more than one span.

## Continuous Beams

When a Beam is carried on three or more supports it is said to be Continuous. It is possible to use an extension of the Moment-Area method ( See "Bending of Beams Part 3") to obtain a relationship between the Bending Moments at three points (Usually Supports.)

A beam is a horizontal structural element that is capable of withstanding load primarily by resisting bending. The bending force induced into the material of the beam as a result of the external loads, own weight, span and external reactions to these loads is called a bending moment.

On the drawing the areas $\inline&space;A_1$ and $\inline&space;A_2$ are the Free Bending Moment areas obtained by treating the Beam as over two separate spans $\inline&space;l_1$ and $\inline&space;l_2$ . If the actual Bending Moments at these points are $\inline&space;M_1$, $\inline&space;M_2$ and $\inline&space;M_3$. Then a Fixing Moment diagram consisting of two trapezia can be introduced and the actual Bending Moment will be the Algebraic sum of the two diagrams.

In the lower figure the Elastic Line of the deflected Beam is shown.

The deflections $\inline&space;\delta&space;_1$ and $\inline&space;\delta&space;_2$ are measure relative to the left hand support and are positive upwards. $\inline&space;\displaystyle&space;\theta$ is the slope of the beam over the central support and $\inline&space;Z_1$ and $\inline&space;Z_2$ are the intercepts for $\inline&space;l_1$ and $\inline&space;l_2$

$\therefore\;\;\;\;\;\;\theta&space;&space;=&space;\frac{Z_1&space;+&space;\delta&space;_1}{l_1}&space;=&space;\frac{Z_2\;+\[\delta&space;_2&space;-&space;\delta&space;_1]}{l_2}$

Note. This assumes that the slopes everywhere are small.

$\frac{A_1\bar{x}_1&space;-&space;(\displaystyle\frac{M_1\;l_1}{2})(\displaystyle\frac{2\;l_1}{3})&space;-&space;(\displaystyle\frac{M_2l_1}{2})(\displaystyle\frac{2\;l_1}{3})}{E\;I}&space;+&space;\frac{\delta&space;_1}{l_1}$

$\;\;\;\;\;\;\;=&space;-&space;\frac{A_2\bar{x}_2&space;+&space;(\displaystyle\frac{M_3&space;l_2}{2})(\displaystyle\frac{2\;l_2}{3})&space;+&space;(\displaystyle\frac{M_2l_2}{2})(\displaystyle\frac{2\;l_2}{3})}{E\;I}&space;+&space;\frac{\delta&space;_2&space;-&space;\delta&space;_1}{l_1}$

Note that $\inline&space;\displaystyle&space;Z_2$ is a negative intercept.

The above equation can be written as:

$\frac{M_1\;l_1}{I_1}&space;+&space;2M_2\left(\frac{l_1}{I_1}&space;+&space;\frac{l_2}{I_2}&space;\right)&space;+&space;\frac{M+3\;l_2}{I_2}\;&space;=&space;6\left(\frac{A_1\bar{x}_1}{I_1\;l_1}&space;+&space;\frac{A_2\;\bar{x}_2}{I_2\;l_2}&space;\right)&space;+&space;6E\;\left[\left(\frac{\delta&space;_1}{l_1}\right)&space;+&space;\left(\frac{\delta&space;_1&space;-&space;\delta&space;_2}{l_2}&space;\right)&space;\right]$

If $\inline&space;\displaystyle&space;I_1&space;=&space;I_2$

$M_1\;l_1&space;+&space;2M_2(l_1&space;+&space;l_2)&space;+&space;M_3\;l_2&space;=&space;6\left(\frac{A_1\bar{x}_1}{l_2}&space;\right)&space;+&space;6\;E\;I\left[&space;\frac{\delta&space;_1}{l_1}&space;+&space;\frac{\delta&space;_1&space;-&space;\delta&space;_2}{l_2}\right]$

If the supports are at the same level:

$M_1\;l_1&space;+&space;2M_2(&space;l_1&space;&space;+&space;l_2)&space;+&space;M_3\;l_2&space;=&space;6\left(\frac{A_1\bar{x}_1}{l_2}&space;\right)&space;+&space;6\;E\;I\left(\frac{A_1\bar{x}_1}{l_1}&space;+&space;\frac{A_2\;\bar{x}_2}{l_2}&space;\right)$

If the Ends are Simply Supported then $\inline&space;\displaystyle&space;M_1&space;=&space;M_3&space;=&space;0$

$M_2(l_1&space;+&space;l_2)&space;=&space;3\;\left(\frac{A_1\;\bar{x}_1}{l_1}&space;+&space;\frac{A_2\;\bar{x}_2}{l_2}&space;\right)$

## Clapeyron's Equation Or The Equation Of Three Moments

Span is the distance between two intermediate supports for a structure, e.g. a beam or a bridge.

