A new reinforced concrete damage plasticity model
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摘要: 为了准确、高效地对拆除爆破工程进行数值模拟，考虑钢筋混凝土受拉刚化效应以及配筋率对受拉刚化效应的影响和受压箍筋约束效应，采用组合模量的方法给出了一个简化的钢筋混凝土本构关系，在LS-DYNA有限元软件中的混凝土损伤塑性模型的基础上，通过参数修改建立新的钢筋混凝土损伤塑性模型模拟来钢筋混凝土。在实验验证的基础上，采用钢筋混凝土损伤塑性等效模型对一双切口钢筋混凝土烟囱延时爆破拆除效果进行数值模拟，数值模拟结果表明该模型可以准确反映烟囱倒塌破坏及运动过程。Abstract: In order to accurately and efficiently simulate the blasting demolition project, a simplified constitutive model of reinforced concrete has been proposed by using the method of combination modulus, based on the concrete damage plasticity model in LS-DYNA. In the model, we have taken the tension stiffening effect, the ratio of reinforcement effect on tension stiffening, and the confinement effect of stirrups of reinforced concrete into account. On the basis of experimental verification, the numerical calculation has been performed to simulate the delay blasting demolition of a double incision reinforced concrete chimney. The simulated results show that the proposed model can qualitatively reproduce the collapse and movement processes of chimney.
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图 1 钢筋混凝土等效材料单元体示意图
Figure 1. Schematic diagram of reinforced concrete equivalent material unit
图 2 等效材料应力-应变关系曲线示意图
Figure 2. Illustration of stress-strain relationship of the equivalent material
图 3 钢筋混凝土等效轴压柱应力应变曲线
Figure 3. Stress-strain curve of reinforced concrete equivalent axial compression column
图 4 钢筋混凝土等效简支梁荷载位移曲线
Figure 4. Load displacement curve of reinforced concrete simple supported beam
图 6 烟囱爆破拆除实际倒塌与数值模拟过程对比
Figure 6. Comparison between numerical simulation and actual collapse process of chimney blasting demolition
表 1 LS-DYNA混凝土损伤塑性模型默认参数
Table 1. Default parameters of concrete damage plasticity model
MID ρ E ν Ecc QH0 Ft Fc Hp Ah Bh Ch Dh As Df fco Type Bs Wf Wf1 Ft1 Sf Ff 273 None None 0.2 AUTO 0.3 None None 0.5 0.008 0.003 2.0 10-6 15.0 0.85 Auto 2 1 None 0.15Wf 0.3Ft 0 0 
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表 2 新钢筋混凝土损伤塑性模型参数
Table 2. Parameters of new concrete damage plasticity model
ρ/(kg·m-3) E/GPa ν QH0 Ft/MPa Fc/MPa Hp Ah Bh Ch Dh As Df Type Bs Wf/mm Wf1/mm Ft1/MPa Sf Ff 2450 29.5 0.2 0.3 5.0 31 0.5 0.008 0.003 2.0 10-6 13.0 0.85 2 1 5 0.75 1.5 1 0
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