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钢筋混凝土压弯构件考虑阻尼耗能时的地震破坏模型研究
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作者 何益斌 冷巧娟 《工程抗震与加固改造》 2006年第5期13-16,共4页
本文分析了钢筋混凝土结构在弹塑性地震反应过程中阻尼耗能的分布和特点。对国内外现有的几种结构地震破坏模型进行了深入的分析比较研究。在分析各种破坏模型优缺点的基础上,针对钢筋混凝土压弯构件提出了考虑了阻尼耗能影响时的地震... 本文分析了钢筋混凝土结构在弹塑性地震反应过程中阻尼耗能的分布和特点。对国内外现有的几种结构地震破坏模型进行了深入的分析比较研究。在分析各种破坏模型优缺点的基础上,针对钢筋混凝土压弯构件提出了考虑了阻尼耗能影响时的地震破坏模型。 展开更多
关键词 双参数地震破坏模型 阻尼耗能 破坏指标
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构件的地震破坏模型分析 被引量:1
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作者 陈钱商 《山西建筑》 2009年第7期66-67,共2页
指出阻尼耗能对结构地震反应具有不容忽视的影响,对国内外现有的几种结构地震破坏模型进行了深入研究,分析了现有的几种双参数破坏模型,探讨了结构地震损伤指标的数学性质,以促进构件地震破坏模型的研究。
关键词 地震破坏模型 地震损伤指标 双参数破坏模型
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改进的钢筋混凝土结构双参数地震破坏模型
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作者 任利杰 《钢铁厂设计》 1998年第3期56-60,共5页
在分析现有结构地震破坏模型的基础上,提出了一种改进的双参数地震破坏模型。文中采用三线退化型恢复力模型对实际钢筋混凝土结构在实际地震(唐山地震、海城地震、天津地震)作用下的变化与累积耗能、极限变形与极限滞回耗能进行了分... 在分析现有结构地震破坏模型的基础上,提出了一种改进的双参数地震破坏模型。文中采用三线退化型恢复力模型对实际钢筋混凝土结构在实际地震(唐山地震、海城地震、天津地震)作用下的变化与累积耗能、极限变形与极限滞回耗能进行了分析,通过模型计算的破损结果与实际震害结果的对比,确定了模型参数,从而建立了钢筋混凝土结构的双参数地震破坏模型。 展开更多
关键词 双参数 地震破坏模型 破损度 钢筋混凝土结构
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地震波斜入射下混凝土重力坝的塑性损伤响应分析 被引量:30
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作者 李明超 张佳文 +2 位作者 张梦溪 闵巧玲 史博文 《水利学报》 EI CSCD 北大核心 2019年第11期1326-1338,1349,共14页
我国西南强震区建设有大量混凝土坝,复杂地形条件下地震波入射角度对混凝土坝动力响应影响较大,然而,目前相关研究以线弹性模型为主,在合理考虑坝体的真实破坏状态方面存在局限性。本文以Koyna混凝土重力坝为研究对象,建立三维非线性有... 我国西南强震区建设有大量混凝土坝,复杂地形条件下地震波入射角度对混凝土坝动力响应影响较大,然而,目前相关研究以线弹性模型为主,在合理考虑坝体的真实破坏状态方面存在局限性。本文以Koyna混凝土重力坝为研究对象,建立三维非线性有限元分析模型,采用了基于黏弹性边界的地震波动输入方法,结合塑性损伤模型分别分析了地震P波和SV波斜入射下坝体的动力响应,并提出地震破坏评价模型对震后坝体损伤进行评估。研究表明,地震波入射角度及波型对坝体动力响应影响较大,P波入射下位移应力和损伤在60°时达到最大,SV波入射下在0°时达到最大,证明了考虑地震波入射角的必要性;采用塑性损伤本构结合损伤评价指标合理地反映了坝体破坏程度,并针对薄弱地区提出抗震设计改进。因此,在同类型工程的安全评价中应该综合考虑地震波斜入射和筑坝材料的非线性特征。 展开更多
关键词 混凝土重力坝 地震波斜入射 塑性损伤模型 地震破坏评价模型 黏弹性人工边界
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Dynamic failure mode and energy-based identification method for a counter-bedding rock slope with weak intercalated layers 被引量:8
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作者 FAN Gang ZHANG Jian-jing +1 位作者 FU Xiao ZHOU Li-rong 《Journal of Mountain Science》 SCIE CSCD 2016年第12期2111-2123,共13页
The dynamic failure mode and energybased identification method for a counter-bedding rock slope with weak intercalated layers are discussed in this paper using large scale shaking table test and the Hilbert-Huang Tran... The dynamic failure mode and energybased identification method for a counter-bedding rock slope with weak intercalated layers are discussed in this paper using large scale shaking table test and the Hilbert-Huang Transform(HHT) marginal spectrum.The results show that variations in the peak values of marginal spectra can clearly indicate the process of dynamic damage development inside the model slope.The identification results of marginal spectra closely coincide with the monitoring results of slope face displacement in the test.When subjected to the earthquake excitation with 0.1 g and 0.2 g amplitudes,no seismic damage is observed in the model slope,while the peak values of marginal spectra increase linearly with increasing slope height.In the case of 0.3 g seismic excitation,dynamic damage occurs near the slope crest and some rock blocks fall off the slope crest.When the seismic excitation reaches 0.4 g,the dynamic damage inside the model slope extends to the part with relative height of 0.295-0.6,and minor horizontal cracks occur in the middle part of the model slope.When the seismic excitation reaches 0.6 g,the damage further extends to the slope toe,and the damage inside the model slope extends to the part with relative height below 0.295,and the upper part(near the relative height of 0.8) slides outwards.Longitudinal fissures appear in the slope face,which connect with horizontal cracks,the weak intercalated layers at middle slope height are extruded out and the slope crest breaks up.The marginal spectrum identification results demonstrate that the dynamic damage near the slope face is minor as compared with that inside the model slope.The dynamic failure mode of counter-bedding rock slope with weak intercalated layers is extrusion and sliding at the middle rock strata.The research results of this paper are meaningful for the further understanding of the dynamic failure mode of counter-bedding rock slope with weak intercalated layers. 展开更多
