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An axis in the cross section of a beam or shaft or the like along which there are no longitudinal stresses / strains. If the section is symmetric and is not curved before the bend occurs then the neutral axis is at the geometric centroid. All fibers on one side of the neutral axis are in a state of tension, while those on the opposite side are in compression## See also

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Since the beam is undergoing uniform bending, it is obvious that a plane on the beam remains plane, that is:

$gamma\_\{xy\}=gamma\_\{zx\}=tau\_\{xy\}=tau\_\{xz\}=0$

Where γ is the shear strain and τ is the shear stress

There is a tensile (positive) strain at the top of the beam, and a compressive (negative) strain at the bottom of the beam. Therefore by the Intermediate Value Theorem, there must be some point in between the top and the bottom that has no strain, since the strain in a beam is a continuous function.

Let L be the original length of the beam. ε(y) is the strain as a function of coordinate on the face of the beam. σ(y) is the stress as a function of coordinate on the face of the beam. ρ is the radius of curvature of the beam. θ is the bend angle

Since the bending is uniform and pure, there is therefore at a distance y from the neutral axis with the inherent property of having no strain:

$epsilon\_x(y)=frac\{L-L(y)\}\{L\}\; =\; frac\{theta,(rho,\; -\; y)\; -\; theta\; rho\; ,\}\{theta\; rho\; ,\}\; =\; frac\{-ytheta\}\{rho\; theta\}\; =\; frac\{-y\}\{rho\}$

Therefore the longitudinal normal strain $epsilon\_x$ varies linearly with the distance y from the neutral surface. Denoting $epsilon\_m$ as the maximum strain in the beam (at a distance c from the neutral axis), it becomes clear that:

$epsilon\_m\; =\; frac\{c\}\{rho\}$

Therefore, we can solve for ρ, and find that:

$rho\; =\; frac\{c\}\{epsilon\_m\}$

Substituting this back into the original expression, we find that:

$epsilon\_x(y)\; =\; frac\; \{-epsilon\_my\}\{c\}$

Due to Hooke's Law, the stress in the beam is proportional to the strain by E, the modulus of Elasticity:

$sigma\_x\; =\; Eepsilon\_x,$

Therefore:

$Eepsilon\_x(y)\; =\; frac\; \{-Eepsilon\_my\}\{c\}$

$sigma\_x(y)\; =\; frac\; \{-sigma\_my\}\{c\}$

From statics, a moment (i.e. pure bending) consists of equal and opposite forces. Therefore, the total amount of stress across the cross section must be 0.

$int\; sigma\_x\; dA\; =\; 0$

Therefore:

$int\; frac\; \{-sigma\_my\}\{c\}\; dA\; =\; 0$

Since y denotes the distance from the neutral axis to any point on the face, it is the only variable that changes with respect to dA. Therefore:

$int\; y\; dA\; =\; 0$

Therefore the first moment of the cross section about its neutral axis must be zero. Therefore the neutral axis lies on the centroid of the cross section.

Note that the neutral axis does not change in length when under bending. It may seem counterintuitive at first, but this is because there are no bending stresses in the neutral axis. However, there are shear stresses (τ) in the neutral axis, zero in the middle of the span but increasing towards the supports, as can be seen in this function;

- $tau\; =\; (T\; *\; Q)\; div\; (w\; *\; I)$

where

T = shear force

Q = first moment of area of the section above/below the neutral axis

w = width of the beam

I = second moment of area of the beam

This definition is suitable for the so-called long beams, i.e. its length is much larger than the other two dimensions.

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Last updated on Saturday September 06, 2008 at 13:49:59 PDT (GMT -0700)

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This article is licensed under the GNU Free Documentation License.

Last updated on Saturday September 06, 2008 at 13:49:59 PDT (GMT -0700)

View this article at Wikipedia.org - Edit this article at Wikipedia.org - Donate to the Wikimedia Foundation

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