Squash Load in Design of Axial Compression Member
The term "squash load" refers to the load that causes a member to fail due to compressive forces. This is a critical consideration in the design of axial compression members, such as columns in structures.

Design of Concrete Structures
In the design of concrete structures, it is important to consider the squash load to ensure that the members can withstand the compressive forces they will be subjected to during their service life. This involves calculating the maximum load that the member can safely carry without failing.

Factors affecting Squash Load
- Material properties: The compressive strength of the material used in the member will determine its ability to resist squash load.
- Cross-sectional area: The size and shape of the cross-section of the member will also affect its ability to withstand compressive forces.
- Length of member: The length of the member will influence its buckling behavior and, therefore, its squash load capacity.

Design considerations
In the design of axial compression members, engineers must consider the squash load to ensure that the members are structurally sound and safe. This involves calculating the critical load that will cause the member to fail in compression and comparing it to the expected loads the member will experience in service.
By carefully considering the squash load in the design process, engineers can ensure that the concrete structures they design are safe, durable, and able to withstand the compressive forces they will be subjected to.

The Squash Load of Concrete-Filled Tubular Sections. ... Simple squash load formulae for CFT stub columns for the direct strength method have been proposed to account for post local buckling strength of slender steel skin and enhanced concrete compressive strength due to the confining effect by the steel skin.This paper describes the squash load of concrete-filled tubular (CFT) section columns with or without local buckling based on the compression test results. Local buckling of non-compact and slender steel sections is accounted for in the limiting stress formula specified for the steel skin of CFT columns in a similar manner to the AISC specifications.