364
10 Residual Axial Capacity of UHPCC-FST Column Under …
reproduced. By comparing the numerical and experimental damage patterns,
angle of diagonal fracture plane and the residual axial capacity of the post-blast
UHPCC-FST column, the validations of the adopted numerical algorithms, FE
model, and the modified constitutive model parameters for UHPCC are verified.
(4) The parametric influences are performed based on the validated models, and
it is derived that increasing the thickness and strength of steel tube, compressive strength and cross-sectional diameter of core concrete improve the blast
resistance of UHPCC-FST column under contact detonation, which helps to
achieve less severe damage degree and higher residual axial capacity of the
post-blast column.
The present work provides the comprehensive quantitative experimental data and
verified numerical simulation approach for the blast resistance and residual capacity
evaluations of UHPCC-FST column against the accidental and intentional contact
explosions. Besides, the other aspects such as the seismic design regulation, clearance
requirement and construction cost also should be considered comprehensively.
References
AISC Committee. Specification for Structural Steel Buildings (ANSI/AISC 360-10)[S]. American
Institute of Steel Construction, Chicago-Illinois, 2010.
ASTARLIOGLU S, KRAUTHAMMER T. Response of normal-strength and ultra-highperformance fiber-reinforced concrete columns to idealized blast loads[J]. Engineering Structures,
2014, 61: 1-12.
BAKER WE, WESTINE PS, DODGE FT. Similarity Methods in Engineering Dynamics[M].
Hayden Book Company, 1973. ISBN 0-87671-564-1.
BAO X, LI B. Residual strength of blast damaged reinforced concrete columns[J]. International
Journal of Impact Engineering, 2010, 37(3): 295-308.
BEPPU M, OHNO T, OHKUBO K, LI B, SATOH K. Contact explosion resistance of concrete plates
externally strengthened with FRP laminates[J]. International Journal Protection Structures, 2010,
1(2): 257-270.
CEB-FIP. Constitutive Modelling of High Strength/High Performance Concrete[M]. International
Federation for Structural Concrete (fib), 2008.
CHENG D S, HUNG C W, PI S J. Numerical simulation of near-field explosion[J]. Journal of
Applied Science and Engineering, 2013, 16(1): 61-67.
DENG Y, TUAN C Y. Design of concrete-filled circular steel tubes under lateral impact[J]. ACI
Structural Journal, 2014, 110(4), 691-701.
EN 1994-1-1. Eurocode 4: Design of composite steel and concrete structures-Part 1-1: General rules
and rules for buildings[M] European Committee for Standardization, 2004.
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.
FARAHI M, HEIDARPOUR A, ZHAO X L, AL-MAHAIDI R. Effect of ultra-high strength steel
on mitigation of non-ductile yielding of concrete-filled double-skin columns[J]. Construction and
Building Materials, 2017, 147: 736-749.
Federal Highway Administration (FHWA). Recommendations for bridge and tunnel security[S].
The Blue Ribbon Panel on Bridge and Tunnel Security, Washington DC, 2003.
10 Residual Axial Capacity of UHPCC-FST Column Under …
reproduced. By comparing the numerical and experimental damage patterns,
angle of diagonal fracture plane and the residual axial capacity of the post-blast
UHPCC-FST column, the validations of the adopted numerical algorithms, FE
model, and the modified constitutive model parameters for UHPCC are verified.
(4) The parametric influences are performed based on the validated models, and
it is derived that increasing the thickness and strength of steel tube, compressive strength and cross-sectional diameter of core concrete improve the blast
resistance of UHPCC-FST column under contact detonation, which helps to
achieve less severe damage degree and higher residual axial capacity of the
post-blast column.
The present work provides the comprehensive quantitative experimental data and
verified numerical simulation approach for the blast resistance and residual capacity
evaluations of UHPCC-FST column against the accidental and intentional contact
explosions. Besides, the other aspects such as the seismic design regulation, clearance
requirement and construction cost also should be considered comprehensively.
References
AISC Committee. Specification for Structural Steel Buildings (ANSI/AISC 360-10)[S]. American
Institute of Steel Construction, Chicago-Illinois, 2010.
ASTARLIOGLU S, KRAUTHAMMER T. Response of normal-strength and ultra-highperformance fiber-reinforced concrete columns to idealized blast loads[J]. Engineering Structures,
2014, 61: 1-12.
BAKER WE, WESTINE PS, DODGE FT. Similarity Methods in Engineering Dynamics[M].
Hayden Book Company, 1973. ISBN 0-87671-564-1.
BAO X, LI B. Residual strength of blast damaged reinforced concrete columns[J]. International
Journal of Impact Engineering, 2010, 37(3): 295-308.
BEPPU M, OHNO T, OHKUBO K, LI B, SATOH K. Contact explosion resistance of concrete plates
externally strengthened with FRP laminates[J]. International Journal Protection Structures, 2010,
1(2): 257-270.
CEB-FIP. Constitutive Modelling of High Strength/High Performance Concrete[M]. International
Federation for Structural Concrete (fib), 2008.
CHENG D S, HUNG C W, PI S J. Numerical simulation of near-field explosion[J]. Journal of
Applied Science and Engineering, 2013, 16(1): 61-67.
DENG Y, TUAN C Y. Design of concrete-filled circular steel tubes under lateral impact[J]. ACI
Structural Journal, 2014, 110(4), 691-701.
EN 1994-1-1. Eurocode 4: Design of composite steel and concrete structures-Part 1-1: General rules
and rules for buildings[M] European Committee for Standardization, 2004.
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.
FARAHI M, HEIDARPOUR A, ZHAO X L, AL-MAHAIDI R. Effect of ultra-high strength steel
on mitigation of non-ductile yielding of concrete-filled double-skin columns[J]. Construction and
Building Materials, 2017, 147: 736-749.
Federal Highway Administration (FHWA). Recommendations for bridge and tunnel security[S].
The Blue Ribbon Panel on Bridge and Tunnel Security, Washington DC, 2003.