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摘要:
针对触爆载荷作用下混凝土重力坝的动态响应研究缺乏试验验证和规律性较弱、应用难度较大的问题，利用缩比试验验证后的仿真模型开展了不同爆点位置、不同当量大小共计69个工况的仿真模拟研究，考察了触爆载荷作用下重力坝的坝底帷幕振动速度、坝体加速度、受损坝体占比3个参量的变化时程曲线，初步归纳了坝体动态响应的规律。在此基础上，进一步提出能够将爆炸载荷参量和动态响应相关联的无量纲数
B 和C ，据此整合了所有仿真计算结果的参量变化信息，得到基于分析爆炸条件下重力坝动态响应的变化规律和趋势。结果表明：无量纲形式的坝体动态响应规律可有效地关联坝体物理毁伤和功能毁伤，以支撑重力坝易损性分析工作，同时可为其他工程类目标的毁伤机理研究提供参考。Abstract:This paper uses the simulation model verified by scale test to conduct the simulation research of 69 working conditions with different explosion point positions and different equivalent sizes, given the lack of experimental verification, weak regularity, and challenging application of the dynamic response research of concrete gravity dam under the action of contact explosion load. The time history curves of three parameters of dam bottom curtain vibration velocity, dam acceleration and damaged dam ratio of gravity dam under contact explosion load are investigated, and the law of dynamic response of dam body is preliminarily summarized. On this basis, the dimensionless numbers
B andC that can correlate the explosion load parameters with the dynamic response are further proposed. The variation law and trend of the dynamic reaction of the gravity dam based on the analysis of explosion conditions are derived by integrating the parameter values change information of all simulation results. The dimensionless dynamic response law of the dam body can effectively correlate the physical damage and functional damage of the dam body, so as to support the vulnerability analysis of gravity dams, and provide a reference for the study of the damage mechanism of other engineering targets.-
Key words:
- concrete gravity dam /
- contact explosion load /
- dynamic response /
- damage law /
- dimensionless number
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图 1 帷幕断裂导致坝体失稳的原理示意图
Figure 1. Diagram of principle of dam destabilization due to curtain fracture
图 2 坝体刚体加速度和非刚体加速度的对比
Figure 2. Comparison of rigid body acceleration and non-rigid body acceleration in dam structures
图 3 不同方法计算坝体受损体积的差异
Figure 3. Difference of dam damage fraction calculated by different methods
图 6 坝体在下游侧爆点作用下的动态响应规律
Figure 6. Dynamic response law of dam under action of downstream side explosion points
图 8 坝体在上游侧爆点作用下的动态响应规律
Figure 8. Dynamic response law of dam body under action of upstream side explosion points
图 11 受损体积占比规律曲线（无量纲数B）
Figure 11. Law curves of damage fraction for blast points on downstream side (dimensionless number B)
图 12 受损体积占比规律曲线（无量纲数C）
Figure 12. Law curve of damage fraction for blast points on upstream side (dimensionless number C)
表 1 仿真计算*MAT_HIGH_EXPLOSIVE_BURN模型参数
Table 1. Parameters in simulation computational *MAT_HIGH_EXPLOSIVE_BURN model
密度 ρ/(kg·m−3) 爆速 D /(m·s−1) C-J压力 Pcj/GPa 1.67 ×103 7.1×103 21 
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表 2 仿真计算*EOS_JWL模型参数
Table 2. Parameters in simulation computational *EOS_JWL model
A /GPa BEOS/GPa R1 R2 w E0/(GPa·m−3) 370 3.55 4.15 0.95 0.35 7
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表 3 仿真计算*MAT_RHT模型参数
Table 3. Parameters in simulation computational *MAT_RHT model
密度ρ/(kg·m−3) 弹性剪切模量/Pa 侵蚀塑性应变 A1/Pa 2.315×103 1.67×1013 2.0 3.527×1010 A2/Pa A3/Pa B0 B1 3.958×1010 9.04×1010 1.2 1.2 T1/Pa T0/Pa 损伤参数D1 损伤参数D2 3.527×1010 0 0.01 1.0 抗压强度 fc/Pa 抗拉强度 ft/fc 抗剪强度fs/fc 弹性强度 ft 4×107 0.1 0.18 0.7
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表 4 爆点对应具体工况明细
Table 4. Detailed specifications for critical points corresponding to specific operating conditions
爆点序号 爆点区域 爆点高程/m 触爆介质 TNT当量/103 kg 1# 下游侧 237 空气 2.7～ 1350 2# 下游侧 224 空气 2.7～ 1350 3# 下游侧 210 空气 2.7～ 1350 4# 下游侧 190 空气 2.7～ 1350 5# 下游侧 188 空气 2.7～ 1350 6# 下游侧 166 空气 2.7～ 1350 7# 下游侧 166 空气 2.7～ 1350 8# 上游侧 230 水 2.7～365 9# 上游侧 220 水 2.7～365 10# 上游侧 210 水 2.7～365 11# 上游侧 200 水 2.7～365
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表 5 下游侧爆点计算结果的拟合结果
Table 5. Fitting results of calculation results of downstream side explosion points
动态响应 拟合公式 拟合系数R2 坝底帷幕振动速度 $ {{V}_{y}/{C}_{{\mathrm{concrete}}}=0.000\;26\left( {{r}_{{\mathrm{w}}}}/{\sqrt{h d}}\right)}^{0.48} $ 0.26 坝体受损体积占比 $ D_{\mathrm{F}}=6.86{\left( {{r}_{{\mathrm{w}}}}/{\sqrt{h d}}\right)}^{1.13} $ 0.7
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表 6 上游侧爆点计算结果的拟合结果
Table 6. Fitting results of calculation results of upstream side explosion points
动态响应 拟合公式 拟合系数R2 坝底帷幕振动速度 ${V}_{y} $ $ {{V}_{y}/{C}_{{\mathrm{concrete}}}=0.000\;15\left( {{r}_{{\mathrm{w}}}}/{\sqrt{h d}}\right)}^{0.6} $ 0.34 坝体加速度 ${a}_{{\mathrm{dam}}} $ $ {{a}_{{\mathrm{dam}}}/g=28.2\left( {{r}_{{\mathrm{w}}}}/{\sqrt{h d}}\right)}^{1.4} $ 0.81 坝体受损体积占比 $D_{\mathrm{F}} $ $ D_{\mathrm{F}}=3.56{\left( {{r}_{{\mathrm{w}}}}/{\sqrt{h d}}\right)}^{1.2} $ 0.86
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