Euler's critical load

Fig. 1: Critical stress vs slenderness ratio for steel, for E = 200 GPa, yield strength = 240 MPa.

Euler's critical load or Euler's buckling load is the compressive load at which a slender column will suddenly bend or buckle. It is given by the formula: ^[1]

$${\displaystyle P_{cr}={\frac {\pi ^{2}EI}{(KL)^{2}}}}$$

where

• ${\displaystyle P_{cr}}$, Euler's critical load (longitudinal compression load on column),
• ${\displaystyle E}$, Young's modulus of the column material,
• ${\displaystyle I}$, minimum second moment of area of the cross section of the column (area moment of inertia),
• ${\displaystyle L}$, unsupported length of column,
• ${\displaystyle K}$, column effective length factor

This formula was derived in 1744 by the Swiss mathematician Leonhard Euler. ^[2] The column will remain straight for loads less than the critical load. The critical load is the greatest load that will not cause lateral deflection (buckling). For loads greater than the critical load, the column will deflect laterally. The critical load puts the column in a state of unstable equilibrium. A load beyond the critical load causes the column to fail by buckling. As the load is increased beyond the critical load the lateral deflections increase, until it may fail in other modes such as yielding of the material. Loading of columns beyond the critical load are not addressed in this article.

Johnson's parabolic formula, an alternative used for low slenderness ratios was constructed by John Butler Johnson (1850–1902) in 1893. ^[3]

Assumptions of the model

Fig. 2: Column effective length factors for Euler's critical load. In practical design, it is recommended to increase the factors as shown above.

The following assumptions are made while deriving Euler's formula: ^[4]

1. The material of the column is homogeneous and isotropic.
2. The compressive load on the column is axial only.
3. The column is free from initial stress.
4. The weight of the column is neglected.
5. The column is initially straight (no eccentricity of the axial load).
6. Pin joints are friction-less (no moment constraint) and fixed ends are rigid (no rotation deflection).
7. The cross-section of the column is uniform throughout its length.
8. The direct stress is very small as compared to the bending stress (the material is compressed only within the elastic range of strains).
9. The length of the column is very large as compared to the cross-sectional dimensions of the column.
10. The column fails only by buckling. This is true if the compressive stress in the column does not exceed the yield strength ${\displaystyle \sigma _{y}}$ (see figure 1): $${\displaystyle \sigma ={\frac {P_{cr}}{A}}={\frac {\pi ^{2}E}{(L_{e}/r)^{2}}}<\sigma _{y}}$$ where:
    • ${\textstyle {L_{e}}/{r}}$ is the slenderness ratio,
    • ${\displaystyle L_{e}=KL}$ is the effective length,
    • ${\textstyle r={\sqrt {I/A}}}$ is the radius of gyration,
    • ${\displaystyle I}$ is the second moment of area (area moment of inertia),
    • ${\displaystyle A}$ is the area cross section.

For slender columns, the critical buckling stress is usually lower than the yield stress. In contrast, a stocky column can have a critical buckling stress higher than the yield, i.e. it yields prior to buckling.

Mathematical derivation

Pin ended column

The following model applies to columns simply supported at each end (${\displaystyle K=1}$).

Firstly, we will put attention to the fact there are no reactions in the hinged ends, so we also have no shear force in any cross-section of the column. The reason for no reactions can be obtained from symmetry (so the reactions should be in the same direction) and from moment equilibrium (so the reactions should be in opposite directions).

Using the free body diagram in the right side of figure 3, and making a summation of moments about point x: $${\displaystyle \Sigma M=0\Rightarrow M(x)+Pw=0}$$ where w is the lateral deflection.

According to Euler–Bernoulli beam theory, the deflection of a beam is related with its bending moment by: $${\displaystyle M=-EI{\frac {d^{2}w}{dx^{2}}}.}$$

Fig. 3: Pin ended column under the effect of Buckling load

so: $${\displaystyle EI{\frac {d^{2}w}{dx^{2}}}+Pw=0}$$

Let ${\displaystyle \lambda ^{2}={\frac {P}{EI}}}$, so: $${\displaystyle {\frac {d^{2}w}{dx^{2}}}+\lambda ^{2}w=0}$$

We get a classical homogeneous second-order ordinary differential equation.

The general solutions of this equation is: ${\displaystyle w(x)=A\cos(\lambda x)+B\sin(\lambda x)}$, where ${\displaystyle A}$ and ${\displaystyle B}$ are constants to be determined by boundary conditions, which are:

• Left end pinned: ${\displaystyle w(0)=0\rightarrow A=0}$
• Right end pinned: ${\displaystyle w(\ell )=0\rightarrow B\sin(\lambda \ell )=0}$

Fig. 4: First three modes of buckling loads

If ${\displaystyle B=0}$, no bending moment exists and we get the trivial solution of ${\displaystyle w(x)=0}$.

