共查询到20条相似文献，搜索用时 31 毫秒
1.
The steel plate shear wall (SPSW) system is a robust option for earthquake resistance due to the strength, stiffness, ductility and energy dissipation that it provides. Although thin infill plates are efficient for resisting lateral loads, boundary frames that are proportioned based on capacity design requirements add significant structural weight that appears to be one of the factors limiting the use of the system in practice. An alternate configuration, the SPSW with coupling (SPSW‐WC), was explored recently as an option for increasing architectural flexibility while also improving overall system economy and seismic performance. The SPSW‐WC, which extensively employs flexural boundary frame contribution, has shown promise in analytical, numerical and experimental studies, but recent research on uncoupled SPSWs suggests that boundary frame contribution should not be considered for carrying seismic design shear. As a result, in the present study, boundary frame contribution in SPSWs was explored with detailed three‐dimensional finite element models, which were validated against large‐scale SPSW‐WC tests. Six‐story systems were considered, and the study matrix included single and double uncoupled SPSWs along with coupled SPSWs that had various degrees of coupling. Variations in design methodology were also explored. The modeling framework was employed to conduct static monotonic and cyclic pushover analyses and dynamic response history analysis. These analyses demonstrate the beneficial effect of coupling in SPSWs and illustrate the need to consider boundary frame contribution in design of coupled SPSWs. In addition, sharing design shear between the infill plate and the boundary frame is more generally shown to not be detrimental if this sharing is done in the design stage based on elastic analysis and the resulting boundary frame provides adequate secondary strength and stiffness following infill plate yielding. Copyright © 2017 John Wiley & Sons, Ltd. 相似文献
2.
Estimation of lateral force contribution of boundary elements in steel plate shear wall systems 
下载免费PDF全文
下载免费PDF全文 Steel plate shear walls (SPSWs) are used as lateral force‐resisting systems in new and retrofitted structures in high‐seismic regions. Various international codes recommend the design of SPSWs assuming the entire lateral load to be resisted by the infill plates. Such a design procedure results in significant overstrength leading to uneconomical and inefficient use of materials. This study is focused on the estimation of contribution of boundary elements in resisting the lateral force considering their interaction with the web plates of SPSW systems. Initially, the relative contribution of web plates and boundary frames is computed for a single‐bay single‐story frame with varying rigidity and end connections of boundary elements. Nonlinear static analyses are carried out for the analytical models in OpenSees platform to quantify this contribution. Later, this study is extended to the code‐based designed three‐story, six‐story, and nine‐story SPSWs of varying aspect ratios. Based on the results obtained, a new design procedure is proposed taking the lateral strengths of the boundary frames into account. Nonlinear time‐history analyses are conducted for 40 recorded ground motions representing the design basis earthquake and maximum considered earthquake hazard levels to compare the interstory and residual drift response and yield mechanisms of SPSWs designed as per current practice and the proposed methodology. Finally, an expression has been proposed to predict the lateral force contribution of the infill plate and the boundary frame of SPSWs. Copyright © 2016 John Wiley & Sons, Ltd. 相似文献
3.
Seismic design and testing of the bottom vertical boundary elements in steel plate shear walls. Part 2: experimental studies 下载免费PDF全文
下载免费PDF全文 This paper describes an experiment to investigate the seismic design and responses of the bottom column, also called the bottom vertical boundary element (VBE), in steel plate shear walls (SPSWs). The main objectives of this experiment include validating the effectiveness of the design method developed in the companion paper, investigating the experimental performance of VBEs under large interstory drifts, and calibrating analytical models for earthquake engineering of SPSWs. Three full‐scale two‐story SPSWs were cyclically tested at the Taiwan National Center for Research on Earthquake Engineering in 2011. Test results and numerical simulations confirm that the proposed design procedures are effective in predicting the plastic zone forming elevation in the lower half of the bottom VBE and the occurrence of yielding at the VBE's top end. Test results show that the premature yielding occurring at the top end of a bottom VBE would result in a deformation concentration at the bottom of SPSWs. In addition, lateral torsional buckling could take place on the bottom VBE after significant plastic rotations have developed at the top end. Test results suggest that preventing the VBE's top end from yielding is the key issue in the seismic design of SPSWs, and the proposed method can be effectively adopted to achieve this objective. Furthermore, the inelastic responses of the SPSW specimens were satisfactorily simulated by using detailed finite shell elements or simplified frame response analysis models. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
4.