Equation (1) is the most general form of The Equation of Three Moments. Equations (2) (3) and (4) are simplifications to meet particular needs. Of these Equation (3) is the form most frequently required.

Example:
[imperial]
##### Example - Example 1
Problem
A Beam Ad 60 ft. long rests on supports at $\inline&space;A$, $\inline&space;B$, and $\inline&space;C$ which are at the same level. $\inline&space;AB&space;=&space;24&space;ft.$ and $\inline&space;BC&space;=&space;30&space;ft.$ The loading is 1 ton/ft. throughout and in addition a concentrated load of 5 tons acts at the mid-point of $\inline&space;AB$ and a load of 2 tons acts at $\inline&space;D$

Draw the Shear Force and Bending Moment diagrams.
Workings
$M_a&space;=&space;0$

$M_c&space;=&space;2\times6&space;+&space;6\times3&space;=&space;30\;tons-ft.$

Applying Equation (3) to the span $\inline&space;A\;B\;C$

$2M_b\times&space;54&space;+&space;30\times30&space;=$
$=&space;6\left[\left(\frac{1}{2}\times\frac{5\times24}{4}\times24&space;\right)\times\frac{12}{24}&space;+&space;\left(\frac{2}{3}\times\frac{24^2}{8}\times24&space;\right)\times\frac{12}{24}\;&space;+\;\left(\frac{2}{3}\times\frac{30^2}{8}\times30&space;\right)\times\frac{15}{30}&space;\right]$

$=&space;6\times1881$

$\therefore\;\;\;\;\;\;\;M_b&space;=&space;96.2\;tons-ft.$

The Bending Moment at mid-point of $\inline&space;AB$

$=&space;5\times&space;\frac{24}{4}&space;+&space;\frac{24^2}{8}&space;-&space;\frac{M_b}{2}&space;=&space;53.9\;tons-ft.$

The Bending Moment at the mid-point of $\inline&space;BC$

$=&space;\frac{30^2}{8}&space;-&space;\frac{1}{2}\left(M_b&space;+&space;30&space;\right)&space;=&space;49.4\;tons-ft.$

To find the reactions at the supports:

$\inline&space;M_b\;=&space;-&space;R_a\times&space;24&space;+&space;24\times&space;12&space;+&space;5\times&space;12$ for $\inline&space;A\;B$

$\inline&space;M_b\;=&space;-&space;R_c\times&space;30&space;+&space;36\times&space;18&space;+&space;2\times&space;36$ for $\inline&space;B\;C\;D$

$\therefore\;\;\;\;\;\;R_a&space;=&space;\left(\frac{288&space;+&space;60&space;-&space;96.2}{24}&space;\right)&space;=&space;10.49\;tons\;\;\;\;say&space;\;10.5\;tons$

And $\inline&space;R_c&space;=&space;\left(\displaystyle\frac{540&space;+&space;72&space;-&space;96.2}{30}&space;\right)&space;=&space;21.5\;tons$

By difference,

$R_b&space;=&space;60&space;+&space;5\;+2&space;-&space;10.5&space;-&space;21.5&space;=&space;35\;tons$

From the Shear Force diagram it can be seen that the maximum Bending Moment occurs either at a distance of 13.5 ft. from $\inline&space;C$ where:

$M&space;=&space;21.5\times&space;13.5&space;-&space;\frac{19.5^2}{2}&space;-&space;2\times19.5&space;=&space;62\;tons-ft.$

Or at a distance of 10.5 ft. from $\inline&space;A$ where:

$M&space;=&space;10,5\times&space;10.5&space;-&space;\frac{10.5^2}{2}&space;=&space;55.2\;tons-ft.$

The combined Bending Moment diagram is shown at the bottom of the sketch.

## Beams With More Than Two Spans.

Where a Beam extends over more than three Supports the Equation of Three Moments is applied to each group of three in turns. In general if there are $\inline&space;n$ Supports there will be $\inline&space;n&space;-&space;2$ unknown Bending Moments ( excluding the Ends) and $\inline&space;n&space;-&space;2$ equations to solve simultaneously.
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