However, from the other solution ${\displaystyle \sin(\lambda \ell )=0}$ we get ${\displaystyle \lambda _{n}\ell =n\pi }$, for ${\displaystyle n=0,1,2,\ldots }$

Together with ${\displaystyle \lambda ^{2}={\frac {P}{EI}}}$ as defined before, the various critical loads are: $${\displaystyle P_{n}={\frac {n^{2}\pi ^{2}EI}{\ell ^{2}}}\;,\quad {\text{ for }}n=0,1,2,\ldots }$$ and depending upon the value of ${\displaystyle n}$, different buckling modes are produced ^[5] as shown in figure 4. The load and mode for n=0 is the nonbuckled mode.

Theoretically, any buckling mode is possible, but in the case of a slowly applied load only the first modal shape is likely to be produced.

The critical load of Euler for a pin ended column is therefore: $${\displaystyle P_{cr}={\frac {\pi ^{2}EI}{\ell ^{2}}}}$$ and the obtained shape of the buckled column in the first mode is: $${\displaystyle w(x)=B\sin \left({\pi \over \ell }x\right).}$$

General approach

Fig. 5: forces and moments acting on a column.

The differential equation of the axis of a beam ^[6] is: $${\displaystyle {\frac {d^{4}w}{dx^{4}}}+{\frac {P}{EI}}{\frac {d^{2}w}{dx^{2}}}={\frac {q}{EI}}}$$

For a column with axial load only, the lateral load ${\displaystyle q(x)}$ vanishes and substituting ${\displaystyle \lambda ^{2}={\frac {P}{EI}}}$, we get: $${\displaystyle {\frac {d^{4}w}{dx^{4}}}+\lambda ^{2}{\frac {d^{2}w}{dx^{2}}}=0}$$

This is a homogeneous fourth-order differential equation and its general solution is $${\displaystyle w(x)=A\sin(\lambda x)+B\cos(\lambda x)+Cx+D}$$

The four constants ${\displaystyle A,B,C,D}$ are determined by the boundary conditions (end constraints) on ${\displaystyle w(x)}$, at each end. There are three cases:

1. Pinned end:

   ${\displaystyle w=0}$ and ${\displaystyle M=0\rightarrow {d^{2}w \over dx^{2}}=0}$

2. Fixed end:

   ${\displaystyle w=0}$ and ${\displaystyle {dw \over dx}=0}$

3. Free end:

   ${\displaystyle M=0\rightarrow {d^{2}w \over dx^{2}}=0}$ and ${\displaystyle V=0\rightarrow {d^{3}w \over dx^{3}}+\lambda ^{2}{dw \over dx}=0}$

For each combination of these boundary conditions, an eigenvalue problem is obtained. Solving those, we get the values of Euler's critical load for each one of the cases presented in Figure 2.

See also

• Buckling
• Bending moment
• Bending
• Euler–Bernoulli beam theory

References

1. "Column Buckling | MechaniCalc". mechanicalc.com. Retrieved 2020-12-27.
2. Euler, Leonard (1744). Methodus inveniendi lineas curvas maximi minimive proprietate gaudentes sive solutio problematis isoperimetrici latissimo sensu accepti [A method of finding curved lines enjoying the maximum-minimum property, or the solution of the isoperimetric problem in the broadest sense] (in Latin). Geneva, Switzerland: Marc Michel Bousquet et Cie. pp. 267–268. From pp. 267-268: "37. Quae ante de specie prima sunt annotata inservire possunt viribus columnarum dijudicandis. […] contra vero si pondus P fuerit majus, columna incurvationi resistere non poterit." (37. Those [things] which have been noted before about the first type can serve in judging the strength of columns. So let the column AB be placed vertically on the base A, bearing the load P. For if the column is already arranged in such a way that it cannot slide [away] from the load P, [then] if [the load] will have been too great, there will be nothing else to fear except the bending of the column; in this case, therefore, the column may be regarded as endowed with elasticity. Therefore let the absolute elasticity of the column = Ekk, and its height AB = 2f = a; and [in] §25 above [p. 261] we have seen that the required bending force on this column or the minimum [load that is required to bend this column] = ππ Ekk/4ff = ππ Ekk/aa. Thus, unless the load P being carried is greater than Ekk/aa, absolutely no bending will have to be feared; but on the other hand, if the load P will have been greater, the column will not be able to resist bending.)
3. Committee E-1, ed. (1967-01-01). Test Methods for Compression Members. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International. doi:10.1520/stp419-eb. ISBN   978-0-8031-6174-0.
4. "Twelve Viva Questions on Columns and Struts". Engineering Tutorials. 2015-03-28. Retrieved 2020-12-27.
5. "Buckling of Columns" (PDF). Archived from the original (PDF) on 2015-05-28.
6. Timoshenko, S. P. & Gere, J. M. (1961). Theory of Elastic Stability (2 ed.). McGraw-Hill.