The load w is distributed throughout the beam span, having constant magnitude and direction. Its dimensions are force per length. The total amount of force applied to the beam is W=w L , where L the span length. Either the total force W or the distributed force per length w may be given, depending on the circumstances.

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The last two assumptions satisfy the kinematic requirements for the Euler Bernoulli beam theory that is adopted here too.

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In the following table, the formulas describing the static response of the simple beam under a linearly varying (triangular) distributed load, ascending from the left to the right, are presented.

The static analysis of any load carrying structure involves the estimation of its internal forces and moments, as well as its deflections. Typically, for a plane structure, with in plane loading, the internal actions of interest are the axial force N , the transverse shear force V and the bending moment M . For a simply supported beam that carries only transverse loads, the axial force is always zero, therefore it is often neglected. The calculated results in the page are based on the following assumptions:

This is the most generic case. The formulas for partially distributed uniform and triangular loads can be derived by appropriately setting the values of w_1 and w_2 . Furthermore, the respective cases for fully loaded span, can be derived by setting a and b to zero.

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The load is distributed to a part of the beam span, with constant magnitude w , while the remaining span is unloaded. The dimensions of w are force per length. The total amount of force applied to the beam is W=\left(L-a-b\right)w , where L the span length and a , b the unloaded lengths at the left and right side of the beam, respectively.

The values of w_1 and w_2 can be freely assigned. It is not mandatory for the former to be smaller than the latter. They may take even negative values (one or both of them).

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This tool calculates the static response of simply supported beams under various loading scenarios. The tool calculates and plots diagrams for these quantities:

At any case, the moment application area should spread to a small length of the beam, so that it can be successfully idealized as a concentrated moment to a point. Although in the close vicinity the application area, the predicted results through the classical beam theory are expected to be inaccurate (due to stress concentrations and other localized effects), as we move away, the predicted results are perfectly valid, as stated by the Saint-Venant principle.

In the following table, the formulas describing the static response of the simple beam, under a partially distributed trapezoidal load, are presented.

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This load distribution is typical for the beams in the perimeter of a slab. The distribution is of trapezoidal shape, with maximum magnitude w at the interior of the beam, while at its two ends it becomes zero. The dimensions of (\w\) are force per length. The total amount of force applied to the beam is W=w (L-a/2-b/2) , where L the span length and a , b the lengths at the left and right side of the beam respectively, where the load distribution is varying (triangular).

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In this case, a moment is imposed in a single point of the beam, anywhere across the beam span. In practical terms, it could be a force couple, or a member in torsion, connected out of plane and perpendicular to the beam.

The load is distributed throughout the beam span, however, its magnitude is not constant but is varying linearly, starting from zero at the left end to its peak value w_1 at the right end. The dimensions of w_1 are force per length. The total amount of force applied to the beam is W={1\over2}w L , where L the span length.

For the calculation of the internal forces and moments, at any section cut of the beam, a sign convention is necessary. The following are adopted here:

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Please take in mind that the assumptions of Euler-Bernoulli beam theory are adopted, the material is elastic and the cross section is constant over the entire beam span (prismatic beam).

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In the following table, the formulas describing the static response of the simple beam, under a partially distributed uniform load, are presented.

In the following table, the formulas describing the static response of the simple beam under a varying distributed load, of trapezoidal form, are presented.

In the following table, the formulas describing the static response of the simple beam under a concentrated point force P , imposed at a random distance a from the left end, are presented.

The simply supported beam is one of the most simple structures. It features only two supports, one at each end. One pinned support and a roller support. Both of them inhibit any vertical movement, allowing on the other hand, free rotations around them. The roller support also permits the beam to expand or contract axially, though free horizontal movement is prevented by the other support.

The load is distributed throughout the beam span, having linearly varying magnitude, starting from w_1 at the left end, to w_2 at the right end. The dimensions of w_1 and w_2 are force per length. The total amount of force applied to the beam is W={L\over2}(w_1+w_2) , where L the span length.

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These rules, though not mandatory, are rather universal. A different set of rules, if followed consistently would also produce the same physical results.

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In the following table, the formulas describing the static response of the simple beam under a concentrated point moment M , imposed at a distance a from the left end, are presented.

Removing any of the supports or inserting an internal hinge, would render the simply supported beam to a mechanism, that is body the moves without restriction in one or more directions. Obviously this is unwanted for a load carrying structure. Therefore, the simply supported beam offers no redundancy in terms of supports. If a local failure occurs the whole structure would collapse. These type of structures, that offer no redundancy, are called critical or determinant structures. To the contrary, a structure that features more supports than required to restrict its free movements is called redundant or indeterminate structure.

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In the following table, the formulas describing the static response of the simple beam under a uniform distributed load w are presented.

In the following table, the formulas describing the static response of the simple beam under a trapezoidal load distribution, as depicted in the schematic above, are presented.

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The force is concentrated in a single point, anywhere across the beam span. In practice however, the force may be spread over a small area. In order to consider the force as concentrated, though, the dimensions of the application area should be substantially smaller than the beam span length. In the close vicinity of the force, stress concentrations are expected and as result the response predicted by the classical beam theory maybe inaccurate. This is only a local phenomenon however, and as we move away from the force location, the discrepancy of the results becomes negligible.

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The values of w_1 and w_2 can be freely assigned. It is not mandatory for the former to be smaller than the latter. They may take even negative values (one or both of them).

The load is distributed to a part of the beam span, having linearly varying magnitude from w_1 to w_2 , while the remaining span is unloaded. The dimensions of w_1 and w_2 are force per length. The total amount of force applied to the beam is W={L-a-b\over2}(w_1+w_2) , where L the span length and a , b the unloaded lengths at the left and right side of the beam respectively.

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The force is concentrated in a single point, located in the middle of the beam. In practice however, the force may be spread over a small area, although the dimensions of this area should be substantially smaller than the beam span length. In the close vicinity of the force application, stress concentrations are expected and as result the response predicted by the classical beam theory is maybe inaccurate. This is only a local phenomenon however. As we move away from the force location, the results become valid, by virtue of the Saint-Venant principle.

The orientation of the triangular load is important! The formulas presented in this section have been prepared for the case of an ascending load (left-to-right), as shown in the schematic. For a descending load you may mirror the beam, so that its left end (point A) is the least loaded one. The x axis and all results will be mirrored too.

In the following table, the formulas describing the static response of the simple beam under a concentrated point force P , imposed in the middle, are presented.