高山峡谷场地地震动水平峰值加速度传播特性研究

建立了高山峡谷场地的动力计算模型,分析了攀枝花地震动作用下场地水平峰值加速度(HPA)的衰减效应,研究了不同参数对场地HPA传播特性的影响。数值分析结果表明:HPA随深度增加而衰减,HPA在坡脚处比在峡谷处要低一些;在山顶处有放大效应,但放大系数比实际震害要小一些;HPA衰减程度随着阻尼比和模型深度的增加而增加,随着坡比增加而减小,且不受输入地震动峰值加速度影响;在不同频谱特性地震动作用下,当地震波的卓越频率接近计算模型的自振频率时,场地衰减程度会随之增大。     

考虑动水压力影响的单柱式桥墩地震反应分析

在Morison方程的基础上,用附加水质量法考虑动水压力对桥墩的影响,以单柱式桥墩为研究对象,以ABAQUS有限元软件为计算平台,建立了考虑桩-土动力相互作用的单柱式桥墩地震反应分析模型,考虑土体和桥墩混凝土的动力非线性特征,分析了地震动作用下动水压力对单柱式桥墩的墩顶相对墩底位移、加速度、剪力和弯矩反应的影响,并探讨了水位对单柱式桥墩地震反应特性的影响。结果表明:动水压力改变桥墩的地震反应特性,增大了桥墩顶部相对底部的位移、墩顶绝对加速度和墩底的内力,水位变化影响桥墩的地震反应特性。对于深水桥墩抗震设计计算,考虑动水压力效应、水位变化是有必要的。     

不同环境对水泥土动应力影响的试验研究

为研究腐蚀性介质和动荷载对水泥土力学特性的影响,通过水泥土的动三轴压缩试验,获取水泥土动应力试验参数,分析各种环境对水泥土动强度的影响。试验结果表明,当硫酸钠溶液浓度小于0.03mol/L时水泥土的动强度逐步增大,当硫酸钠溶液浓度大于0.03mol/L时水泥土的动强度又逐步降低;随着氯化钠溶液浓度的增大,其动强度逐步降低;随着腐蚀时间的增加,0.03mol/L硫酸钠溶液的水泥土动强度逐步增大,而0.1 mol/L和0.3 mol/L硫酸钠溶液的水泥土动强度均逐步降低;水泥掺入比和围压越大,水泥土动强度越大;当溶液浓度小于0.03mol/L时硫酸钠环境对水泥土的动强度有增强效应,且浓度大于0.03mol/L时硫酸钠环境对水泥土具有腐蚀破坏效应,且硫酸钠溶液腐蚀效应大于氯化钠溶液腐蚀效应。     

动水压力作用下深水桥墩非线性地震响应分析

为研究动水压力作用对深水桥墩地震响应的影响,本文分别采用Morison方程和辐射波浪理论建立了动水压力计算方法,分析了动水压力作用对桥墩地震响应的影响;同时分析了考虑材料非线性时动水压力作用对桥墩地震响应的影响。研究表明:动水压力作用增大了桥墩的地震响应,其影响随着相对水深的增加而增强;考虑材料非线性时动水压力对桥墩地震响应的影响,相对线性材料而言有所变化。     

几何参数对隧道地震反应影响的二维数值分析

隧道结构地震破坏的原因众多,几何因素的影响不可忽视。基于有限差分方法,构建一系列数值计算模型,比较了不同埋深、直径、衬砌厚度和径厚比时隧道结构的地震响应特性,并采用相对变形比和内力放大系数定量分析了隧道的变形、内力分布和内力峰值与几何参数间的关系。计算结果表明:内力放大系数随着埋深的增加而减小,埋深大于20m,输入地震动幅值小于0.2g时,隧道拱顶底间相对位移峰值和相同位置处自由场相对位移峰值接近;衬砌厚度对动弯矩的影响较动轴力显著,增加衬砌厚度会显著的增大隧道的动弯矩峰值,但弯矩放大系数随着衬砌厚度的增加而减小;隧道的动内力峰值随着直径的增加而增大,而轴力放大系数则随着直径的增加而减小;径厚比显著影响衬砌结构的内力分布,当径厚比大于10时,隧道结构发生显著的内力偏转。     

