8.6 Summary
267
a highly localized region around the impact point and limits the deformation of steel tube. UHPCC-FSTs demonstrate superior impact resistance under
transverse impact load.
(3) The impact behavior of UHPCC-FSTs under transverse impact load can
be generally divided into three stages: peak value stage, plateau stage and
unloading stage. The peak impact force, maximum and residual deflections
gradually increase with increasing the release height.
(4) The K&C model parameters (strength parameters, strain rate effect parameters,
equation of state parameters, damage factor parameters as well as softening
parameters) for the present UHPCC are calibrated based on a series of static
and dynamic experimental data.
(5) By comparing with the present and existing drop hammer test on UHPCC
beams, the validation of the calibrated K&C model parameters for UHPCC are
verified.
References
ADHIKARY S D, LI B, FUJIKAKE K. Dynamic behavior of reinforced concrete beams under
varying rates of concentrated loading[J]. International Journal of Impact Engineering, 1997,
19(9): 847-873.
ATTARD M M, SETUNGE S. Stress-strain relationship of confined and unconfined concrete[J].
ACI Materials Journal, 1996, 93: 432-442.
BAMBACH M R, JAMA H, ZHAO X L, GRZEBIETA R H. Hollow and concrete filled steel hollow
sections under transverse impact loads[J]. Engineering Structures, 2008, 30(10): 2859-2870.
BANGASH M Y H. Concrete and concrete structure: numerical modeling and applications[M].
London and New York: Elsevier Applied Science, 1989.
COWPER G R, SYMONDS P S. Strain hardening and strain rate effects in the impact loading of
cantilever beams[R]. Brown University, 1957. Technical Report No. 28.
DENG Y, TUAN C Y, XIAO Y. Flexural behavior of concrete-filled circular steel tubes under
high-strain rate impact loading[J]. Journal of Structural Engineering, 2012, 138(3): 449-456.
Draft prEN 1991-1-7. Eurocode 1-actions on structures[M]. Brussels: European Committee for
Standardization, 2005: part 1–7: general actions-accidental actions.
DU G F, BABIC M, WU F H, ZENG X, BIE X M. Experimental and numerical studies on concrete
filled circular steel tubular (CFCST) members under impact loads[J]. International Journal of
Civil Engineering, 2018, 17(8): 1211-1226.
GB/T 50081–2002. Standard for test method of mechanical properties on ordinary concrete[S].
Beijing: Standards Press of China, 2003.
GB/T 228.1–2010. Metallic materials-Tensile testing, Part I: Method of Test at Room Temperature[S]. Beijing: Standards Press of China, 2010.
GB 50017–2017. Code for design of steel structure[S]. Beijing: Standards Press of China, 2017.
GB50936–2014. Design Code for Composite Structure[S]. National Standard of China, 2014.
GUO W, FAN W, SHAO X D, SHEN D J, CHEN B S. Constitutive model of ultra-high-performance
fiber-reinforced concrete for low-velocity impact simulations[J]. Composite Structures, 2018,
185: 307-326.
HAJJAR J F. A distributed plasticity model for concrete filled steel tube beam-columns with
interlayer slip[J]. Engineering Structures, 1998, 20(8): 663-676.
267
a highly localized region around the impact point and limits the deformation of steel tube. UHPCC-FSTs demonstrate superior impact resistance under
transverse impact load.
(3) The impact behavior of UHPCC-FSTs under transverse impact load can
be generally divided into three stages: peak value stage, plateau stage and
unloading stage. The peak impact force, maximum and residual deflections
gradually increase with increasing the release height.
(4) The K&C model parameters (strength parameters, strain rate effect parameters,
equation of state parameters, damage factor parameters as well as softening
parameters) for the present UHPCC are calibrated based on a series of static
and dynamic experimental data.
(5) By comparing with the present and existing drop hammer test on UHPCC
beams, the validation of the calibrated K&C model parameters for UHPCC are
verified.
References
ADHIKARY S D, LI B, FUJIKAKE K. Dynamic behavior of reinforced concrete beams under
varying rates of concentrated loading[J]. International Journal of Impact Engineering, 1997,
19(9): 847-873.
ATTARD M M, SETUNGE S. Stress-strain relationship of confined and unconfined concrete[J].
ACI Materials Journal, 1996, 93: 432-442.
BAMBACH M R, JAMA H, ZHAO X L, GRZEBIETA R H. Hollow and concrete filled steel hollow
sections under transverse impact loads[J]. Engineering Structures, 2008, 30(10): 2859-2870.
BANGASH M Y H. Concrete and concrete structure: numerical modeling and applications[M].
London and New York: Elsevier Applied Science, 1989.
COWPER G R, SYMONDS P S. Strain hardening and strain rate effects in the impact loading of
cantilever beams[R]. Brown University, 1957. Technical Report No. 28.
DENG Y, TUAN C Y, XIAO Y. Flexural behavior of concrete-filled circular steel tubes under
high-strain rate impact loading[J]. Journal of Structural Engineering, 2012, 138(3): 449-456.
Draft prEN 1991-1-7. Eurocode 1-actions on structures[M]. Brussels: European Committee for
Standardization, 2005: part 1–7: general actions-accidental actions.
DU G F, BABIC M, WU F H, ZENG X, BIE X M. Experimental and numerical studies on concrete
filled circular steel tubular (CFCST) members under impact loads[J]. International Journal of
Civil Engineering, 2018, 17(8): 1211-1226.
GB/T 50081–2002. Standard for test method of mechanical properties on ordinary concrete[S].
Beijing: Standards Press of China, 2003.
GB/T 228.1–2010. Metallic materials-Tensile testing, Part I: Method of Test at Room Temperature[S]. Beijing: Standards Press of China, 2010.
GB 50017–2017. Code for design of steel structure[S]. Beijing: Standards Press of China, 2017.
GB50936–2014. Design Code for Composite Structure[S]. National Standard of China, 2014.
GUO W, FAN W, SHAO X D, SHEN D J, CHEN B S. Constitutive model of ultra-high-performance
fiber-reinforced concrete for low-velocity impact simulations[J]. Composite Structures, 2018,
185: 307-326.
HAJJAR J F. A distributed plasticity model for concrete filled steel tube beam-columns with
interlayer slip[J]. Engineering Structures, 1998, 20(8): 663-676.