Unstiffened steel plate shear walls (SPSWs) are used as lateral load‐resisting systems in building structures. The energy dissipation mechanism of SPSWs consists of the tension yielding of web plates and the formation of plastic hinges at the ends of horizontal boundary elements. However, vertical boundary elements (VBEs) of high‐rise SPSWs may experience high axial forces under lateral loading. This study explores the effectiveness of staggering of web plates on the reduction of VBE forces and drift response of SPSWs during an earthquake event. An analytical study has been conducted to determine the base shear reduction factor so as to match the overstrength of staggered systems with conventional SPSWs. A design methodology has been proposed for staggered SPSWs. Six‐, 9‐, and 20‐storey staggered and conventional SPSWs with varying aspect ratios are considered in this study to compare their seismic response. These study frames are modelled and analysed in OpenSEES platform. Nonlinear static and dynamic analyses are performed to compare the drift response, hinge mechanisms, and steel tonnage. Staggered SPSWs showed uniform drift distribution and reduction in interstorey drift and axial force demand on the VBEs. 相似文献
5.
The coupled steel plate shear wall (C-SPSW) configuration has been investigated by researchers as a means of improving the overturning stiffness and architectural flexibility of SPSW structures. While C-SPSWs have been shown to exhibit excellent seismic performance, the fabrication cost associated with the high number of moment-resisting connections used in such systems is a potential detraction to their use as an economical solution. Past research has shown that the hysteresis response of SPSWs with simple frame connections is significantly pinched, and as such, most seismic codes prohibit their use in high seismic areas. However, when used in the C-SPSW configuration, a dual system is formed in which the coupling beams not only improve resistance to overturning but also provide substantial lateral strength and energy dissipation capacity. This paper presents an exploration of the potential to improve the economy of C-SPSWs by using the simple boundary frame connections. First, employing the principles of plastic analysis, an attempt is made to quantify the contribution of the coupling beams to the overall lateral load resistance of the system. Then, to evaluate the seismic performance of such C-SPSW systems and allow for the comparison with that of the C-SPSWs with rigid frames, several prototypes are designed and analyzed using a series of nonlinear response history and pushover analyses. The results indicated that the C-SPSWs with simple boundary frames exhibited satisfactory seismic performance comparable with that of the C-SPSWs with rigid frames under both the 10/50 and 2/50 hazard levels, while allowing for reduced fabrication costs. 相似文献
6.
This study consists of two parts. In this two‐part research, four two‐story narrow steel plate shear walls (SPSWs) were cyclically tested at the Taiwan National Center for Research on Earthquake Engineering in 2007. This paper, Part 1, proposes a capacity design method for the first‐story boundary column of the SPSW to ensure that the plastic hinges form at the column bottom ends when the SPSW develops the plastic mechanism. The design method was developed based on the superposition method considering the frame sway action and the panel force effects of the SPSW. Restrained steel plate shear wall (R‐SPSW) studied herein adopts pairs of the horizontal restrainers sandwiching over both sides of the infill panels and connected to the boundary columns. Analytical studies on four SPSW example designs using nonlinear finite element (FE) models and the simplified strip models confirm that the restrainers could also effectively reduce the column force demands and allow the infill panel to stretch more uniformly. In addition, the FE analytical studies verify the effectiveness of the proposed column capacity design method and the seismic design recommendations for the restrainer. This paper introduces the designs of the four narrow SPSW specimens, presenting the selections of the boundary beams and columns, the designs of the beam‐to‐column connections and the construction details of the restrainers. The experimental results, key observations and the design implications are reported in the companion paper. Copyright © 2009 John Wiley & Sons, Ltd. 相似文献
7.
Seismic design and testing of the bottom vertical boundary elements in steel plate shear walls. Part 1: design methodology 下载免费PDF全文
下载免费PDF全文 This research investigates the seismic design method and the cyclic inelastic behavior of the bottom column, also called the vertical boundary element (VBE), in steel plate shear walls (SPSWs). This study consists of two parts. This Part 1 paper discusses the anticipated pushover responses for properly designed SPSWs and the possible inelastic responses of the bottom VBE at various levels of inter‐story drift. Considering both the tension field action of the infill panel and the sway action of the boundary frame, this study develops a simplified method to compute the flexural and shear demands in the bottom VBE. Based on the superposition method, this approach considers various plastic hinge forming locations at different levels of inter‐story drift. One of the key performance‐based design objectives is to ensure that the top ends of the bottom VBEs remain elastic when the SPSWs are subjected to the maximum considered earthquake. This paper presents the comprehensive design procedures for the bottom VBE. Furthermore, this study conducted cyclic performance evaluation tests of three full‐scale two‐story SPSWs at the Taiwan National Center for Research on Earthquake Engineering in 2011 to validate the effectiveness of the proposed design methods. The experimental program, cyclic inelastic responses of the SPSWs and bottom VBEs, and numerical simulations are presented in Part 2. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
8.
