基于并行计算的混凝土坝—地基体系地震损伤破坏过程机理和定量评价准则研究
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摘要
鉴于高坝大库抗震安全的重要性,本文依托中国工程院重点咨询项目“西部强震区高坝大库抗震安全研究”专题三高坝体系地震损伤破坏研究,紧密结合实际工程震例,针对在超设计地震动输入下高混凝土坝损伤破坏过程这一战略重点研究中的基础性关键问题,作出了如下主要创新之处。
(1)基于更贴近实际的高混凝土坝地震响应非线性动力分析模型(包括坝体-地基-库水动态相互作用影响,拱坝横缝开合影响,能量向远域地基逸散的辐射阻尼影响,近域地基各类地形、地质构造影响,坝基非均匀地震动输入影响等),提出了考虑在超设计地震动输入下,坝体和地基岩体材料非线性损伤破坏过程的分析模型和求解方法。
(2)采用基于损伤变量的损伤力学理论,提出直接依据大坝混凝土拉、压损伤应力-应变全过程试验结果给出的损伤演化本构关系求解,考虑了往复地震作用下,卸载时的残余变形影响、拉压损伤演化的本构关系差异及其在坝体实际复杂应力状态下的相互影响,避免了弹-塑性-损伤求解方法中的不确定性因素的影响和其计算过程中的复杂性。计算中还考虑了模型网格尺寸的特征长度影响。
(3)为对分析中的建模、计算方法和结果进行检验,结合了经受1967年强震的印度柯伊那重力坝和经受了2008年汶川地震的沙牌碾压混凝土拱坝在超设计地震作用的震例,对其震情作出了分析和解释；并和采用现行多种坝体和地基模型的计算结果进行了比较,验证了采用本文提出的方法计算结果更符合实际震情。在柯伊那坝震情的验算中,采用了基于坝基实测强震记录确定其地震动输入,在沙牌拱坝震情的验算中,采用了基于汶川地震面源模型和对已有强震台站的记录进行参数校正后的随机有限断层法给出的沙牌坝址计入幅值和频率非平稳影响的超设计地震动输入；坝体混凝土强度采用了在坝体现场钻孔的试件实测动态强度。分析中考虑了地震发生时的气温、水温、水位及坝体横缝和诱导缝状况,以求尽量结合实际。验证了沙牌拱坝在汶川地震中的实际状态。
(4)由于整个坝体-地基-库水体系的接触和材料非线性模型十分复杂,计算工作量极为庞大。目前计算的沙牌拱坝单元总数404090,节点总数425568和接触点对2112对,总自由度超过120万,加以汶川地震破裂过程导致的地震动输入持续时间长,常规的串行计算方法无法满足要求。为此,采用了并行计算技术,对整个体系采用了区域分解算法,充分利用了现有多核微机,使计算时间大为缩短,具有可在实际工程设计中推广应用的操作性。本文计算分析中应用的串、并行全部计算软件都是本文自主研发成果,为揭示高坝体系地震损伤过程提供了强有力的手段。
(5)目前现行抗震模型中忽略了坝顶以上山体,为比较两岸坝顶以上山体的影响,初步计算了在坝体和地基作为弹性情况下,忽略坝顶山体的分析模型对体系地震响应加速度的影响。
In view of the importance of seismic safety of high dams and large reservoirs, relying on the subject on earthquake damage and failure of high dam-foundation system-part3of the key consulting project of the Chinese Academy of Engineering-seismic safety of high dams and large reservoirs in the western earthquake district, in close connection with the actual engineering earthquake cases, for the key and basic problem of strategic emphasis on damage process of high concrete dams under the input of exceeding design ground motion, the main innovation is made as follows in this paper.
(1) Based on the nonlinear dynamic analysis model of high concrete dam seismic response that is closer to the actual situation(including dam-foundation-reservoir dynamic interaction, contraction joint opening and closing, radiation damping due to energy dissipation to the far field foundation, various types of terrain and geological structure in the near field foundation, non-uniform motion input to the foundation), under the input of exceeding design ground motion, the analysis model and solving method of considering nonlinear damage process of dam and foundation is presented.
