9.6 Summary
315
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
Test data (Wang et al. 2019)
Numerical simulation
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
Deflection (mm)
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
10
20
30
40
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
10
20
30
40
Test data (Wang et al. 2019)
Numerical simulation
Time (s)
Deflection (mm)
Point1
Point2
Point3
Point1
Point2
Point3
(a)
(b)
(c)
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
35
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
(d)
(e)
(f)
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
35
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
(g)
Fig. 9.45 Deflection-time histories a U-FST-H2 b U-FST-H4 c U-To5-Ti4-H4 d U-To5-Ti4-H3
e U-To8-Ti4-H4 f U-To5-Ti6-H4 g F-U-To5-Ti4-H4
(4) CSC model parameters (strength parameters, cap parameters, damage and softening parameters, strain rate effect parameters as well as hardening parameters)
for the present UHPCC are calibrated based on a series of static and dynamic
experimental data. Furthermore, the parameters generation method of CSC
model for UHPCC is proposed, which was fully verified by the present and
existing drop hammer tests on reinforced UHPC and UHPC-FST members.
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.
ANSYS Autodyn User’s Manual, Release 15.0[M]. ANSYS, Inc, 2013.
BIOLZI L, CATTANEO S. Response of steel fiber reinforced high strength concrete beams:
Experiments and code predictions[J]. Cement & Concrete Composites, 2017, 77:1-13.
315
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
Test data (Wang et al. 2019)
Numerical simulation
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
Deflection (mm)
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
10
20
30
40
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
10
20
30
40
Test data (Wang et al. 2019)
Numerical simulation
Time (s)
Deflection (mm)
Point1
Point2
Point3
Point1
Point2
Point3
(a)
(b)
(c)
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
35
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
(d)
(e)
(f)
0.000
0.005
0.010
0.015
0.020
0.025
0.030
0
5
10
15
20
25
30
35
Test data (Wang et al. 2019)
Numerical simulation
Deflection (mm)
Time (s)
Point1
Point2
Point3
Point1
Point2
Point3
(g)
Fig. 9.45 Deflection-time histories a U-FST-H2 b U-FST-H4 c U-To5-Ti4-H4 d U-To5-Ti4-H3
e U-To8-Ti4-H4 f U-To5-Ti6-H4 g F-U-To5-Ti4-H4
(4) CSC model parameters (strength parameters, cap parameters, damage and softening parameters, strain rate effect parameters as well as hardening parameters)
for the present UHPCC are calibrated based on a series of static and dynamic
experimental data. Furthermore, the parameters generation method of CSC
model for UHPCC is proposed, which was fully verified by the present and
existing drop hammer tests on reinforced UHPC and UHPC-FST members.
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.
ANSYS Autodyn User’s Manual, Release 15.0[M]. ANSYS, Inc, 2013.
BIOLZI L, CATTANEO S. Response of steel fiber reinforced high strength concrete beams:
Experiments and code predictions[J]. Cement & Concrete Composites, 2017, 77:1-13.