米仓山前缘早志留世软沉积物变形构造及其触发机制

地质历史时期软沉积物变形构造在不同时空沉积岩中均有分布,然而学术界对其变形过程、作用力及触发机制等仍存在许多争议。通过对米仓山前缘野外露头观测,早志留世砂岩、粉砂岩、页岩地层中,发育有多套软沉积物变形构造,其层位分布稳定,但不同层位的形态特征差异较大,包括波浪状变形层构造、包卷层理、枕状（椭球状）构造、火焰构造等,多与丘状交错层理相伴生,可分为三种组合类型,均发育于中陆棚沉积环境中。基于该区软沉积物变形构造特征,结合碳同位素分析、古气候、古板块资料,并与现代飓风研究成果对比,认为研究区早志留世时大体上处于风暴频繁的炎热环境,区内软沉积物变形构造多为风暴作用的结果,较强的风暴触及海底,使未固结成岩的沉积物的孔隙压力增加,切变强度降低,使之液化,进而发生变形。米仓山前缘早志留世软沉积物变形构造的发现及其触发机制的探讨对区内古地理、古气候的恢复,以及古扬子板块的演化具有重要的意义。     

徐州西南部地质构造特征及成因

以大地构造理论为基础,通过对徐州西南部的小构造尺度的断层、褶皱及其相互联系的研究,结合区域构造的特点,对前人的观点提出新的认识,并合理补充徐宿弧形构造的成因机制。结合地层的岩性特征,认为该构造的形成前期以板块挤压伴随重力滑覆为主,后期以多向重力滑脱为主,研究区的构造特征是由两期构造共同结合的产物。     

潍坊市加快“转方式调结构”的几点做法

潍坊市国土资源局在开展加快"转方式、调结构"工作中,紧紧围绕市委、市政府的决策部署,以土地"稳增长"为工作中心,把节约集约用地作为工作重点,构建监管长效机制,以实际行动为"转方式、调结构"发展大局服务,取得了较好的社会效益和经济效益,成绩斐然。     

建(构)筑物地震破坏等级划分标准有关问题研究

我国国家标准《建(构)筑物地震破坏等级划分》GB/T24335-2009已于2009年7月16日发布,2009年12月1日开始实施。为了更好地了解该标准,本文介绍了该标准制定过程中一些有关问题的研究情况,主要回顾了我国建(构)筑物地震破坏等级划分的发展历史,总结了国内外现有建(构)筑物地震破坏等级的划分方法,并对其优缺点进行了评述。在此基础上,对标准制定过程中存在的问题进行了讨论,给出了相应的解决办法。     

土工结构地震滑动位移统计分析

土工结构在地震荷载下的滑动位移是评估结构安全性能的重要参数。采用一种新型的地震波选择方法,在强震数据库中选择修改地震波,以有效地在结构动力分析中引入不同特征地震波的影响。通过一个简单的土工结构地震滑移模型,系统地分析了结构基本周期和滑动面屈服系数对地震滑移概率及相应滑移距离的影响,并提出了滑动体在不同地震场景和基本周期条件下的滑移概率和累积滑动位移的统计模型,对基于性能的土工结构抗震设计具有重要的参考意义。     

Residual displacements of RC structures as SDOF systems

Residual displacements are sensitive to ground motion details, hence more random than peak inelastic displacements. Among the factors with systematic impact on residual displacements, the post‐yield‐stiffness‐ratio has been studied thoroughly; its effects are not investigated further. Concerning another important factor, the hysteresis law, past studies have focused on the bilinear model, which does not represent concrete structures. Residual displacements from nonlinear response‐history analyses of bilinear systems are compared to those from models tuned to concrete structures, conforming to modern codes, deficient or intermediate. Deficient‐type structures, with their narrow, almost self‐centering hysteresis loops, develop markedly smaller residual displacements than those with stable energy‐dissipating behavior. A velocity pulse in the motion increases peak inelastic and residual displacements by about the same proportion. As a fraction of the peak inelastic or spectral displacement, residual displacements are on average almost independent of the period and increase when the lateral strength ratio increases, reaching a limit at a lateral strength ratio of 2 to 5. Peak inelastic displacements are a better basis for estimation of residual displacements than spectral ones: the ratio of the two is almost independent of the period, the lateral strength ratio (beyond values of 2 to 3) and velocity pulses. The spectrum of the ratio of residual displacement to peak inelastic or spectral displacement is considered as a random process of period; its mean and variance functions, marginal probability distributions and autocorrelation functions are given in terms of the lateral strength ratio, the hysteresis model and the presence of a velocity pulse. Copyright © 2014 John Wiley & Sons, Ltd.     