(2) Taking damage mechanics theory based on the damage variable as theoretical basis, a new damage model and solving method is presented that sets up the damage evolution constitutive relation directly based on the whole curve of dam concrete damage stress-strain process of tensile and compressive test results. The new method considers the unloading residual deformation, the constitutive relation difference of tensile and compressive damage evolution and the interaction of complex stress state in the actual dam under earthquake cycling load, preventing the uncertainty and complication due to the coupling of plasticity mechanics and damage mechanics. The characteristic length of model mesh size is considered to prevent mesh sensitivity of simulation results.
(3) In order to check the model, calculation method and simulation result, the actual seismic damage of Konya gravity dam and Shapai arch dam is investigated and interpreted. Koyna gravity dam in India experienced strong earthquake in1967, and Shapai RCC arch dam experienced exceeding design earthquake in2008. Compared with simulation results of various models applied in dam body concrete and foundation rock mass, the model presented by this paper is much closer to the actual seismic damage. In the case study of Koyna seismic damage, the ground motion input is determined by the strong motion record of foundation. In the case study of Shapai arch dam seismic damage, the ground motion input which is non-stationary both in amplitude and frequency is determined by stochastic finite faults method based on area source model in Wenchuan and the parameter correction by the existing strong motion record. The dam concrete strength is determined by measuring dynamic strength of the specimen obtained from the dam body by drilling hole. In order to accord with practical situation, the situation of air temperature, water temperature, water level, contraction joints and induced joints is determined by the situation at the time of earthquake.
(4) Since the contact and material nonlinear model is very complex in the whole dam-foundation-reservoir system, enormous computational work is needed. The Shapai arch dam contains404090elements,425568nodes,2112contact point pairs, and more than1200000degrees of freedom; what's more, the duration of ground motion input is long caused by earthquake rupture process in Wenchuan, so the conventional serial computation can not meet the engineering requirement. To this end, the introduction of parallel computing technology is necessary. The entire system is decomposed into several parts by domain decomposition method, making full use of the existing multicore computer, and the computation time is much shorter, with the operability of promotion and application in practical engineering design. The serial and parallel computing software applied in this article is independent development achievement, providing a powerful means to reveal seismic damage process of high dam system.
(5) Current seismic calculation model ignores the mountain above dam crest. To compare the effect of two banks of mountain above dam crest, considering dam and foundation as elastic material, preliminary simulation on the impact of two banks of mountain acceleration response due to ignoring the mountain above dam crest is made.
(1)基于更贴近实际的高混凝土坝地震响应非线性动力分析模型(包括坝体-地基-库水动态相互作用影响,拱坝横缝开合影响,能量向远域地基逸散的辐射阻尼影响,近域地基各类地形、地质构造影响,坝基非均匀地震动输入影响等),提出了考虑在超设计地震动输入下,坝体和地基岩体材料非线性损伤破坏过程的分析模型和求解方法。
(2)采用基于损伤变量的损伤力学理论,提出直接依据大坝混凝土拉、压损伤应力-应变全过程试验结果给出的损伤演化本构关系求解,考虑了往复地震作用下,卸载时的残余变形影响、拉压损伤演化的本构关系差异及其在坝体实际复杂应力状态下的相互影响,避免了弹-塑性-损伤求解方法中的不确定性因素的影响和其计算过程中的复杂性。计算中还考虑了模型网格尺寸的特征长度影响。
(3)为对分析中的建模、计算方法和结果进行检验,结合了经受1967年强震的印度柯伊那重力坝和经受了2008年汶川地震的沙牌碾压混凝土拱坝在超设计地震作用的震例,对其震情作出了分析和解释；并和采用现行多种坝体和地基模型的计算结果进行了比较,验证了采用本文提出的方法计算结果更符合实际震情。在柯伊那坝震情的验算中,采用了基于坝基实测强震记录确定其地震动输入,在沙牌拱坝震情的验算中,采用了基于汶川地震面源模型和对已有强震台站的记录进行参数校正后的随机有限断层法给出的沙牌坝址计入幅值和频率非平稳影响的超设计地震动输入；坝体混凝土强度采用了在坝体现场钻孔的试件实测动态强度。分析中考虑了地震发生时的气温、水温、水位及坝体横缝和诱导缝状况,以求尽量结合实际。验证了沙牌拱坝在汶川地震中的实际状态。
(4)由于整个坝体-地基-库水体系的接触和材料非线性模型十分复杂,计算工作量极为庞大。目前计算的沙牌拱坝单元总数404090,节点总数425568和接触点对2112对,总自由度超过120万,加以汶川地震破裂过程导致的地震动输入持续时间长,常规的串行计算方法无法满足要求。为此,采用了并行计算技术,对整个体系采用了区域分解算法,充分利用了现有多核微机,使计算时间大为缩短,具有可在实际工程设计中推广应用的操作性。本文计算分析中应用的串、并行全部计算软件都是本文自主研发成果,为揭示高坝体系地震损伤过程提供了强有力的手段。
(5)目前现行抗震模型中忽略了坝顶以上山体,为比较两岸坝顶以上山体的影响,初步计算了在坝体和地基作为弹性情况下,忽略坝顶山体的分析模型对体系地震响应加速度的影响。
