地震区建筑用钢的韧性对建筑物抗震性能的影响

根据地震区建筑用钢在交变地震载荷下的服役条件及其失效模式的特点 ,分析了钢的韧性对建筑物抗震性能的影响。介绍了国外有关动态及国内现状 ,提出了地震区建筑用钢避免低温低应力脆断的建议     

建筑用钢受热后的SEM分析

模拟建筑用钢在火灾中的受热状态,利用扫描电子显微镜对火灾前后建筑用钢的微观形貌进行了研究,分析了不同温度下建筑用钢微观形貌的特点,归纳、总结了建筑用钢火灾前后微观形貌变化的规律,对建筑用钢火灾前后的微观形貌变化的机理及影响因素做了探讨,为火灾调查中利用钢结构的高温破坏痕迹判断火灾过程提供了参考依据.     

线材螺纹钢价格大跌 建筑用钢市场暗淡

近期,钢铁行业人士谈论最多的莫过于建筑用钢了。在广东市场,建筑用钢行情的频繁波动牵动了业者的心,也成为人们所关注的焦点。 广东的建筑用钢市场曾于去     

日本建筑结构用钢板发展现状

日本在钢结构建筑用钢的品种开发、系列化及标准化方面一直处于世界领先水平,其耐候、耐火、抗震及减震等建筑用钢的发展取得较大成就。介绍了日本建筑用钢标准体系以及JFE公司、新日铁公司、神户制钢以及住友金属建筑用钢的开发现状,认为日本建筑结构用钢板注重品种的系列化,生产工艺先进,独有的焊接热影响区韧化工艺保证钢材的焊接性能并具有完善的标准体系。     

高强度抗震建筑用钢应大力推广

地震应当引起行业对建筑用钢抗震性能的深入思考。面对国内高层建筑建设不断增多的情况，如何确保建筑的安全问题越来越紧迫。有关人士指出：应当在结构设计中不断提高对钢筋强度的要求，注重高强度、高性能、大型化、功能化建筑用钢的生产开发，其中耐火、抗震性能是建筑用钢需重点解决的两大课题。中国应完善国内建筑用钢系列，提高高强度用钢的生产比重。     

建筑用钢循环塑性本构模型

本文简述建筑用钢循环塑性本构响应特性及现有建筑用钢循环塑性本构模型的发展及应用。     

耐火耐候建筑用钢是怎样炼成的？

2002年6月26日,武钢高性能耐火耐候建筑用钢重点推介会在北京举行。凝聚了武钢人智慧和辛勤汗水的耐火耐候建筑用钢,以国际先进水准逐鹿大型建筑工程市场,抢占市场制高点。     

建筑用金属专项工作

随着国民经济的增长和建设事业的发展,对建筑用金属材料提出了更高的要求,为推动建筑用金属生产、应用的技术升级,进一步提高建筑工程质量和科技含量,调整和优化产业结构,建设部拟与国家经贸委、中国钢铁工业协会、中国有色金属工业协会等单位组建建筑用金属技术协调机构或机制,共同推动建筑用金属材料(建筑用钢、建筑用铜、建筑用铝合金等)在建筑领域中的推广应用。     

马钢高效节约型建筑用钢开发获突破

<正>历经两年的联合攻关,由马钢集团牵头,中国钢研科技集团、安徽工业大学等多家单位合作承担的"十一五"国家科技支撑计划"高效节约型建筑用钢产品开发及应用研究"项目目前取得重大成果,已相继开发出一批耐蚀、抗震、高强度等多功能高效节约型建筑用钢。据测算,研究成果在全国推广后,每年能为国家节约3000万吨建筑用钢,相当于两个马钢的年产量。     

建筑用钢应注重耐火抗震性能

业内专家指出，随着我国建筑结构的快速发展，对建筑用钢材提出了越来越高的要求。要注重高强度、高性能、大型化，功能化建筑用钢的生产开发，其     

“带形窗”多层砖混建筑抗震设计

“带形窗”能否用于地震区多层砖房建筑一直是建筑师关注的问题，由于《建筑抗震设计规范》为防止局部震害，对多层砖房建筑窗间墙等局部尺寸提出了限值，因而，影响了“带形窗”立面形式在地震区多层砖房建筑中的应用。考虑“带形窗”对结构抗侧力刚度的影响，采用细致的抗震强度验算，加强了“带形窗”部分的结构构造措施，探讨了“带形窗”多层砖房建筑的抗震设计特点，首次尝试在低烈度地震区多层砖房建筑中使用“带形窗”的立面设计手法，立面造形美观，为丰富地震区多层砖房的建筑设计提供了有益的参考。     

农村建筑抗震调查的综合分析

结合我国各地区地震灾后的建筑物破坏情况，依照抗震鉴定标准和抗震设计规范的基本思想，对农村建筑从综合抗震能力作了综合抗震鉴定，并以此为基础提出了结合村镇建设改善农村建筑综合抗震能力的设想。     

走向生土建筑结构

讨论生态文明时代给生土建筑带来的历史机遇与挑战,叙述生土建筑的国内外研究现状和其震害特征,提出生土建筑在我国的发展趋势和要求:以新农村建设为契机,秉承传统生土结构的精髓并借鉴国外先进的研究成果,积极探索符合当代人生活模式的生土建筑形式以及满足抗震要求的生土结构形式。     

