基于Reissner理论的加强结构绝缘板(FSIP)挠度分析

加强结构绝缘板是采用水泥纤维板作为结构面板,粘贴于聚苯乙烯泡沫芯材两侧,并在下面板和芯材之间用碳纤维布加固而形成的夹芯板结构,具有良好的节能环保特性。通过抗弯试验,研究了不同芯材厚度、有无碳纤维布对FSIP板承载力的影响;基于Reissner理论,运用Timoshenko梁理论和复合材料力学公式,修正了夹芯板的中性层位置,并考虑横向剪切效应的影响,提出了在任意集中荷载作用下FSIP板的挠度计算式,并与试验结果进行对比。结果表明:有碳纤维布加强的结构绝缘板,增加芯材厚度可显著提高加强结构绝缘板的抗弯极限承载力,增加结构延性,且挠度理论计算值与试验结果吻合较好。     

板锥网壳结构的抗风分析

板锥网壳结构是由薄板及钢管组合而成的一种轻质高强、技术经济效益良好的新型空间结构.本文应用谐波法模拟板锥网壳结构所受风荷载,并研究其风致响应特性.根据板锥网壳结构特点,基于CFD方法,采用数值风洞技术模拟结构周围风压变化,得到了板锥网壳结构的风荷载体型系数,并和荷载规范推荐的常规网壳结构的风荷载体型系数进行了比较.采用结构通用分析软件,通过模拟结构周围风压变化,对板锥网壳结构进行了风振响应时程分析,并对不同材料的板锥网壳结构风振响应分析结果进行了对比.为板锥网壳结构的抗风设计提供理论依据,得到了一些可应用于工程实际的重要结论.     

建筑覆层抗爆性能研究

运用有限元分析软件AUTODYN,对混凝土单板及带蜂窝夹芯覆层的混凝土板在爆炸荷载下的动力响应进行了分析.对比研究了两种结构在5 g的TNT球形装药,距离混凝土板5 cm处起爆时,混凝土背爆面中心点挠度、覆层压缩模式及各部分能量吸收情况.结果表明,带蜂窝夹芯覆层的混凝土板与单层混凝土板相比,背爆面挠度明显减小;设置覆层后可以大大减小结构受到的冲击荷载;增加覆层高度可以大大减轻结构受到的冲击能量,减轻结构的破坏.     

建筑用纸面草板通过省级鉴定

浙江新昌县锦荣设备安装有限公司在研发建筑用纸面草板机的同时，以稻草、麦秆等农作物秸杆为原料，采用深孔内加温、模块式成型等高温挤压成型工艺，研制开发了建筑用纸面草板。该纸面草板原料无需粉碎，采用普通纸护面，板芯不添加任何粘合剂和添加剂，板内预留管线安装孔。破坏荷载达到6800N，热绝缘系数达0．621m^2K／W，单位面积质     

高层框筒结构空心板楼盖有限元模拟及受力分析

在高层及超高层建筑中,空心板楼盖不但要传递竖向荷载,还要在水平荷载作用下协调内筒和外框结构分担的剪力。对空心板楼盖的模拟方法进行了探讨,通过与实体单元的对比研究,提出了采用离散板单元的方法来模拟空心板。以249m前海国际能源金融中心T1塔楼为例,结合实际空心板的构成,详细介绍了空心板作为离散板与其他构件外框梁、外框柱、暗梁、核心筒外墙等的连接部位的模拟。指出了空心板楼盖在竖向荷载和水平荷载作用下暗梁不能为空心板提供有效的支撑,外框巨柱边及核心筒外墙边空心板承受的弯矩和剪力较大。对于实际工程中空心板楼盖的高层框筒结构建议采用离散板的模拟方法并同时考虑竖向荷载及水平荷载的影响。     

移动简谐荷载作用下饱和土体中圆形隧道和轨道结构的动力分析

采用解析法研究了移动简谐荷载作用下饱和土全空间中圆形衬砌隧道和轨道结构的动力响应,用无限长圆柱壳模拟衬砌,用Biot饱和多孔介质理论模拟土体,用Euler梁理论模拟钢轨、浮置板并组成周期性的两层叠合梁单元,结合轨道与衬砌仰拱处的力和位移连续条件,实现轨道结构与衬砌及周围饱和土体的耦合。通过算例分析了荷载移动速度、自振频率对轨道结构位移、饱和土体位移及孔压的影响,对比了连续浮置板轨道和离散浮置板轨道的动力特性。结果表明:离散浮置板轨道情形下,轨道结构和饱和土体响应频谱中存在由荷载周期通过不连续浮置板而引发的参数激励;荷载自振频率接近轨道结构固有频率时产生共振,对轨道结构和饱和土位移、孔压响应均有较大影响;离散浮置板轨道和连续浮置板轨道动力特性有显著差异,当荷载频率接近有限长浮置板形成驻波的频率时,二者对应的自由场响应区别明显;增大衬砌厚度可以显著减小饱和土位移响应。     