In view of the importance of seismic safety of high dams and large reservoirs, relying on the subject on earthquake damage and failure of high dam-foundation system-part3of the key consulting project of the Chinese Academy of Engineering-seismic safety of high dams and large reservoirs in the western earthquake district, in close connection with the actual engineering earthquake cases, for the key and basic problem of strategic emphasis on damage process of high concrete dams under the input of exceeding design ground motion, the main innovation is made as follows in this paper.
(1) Based on the nonlinear dynamic analysis model of high concrete dam seismic response that is closer to the actual situation(including dam-foundation-reservoir dynamic interaction, contraction joint opening and closing, radiation damping due to energy dissipation to the far field foundation, various types of terrain and geological structure in the near field foundation, non-uniform motion input to the foundation), under the input of exceeding design ground motion, the analysis model and solving method of considering nonlinear damage process of dam and foundation is presented.
(2) Taking damage mechanics theory based on the damage variable as theoretical basis, a new damage model and solving method is presented that sets up the damage evolution constitutive relation directly based on the whole curve of dam concrete damage stress-strain process of tensile and compressive test results. The new method considers the unloading residual deformation, the constitutive relation difference of tensile and compressive damage evolution and the interaction of complex stress state in the actual dam under earthquake cycling load, preventing the uncertainty and complication due to the coupling of plasticity mechanics and damage mechanics. The characteristic length of model mesh size is considered to prevent mesh sensitivity of simulation results.
(3) In order to check the model, calculation method and simulation result, the actual seismic damage of Konya gravity dam and Shapai arch dam is investigated and interpreted. Koyna gravity dam in India experienced strong earthquake in1967, and Shapai RCC arch dam experienced exceeding design earthquake in2008. Compared with simulation results of various models applied in dam body concrete and foundation rock mass, the model presented by this paper is much closer to the actual seismic damage. In the case study of Koyna seismic damage, the ground motion input is determined by the strong motion record of foundation. In the case study of Shapai arch dam seismic damage, the ground motion input which is non-stationary both in amplitude and frequency is determined by stochastic finite faults method based on area source model in Wenchuan and the parameter correction by the existing strong motion record. The dam concrete strength is determined by measuring dynamic strength of the specimen obtained from the dam body by drilling hole. In order to accord with practical situation, the situation of air temperature, water temperature, water level, contraction joints and induced joints is determined by the situation at the time of earthquake.
(4) Since the contact and material nonlinear model is very complex in the whole dam-foundation-reservoir system, enormous computational work is needed. The Shapai arch dam contains404090elements,425568nodes,2112contact point pairs, and more than1200000degrees of freedom; what's more, the duration of ground motion input is long caused by earthquake rupture process in Wenchuan, so the conventional serial computation can not meet the engineering requirement. To this end, the introduction of parallel computing technology is necessary. The entire system is decomposed into several parts by domain decomposition method, making full use of the existing multicore computer, and the computation time is much shorter, with the operability of promotion and application in practical engineering design. The serial and parallel computing software applied in this article is independent development achievement, providing a powerful means to reveal seismic damage process of high dam system.
(5) Current seismic calculation model ignores the mountain above dam crest. To compare the effect of two banks of mountain above dam crest, considering dam and foundation as elastic material, preliminary simulation on the impact of two banks of mountain acceleration response due to ignoring the mountain above dam crest is made.
引文
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