A procedure on ground motion selection and scaling for nonlinear response of simple structural systems

This study presents a ground-motion selection and scaling methodology that preserves the basic seismological features of the scaled records with reduced scatter in the nonlinear structural response. The methodology modifies each strong-motion recording with known fundamental seismological parameters using the estimations of ground-motion prediction equations for a given target hazard level. It provides robust estimations on target building response through scaled ground motions and calculates the dispersion about this target. This alternative procedure is not only useful for record scaling and selection but, upon its further refinement, can also be advantageous for the probabilistic methods that assess the engineering demand parameters for a given target hazard level. Case studies that compare the performance of the proposed procedure with some other record selection and scaling methods suggest its usefulness for building performance assessment and loss models. Copyright © 2012 John Wiley & Sons, Ltd.     

核电工程应用隔震技术的可行性探讨

本文旨在观察和分析有关基底隔震技术在核电工程中应用的相关问题,重点讨论如何将此类已经相当成熟的技术应用于核电这一类十分特殊、十分重要、十分敏感而又十分复杂的工程中.文中指出隔震技术有很多优点,可以整体改进核电工程的安全性和可靠性,有利于促进未来核电厂设计和建造的标准化,缩短建设时间,降低建厂的初始投资和生命周期中的运行...     

轻型定向秸秆板-榫卯连接木骨架剪力墙抗震性能试验研究

为了促进适合我国国情的轻型木结构发展,介绍了一种自主开发的轻型定向秸秆板-榫卯连接木骨架剪力墙,该剪力墙由墙体模块、顶梁板、底梁板三部分组成,墙体模块的木骨架间采用榫卯连接,面板采用定向秸秆板.通过12片分别由3个剪力墙模块组成的剪力墙的水平单向加载和低周反复加载试验研究,得到了剪力墙的破坏特征、抗剪强度、滞回性能、延性及耗能等性能指标,分析了洞口大小、洞口位置及竖向荷载对剪力墙抗震性能的影响以及剪力墙与单个墙体模块抗震性能的区别.结果表明:剪力墙的破坏主要是面板破坏及面板与钉的连接破坏,剪力墙的抗剪强度比墙体模块的要低约10％,滞回曲线呈明显的反S型并有明显滑移,等效粘滞阻尼系数约为0.13.     

地下结构抗震计算地基弹簧系数取值方法研究

荷载-结构模型是地下结构抗震计算中常采用的模型,模型中地基弹簧系数的确定是关键。为了简便、可靠地计算地基弹簧系数,在已有基床系数计算公式的基础上,建立了地基弹簧系数的经验计算公式,以有限元分析结果为数据基础,对公式的系数进行拟合,将公式拓展用于成层土体。选取算例验证了建议公式的合理性和准确性,分别采用建议公式、日本抗震准则公式以及有限元法计算了某地铁区间站结构的地基弹簧系数,并对在此基础上计算所得的地震作用下结构的内力进行了对比分析。     

多国钢结构抗火规范关于受弯构件计算方法的比较与分析

为了研究受弯构件的抗火性能,及对国内外目前的受弯构件抗火设计方法有一个系统的了解,介绍了中国、美国、欧洲、英国和澳大利亚的钢结构抗火设计规范关于受弯构件的计算方法,并对它们的区别和联系进行了分析。设计了一个算例,分别采用不同的规范计算了其临界温度和耐火极限。经对比分析表明:各国规范的计算结果差别较大,相同条件下,澳大利亚规范计算得出的临界温度较低;无防火保护层时,英国规范计算得出的耐火极限较高,而有保护层时,美国规范计算得出的耐火极限较低。     

地下城市综合管廊的抗火构造与消防设计

综合管廊作为现代化城市的基础设施,能够从根本上解决管线埋设或架立引起的挖掘道路、影响交通、破坏景观等问题。提高道路和公用管线的管理水平,有效利用地下空间,提高防灾能力,是现代化都市的必然要求。本文从管廊的构造、抗火设计要求、管线布置、消防系统等方面出发,对地下城市综合管廊的设计提出了一些具体的建议。     