多因素复杂参数下的圆形地下水泥土桩地基场地地震效应分析

为了实现圆形地下水泥土桩地基场地地震效应的准确分析,提高建筑抗震性能,采用ABAQUS有限元软件,分析不同随机参数的圆形地下水泥土桩地基场地地震效应,分析运算采用的各项参数、场地地质条件以及明确等效复合土体计算参数,通过二维复合模量简化模型,全面考虑加固深度、土桩地基上新建结构、下卧基岩地形、水泥土模量、输入地震波属性和不同场景环境等随机参数对圆形地下水泥土桩地基场地地震效应的影响。实验结果表明:圆形地下水泥土桩地基加固区地表的峰值加速度反应较自由场的反应显著降低,地基地表的峰值加速度反应随着水泥土桩加固深度和复合模量的增加而减小;地基上新建结构对坝基周围场地地震动特性形成较强的干扰,干扰幅度以及区域同新建结构规模具有较高的关联性;地基下端基岩表面地形同上部地基场地地震动特性间具有一定的关联性;场地土层条件对复合地基地震效应影响较大;桩体模量在可能变化范围内,对水泥土桩地基地震效应影响相对较小。     

波浪力对深水桥墩结构在地震和冰荷载作用下的响应影响分析

考虑到波浪力对深水桥墩地震响应和冰振响应的影响,本文基于非线性Morision方程,同时考虑附加质量效应和流固耦合效应,通过建立深水桥墩结构有限元分析模型及动力平衡方程,对深水桥墩结构进行了波浪、冰荷载、地震3种环境激励荷载单独作用下,以及不同组合形式共同作用下的数值分析;进而对计算结果进行了比较,探讨了动水压力对深水桥墩结构响应的影响程度,可为今后深水桥墩抗震以及抗冰设计提供一定的借鉴和参考。     

饱和岩石的动态渗透率和动电耦合系数解析式

动态渗透率和动电耦合系数是描述岩石中渗流波动和弹性-电磁耦合波效应的重要参数.本文基于毛细管束模型,提出了流体饱和孔隙介质的动态渗透率和动电耦合系数的解析表达式和简化表达式,并通过与前人近似式结果的对比,分析了不同表达式的合理性和适用性.在此基础上,理论分析了孔隙几何形状和孔径分布对渗透率和动电耦合系数的频率响应以及井孔震电耦合波场的影响.研究结果表明:当认为孔道均匀且达西渗透率、孔隙度和弯曲度恒定时,孔隙几何形状的影响很小,可以忽略,而前人的近似式高估了孔隙几何形状的影响;孔径分布的影响显著,随着孔径分布的增大,渗透率的临界频率显著减小,动电耦合系数的临界频率显著增加,震电测井的斯通利波及其伴随电场幅度显著增大.     

库水模型及库水深度对拱坝动力响应的影响

基于接触非线性有限元模型,以锦屏一级拱坝为例,库水分别采用附加质量模型、可压缩流体有限元模型、不可压缩流体有限元模型计算了正常蓄水位及运行低水位时坝体的动力响应,结果表明:库水模型对拱坝动力响应有较大影响,随库水深度的增大,各模型计算结果差异增大;相比于流体可压缩模型,采用不可压缩流体模型所得动力响应普遍偏大;运行低水位工况,由于静水压力减小导致拱效应减弱,从而降低了拱坝的整体性,因此运行低水位工况各缝开度普遍高于正常蓄水位工况,且其拉应力范围较大,因此,运行低水位工况将对抗震设计起控制作用。     

考虑流-固耦合梁式矩形渡槽横向地震响应研究

根据豪斯纳尔（Housner）理论, 建立了考虑槽内水体与渡槽槽身流-固耦合的横向地震响应计算模型,分析了槽身断面深宽比变化对渡槽结构抗震的影响,并对某大型渡槽进行了多工况地震时程响应计算. 结果表明,在地震波作用下,渡槽槽内大质量水体对渡槽的横向地震响应有较大的影响, 但水体的晃荡作用有明显的TLD效应. 若将水体视为刚体, 质量全部附加到槽体上,将严重地夸大水的地震惯性力作用,且在渡槽槽身断面选择时应考虑深宽比对墩身地震响应的影响, 以减小地震力.      

