船台滑道下含软弱层岸坡的空间稳定分析

芜湖江东船厂新建船台滑道位于有较厚软弱土层的岸坡上。本文采用三维有限元和刚体极限平衡理论结合的方法分析岸坡稳定, 对不同潜在滑动面进行探索, 求解最小安全系数及相应滑动面位置。分析结果已在施工实践中得到证实。     

试论西部大开发与国防建设

根据我国国土形状呈三叶螺旋浆形的特征，指出了我国经济建设，国防建设和行政管理均应实行中心辐射型结构模式，述了我国经济建设与国防建设相结合的措施，将经济区以国防功能区分为核心经济区，纽带经济区，支撑经济区，有序建成这三类经济区，以适应形势发展的需要，扩大我国的战略防御向纵深发展。     

基坑支护结构破坏原因综述及实例分析

高层建筑基坑支护结构破坏原因主要有 :支护结构整体失稳、基坑土体隆起、管涌及流沙的出现、支撑强度不足或压屈、墙体破坏、支护结构平面变形超过限度。某大厦施工中由于桩身强度不足、桩尖达到的深度不够及桩间距过大等原因 ,致使管涌发生 ,造成塌方。通过对事故针对性的处理 ,取得了良好的效果     

高层建筑地震反应最优多重TLD控制

本文以坑层建筑地震反应进行了最优多重ＴＬＤ（ＭＴＬＤ）ｓ控制研究。文中阐述了ＴＬＤ系统的工作原理笔ＭＴＬＤｓ系统的参数；建立了多层结构－ＴＭＬＤｓ系统耦联体系的运动方程；分析了ＭＴＬＤｓ系统的参数对在谐波作用下多层结构动力反应的影响以及各参数之间的关系。     

四川龙门山地区阳新组灰岩地质特征及用途

二叠系阳新组灰岩厚度240~350 m，走向延伸大于50 km，出露面积15 km²以上，资源储量极为丰富.研究区0.6 km²范围内资源量为5193×10⁴ t.阳新组灰岩CaO含量49.87%~55.74%，MgO含量0.24%~2.80%，SiO₂含量0.38%~5.80%之间，SO₃含量0.01%~0.40%，K₂O+Na₂O含量0.02%~0.12%，均达到Ⅰ级水泥用料要求.饱和抗压强度41.6~82.4 MPa，坚固性1%~3%，压碎指标8.2%~9.6%；所有指标均符合建筑石料用要求.对阳新组灰岩地质特征、物理化学指标的分析评价显示，其可广泛运用于水泥、建筑石料等领域，具有重要的经济价值和意义.     

上海地区村镇民房震害预测方法探讨——以宝山区(Ⅵ度)震害预测为例

本文通过对上海地区地震危险性分析,论述了上海地区开展村镇民房震害预测的必要性。根据上海地区的建筑特点,并以宝山区Ⅵ度震害预测为例,对上海地区村镇民房震害预测方法的可行性进行了探讨。     

嘉峪关光化楼残损变形现状及抗震性能分析

中国木结构建筑是我国宝贵的物质文化遗产和文化瑰宝，具有悠久的文化历史。以嘉峪关光化楼为依托，对光化楼进行实地调研，分析光化楼主要残损变形。采用ANSYS软件建立考虑光化楼残损变形的三维有限元精细模型，并进行模态分析与时程分析。研究结果表明，光化楼主要残损变形为油饰脱落、墙体剥蚀开裂、柱偏移等，极个别柱产生较大偏移；光化楼刚度相对稳定，前20阶振型自振频率均在10Hz以内；光化楼动力放大系数与层间位移角均较小，仍具有良好的抗震减震性能。     

Synthetic Experiments Dealing with Anisotropic Model Building

It has been shown in the past that the interval-NMO velocity and the non-ellipticity parameter largely control the P-wave reflection time moveout of VTI media. To invert for these two parameters, one needs either reasonably large offsets, or some structure in the subsurface in combination with relatively mild lateral velocity variation.This paper deals with a simulation of an inversion approach, building on the assumption that accurately measured V _NMO, as defined by small offset asymptotics for a particular reflector, were available. Instead of such measurements we take synthetically computed data. First, an isotropic model is constructed which explains these V _NMO. Subsequently, residual moveout in common image gathers is modelled by ray tracing (replacing real data), along with its sensitivity for changes in the interval-NMO velocity and the non-ellipticity parameter under the constraint that V _NMO is preserved. This enables iterative updating of the non-ellipticity parameter and the interval-NMO velocity in a layer that can be laterally inhomogeneous.This approach is successfully applied for a mildly dipping reflector at the bottom of a layer with laterally varying medium parameters. With the exact V _NMO assumed to be given, lateral inhomogeneity and anisotropy can be distinguished for such a situation. However, for another example with a homogeneous VTI layer overlying a curved reflector with dip up to 30°, there appears to be an ambiguity which can be understood by theoretical analysis. Consistently with existing theory using the NMO-ellipse, the presented approach is successfully applied to the latter example if V _NMO in the strike direction is combined with residual moveout in dip direction.     

地震安全性评价和高层建筑的地震动输入

本文根据现行的中国地震烈度区划图中烈度的含义,指出在使用现行“建筑抗震设计规范”时存在的一些问题和与《中华人民共和国防震减灾法》的不协调之处。根据多年参加工程场地地震安全性评价的经验,总结了目前进行地震安全性评价过程中存在的一些问题。文中建议：针对高层建筑进行新的场地分类方法的研究;对高层建筑工程场地作地震安全性评价时,可根据高度的不同,适当简化安全性评价过程。     

Pre‐ and post‐test mathematical modelling of a plan‐asymmetric reinforced concrete frame building

Pre‐ and post‐test analyses of the structural response of a three‐storey asymmetric reinforced concrete frame building were performed, aimed at supporting test preparation and performance as well as studying mathematical modelling. The building was designed for gravity loads only. Full‐scale pseudo‐dynamic tests were performed in the ELSA laboratory in Ispra. In the paper the results of initial parametric studies, of the blind pre‐test predictions, and of the post‐test analysis are summarized. In all studies a simple mathematical model, with one‐component member models with concentrated plasticity was employed. The pre‐test analyses were performed using the CANNY program. After the test results became available, the mathematical model was improved using an approach based on a displacement‐controlled analysis. Basically, the same mathematical model was used as in pre‐test analyses, except that the values of some of the parameters were changed. The OpenSees program was employed. Fair agreement between the test and numerical results was obtained. The results prove that relatively simple mathematical models are able to adequately simulate the detailed seismic response of reinforced concrete frame structures to a known ground motion, provided that the input parameters are properly determined. Copyright © 2006 John Wiley & Sons, Ltd.