Dynamic Response of Steel Columns Subjected to Blast Loading

Behaviour and Failure of Steel Columns Subjected to Blast Loads: Numerical Study and Analytical Approach

“…Nassr et al [4] have conducted experimental tests on W-shape steel columns with total length of 2413 mm and using two section sizes (Table 1). e top end of each column was pinned so that the axial and lateral movements were restrained (pin support) whereas only the lateral movement was prevented at the bottom end (rolled support) as shown in Figure 1.…”

“…Other blast scenarios, such as external bumps containing highly explosive materials, are not addressed in this manual. Moreover, previous research studies [3,4] have shown that the suggested beam-column interaction formula by UFC manual overestimates the column design capacity for high ranges of ductility ratios. e ASCE specifications [5] have also presented guidance on how to characterize the blast pressure in the design of structures in petrochemical facilities.…”

“…Nassr et al [4] have carried out experimental tests on axially compressed steel columns subjected to direct blast. Two different section sizes were used in the blast tests subjected to axial compression load which was selected to be 25% of the design compressive force.…”

“…e research aims to extend the abovementioned studies to gain a comprehensive understanding of steel column behaviour under dynamic blast. To achieve this aim, a numerical model for simulating the global and local behaviour and failure modes of steel columns subjected to blast load using the finite element package ABAQUS/Explicit will be presented and validated using the experimental tests of Nassr et al [4]. ereafter, the validated numerical model will be used to examine the effects of several important parameters on the behaviour of steel columns subjected to blast pressure under different axial load values.…”

Response of Building Structure and its Components to Blast Loads

“…It showed that the most significant (around 90%) contribution was from the first mode, along with a small contribution from the third mode of vibration, which was the reason for the accuracy of the SDOF model. Nassr et al (2013) repeated the experimental tests referred to in the preceding paragraph on wide flange steel sections in the presence of an axial load equal to 25% of the axial load capacity of the section, and compared the results of these tests to those for the beams without any axial load. The axial loads were imposed by pre-stressing the steel sections before the test.…”