Cyclic tests of steel plate shear walls using box‐shape vertical boundary elements with or without infill concrete 下载免费PDF全文
下载免费PDF全文 The steel plate shear wall (SPSW) is an effective lateral force resisting system in which unstiffened steel infill plates are connected to the horizontal and vertical boundary elements (VBEs) on all sides of the plates. The boundary elements must be designed to resist the tension field force of the infill panels. When the VBEs are made from a steel box section, the flange of each box VBE connected with the infill panels can be pulled out‐of‐plane by significant panel forces, called pull‐out action. This study investigates capacity design methods for box VBEs in SPSWs. Simplified fixed beam and portal frame models aim to estimate the pull‐out responses of the flange of the box sections with and without infill concrete, respectively. In this study, cyclic tests of three full‐scale two‐story SPSWs using box VBEs with or without the infill concrete are conducted. Inelastic pushover analyses of the finite element models are conducted. The tests and analytical results confirm that the proposed design methods, which aimed to prevent the full yield of the flange under the pull‐out action, are applicable. Furthermore, the test and analytical results suggest that the initial yielding of the flange of box VBEs under the collective effects of the pull‐out action on the flange, the gravity load, and the sway action on the SPSW represents a local yielding. A strict prohibition of the initial yielding on the flange under the aforementioned collective effects is not recommended for pursuing a cost‐effective design. Copyright © 2017 John Wiley & Sons, Ltd. 相似文献
9.
This paper is the second part of a two‐part paper presenting the cyclic tests of four two‐story narrow steel plate shear walls (SPSWs). The first paper introduces the analytical studies and the specimen designs. This paper describes the test results. Some design implications including the capacity design for the first story column and the width‐to‐thickness ratio check for the beam web are discussed based on key observations from the tests. Test results confirm that the simplified strip model can accurately predict the inelastic responses of the specimens. Test results also confirm that the proposed capacity design method is effective in ensuring the plastic hinge formation at the bottom end of the first story column for SPSW with or without restrainers. Test results also show that the horizontal restrainers are effective in reducing the member forces in the boundary beam and column elements. Comparing the test results of the typical SPSW with those of the restrained SPSW (R‐SPSW) specimens, it is found that the R‐SPSW possesses an improved cyclic performance and reduced material weight. Analytical results predict the compressed column moments at the onset of the column plastic hinge formation well. The analytical hysteretic energy distribution in the first story column agrees very well with the observed inelastic actions developed in the four specimens. The detailed frame response analyses and the test results confirm that the assumptions made in developing the proposed column capacity design method are reasonable. Copyright © 2009 John Wiley & Sons, Ltd. 相似文献
10.
A new type of steel plate shear wall (SPSW) with oval-curved architectural openings and vertically flexible horizontal connection elements is proposed. The vertical flexibility of the wall accommodates the construction settlement introduced by column contraction under the dead loads of the upper stories and allows sequential installation from the lower stories. A quasi-static cyclic loading test and finite element (FE) analysis verified the stable seismic behaviors of the ovally-perforated vertically-flexible steel plate shear wall (OVSPW). The results of FE parametric analysis showed that an OVSPW with an appropriate thickness of boundary elements effectively accommodated the construction settlement that could lead to large in-plane compression for a conventional SPSW. The horizontal connection elements made of steel tubes realized the vertical stiffness of OVSPW to less than 2% of the original value without changing the lateral stiffness. New design equations of the OVSPW were derived through integral and extreme value solutions to predict the mechanical behavior of OVSPW. 相似文献
11.
