考虑轴向变形、双轴弯曲耦合效应的钢筋混凝土柱的弹塑性分析

在实际地震作用下，高层，特别是高宽比较大的高层结构中，由于倾覆力矩的作用、柱子、特别是外边柱所受轴力的变化将不可忽略。轴向变形与双轴弯曲的耦合作用，将是柱子塑性变形的显著特征。基于材料本构关系的“纤维模型”，能较精确地反映轴向变形，双轴弯曲三者之间的耦合作用。一组钢筋混凝土柱子双轴压弯的计算结果与试验结果的比较，证明了“纤维模型”的有效性和精确性。     

温和水热法制备MZr2(PO4)3(M=Na,K,Rb)

在温和的水热条件下分别制备出纯净的磷酸锆钠 [NaZr2 (PO4) 3 ]、磷酸锆钾 [KZr2 (PO4) 3 ]和磷酸锆铷 [RbZr2 (PO4) 3 ]。研究了原料配比、矿化剂 (氟离子 )、反应时间和温度等水热晶化条件对产物生成的影响。发现在较宽的温和水热条件下可以制得这三种磷酸锆盐 ;随着碱金属离子的增大 ,产物的生成条件越来越窄 ;最佳制备条件是 :F- ZrO2 =2、P2 O5 ZrO2 =3 (均为摩尔比 )、[ZrOCl2 ]=0 6mol L、反应温度 1 5 0℃、反应时间 2天。用水热法没有制备出同一系列磷酸锆盐中的磷酸锆锂 [LiZr2 (PO4) 3 ]和磷酸锆铯 [CsZr2 (PO4) 3 ]。采用XRD、SEM、IR、Raman和XPS等现代物化仪器对产物的结构与物相纯度进行了测定与表征     

金山金矿热液蚀变粘土矿物特征及水-岩反应环境研究

粘土矿物是流体作用过程中水—岩反应的产物，因此其特征反映了流体活动的特征和水-岩反应的环境。金山金矿蚀变粘土矿物主要由伊利石和绿泥石组成，其中，蚀变糜棱岩中的伊利石含量大于绿泥石含量；而蚀变超糜棱岩中的绿泥石含量大于伊利石含量。蚀变糜棱岩中伊利石的多型为2M1，超糜棱岩中为2M1和1M。金山金矿蚀变绿泥石的成份分析结果表明其为富铁绿泥石，由蠕绿泥石、铁镁绿泥石和密绿泥石组成，绿泥石中Fe、Mg质组分不仅来自围岩，而且也有一部分来自流体。利用地质温度计计算绿泥石的形成温度为206-258℃，流体的f(O2)为10^29.56～10^-31.48。本文认为金山金矿热液蚀变为酸性蚀变，其环境为还原环境，流体作用的水／岩比较高；在水—岩反应过程中，流体中的Fe、Mg、Si为带出组分。粘土矿物的形成机制为溶解—迁移—沉淀。     

Gneiss-Water Interaction and Water Evolution During the Early Stages of Dissolution Experiments at Room Temperature

Gneiss-distilled water interaction at room temperature was investigated with batch-reactors to study water-rock reaction and geochemical evolution of the aqueous phase with time. The ion concentrations in water were controlled not only by the dissolution of primary minerals, but also by the precipitation of secondary minerals. The decreasing fraction sizes of gneiss could favor dissolution and precipitation simultaneously. Ca^2 and K^ were the major cations, and HCO3^- was the major anion in water. All the ions except Ca^2 increased in concentration with time. The Ca^2 release from the rock to the aqueous phase was initially much faster than the release of K^ , Na^2 and Mg^2 . But after about 5 - 24 hours, the Ca^2 concentrations in water decreased very slowly with time and became relatively stable. During the experiment, the water varied from the Ca-( K)-HCO3-type water to the K-Ca-HCO3-type water, and then to the K-(Ca, Na)-HCO3-type water. The water-gneiss interaction was dominated by the dissolution of Kfeldspar in the solution. The remaining secondary minerals were mainly kaolinite, illite and K (Mg) -mica.     