板式柱帽对现浇空心板柱结构等代梁刚度系数的影响

用等代框架法计算空心板柱结构的关键是确定等代框架的宽度.针对水平荷载作用下带板式柱帽的空心板柱结构等代框架计算模型中等代梁宽度取值的问题,认为采用刚度系数的形式来描述等代梁宽度更为合理.运用有限元分析软件ANSYS 10.0进行了6组33种不同几何参数的空心板柱结构在水平荷载下的弹性分析,研究了等代梁刚度系数与框架尺寸的关系,最后通过线性回归分析得到了带板式柱帽的空心板柱结构的等代梁刚度系数的计算公式,为今后现浇空心板柱结构的等代框架法的进一步研究提供了依据.     

一种新型板架结构的设计与研究

前言在网架结构中钢筋混凝土板仅起到传递外荷载的作用,而板的自重也作为一种荷载加于网架节点上,板本身并不参与网架结构的工作。如把板代替网架的上弦,这样就形成了钢筋混凝土板和钢腹杆及下弦杆的组合结构,这种结构充发发挥材料的性能,既节约了钢材又增加了结构的刚度。我们结合南京某工程设计、研究试制了一种新的板架结构。     

板锥网壳结构的静力特性分析

板锥网壳结构是一种受力性能合理、技术经济效益良好的新型空间结构形式.作者对板锥网壳结构的连接构造进行了探讨,采用组合结构有限元法对板锥网壳结构的静力特性及其影响因素进行了系统分析研究,并与普通双层网壳结构进行了比较.分析结果表明,板锥网壳结构比双层网壳结构具有更大的优越性.     

现浇空心板楼盖结构的静力性能分析

由于填埋芯管后单向挖空了楼盖,造成单位宽度内现浇空心板楼盖的两向抗弯刚度和抗剪不再相等,因此板的两向受力性能存在差异.本文应用8节点弹性块体有限元方法,对竖向荷载作用下的现浇空心板楼盖结构作了一些算例计算,探讨了现浇空心板两向变形和内力的分布规律,分析了布管方向对楼盖静力性能的影响.结论可供工程设计参考.     

新农村住宅建设应用结构保温板的经济效益分析

结合我国新农村建设与倡导低碳建筑的背景,分析了结构保温板的优势,运用建筑体系生命周期成本对比分析了结构保温板建筑和传统砖混建筑,得出了结构保温板建筑具有显著的综合经济效益,对推动我国农村低碳建筑的发展具有积极的现实意义。     

夹芯板结构设计与破坏模式分析

由两个金属面层与塑料泡沫芯层组合的夹芯板,是不同材料最佳利用的组合构件,其结构设计不同于传统的建筑构件。分析了夹芯板的结构特性,讨论了其破坏模式,供实际设计参考。     

夹芯板在建筑中的应用研究

作为一种新型建筑材料,夹芯板目前在工程中得到了愈来愈广泛的应用。文章阐述了夹芯板的结构组成、受力特点、国内外对夹芯板的研究状况以及夹芯板在实际工程使用中要注意的事项,使工程人员更清楚地认识到下一步需要研究的问题。     

Web crippling strength of a steel sandwich panel with V-shaped webs

Steel sandwich panels with V-shaped web flutes (V-core panels) serve the structural functions of a proposed energy-efficient roof system for residential construction. Due to its intended use as a flexural member spanning between a ridge beam and a structural wall, and required slender webs for weight considerations, web crippling under end one-flange loading is a critical strength limit state for the V-core panels. Although the 2001 North American Specification for the Design of Cold-Formed Steel Structural Members provides a design procedure to address web crippling, those design rules were developed for members whose cross sections are different from that of V-core panels. Consequently, nine specimens were tested to collect data on V-core panels subjected to end one-flange loading. Test observations suggested that V-core panels behave very similarly to multi-web decks that are strapped and unfastened to the supports. Experimental data reported in the literature was used to modify the web crippling strength equation in the Specification to reflect these particular conditions. The modified equation was found to adequately predict the measured web crippling strength of V-core panels.     