本文针对钢板剪力墙结构自振周期缺乏研究的现状,将钢板剪力墙简化为Timoshenko梁,提出了考虑周边框架影响的钢板剪力墙等效抗剪刚度计算的方法,然后根据Southwell-Dunkerley理论,给出了钢板剪力墙结构基本自振周期的简化计算公式。然后,通过56个算例比较分析了本文公式计算结果与有限元计算结果发现:本文公式计算结果与有限元结果之比的平均值为1.015,标准差为0.049,说明本文公式具有足够的可靠性。接着,又对结构高度、均布质量、等效抗剪、抗弯刚度、钢板的高厚比、高宽比等参数进行了分析,分析结果表明:随着结构高度与均布质量开方的乘积增大,结构的基本自振周期增长;层数相同时,随着等效抗剪刚度、抗弯刚度的增大,周期有减小的趋势;层数相同时,随着钢板高厚比与高宽比乘积的增大,周期增长。 相似文献
12.
Guo Lanhui Ma Xinbo Li Ran§ Zhang Sumei* School of Civil Engineering Harbin Institute of Technology Harbin China 《地震工程与工程振动(英文版)》2011,10(1):65-73
The seismic performance of composite steel plate shear walls (CSPSWs) that consist of a steel plate shear wall (SPSW) with
reinforced concrete (RC) panels attached to one or both sides by means of bolts or connectors is experimentally studied. The
shear wall is connected to the frame beams but not to the columns. This arrangement restrains the possible out-of-plane buckling
of the thin-walled steel plate, thus significantly increasing the bearing capacity and ductility of the overall wall, and
prevents the premature overall or local buckling failure of the frame columns. From a practical viewpoint, these solutions
can provide open space in a floor as this type of composite shear walls with a relatively small aspect ratio can be placed
parallel along a bay. In this study, four CSPSWs and one SPSW were tested and the results showed that both CSPSWs and SPSW
possessed good ductility. For SPSW alone, the buckling appeared and resulted in a decrease of bearing capacity and energy
dissipation capacity. In addition, welding stiffeners at corners were shown to be an effective way to increase the energy
dissipation capacity of CSPSWs. 相似文献
13.
腹板双角钢连接框架-非加劲薄钢板剪力墙抗震性能试验研究 总被引：1，自引：0，他引：1
对一榀1/3比例的单跨两层梁柱腹板双角钢连接框架-非加劲薄钢板剪力墙结构进行了水平低周往复加载试验研究.从承载力指标、刚度指标、延性指标、消能指标、破坏顺序和破坏模态以及连接节点的受力变形性能对试件作出评价,探究节点刚度与墙体的相互影响效果.结果表明:试件具有较高水平承载力和初始抗侧刚度,试件延性良好.结构具有理想的屈... 相似文献
14.
薄钢板剪力墙抗震性能试验研究 总被引：15，自引：6，他引：15
通过4个薄钢板剪力墙和1个钢筋混凝土框架的试验，研究了薄钢板剪力墙在低周往复荷载作用下的刚度、承载力、延性和耗能性能。试验表明，利用薄钢板剪力墙在低周往复荷载作用下的刚度、承载力、延性和耗能性能。试验表明，利用薄钢板剪力墙作为抗侧力构件是可行的。在钢筋混凝土框架中设置薄钢板可有效地增加刚度，承载力和耗能性能。 相似文献
15.
The end diaphragm of bridges are normally designed to resist lateral seismic forces imposed on the superstructure in earthquake prone regions. Using ductile diaphragms with high deformation capacity could reduce the seismic demands on the substructure and prevent costly damage under strong ground motions. The end diaphragms of steel tub girder bridges with high lateral stiffness and dominant shear behavior have a potential to be used as ductile fuse elements. In this study, a steel plate shear diaphragm(SPSD) is introduced as an external end diaphragm of tub girder steel bridges to reduce the seismic demands imposed on the substructure. Quasi static nonlinear analyses were conducted to evaluate responses of sixteen SPSDs with different boundary conditions, aspect ratios and diaphragm plate thicknesses. Moreover, nonlinear time history analyses were performed using three different ground motions corresponding to DBE and MCE level spectrums. Cyclic and time history analyses proved the proper behavior of SPSD and its efficiency to reduce seismic demands by more than 25%. 相似文献
16.
