12.6 Summary
427
whereas the bending failure tends to develop at the position of the crater for the
post-blast column. The hysteresis curve of each specimen exhibits the fusiform
shape with no obvious pinching at early loading stage, and the specimens are
failed due to a premature buckling of the steel tube at the final stage of the
cyclic loading test.
(3) The loading direction in the lateral cyclic loading test plays an important
role in the residual seismic performance of the post-blast specimen, such as
load-carrying capacity, ductility, stiffness and energy consumption. When the
loading direction is perpendicular to the cratering face, RSR of the post-blast
column is continuously deteriorated with increasing the charge weight. While
for the loading direction being parallel to the cratering face, the RSR of the
post-blast specimen was almost the same as that of the intact specimen.
(4) The charge weight has significant effect on the RSR of the post-blast specimen. the corresponding load-carrying capacity, ductility, stiffness and energy
consumption continuously decreases with the charge weight increasing.
(5) The composite damage index is proposed to quantitatively evaluate the residual
seismic performance of the present UHPCC-FST column after the contact
detonation, which could provide helpful reference for the evaluation and
strengthening of the post-blast column after accidental or malicious explosion
attacks.
(6) Numerical simulation has been becoming the reliable approach to study the
dynamic responses of structural member under both blast and seismic loadings. However, for the present coupling loading effect as well as the dynamic
constitutive model of UHPCC, the related work is very challenging.
References
CHUNG Y, PARK C, MEYER C. Residual seismic performance of reinforced concrete bridge piers
after moderate earthquakes[J]. ACI Structural Journal, 2008, 105: 87–95.
ELREMAILY A, AZIZINAMINI A. Behavior and strength of circular concrete-filled tube
columns[J]. Journal of Constructional Steel Research, 2002, 58(12): 1567–1591.
FARAHI M, HEIDARPOUR A, ZHAO X L, AL-MAHAIDI R. Compressive behaviour of concretefilled double-skin sections consisting of corrugated plates[J]. Engineering Structures, 2016, 111:
467–477.
FAN L C, ZHUO W D. Seismic design of bridges[M]. Beijing: People’s Communications Press,
2001. (in Chinese).
FAJFAR P. Equivalent ductility factors taking into account low-cycle fatigue[J]. Earthquake
Engineering & Structural Dynamics, 1992, 21: 837–848.
FUJIKURA S, BRUNEAU M, LOPEZ-GARCIA D. Experimental investigation of multihazard
resistant bridge piers having concrete-filled steel tube under blast loading[J]. Journal of Bridge
Engineering, 2008, 13(6): 586–594.
FOUCHÉ P P, BRUNEAU M. Blast and seismic resistant concrete-filled double skin tubes and
modified steel jacketed bridge columns[R]. 2015. Technical report MCEER-14–0004.
GB/T228.1–2010. Metallic materials-tensile testing-part 1: Method of test at room temperature[S].
National Standard of China, 2010.
427
whereas the bending failure tends to develop at the position of the crater for the
post-blast column. The hysteresis curve of each specimen exhibits the fusiform
shape with no obvious pinching at early loading stage, and the specimens are
failed due to a premature buckling of the steel tube at the final stage of the
cyclic loading test.
(3) The loading direction in the lateral cyclic loading test plays an important
role in the residual seismic performance of the post-blast specimen, such as
load-carrying capacity, ductility, stiffness and energy consumption. When the
loading direction is perpendicular to the cratering face, RSR of the post-blast
column is continuously deteriorated with increasing the charge weight. While
for the loading direction being parallel to the cratering face, the RSR of the
post-blast specimen was almost the same as that of the intact specimen.
(4) The charge weight has significant effect on the RSR of the post-blast specimen. the corresponding load-carrying capacity, ductility, stiffness and energy
consumption continuously decreases with the charge weight increasing.
(5) The composite damage index is proposed to quantitatively evaluate the residual
seismic performance of the present UHPCC-FST column after the contact
detonation, which could provide helpful reference for the evaluation and
strengthening of the post-blast column after accidental or malicious explosion
attacks.
(6) Numerical simulation has been becoming the reliable approach to study the
dynamic responses of structural member under both blast and seismic loadings. However, for the present coupling loading effect as well as the dynamic
constitutive model of UHPCC, the related work is very challenging.
References
CHUNG Y, PARK C, MEYER C. Residual seismic performance of reinforced concrete bridge piers
after moderate earthquakes[J]. ACI Structural Journal, 2008, 105: 87–95.
ELREMAILY A, AZIZINAMINI A. Behavior and strength of circular concrete-filled tube
columns[J]. Journal of Constructional Steel Research, 2002, 58(12): 1567–1591.
FARAHI M, HEIDARPOUR A, ZHAO X L, AL-MAHAIDI R. Compressive behaviour of concretefilled double-skin sections consisting of corrugated plates[J]. Engineering Structures, 2016, 111:
467–477.
FAN L C, ZHUO W D. Seismic design of bridges[M]. Beijing: People’s Communications Press,
2001. (in Chinese).
FAJFAR P. Equivalent ductility factors taking into account low-cycle fatigue[J]. Earthquake
Engineering & Structural Dynamics, 1992, 21: 837–848.
FUJIKURA S, BRUNEAU M, LOPEZ-GARCIA D. Experimental investigation of multihazard
resistant bridge piers having concrete-filled steel tube under blast loading[J]. Journal of Bridge
Engineering, 2008, 13(6): 586–594.
FOUCHÉ P P, BRUNEAU M. Blast and seismic resistant concrete-filled double skin tubes and
modified steel jacketed bridge columns[R]. 2015. Technical report MCEER-14–0004.
GB/T228.1–2010. Metallic materials-tensile testing-part 1: Method of test at room temperature[S].
National Standard of China, 2010.