Effects of riverbed scour on seismic performance of high-rise pile cap foundation

To explore the seismic performance of a high-rise pile cap foundation with riverbed scour, a finite element model for foundations is introduced in the OpenSees finite element framework. In the model, a fiber element is used to simulate the pile shaft, a nonlinear p-y element is used to simulate the soil-pile interaction, and the p-factor method is used to reflect the group effects. A global and local scour model is proposed, in which two parameters, the scour depth of the same row of piles and the difference in the scour depth of the upstream pile and the downstream pile, are included to study the influence of scour on the foundation. Several elasto-plastic static pushover analyses are performed on this finite element model. The analysis results indicate that the seismic capacity (or supply) of the foundation is in the worst condition when the predicted deepest global scout depth is reached, and the capacity becomes larger when the local scour depth is below the predicted deepest global scout depth. Therefore, to evaluate the seismic capacity of a foundation, only the predicted deepest global scout depth should be considered. The method used in this paper can be also applied to foundations with other soil types.     

承台型式对可液化场地桥梁桩-柱墩地震响应影响振动台试验

基于相同土层结构地基条件下,分别采用低承台群桩-独柱墩与高承台群桩-独柱墩结构,完成了两次可液化场地群桩-土-桥梁结构地震反应振动台试验,据此研究了承台型式对桥梁桩-柱墩地震反应的影响。研究表明,与高承台桩相比,可液化场地中低承台桩的抗震性能更优;地震中砂层尚未液化或液化不充分时,低承台更多表现出减弱桩尤其桩上段的加速度反应的作用,相反高承台更多起到放大桩的加速度作用,而高承台桩与低承台桩的峰值应变自下而上更多表现出逐渐增大趋势;即使砂层完全液化时,低承台桩的峰值应变自下而上仍以渐增为主;与低承台桩相比,高承台桩更有助于放大墩顶加速度、位移反应,对结构体系整体稳定性产生了不良影响;虽然低承台桩未出现严重破坏,但砂层中部桩的应变却很大,液化砂土-桩运动相互作用对桩的抗震性能影响不容忽视。     

钢柱脚混凝土承台锚固性能弹塑性有限元分析

在试验研究基础上,采用ANSYS有限元分析程序,对钢柱脚混凝土承台在单向加载下的性能作了弹塑性分析,研究了其在竖向抗拔荷载作用下的开裂、变形及破坏的全过程,并在此基础上,建立了简化的抗拔承载力计算的桁架模型,计算结果与试验结果符合较好。     

抗拔钢筋对提高混凝土承台-钢柱脚锚固承载力的研究

在试验研究基础上,采用ANSYS有限元分析程序,对不同抗拔钢筋配筋率的混凝土承台-钢柱脚在单向加载下的性能进行了弹塑性计算分析。结果表明,随着抗拔钢筋配筋率提高,其抗拔承载力、后期刚度、耗能能力均比未配抗拔钢筋的混凝土承台-钢柱脚逐步提高,但其提高的比例逐渐趋慢。用承载力桁架模型对各混凝土承台-钢柱脚承载力进行了计算,结果与有限元计算结果符合较好。     

