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Frontiers of Structural and Civil Engineering

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Front. Struct. Civ. Eng.    2020, Vol. 14 Issue (2) : 532-553    https://doi.org/10.1007/s11709-020-0604-9
RESEARCH ARTICLE
Large deflection behavior effect in reinforced concrete columns exposed to extreme dynamic loads
Masoud ABEDINI1(), Azrul A. MUTALIB2(), Chunwei ZHANG1(), Javad MEHRMASHHADI3, Sudharshan Naidu RAMAN4, Roozbeh ALIPOUR5, Tohid MOMENI5, Mohamed H. MUSSA2
1. School of Civil Engineering, Qingdao University of Technology, Qingdao 266033, China
2. Department of Civil and Structural Engineering, Universiti Kebangsaan Malaysia, LIKM Bangi, Selangor 43600, Malaysia
3. Department of Mechanical and Materials Engineering, University of Nebraska-Lincoln, Lincoln, NE 68588, United States
4. Department of Architecture and Built Environment, Universiti Kebangsaan Malaysia, UKM Bangi, Selangor 43600, Malaysia
5. Department of Mechanical Engineering, Mahshahr Branch, Islamic Azad University, Mahshahr, Iran
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Abstract

Reinforced concretes (RC) have been widely used in constructions. In construction, one of the critical elements carrying a high percentage of the weight is columns which were not used to design to absorb large dynamic load like surface bursts. This study focuses on investigating blast load parameters to design of RC columns to withstand blast detonation. The numerical model is based on finite element analysis using LS-DYNA. Numerical results are validated against blast field tests available in the literature. Couples of simulations are performed with changing blast parameters to study effects of various scaled distances on the nonlinear behavior of RC columns. According to simulation results, the scaled distance has a substantial influence on the blast response of RC columns. With lower scaled distance, higher peak pressure and larger pressure impulse are applied on the RC column. Eventually, keeping the scaled distance unchanged, increasing the charge weight or shorter standoff distance cause more damage to the RC column. Intensive studies are carried out to investigate the effects of scaled distance and charge weight on the damage degree and residual axial load carrying capacity of RC columns with various column width, longitudinal reinforcement ratio and concrete strength. Results of this research will be used to assessment the effect of an explosion on the dynamic behavior of RC columns.
Keywords RC column      scaled distance      blast load      LS-DYNA     
Corresponding Author(s): Masoud ABEDINI,Azrul A. MUTALIB,Chunwei ZHANG   
Just Accepted Date: 12 March 2020   Online First Date: 27 April 2020    Issue Date: 08 May 2020
 Cite this article:   
Masoud ABEDINI,Azrul A. MUTALIB,Chunwei ZHANG, et al. Large deflection behavior effect in reinforced concrete columns exposed to extreme dynamic loads[J]. Front. Struct. Civ. Eng., 2020, 14(2): 532-553.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-020-0604-9
https://academic.hep.com.cn/fsce/EN/Y2020/V14/I2/532
Fig.1  An estimation to strain rates caused by different types of loading.
Fig.2  (a) Integration possibilities for circular cross sections; (b) Hughes-Liu beam element (LS-DYNA Manual).
material parameters value
concrete uniaxial compressive strength 42 MPa
mass density 2400 kg/m3
Poisson’s ratio 0.2
tensile stress at failure 6.0 MPa
steel
reinforcement		 Young’s modulus 200 GPa
longitudinal steel strength 460 MPa
transverse steel strength 250 MPa
mass density 7800 kg/m3
Poisson’s ratio 0.3
plastic strain at failure 0.18
Tab.1  Concrete and steel reinforcement properties
Fig.3  Detail description of the RC column.
parameter r fc u
value 2400 kg/m3 42 MPa 0.2
Tab.2  The concrete material properties
parameter r E u fy (longitudinal rebars) fyt (transverse rebars)
value 7800 kg/m3 200 GPa 0.3 450 MPa 400 MPa
Tab.3  Material properties of rebars
Fig.4  Simplified blast pressure-time method.
Fig.5  Schematic view of column position.