Chao‐Hsien Li Keh‐Chyuan Tsai Jing‐Tang Chang Chih‐Han Lin Jia‐Chian Chen Te‐Hung Lin Pei‐Ching Chen 《地震工程与结构动力学》2012,41(9):1277-1299
Coupled steel plate shear wall (C‐SPSW) consists of two or more steel plate shear walls interconnected by coupling beams at the floor levels. In this study, a six‐story C‐SPSW prototype building was designed. A 40% scale C‐SPSW specimen, which is representative of the bottom two‐and‐half‐story substructure of the prototype, was cyclically tested using Multi‐Axial Testing System at the National Center for Research on Earthquake Engineering in 2009. In addition to a constant vertical force representing the gravity load effects, cyclic increasing displacements and the corresponding overturning moments transmitted from the upper stories were computed online and simultaneously applied on the substructural specimen. This paper firstly introduces the designs of the prototype C‐SPSW and the test specimen. Then, the test results and the numerical simulation are discussed in detail. Test results confirm the effectiveness of the proposed column capacity design method, which aims at limiting the plastic hinge formation within the bottom quarter height of the bottom column. Test and analytical results suggest that the coupling beam rotational demands can be estimated as the design story drifts when the formation of desirable plastic mechanism of the C‐SPSW is expected. Copyright © 2011 John Wiley & Sons, Ltd. 相似文献
17.
Design recommendations for steel plate shear wall (SPSW) systems have recently been introduced into seismic provisions for steel buildings. Response modification (R), overstrength (Ωo), and displacement amplification (Cd) factors for SPSW systems presented in design codes were based on professional experience and judgment. A numerical study has been undertaken to evaluate these factors for SPSW systems. Forty‐four unstiffened SPSW possessing different geometrical characteristics were designed based on the recommendations given in the AISC Seismic Provisions. Bay width, number of stories, story mass, and steel plate thickness were considered as the prime variables that influence the response. Twenty records were selected to include the variability in ground motion characteristics. In order to provide a detailed analysis of the post‐buckling response, three‐dimensional finite element analyses were conducted for the 44 structures subjected to the selected suite of earthquake records. For each structure and earthquake record, two analyses were conducted in which the first includes geometrical nonlinearities and the other includes both geometrical and material nonlinearities, resulting in a total of 1760 time history analyses. In this paper, the details of the design and analysis methodology are given. Based on the analysis results, response modification (R), overstrength (Ωo), and displacement amplification (Cd) factors for SPSW systems are evaluated. Copyright © 2008 John Wiley & Sons, Ltd. 相似文献
18.
欧洲规范EC3 Part 1-1第5章[1]允许工程师使用一些先进的有限元分析软件来分析和设计钢结构,如线弹性、刚塑性以及二阶弹塑性整体分析。这3种极不相同的分析方法,能够用于简支、半连续以及连续节点模型中[2]。节点模型根据刚度的不同,可分为铰接、半刚性和刚性模型;按照强度的不同,可分为铰接、部分强度和全强度模型。尽管大多数的工程问题仅仅要求进行线弹性分析,但仍有一些特殊结构可能要求采用高级分析以降低施工成本,例如底层无支撑钢框架结构。在这种结构中,采用半连续节点（具有半刚度和部分强度特性）进行框架分析,会显著增强结构抵抗名义水平荷载、风荷载、整体缺陷、地震作用时的抗侧刚度和强度,因此在控制的水平荷载下计算的横向侧移可能在EC3允许的范围内。在基于性能的抗火设计中,结构抗火工程师可能想利用钢节点潜在的刚度和强度,尤其是有端板节点的钢结构,这是一种最常见的钢结构施工形式。端板可以是部分深度的,或者是延伸端板,涵盖了名义铰接、半刚性和完全刚性节点模型。本文给出了端板节点高温性能研究的一系列数值分析结果;应用基于构件的方法,建立了这些节点在高温下的力学反应计算公式,以及梁腹板剪应力分量、连接处的拉应力和压应力区域的力学模型。基于构件的方法能够考虑钢节点的热约束效应。对已有钢端板节点试验进行了有限元模拟和基于构件的分析表明,2种方法的分析结果与试验结果的偏差都是可接受的,包括热约束效应。 相似文献
19.
联肢钢板剪力墙能通过连梁耗能实现多重抗侧体系,其优良的抗震性能被越来越多的学者研究论证。本文基于能量平衡原理和Chao和Goel提出的弹塑性层剪力分布模式,预设目标侧移及屈服机制等性能参数,归纳出完整的联肢钢板剪力墙结构塑性设计流程,并采用该方法基于8度(0.3g)抗震设防条件下设计了12个联肢钢板剪力墙结构算例。利用有限元分析软件ABAQUS对结构进行了Push-over分析,研究了刚度退化、构件屈服顺序和结构整体变形等方面的结果。结果表明：设计算例能够实现多重抗震机制,并满足预期性能目标。 相似文献