桩承载力时效对桩土相互作用及沉降的影响分析

对软土中两根47 m长灌注桩分别在成桩28 d和1 750 d后进行了承载力试验，其极限承载力提高幅度达到30％左右。分析了单桩承载力随时间提高(称为时效)的机理，提出了单桩承载力时效对桩筏基础桩土相互作用影响的分析方法，并结合工程实例进行了分析。     

秦岭显生宙地幔组成及其演化

通过对秦岭造山带及扬子克拉通北缘显生宙时期 3个含地幔捕虏体的煌斑岩、钾镁煌斑岩、碱性玄武岩以及 11个不含捕虏体的辉石岩、辉长岩、玄武岩出露点的岩石地球化学对比研究 ,揭示出研究区地幔演化经历了自古生代的OIB亏损地幔到中生代的高度富集地幔再到中生代末期 -新生代的OIB MORB的亏损地幔的两次明显变更。制约这种变更的主要因素是熔融岩浆时源区发生的层圈相互作用类型。鉴于大陆岩石圈软流层体系的特征 ,有必要划分出岩石圈 /软流层相互作用带(过渡带 ) ,它是大陆岩浆作用的重要源区。     

Effect of asymmetry and irregularity of seismic waves on earthquake-induced differential settlement of buildings on natural subsoil

The effect of asymmetry and irregularity of the inputted seismic waves on the earthquake-induced differential settlement of the buildings on natural subsoil is investigated in terms of the earthquake damage phenomena, theoretical analyses, dynamic triaxial tests and shaking table tests. A conclusion can be drawn from the investigation results that, the asymmetrical and irregular character of the inputted seismic waves themselves may have a significant contribution to the differential settlement of subsoil and buildings in some cases, and this is a necessary factor to be considered in reasonable evaluation for the differential settlement and other problems relating to the soil deformation due to earthquakes.     

Inelastic dynamic analysis of RC bridges accounting for spatial variability of ground motion,site effects and soil–structure interaction phenomena. Part 1: Methodology and analytical tools

During strong ground motion it is expected that extended structures (such as bridges) are subjected to excitation that varies along their longitudinal axis in terms of arrival time, amplitude and frequency content, a fact primarily attributed to the wave passage effect, the loss of coherency and the role of local site conditions. Furthermore, the foundation interacts with the soil and the superstructure, thus significantly affecting the dynamic response of the bridge. A general methodology is therefore set up and implemented into a computer code for deriving sets of appropriately modified time histories and spring–dashpot coefficients at each support of a bridge with account for spatial variability, local site conditions and soil–foundation–superstructure interaction, for the purposes of inelastic dynamic analysis of RC bridges. In order to validate the methodology and code developed, each stage of the proposed procedure is verified using recorded data, finite‐element analyses, alternative computer programs, previous research studies, and closed‐form solutions wherever available. The results establish an adequate degree of confidence in the use of the proposed methodology and code in further parametric analyses and seismic design. Copyright © 2003 John Wiley & Sons, Ltd.     

Inelastic dynamic analysis of RC bridges accounting for spatial variability of ground motion,site effects and soil–structure interaction phenomena. Part 2: Parametric study

The methodology for dealing with spatial variability of ground motion, site effects and soil–structure interaction phenomena in the context of inelastic dynamic analysis of bridge structures, and the associated analytical tools established and validated in a companion paper are used herein for a detailed parametric analysis, aiming to evaluate the importance of the above effects in seismic design. For a total of 20 bridge structures differing in terms of structural type (fundamental period, symmetry, regularity, abutment conditions, pier‐to‐deck connections), dimensions (span and overall length), and ground motion characteristics (earthquake frequency content and direction of excitation), the dynamic response corresponding to nine levels of increasing analysis complexity was calculated and compared with the ‘standard’ case of a fixed base, uniformly excited, elastic structure for which site effects were totally ignored. It is concluded that the dynamic response of RC bridges is indeed strongly affected by the coupling of the above phenomena that may adversely affect displacements and/or action effects under certain circumstances. Evidence is also presented that some bridge types are relatively more sensitive to the above phenomena, hence a more refined analysis approach should be considered in their case. Copyright @ 2003 John Wiley & Sons, Ltd.     

Interaction between two sliders in a system with rate- and state-dependent friction

This study examines slip recurrence patterns in a two-block spring-slider model with rate- and state-dependent friction. Both weak and strong heterogeneities are considered with different settings of coupling stiffness. The results show that the recurrence pattern of slips strongly depends on the degree of coupling between the two blocks. With strong coupling between the two blocks (e.g., kc/ki max >~1), the slip pattern of the system is simple and characterized by periodical stick-slips, with the two blocks slipping together. With strong heterogeneity in friction strength, period-2 motion is found for moderate coupling stiffness (kc/ki max=0.4) between the two blocks. More complicated patterns are found with weak coupling stiffness (kc/ki max=0.2) and strong heterogeneity. With strong heterogeneity, very weak coupling leads to chaotic slip patterns. With coupling stiffness kc=5 ki max and strong heterogeneity, chaotic slip patterns are not found, in contrast with the results by Huang and Turcotte who employed the classical static/kinetic friction law.