Properties of electric turbulence in the polar cap ionosphere

Small-scale (scales of ∼0.5–256 km) electric fields in the polar cap ionosphere are studied on the basis of measurements of the Dynamics Explorer 2 (DE-2) low-altitude satellite with a polar orbit. Nineteen DE-2 passes through the high-latitude ionosphere from the morning side to the evening side are considered when the IMF z component was southward. A rather extensive polar cap, which could be identified using the ɛ-t spectrograms of precipitating particles with auroral energies, was formed during the analyzed events. It is shown that the logarithmic diagrams (LDs), constructed using the discrete wavelet transform of electric fields in the polar cap, are power law (μ ∼ s ^α). Here, μ is the variance of the detail coefficients of the signal discrete wavelet transform, s is the wavelet scale, and index α characterizes the LD slope. The probability density functions P(δE, s) of the electric field fluctuations δE observed on different scales s are non-Gaussian and have intensified wings. When the probability density functions are renormalized, that is constructed of δE/s ^γ, where γ is the scaling exponent, they lie near a single curve, which indicates that the studied fields are statistically self-similar. In spite of the fact that the amplitude of electric fluctuations in the polar cap is much smaller than in the auroral zone, the quantitative characteristics of field scaling in the two regions are similar. Two possible causes of the observed turbulent structure of the electric field in the polar cap are considered: (1) the structure is transferred from the solar wind, which is known to have turbulent properties, and (2) the structure is generated by convection velocity shears in the region of open magnetic field lines. The detected dependence of the characteristic distribution of turbulent electric fields over the polar cap region on IMF B _y and the correlation of the rms amplitudes of δE fluctuations with IMF B _z and the solar wind transfer function (B _y ² + B _z ²)^1/2sin(θ/2), where θ is the angle between the geomagnetic field and IMF reconnecting on the dayside magnetopause when IMF B _z < 0, together with the absence of dependence on the IMF variability are arguments for the second mechanism.     

Velocity of auroral arcs drifting equatorward from the polar cap

The drift velocity of an auroral arc is compared with the component of F-region plasma velocity in the same direction for ten cases where the arc is seen to move steadily equatorward for several minutes without any major change in appearance or orientation. In most cases the two velocities are close, but on two occasions the drift velocity of the arc is much higher than the plasma velocity. From the cases studied it appears that during the growth and recovery phase of the substorm cycle the arc moves with a velocity close to the convection velocity, but during the expansion phase this is not the case.     

Long-term thermospheric neutral wind observations over the northern polar cap

We study the solar dependence of the thermospheric dynamics based on more than 20 years Fabry–Perot interferometer O 6300 Å emission observation of polar cap thermospheric wind from three stations: Thule (76.53°N, 68.73°W, MLAT 86N), Eureka (80.06°N, 86.4°W, MLAT 89N), and Resolute (74.72°N, 94.98°W, MLAT 84N) in combination with the National Center for Atmospheric Research Thermosphere Ionosphere Electrodynamics General Circulation Model (NCAR-TIEGCM). All three stations showed a dominant diurnal oscillation in both the meridional and zonal components, which is a manifestation of anti-sunward thermospheric wind in the polar cap. The three-station observations and the TIEGCM simulation exhibit varying degree of correlations between the anti-sunward thermospheric wind and solar F10.7 index. The diurnal oscillation is stronger at Eureka (∼150 m/s) than that at Resolute (∼100 m/s) according to both observations and TIEGCM simulation. The semidiurnal oscillation is stronger at Resolute (∼20 m/s) than that at Eureka based (∼10 m/s) on data and model results. These results are consistent with a two-cell convection pattern in the polar cap thermospheric winds. The Thule results are less consistent between the model and observations. The simulated meridional wind diurnal and semidiurnal oscillations are stronger than those observed.     

基桩桩身完整性检测中的影响因素浅析

近年来,桩基础的广泛应用带动了检测技术的进一步发展,基桩检测技术也越来越受到人们的重视.本文从反射波理论出发介绍了反射波法的基本原理,指出了桩身完整性的判定标准,并系统的分析了基桩检测中的多种影响因素.本文通过分析和总结,指出了反射法测桩存在的不足,并提出了相应的注意事项及解决办法.     

桩土共同作用下桩长对结构抗震性能影响分析

桩基础是松软深厚地基上高层建筑的主要基础形式,其长度直接影响高层建筑的抗震性能。尽管桩基础有较广的应用范围,但桩长与结构整体抗震性能的相关性研究还颇为少见。根据上海某高层建筑地基基础结构数据建立软土地基上桩基础高层建筑平面动力有限元计算模型,以横观各向同性材料模拟软土地基,弹性阻尼人工边界模拟地基半无限体,薄膜单元模拟桩土间接触滑移性能,并考虑桩-土-结构共同作用,采用上海地铁某车站地震监测数据作为地震波输入,在其他条件不变的情况下选择各种桩长进行计算,根据计算结果分析讨论在该模型条件下桩长选择对上部结构以及桩基础整体抗震性能的影响,提出优化方案。