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Module 10 Steel

The document discusses three modes of failure in columns: flexural buckling when the member reaches instability due to bending or flexure, local buckling when local elements or a small fraction of the member buckles before overall flexural buckling, and flexural-torsional buckling which occurs when both bending and twisting of the column are present.

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9 views4 pages

Module 10 Steel

The document discusses three modes of failure in columns: flexural buckling when the member reaches instability due to bending or flexure, local buckling when local elements or a small fraction of the member buckles before overall flexural buckling, and flexural-torsional buckling which occurs when both bending and twisting of the column are present.

Uploaded by

princechadqt
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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COLUMN FAILURE

MODES OF FAILURE IN COLUMNS


1. FLEXURAL BUCKLING – When the member reaches instability, it is
subject to bending or flexure.

2. LOCAL BUCKLING – Local elements, or a small fraction of the entire


member has buckled before flexural buckling occurred. Local buckling
oftentimes governs when some elements of the cross section are too thin.

3. FLEXURAL TORSIONAL BUCKLING – A mode of failure that occurs


when bending and twisting of the column is present.

\
Example 1:
A W14 × 74 of A36 steel has a length of 6.5 meters, with a fix support at one end and pinned at
the other. Compute the design compressive strength for LRFD and the allowable compressive
strength for ASD.
▪ry = 63 mm
▪A = 14065 mm^2

Example 2:
A compression member, measuring 3 meters in length, is supported with pinned ends. The
effective length factor (k) is 1.0. Its section comprises two unequal-leg angles, each measuring
150mm x 100mm x 10mm, arranged back-to-back with their long legs and separated by a 10mm
thick gusset plate. A-36 steel is utilized, with a yield strength (Fy) of 248 MPa and a modulus of
elasticity (E) of 200,000 MPa.

Properties of one angle (150mm x 1. Determine the minimum radius of


100mm x 10mm) gyration. Using NSCP 2001,
A = 2400mm2 2. Determine the safe axial load of the
tf = 16 mm compression member.
Ix = 5.576 x 106 mm4 3. If the length is increased to 6 meters,
Example 3:
A compression member, measuring 3 meters in length, is supported with pinned ends. The
effective length factor (k) is 1.0. Its section comprises two unequal-leg angles, each measuring
150mm x 100mm x 10mm, arranged back-to-back with their long legs and separated by a 10mm
thick gusset plate. A-36 steel is utilized, with a yield strength (Fy) of 248 MPa and a modulus of
elasticity (E) of 200,000 MPa.

Properties of one angle (150mm x 1. Determine the allowable axial capacity


100mm x 10mm) of the compression member. 2. Determine
A = 2400mm2 the design axial capacity of the
tf = 16 mm compression member.
Ix = 5.576 x 106 mm4 3. If the length is increased to 6 meters,
x = 23.75 mm determine the allowable axial capacity of
Iy = 2.026 x 106 mm4

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