基于损伤部位向量法的钢框架损伤识别研究

对损伤部位向量(DLV)法作了简单介绍,并用该方法对钢框架进行了损伤识别和损伤定位。该方法假定结构损伤前后为线性,对结构损伤前后柔度矩阵差进行奇异值分解,将奇异值为零所对应的向量,作为静荷载施加在无损结构的测点位置,则应力为零的单元为可能损伤的单元。对3种不同工况的钢框架进行了振动模态试验,用前3阶模态参数构造框架的柔度矩阵,按照DLV法对其进行了损伤识别,识别结果与已知损伤情况相一致。从测试自由度不完备、噪声和振型质量归一化系数这3个方面对识别效果进行了分析,结果表明:当损伤使结构动力特性有微小改变时,使用该方法不易定位损伤,应结合局部损伤识别方法进行判定;当损伤使结构动力特性有较大改变时,该方法能有效识别损伤的单元。DLV方法概念简单,理论明确,不受结构类型的限制,不需要结构的数学模型和模型缩聚或扩展技术,只需获得结构损伤前后的前几个低阶模态参数,即可识别结构一处或多处损伤,实际应用时可操作性强。     

RC框架结构抗震目标性能水平确定方法研究

在基于性能抗震设计中,要求实现多级设防,目的是使结构抗震设计不仅要保护生命安全,同时也要控制因结构破坏而带来的经济损失,使结构在整个生命周期内费用达到最小。但由于结构抗震设计中存在着大量的不确定因素,使得实现每个性能水平都是不确定的,因此,每个性能水平的目标可靠度究竟取多高才能达到设计要求,是目前抗震设计的一个基本问题。针对这一问题,将地震作用、自重荷载、材料强度等看作随机变量,分析了结构造价与失效概率之间的近似关系,明确了不同性能水平失效概率之间的合理比例关系,采用"投资-效益"准则,且控制人员伤亡率小于社会可接受水平,来确定结构的目标性能水平。以两个钢筋混凝土框架结构为例,说明了该方法的应用。     

Effect of structural characteristics distribution on strength demand and ductility reduction factor of MDOF systems considering soil-structure interaction

It is known that structural stiffness and strength distributions have an important role in the seismic response of buildings.The effect of using different code-specified lateral load patterns on the seismic performance of fixed-base buildings has been investigated by researchers during the past two decades.However,no investigation has yet been carried out for the case of soil-structure systems.In the present study,through intensive parametric analyses of 21,600 linear and nonlinear MDOF systems and considering five different shear strength and stiffness distribution patterns,including three code-specified patterns as well as uniform and concentric patterns subjected to a group of earthquakes recorded on alluvium and soft soils,the effect of structural characteristics distribution on the strength demand and ductility reduction factor of MDOF fixed-base and soil-structure systems are parametrically investigated.The results of this study show that depending on the level of inelasticity,soil flexibility and number of degrees-of-freedoms(DOFs),structural characteristics distribution can significantly affect the strength demand and ductility reduction factor of MDOF systems.It is also found that at high levels of inelasticity,the ductility reduction factor of low-rise MDOF soil-structure systems could be significantly less than that of fixed-base structures and the reduction is less pronounced as the number of stories increases.     

Towards multiple hazard resilient bridges: a methodology for modeling frequent and infrequent time-varying loads Part I, Comprehensive reliability and partial failure probabilities

The current AASHTO load and resistance factor design (LRFD) guidelines are formulated based on bridge reliability,which interprets traditional design safety factors into more rigorously deduced factors based on the theory of probability.This is a major advancement in bridge design specifications.However,LRFD is only calibrated for dead and live loads.In cases when extreme loads are significant,they need to be individually assessed.Combining regular loads with extreme loads has been a major challenge,mainly because the extreme loads are time variables and cannot be directly combined with time invariant loads to formulate the probability of structural failure.To overcome these difficulties,this paper suggests a methodology of comprehensive reliability,by introducing the concept of partial failure probability to separate the loads so that each individual load combination under a certain condition can be approximated as time invariant.Based on these conditions,the extreme loads (also referred to as multiple hazard or MH loads) can be broken down into single effects.In Part Ⅱ of this paper,a further breakdown of these conditional occurrence probabilities into pure conditions is discussed by using a live truck and earthquake loads on a bridge as an example.There are three major steps in establishing load factors from MH load distributions:(1) formulate the failure probabilities;(2) normalize various load distributions;and (3) establish design limit state equations.This paper describes the formulation of the failure probabilities of single and combined loads.