Zur Erdbebenbemessung im Holzbau

Seismic design in timber construction. Images from earthquake areas all over the world with a devastating impact on humans, nature and built‐up areas reach us almost every day. Many people do not know that the risk of an earthquake exists in Germany as well. Even experts disregarded the issue of earthquakes in Germany for a long time. The building regulation approved of earthquake regulations took place in 1998 for the first time. The standard DIN 4149:2005 applies to all German federal states since 2007. Many experts commonly think of timber being less suitable for structures in earthquake areas. The use of wood in engineering terms under seismic load and the economical design of a load‐bearing structure will be exemplified in this paper. The recently introduced timber construction code DIN 1052:2004 is the solely German standard for timber construction in addition to the Eurocode 5. Due to the semi‐propabilistic safety system the timber construction code is compatible with the earthquake code. Designing according to timber requirements and considering ductility and also oscillating duration of wood constructions, these buildings are outstandingly adequate to be used in all earthquake areas.     

Behavior of plate-to-circular hollow section joints of 600 MPa high-strength steel

While the recent high demand for high rise buildings has led to the development of high-performance and high-strength steels, the requirements for structural-performance steel for such buildings have been raised as engineers recognized the potential wreak damage that an earthquake could cause on a tall building. Many studies on high-strength steels have explored such requirements, but appropriate design equations are needed for the case of hollow structural section (HSS) due to the design equations that limit the maximum yield stress up to 360MPa in the design codes (AISC, 2011; KBC, 2009). This study investigated the behavior of 600MPa plate-to-circular hollow section joints subjected to applied moment and shear force by experiment and finite element analysis (FEA), and the results are compared with current design equations. The nominal strength of AISC (2005) (or KBC (2009)) overestimated the tested strength in the range between 105% and 137%. It is found that the nominal strength equation of AISC (2011) is reasonably revised in comparison to those of other design codes.     

提高闽南地区农村房屋抗震能力的探讨

本文从农村房屋震害分析入手,针对闽南地区农村房屋结构特点及在抗震设防中存在的问题,提出了改善农村房屋抗震性能的具体措施。本文还就新建农村房屋的抗震设防及既有农村房屋的加固改造提出相关建议。     

汶川地震离震中较远地区高层建筑抗震鉴定实例分析

汶川地震中,陕西省西安市处于远震区,该次地震对远震区高层建筑造成了不同程度的震害。通过对一幢位于远震区高层建筑的抗震鉴定,分析了远震区高层建筑的震害特点和原因,对高层建筑抗震设计和抗震措施提出了建议。     

隔震技术在大跨度复杂建筑中的应用现状及关键问题

大跨度建筑一般为公共类型建筑，具有人流密集、重要性高、体型复杂等特点，对其抗震性能要求高，降低地震作用的需求大。同时结构高宽比一般较小，隔震技术的适用性强。对隔震技术在大跨度建筑中的应用现状进行梳理，将其划分为高位支承隔震和低位支承隔震两种类型，其中高位支承隔震又分为屋盖支承隔震和连体支承隔震两种，并总结其应用特点；对隔震技术在大跨度复杂建筑中应用的关键问题进行探讨，包括扭转控制、温度效应、抗风设计、边界约束条件、体育场馆类建筑中隔震层在比赛场地处的布置等，为相关工程应用提供参考。目前，隔震技术发展较为成熟，应用于大跨度复杂建筑中，可有效降低地震作用，提高结构抗震性能，是未来大跨度复杂建筑结构抗震设计可行的发展方向。     

Post‐earthquake fire resistance of CFRP strengthened reinforced concrete structures

Post‐earthquake fire (PEF) presents a high risk to buildings that have been partially damaged in a prior earthquake, particularly in urban areas. As most standards and criteria ignore the possibility of fire after earthquake, buildings are not adequately designed for that possibility, and thus, PEF is a high‐risk load needed to be scrutinized further, codified and become part of a routine design. An investigation based on sequential analysis inspired by FEMA356 is performed here on two RC frames, of three and five stories, at the Life Safety performance level and designed to the ACI 318‐08 code, after they have been subjected to a spectral peak ground acceleration of 0.35 g. A fire analysis of the weakened structures follows, from which the time it takes for the damaged structures to collapse is determined. As a point of reference, the fire resistance is also determined for undamaged structures and before the occurrence of earthquake. The results show that structures previously damaged by the earthquake and exposed to PEF are considerably more vulnerable than those that have not been damaged previously. A method using carbon fiber‐reinforced polymer as a means of relocation of plastic hinges away from the column faces towards the beams is introduced as a function of the time required for fire extinguishment or evacuation. This is carried out to increase the structural load‐carrying capacity, thus reducing the potential damage for the anticipated earthquake and thereby improve the PEF resistance. The results show a considerable improvement in the PEF resistance of the frames. While the investigation and the proposition relate to a certain class of structures (ordinary buildings, intermediate RC structures, three and five stories) and the results can therefore be applied only to the cases investigated, it is hoped that this study paves the way for further research into this very important phenomenon and leads to an eventual revision of codes. Copyright © 2013 John Wiley & Sons, Ltd.