对几何组成分析三刚片法则的补充

结合实例，对分别采用两刚片法则和三刚片法则进行结构组成分析时得到的结论进行了讨论，提出了一条三刚片法则运用的补充条件，指出该结构为瞬变体系。     

增强钢剪切板的周期性能、变形能力及刚度分析

剪切板在提高结构的抗震性能方面起了重要的作用,它们一般出现在薄钢板剪力墙或在偏心支撑框架结构的连接梁腹板处。剪切板的后期压曲能力、变形能力、能量损耗现在已经广泛地被结构工程师接受并在设计中考虑,以获得更经济的设计结果。通过对加强板和未加强板的对比可知,未加强板更易延展,而加强钢板具有很强的屈服区间,故导致了很高的能量损耗。鉴于这两种极端的情况,剪切板的最大延展性和能量消耗响应不可能同时拥有。在数值分析中对增强剪力板的极限强度的效果进行了分析,并研究了加强和未加强剪力板的循环性能。最后,对未加强板滞回曲线中较小的范围,研究了最佳增强效果需要提供的合理能量损耗和延展性。     

Optimized design procedure for coupling panels in steel plate shear walls

Coupling beams have had a widespread application as performance enhancing devices within concrete structures and more recently also in steel structures. However, the conventional coupling beams are not so efficient in coupling distant walls. In this paper, a novel form of coupling members, namely, coupling panels is proposed and, then, the application for a nine‐story building is investigated. Coupling panels are steel plates which are exerted in the intermediate spans between adjacent shear walls and act as a mega‐coupling beam. First, a verified finite element model is constructed to demonstrate coupling panel behavior along with its global structural mechanism. Subsequently, a nine story building is designed and retrofitted as a new and existing building, using coupling panels. Moreover, an innovative optimization algorithm is proposed in order to achieve the best plate configuration to improve the structural performance using Nonlinear Static Analysis, Modal Pushover Analysis and Time History Analysis and the corresponding results are compared. In summary, it is shown that coupling panels can considerably control structural deformation demands toward a uniform pattern and reduce demands of main shear walls. The optimized design method also leads to a more economical design in comparison with force‐based design approaches. In addition, the proposed coupling panels are shown to be significantly effective, regarding to energy dissipation during earthquakes, and can enhance the structural resiliency. Copyright © 2016 John Wiley & Sons, Ltd.     

Fire behaviour of continuous reinforced concrete slabs in a full-scale multi-storey steel-framed building

To further understand the fire behaviour of reinforced concrete floor slabs, a fire test was performed on six continuous panels (two by three) in a full-scale three-storey steel-framed building. In this paper, the test building, specially designed furnace and relevant experimental phenomena are briefly introduced. The furnace temperatures, temperature distributions, failure patterns as well as horizontal and vertical displacements of some structural components during the heat-up and cool-down phases were recorded and discussed in detail. The test data indicate that deformations of the heated panels have an important relationship with the boundary constraints around the heat panels. The plateau phenomenon of deflections at various measuring points mainly depends on the heated beams around the heated panels. The steel beams do not show partial buckling or failures due to constraints provided by other structural elements. Thus, taking advantage of the intrinsic design strength of the steel beams without applying fire retardant coatings can provide sufficient safety margins in similar engineering design scenarios. Moreover, the cracking characteristics at the upper surface of the heated panels have a direct relationship with the number and location of the heated panels in the floor. Several rational suggestions for the renovation of buildings subjected to fire can be quickly provided by utilising the cracking information.     

Cyclic behaviour, deformability and rigidity of stiffened steel shear panels

Shear panels play an important role in improving the seismic behaviour of structures. They generally occur as thin steel plate shear walls (TSPSW) or shear panels created within the web of link beams in eccentrically braced frame (EBF) structures. The post-buckling capacity, deformability and energy dissipation of shear panels are now widely accepted by structural engineers and has resulted in more economical designs. Comparing the behaviour of unstiffened panels with that of heavily stiffened panels shows that unstiffened panels provide a more ductile response while heavily stiffened panels have a wider yield area, which in turn results in higher energy dissipation. Considering these two extreme cases, simultaneous maximum ductility and energy dissipation response cannot be expected. In this numerical research the effect of stiffening upon the ultimate strength of shear panels is investigated. Then, the cyclic behaviour of stiffened and unstiffened shear panels is studied. Finally, with regard to the smaller areas contained within the hysteretic loops of unstiffened panels (due to their pinching records), the optimal stiffening needed to provide both the desirable energy dissipation and ductility is investigated.     

Fire tests on two-way concrete slabs in a full-scale multi-storey steel-framed building

This paper presents the results from two full-scale furnace tests conducted on two-way concrete slabs supported by composite beams in a three-storey steel-framed building. Each floor of the building consisted of nine panels (three by three) supported by composite beams. In two tests, a corner and an interior panel on the top of the building were heated by two specially designed furnaces respectively. Detailed experimental data in the form of describing slab cracking, the furnace temperatures, temperature distributions within the slab, vertical deflections and horizontal displacements are presented. Comparison of the results for the two tests indicates that the structural fire behaviour of two-way concrete slabs supported by composite beams in a multi-storey steel-framed building is highly dependent on the restraint provided by the adjacent structural members. Observations from the tests indicate that in addition to the extensive cracks formed on the top surface of the heated panels, regular cracks also occurred on the top of the adjacent unheated panels due to structural continuity and the interaction between the concrete slabs and the supporting beams. The test results show that both tested panels had good fire performances even under long duration fire conditions.