三类钢板剪力墙结构试验研究

防屈曲钢板剪力墙已被试验证明是优秀的抗侧耗能构件,但墙板嵌入受弯框架时,二者之间的相互作用尚需进一步研究。为此进行了两层单跨钢框架内嵌防屈曲钢板剪力墙的试验研究,作为比较同时进行了两层单跨钢框架内嵌非加劲钢板剪力墙与两层单跨钢框架内嵌组合钢板剪力墙结构的试验研究。在试验的基础上,对试件进行有限元分析,比较了三类钢板剪力墙之间的性能差异。研究表明,防屈曲钢板剪力墙能够消除无加劲钢板剪力墙在水平荷载下产生的巨大屈曲噪声,具有较大的初始刚度与承载力,拥有良好的延性与滞回耗能性能,而且由于其屈服先于屈曲发生,对周边框架产生的附加弯矩很小;组合钢板剪力墙的性能与防屈曲钢板剪力墙相似,但由于后期外包的混凝土发生脱离,内嵌钢板剪力墙会产生拉力带,不仅对框架产生不利影响,而且自身承载力、刚度与耗能能力均有不同程度的退化。图32表1参12     

Influence of crack on the steel plate shear walls strengthened by diagonal stiffeners

In spite of existing comprehensive studies on the behavior of steel plate shear wall (SPSW), some aspects of the SPSW have remained unknown, yet. One of the important aspects that is unknown is the crack effect on the SPSW behavior in linear and nonlinear zones. Some experimental studies have been reported that SPSWs were fractured due to crack propagation. Therefore, the crack effect on the behavior of SPSW should be accounted in considering of SPSW behavior. Although the effect of crack on the thin SPSW has been investigated to a limited extent numerically, stiffened SPSPW, especially diagonally stiffened SPSW, has not been studied. In doing so, in this paper, the effect of crack effect on the behavior of diagonally stiffened SPSWs is studied parametrically and numerically. Numerical results showed that stiffened walls exhibit better behavior in the presence of crack compared with SPSW in both elastic and inelastic zones. Because crack propagates in nonlinear zone, it has not effective on elastic behavior of diagonally stiffened SPSW. The effect of crack was also presented as mathematical equations to estimate load–displacement curve that are in agreement with the finite element results especially for wall thinker stiffeners.     

Shear‐displacement diagram of steel plate shear walls with precompression from adjacent frame columns

An analytical model of the unstiffened steel plate shear wall (SPSW) considering precompression from the adjacent frame columns is proposed and experimentally verified. First, the distribution and transferring of the gravity loads between boundary columns and the infill steel plate was proposed. Second, the shear‐displacement diagram of the SPSW under compression–shear interaction was obtained, and to further consider the global bending deformation, the shear‐displacement diagram of the SPSW under compression–shear–bending interaction was obtained. Third, the load‐carrying capacities and deformations at the state of elastic buckling of the infill steel plate, the yield of Zones I and III, the yield of Zone II, and the yield of the boundary frame were presented. Finally, cyclic loading test on four scaled one story single bay unstiffened SPSWs under different axial forces at the top of the columns was carried out to verify the proposed analytical model. Shear‐displacement relationship, shear capacity, and envelope curves of the specimens were compared with the predicted values. Results indicate that the proposed analytical model can reasonably predict the decrease of the shear load capacity and stiffness of the SPSWs due to the existence of the axial load at the boundary columns.     

Influences of the gravity loads on the cyclic performance of unstiffened steel plate shear wall

This paper is aimed at investigating the influences of gravity loads on the overall performance of the steel plate shear wall (SPSW) under the monotonic as well as cyclic loadings. A nonlinear finite‐element model for SPSWs was developed and verified using monotonic tests carried out by Behbahanifard and Drivers et al. and the three large‐scale three story cyclic test specimens (namely SC2T, SC4T and SC6T) carried out by Park et al.; very good predictions of the ultimate strengths, hysteresis properties and failure modes were obtained. Based on these three specimens tested by Park et al., nine more numerical SPSW specimens with the axial stresses of the boundary columns equal to 100 MPa, 200 MPa and 300 MPa were analyzed. The strength and tension strip angles under lateral monotonic loadings and the hysteresis properties and energy dissipation under lateral cyclic loadings were analyzed. Finally, the strength prediction method of the SPSWs with the flexure‐dominate behavior originally proposed by Park et al. was modified to account for the tension‐field action of the infill plates, and better prediction of the shear strength of the SPSW was obtained. Copyright © 2016 John Wiley & Sons, Ltd.     

