Part â…¡ presented strain limits for CFST piles at buckling andrupture of the steel tube. These limits were defined based on thestrain measurements from flexural test. It was shown that theproposed limits given by Eq. (1) for buckling strain, and rupturestrain of 1.5% for CFST without reinforcement and 2.5% forCFST with reinforcement can be used to define the curvaturelimits corresponding to the occurrence of buckling and rupture oftube. This method is useful for design applications where detailedmodeling of the CFST piles is not warranted. Additional tests—covering range of ğ·/ğ‘¡ ratios and axial loads—are necessary toestablish more refined strain limits for CFST piles.
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