关键词 Marginal spectrum Dynamic damage Counter-bedding slope Failure mode Shaking table test
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Analysis of Earthquake-Triggered Failure Mechanisms of Slopes and Sliding Surfaces 被引量:11
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作者 WANG Jian YAO Lingkan Arshad Hussain 《Journal of Mountain Science》 SCIE CSCD 2010年第3期282-290,共9页
Earthquake-induced landslides along the Dujiangyan-Yingxiu highway after the Ms 8.0 Wenchuan earthquake in 2008 were investigated. It was found that: (1) slopes were shattered and damaged during the earthquake a... Earthquake-induced landslides along the Dujiangyan-Yingxiu highway after the Ms 8.0 Wenchuan earthquake in 2008 were investigated. It was found that: (1) slopes were shattered and damaged during the earthquake and open tension cracks formed on the tops of the slopes; (2) the upper parts of slopes collapsed and slid, while the lower parts remained basically intact, indicating that the upper parts of slopes would be damaged more heavily than the lower parts during an earthquake. Large-scale shaking table model tests were conducted to study failure behavior of slopes under the Wenchuan seismic wave, which reproduced the process of deformation and failure of slopes. Tension cracks emerged at the top and upper part of model, while the bottom of the model remained intact, consistent with field investigations. Depth of the tension crack at the top of model is 32 cm, i.e., 3.2 m compared to the prototype natural slope with a height of 14 m when the length scale ratio (proto/model) is lo. Acceleration at the top of the slope was almost twice as large as that at the toe when the measured accelerations on shaking table are 4.85 m/s2 and 6.49 m/s2, which means that seismic force at the top of the slope is twice the magnitude of that at the toe. By use of the dynamic-strength-reduction method, numerical simulation was conducted to explore the process and mechanism of formation of the sliding surface, with other quantified information. The earthquake-induced failure surfaces commonly consist of tension cracks and shear zones. Within 5 mfrom the top of the slope, the dynamic sliding surface will be about 1 m shallower than the pseudo-static sliding surface in a horizontal direction when the peak ground acceleration (PGA) is 1 m/s2; the dynamic sliding surface will be about 2 m deeper than the pseudo-static sliding surface in a horizontal direction when the PGA is lo m/sL and the depths of the dynamic sliding surface and the pseudo-static sliding surface will be almost the same when the PGA is 2 m/s2. Based on these findings, it is suggested that the key point of anti-seismic design, as well as for mitigation of post-earthquake, secondary mountain hazards, is to prevent tension cracks from forming in the upper part of the slope. Therefore, the depth of tension cracks in slope surfaces is the key to reinforcement of slopes. The depth of the sliding surface from the pseudo-static method can be a reference for slope reinforcement mitigation. 展开更多
关键词 Subgrade engineering slope failuremechanism shaking table model test: seismicsliding surface Wenchuan earthquake
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Parameter Fitting of Seismic Intensity Attenuation Model in Xinjiang 被引量:1
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作者 Tan Ming Li Shuai +3 位作者 Sun Jing Wang Wei Tang Lihua Wu Chuanyong 《Earthquake Research in China》 2013年第2期261-268,共8页
By using the existing historical earthquake investigation data in Xinjiang,this paper obtained the envelope curves of isoseismal maps of 103 destructive earthquakes occurring from 1716 to 2010 after digitization of th... By using the existing historical earthquake investigation data in Xinjiang,this paper obtained the envelope curves of isoseismal maps of 103 destructive earthquakes occurring from 1716 to 2010 after digitization of the data. The author summarized the seismic intensity attenuation laws in the Xinjiang region with the multiple regression fitting method. The intensity attenuation function of the elliptical model was provided and the fitting results in different periods and areas were compared. Finally, the intensity attenuation relationship in the Xinjiang region was obtained by the method of constraining the start and end of the attenuation curves. 展开更多
关键词 Seismic intensity Attenuation relationship model Xinjiang
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