An analytical model of a deformable cantilever structure rocking on a rigid surface: development and verification

This paper extends previously developed models to account for the influence of the column and the foundation masses on the behavior of top‐heavy deformable elastic cantilever columns rocking on a rigid support surface. Several models for energy dissipation at impact are examined and compared. A novel Vertical Velocity Energy Loss model is introduced. Rocking uplift and overturning spectra for the deformable elastic cantilever model excited by sinusoidal ground motions are constructed. The effects of non‐dimensional model parameter variations on the rocking spectra and the overturning stability of the model are presented. It is shown that the remarkable overturning stability of dynamically excited large cantilever columns is not jeopardized by their deformability. Copyright © 2015 John Wiley & Sons, Ltd.     

An analytical model of a deformable cantilever structure rocking on a rigid surface: experimental validation

This paper describes an experimental program to examine the dynamic response of deformable cantilevers rocking on a rigid surface. The primary goal of the tests is to verify and validate a dynamic rocking model that describes the behavior of these structures. The benchmark response data was obtained from shaking‐table tests on deformable rocking specimens with different natural vibration frequencies and different aspect ratios excited by analytical pulses and recorded ground motions. The responses computed using the model are found to be in good agreement with the benchmark test results. Widely used impact, restitution and damping assumptions are revisited based on the experiment results and the analytical model findings. Copyright © 2015 John Wiley & Sons, Ltd.     

Modal response analysis of multi‐support structures using a random vibration approach

A formulation is developed for modal response analysis of multi‐support structures using a random vibration approach. The spectral moments of the structural response are rigorously decomposed into contributions from spectral moments of uncoupled modal responses. An advantage of the proposed formulation is that the total dynamic response can be obtained on the basis of mode by mode uncoupled analyses. The contributions to the total response from modal responses under individual support ground motions and under cross‐correlated pairs of support ground motions can be recognized explicitly. The application and performance of the formulation is illustrated by means of an example using a well‐established coherency spectrum model and widely known power spectra models, such as white noise and Kanai–Tajimi. The first three spectral moments of displacement, shear, and bending moment responses are computed, showing that the formulation produces the same results as the exact solution. Copyright © 2015 John Wiley & Sons, Ltd.     

Framework of aftershock fragility assessment–case studies: older California reinforced concrete building frames

Current seismic design codes and damage estimation tools neglect the influence of successive events on structures. However, recent earthquakes have demonstrated that structures damaged during an initial event (mainshock) are more vulnerable to severe damage and collapse during a subsequent event (aftershock). This increased vulnerability to damage translates to increased likelihood of loss of use, property, and life. Thus, a reliable risk assessment tool is required that characterizes the risk of the undamaged structure subjected to an initial event and the risk of the damaged structure under subsequent events. In this paper, a framework for development of aftershock fragilities is presented; these aftershock fragilities define the likelihood that a building damaged during a mainshock will exhibit a given damage state following one or more aftershocks. Thus, the framework provides a method for characterizing the risk associated with damage accumulation in the structure. The framework includes the following: (i) creation of a numerical model of the structure; (ii) characterization of building damage states; (iii) generation of a suite of mainshock–aftershocks; (iv) mainshock–aftershock analyses; and (v) development of aftershock fragility curves using probabilistic aftershock demand models, defined as a linear regression of aftershock demand–intensity pairs in a logarithmic space, and damage‐state prediction models. The framework is not limited to a specific structure type but requires numerical models defining structural response and linking structural response with damage. In the current study, non‐ductile RC frames (low‐rise, mid‐rise, and high‐rise) are selected as case studies for the application of the framework. Copyright © 2015 John Wiley & Sons, Ltd.