Fig.6  Plots of effective strain diagrams at different times. (a) t=10 ms; (b) t= 11m s; (c) t=12.5 ms; (d) t= 14.5m s; (e) t=15.5 ms; (f) t= 16.5m s.
Fig.7  Deflection time histories of mid-height [16].
scaled distance Z (m/kg1/3) Z (ft./lb1/3)
close-in Z<1.190 Z<3
near-field 1.190<Z<3.967 3<Z<10
far-field Z>3.967 Z>10
Tab.4  Categories of response regime [50]
regimes of blast load standoff distance (m) charge weight (kg) scaled distance (m/kg1/3)
close-in 2.79 100.0 0.6
3.71 0.8
4.64 1.0
near-field 6.96 100.0 1.5
9.28 2.0
11.6 2.5
far-field 18.56 100.0 4.0
20.88 4.5
23.2 5.0
Tab.5  Scaled distances at 100kg charge weight subjected to close-in, near-field, and far-field detonation
Fig.8  (a) The cross section at mid-height of the column and (b) cross section C-C with selected elements in concrete.
Fig.9  (a) Maximum and (b) minimum principle stress plots for elements selected at the middle of the column cross section.
Fig.10  (a) Maximum and (b) minimum principle stress plots for elements selected from one side of the column cross section.
Fig.11  (a) Selected cross section at weakest point of the column and (b) cross section C1-C1 with selected elements in concrete.
Fig.12  (a) Maximum and (b) minimum principle stress plots for elements selected from middle of the column cross section.
Fig.13  (a) Maximum and (b) minimum principle stress plots for elements selected from one side of the column cross section.
Fig.14  Effective stress plots under close-in detonation. (a) Z=0.6 m/kg1/3; (b) Z=0.8 m/kg1/3; (c) Z=1 m/kg1/3.
Fig.15  Effective stress plots under near-field detonation. (a) Z=1.5 m/kg1/3; (b) Z=2 m/kg1/3; (c) Z=2.5 m/kg1/3.
Fig.16  Effective stress plots under far-field detonation. (a) Z=4 m/kg1/3; (b) Z=4.5 m/kg1/3; (c) Z=5 m/kg1/3.
Fig.17  Pressure and impulse graphs at different Z under close-in detonation.
Fig.18  Pressure and impulse graphs at different Z under near-field detonation.
Fig.19  Pressure and impulse graphs at different Z under far-field detonation.
Fig.20  Displacement plots for the RC column at (a) Z = 0.6 m/kg1/3; (b) Z = 0.8 m/kg1/3; (c) Z = 1.0 m/kg1/3.
Fig.21  Displacement plots for the RC column at (a) Z=1.5 m/kg1/3; (b) Z=2 m/kg1/3; (c) Z=2.5 m/kg1/3.
Fig.22  Displacement plots for the RC column at (a) Z=4 m/kg1/3; (b) Z=4.5 m/kg1/3; (c) Z=5 m/kg1/3.
parameter scaled distance (m/kg1/3) charge weight (kg) standoff distance (m)
value 0.95 0.5 0.753
5 1.62
50 3.5
597.2 8
9330 20
15000 23.58
Tab.6  The range for charge weights and standoff distances at 0.95 m/kg1/3 scaled distances
Fig.23  Response of the RC column under same scaled distance. (a) R=0.753 m, W=0.5 kg; (b) R=1.62 m, W=5 kg; (c) R=3.5 m, W=50 kg; (d) R=8 m, W=597.2 kg; (e) R=20 m, W=9330 kg; (f) R=23.58 m, W=15000 kg.
Fig.24  Damage degree in RC columns with different r and Z.
Fig.25  (a) The best fitted curve, and (b) contour plot to predict the level of damage with different r.
Fig.26  Effects of concrete strength on the residual capacity of RC column with different charge weight.
Fig.27  (a) The best fitted curve and (b) counter fringe for the residual axial load carrying capacity of RC column with different concrete strength.
Fig.28  Effects of column width on the residual axial load carrying capacity of RC column with different scaled distances.
Fig.29  (a) The best fitted curve and (b) counter fringe for the residual axial load carrying capacity of RC column with different columns width.
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