Damage Assessment of an RC Pier under Noncontact Blast Loading Based on P‐I Curves

Abstract

Since the 9.11 attacks in New York, terrorist attacks, military strikes, and accidental explosions have caused serious damage to various infrastructures around the world. Accidental traffic explosions in bridge engineering have occurred frequently due to the increasing firework truck on the bridge and heavy fuel oil ships under the bridge. Besides, intentional car bomb explosions in terrorist attacks and military assaults are significant threats to the bridge structure. Bridge pier is a particularly important component of the overall bridge structure due to its vertical support capacity. Therefore, the damage of reinforced concrete (RC) piers under blast loading should be studied. In this paper, the pier is simplified as a single degree of freedom (SDOF) system based on energy equality, and the blast loading distribution on the surface of the pier is simplified as a uniform distribution. Then, the P-I curves of an RC pier are obtained based on the SDOF system and a uniform distribution blast loading to quickly evaluate the damage extent of an RC pier so that the P-I curves and fitting formulas for different damage extents can be used for practical engineering. After a numerical simulation verification, the P-I curves and fitting formulas based on the simplified method can supply a rapid and effective method for engineers to assess the postexplosive damage of an RC pier.

Pressure−impulse diagram method – a fundamental review

“…J. Shi et al, 2012;W. Wang et al, 2012b;Jun Li and Hao, 2013), the maximum sideway deflections (Command, 1986), the maximum rotations (Command, 1986;Moghimi and Driver, 2015;Liu et al, 2018;Yu et al, 2018), the residual axial load-carrying capacity (Yanchao Shi et al, 2008;Mutalib and Hao, 2011;Ding et al, 2013), the maximum strain (Hooper et al, 2012;Xihong Zhang et al, 2013), von-Mises yielding criterion (Baker et al, 1978;Baker et al, 1983) and Tresca yielding criterion (Zhu et al, 1986). A typical P-I curve can be divided into a vertical asymptote, a hyperbolic curve and a horizontal asymptote as shown in Fig.…”

“…W. Ma et al, 2007;Yanchao Shi et al, 2008;USACE, 2008;Cormie et al, 2009;El-Dakhakhni et al, 2010;H. J. Shi et al, 2012;Fallah et al, 2013;Thiagarajan et al, 2013;Dragos and Wu, 2014;Parlin et al, 2014;Hamra et al, 2015; Accepted manuscript doi: 10.1680/jencm.17.00017 Gombeda et al, 2017;Liu et al, 2018) that simulates the dominant structural response. This model disregards the effects of the local modes of failure, which can lead to an inaccurate prediction of the post-loading structural condition, especially when the loading is impulsive (G. W. Ma et al, 2007;Yanchao Shi et al, 2008;El-Dakhakhni et al, 2010;H.…”

Research on Dynamic Response of Concrete‐Filled Steel Tube Columns Confined with FRP under Blast Loading

“…e resistance-deflection function for the SDOF system is illustrated in Figure 12 [41]. e maximum displacement in the elastic stage can be deduced as follows:…”

Structures under Synergetic Effects of Combined Blast and Impact Loads: A State‐of‐the‐Art Review

“…Many researchers studied behavior and dynamic response of RC bridge columns and piers subjected to blast loads. Researchers [73][74][75][76][77][78][79][80][81][82][83][84] studied e ect of blast loads under di erent parameters including scaled distances, blast load Advances in Civil Engineering types, presence of different superstructural axial loads, different location of explosives along height of piers, strain rate effects, and respective damage mitigation techniques.…”