8.2 approximate inelastic moment redistribution

A beam that is reliably restrained at one or both ends by connection to other members or by a support will have reserve capacity past yielding at the point with the greatest moment predicted by an elastic analysis. The additional capacity is the result of inelastic redistribution of moments. This Specification bases the design of the member on providing a resisting moment greater than the demand represented by the greatest moment predicted by the elastic analysis. This approach ignores the reserve capacity associated with inelastic redistribution. The 10% reduction of the greatest moment, predicted by elastic analysis with the accompanying 10% increase in the moment on the reverse side of the moment diagram, is an attempt to account approximately for this reserve capacity.

This adjustment is appropriate only for cases where the inelastic redistribution of moments is possible. For statically determinate spans (e.g., beams that are simply supported at both ends or for cantilevers), redistribution is not possible; therefore, the adjustment is not allowable in these cases. Members with fixed ends or beams continuous over a support can sustain redistribution. Members with cross sections that are unable to accommodate the inelastic rotation associated with the redistribution

(e.g., because of local buckling) are also not permitted to use this redistribution. Thus, only compact sections qualify for redistribution in this Specification.

An inelastic analysis will automatically account for any redistribution; therefore, the redistribution of moments only applies to moments computed from an elastic analysis.

The 10% reduction rule applies only to beams. Inelastic redistribution is possible in more complicated structures, but the 10% amount is only verified, at present, for beams. For other structures, the provisions of Appendix 1, Section 1.3, should be used.

To further accommodate the inelastic rotation associated with the moment redistribution, unbraced lengths must also be limited to a maxium unbraced length of $L_{m}$ . The magnitude of $L_{m}$ is often larger than $L_{p}$ , because the $L_{m}$ expression accounts for moment gradient directly, while designs based upon an elastic analysis rely on $C_{b}$ factors from Section F1.1 to account for the benefits of moment gradient. Equations A-8-9 and A-8-10 define the maximum permitted unbraced length in the vicinity of redistributed moment for doubly symmetric and singly symmetric I-shaped members with a compression flange area equal to or larger than the tension flange area bent about their major axis, and for solid rectangular bars and symmetric box beams bent about their major axis, respectively. In general, these provisions have been a part of the AISC Specification since the 1949 edition (AISC, 1949). Equations A-8-9 and A-8-10 are identical to those in Appendix 1 of the 2005 AISC Specification (AISC, 2005b) and the 1999 LRFD Specification (AISC, 2000b), and are based on research reported in Yura et al. (1978). They are different from the corresponding equations in Chapter N of the 1989 AISC Specification (AISC, 1989).

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Metric Conversion Factors for

Common Steel Design Units Used in the AISC Specification

Unit	Multiply	By	To Obtain
length	inch (in.)	25.4	millimeters (mm)
length	foot (ft)	0.3048	meters (m)
mass	pound-mass (lbm)	0.4536	kilogram (kg)
stress	ksi	6.895	megapascals (MPa), N/mm²
moment	kip-in.	113000	N-mm
energy	ft-lbf	1.356	joule (J)
force	kip (1000 lbf)	4448	newton (N)
force	psf	47.88	pascal (Pa), N/m²
force	plf	14.59	N/m
force	kip-in.	175.1	N/mm
temperature	To convert °F to °C: t°c = (t°f - 32)/1.8

force in lbf or N = mass x g where g, acceleration due to gravity = 32.2 ft/sec² = 9.81 m/sec²

Smarter. Stronger. Steel.

American Institute of Steel Construction 130 E Randolph St, Ste 2000 Chicago, IL 60601 312.670.2400 | www.aisc.org

C-8.28.2 approximate inelastic moment redistribution

REFERENCES

Metric Conversion Factors for

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