Abstract
This paper experimentally investigated the dynamic buckling behavior of AISI 303 stainless steel aluminized and as received intermediate columns. Twenty seven specimens without aluminizing (type 1) and 75 specimens with hot-dip aluminizing at different aluminizing conditions of dipping temperature and dipping time (type 2), were tested under dynamic compression loading (compression and torsion), dynamic bending loading (bending and torsion), and under dynamic combined loading (compression, bending, and torsion) by using a rotating buckling test machine. The experimental results werecompared with tangent modulus theory, reduced modulus theory, and Perry Robertson interaction formula. Reduced modulus was formulated to circular cross-section for the specimens of type (1).The experimental results obtained showed an advantageous influence of hot-dip aluminizing treatment on the dynamic buckling behavior of AISI 303 stainless steel intermediate columns. The improvements based on the average value of critical stress were19.4 % for intermediate columns type (2) compared with columns type (1) under dynamic compression loading, 8.7 % for intermediate columns type (2) compared with columns type (1) under dynamic bending loading, and 16.5 % for intermediate columns type (2) compared with columns type (1) under dynamic combined loading.
Highlights
Buckling may occur when there were compressive internal forces in the structure member
This paper examines the effect of hot-dip aluminizing process (HDA) on the dynamic buckling behavior of intermediate columns subjected to dynamic compression loading, dynamic bending loading (bending and torsion, and dynamic combined loading, of stainless steel (AISI 303) material by series of circular cross-section columns, of different slenderness ratio, with and without HDA surface treatment at different dipping temperatures ( ) and dipping times ( )
In order to make a comparison between the experimental results and theoretical results, tangent modulus theory, reduced modulus theory and Perry-Robertson interaction formula are used to calculate the theoretical critical buckling stress for the specimens of type (1), and the results are shown in Table (6)
Summary
Buckling may occur when there were compressive internal forces in the structure member. A series of experimentally tests are carried on cold formed austenitic stainless steel square, rectangular, and circular hollow section members to examine the buckling behavior of columns and beams under effect of gradually increased single and combined loads (compression, bending, and compression-bending) with two types of ends conditions pin-ends and fixed-ends [4]. Euler’s theory may still be used, provided that the local modulus of elasticity corresponding to the critical stress is used [10] This leads to develop the so-called tangent modulus theory and reduced modulus theory to describe the buckling behavior of intermediate columns and to predict its buckling load. A German engineer, suggested that if column failure occurred at a stress above the proportional of the material, the column strength could be obtained by replacing Young’s modulus, , in Euler’s buckling formula by the tangent modulus, , [3, 11]. By substituting :; and : from Eqs. (9) and (10), respectively with the values of and , it can be computed the value of 9 of the column from Eq (7)
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