Ultimate shear strength of plate elements with pit corrosion wastage

The aim of the present paper is to investigate the ultimate strength characteristics of steel plate elements with pit corrosion wastage and under in-plane shear loads. A series of the ANSYS nonlinear finite element analyses for plate elements under in-plane shear loads are carried out, varying the degree of pit corrosion intensity and the plate geometric properties. Closed-form design formulae for the ultimate strength of pitted plates under edge shear, which are essentially needed for the ultimate limit state based risk or reliability assessment of corroded structures, are derived by the regression analysis of the computed results. The insights developed from the present study will be very useful for damage tolerant design of plated structures with pit corrosion wastage.     

Behavior of steel plate shear walls with pre-compression from adjacent frame columns

This paper investigates the behavior of steel plate shear walls (SPSWs) with pre-compression from adjacent frame columns which is produced in the construction process. Firstly, some parameters used in analytical finite element models, such as the stiffness of frame beams and columns and the magnitude of the loads are discussed. Then, numbers of numerical examples are analyzed and show that the influence of pre-compression varies with the dimension of SPSWs. Also, the distribution and transferring of axial forces between frame columns and SPSWs during loading are discussed. Finally, a reduction coefficient of shear-carrying capacity of SPSW due to pre-compression is proposed.     

Effect of column stiffness on drift concentration in steel plate shear walls

Steel plate shear walls (SPSWs) are a lateral force resisting system consisting of thin infill steel plates surrounded by boundary frame members. Hysteretic energy dissipation and lateral force resistance of the system are primarily achieved through the yielding of the infill steel plates. However, during an earthquake event, the infill plates at different building stories may not yield simultaneously due to many factors such as overstrength of some infill plates and the actual lateral force distribution which is different from the one assumed in design, possibly resulting in inter-story drift concentrations in the system. This paper investigates the effect of column stiffness on mitigating drift concentration in SPSWs. Based on an example two-story SPSW, mathematical models are derived to characterize the system behavior and quantify the effect of column stiffness on the mitigation of drift concentration. Nonlinear static pushover analyses using finite element models are performed to further validate the developed models. Finally, based on the developed models, parametric analyses are conducted to investigate the effect of column stiffness over a practical range of the considered parameters, followed by a discussion of the minimum SPSW column stiffness specified in North American codes. The results from this investigation show that column stiffness should be a design parameter to ensure a reasonably uniform drift distribution and hence a more uniform infill plate yielding along the height of SPSW buildings.     

Stress state of steel plate shear walls under compression–shear combination load

This paper investigates the stress state of the infill steel plate for the unstiffened steel plate shear walls (SPSWs) under compression–shear combination load. First, the infill steel plate is divided into three zones, the stress state of each zone under compression is derived, and the accuracy of the analytical model is verified by a series of numerical examples. Second, considering the combination effects of the gravity load and shear force from the adjacent boundary columns, the stress state of each zone is proposed and discussed. Then the shear capacity of the infill steel plate for the unstiffened SPSWs with gravity load acting on the top of the boundary columns is proposed. Finally, the shear capacity of 21 numerical SPSW specimens with various axial stresses of the boundary columns and different steel infill plate thicknesses is predicted.     

十字加劲钢板剪力墙的抗剪极限承载力

我国《高层民用建筑钢结构技术规程》规定了钢板墙剪切弹性屈曲不先于剪切屈服,其明显的不足是没有利用板的屈曲后强度,同时弹性屈曲也不能作为结构在弹塑性阶段的设计指标。本文应用板的大挠度弹塑性有限元方法对十字加劲方形钢板剪力墙的屈曲后性能和极限承载力进行了系统的研究,并在大量数值分析的基础上,提出了以板的平均剪切应变相应的剪应力作为钢板剪力墙承载能力的极限状态,以达到利用薄板屈曲后强度的目的,进而提出了钢板剪力墙承载力的设计简化计算公式及钢板墙侧柱刚度阈值的计算公式,供设计参考。数值计算结果表明,影响钢板墙抗剪性能主要有三个参数:板高厚比、肋板刚度比和边柱刚度。     

Structural performance of steel plate shear walls with trapezoidal corrugations and centrally-placed square perforations

Steel plate shear walls (SPSWs) are an efficient lateral force-resisting system, and can be designed with corrugated and/or perforated infill plates, depending on structural considerations, architectural requirements, and service design. This paper presents a study on the structural performance of SPSWs with horizontal trapezoidal corrugations and centrally-placed square perforations under monotonic loading. Finite element models were developed for assessment of the buckling stability, stiffness, strength, and ductility performances of the shear walls. To this end, parametric studies were performed by considering the web-plate corrugation angle, thickness, and size of opening as the varying parameters in the nonlinear pushover analyses. It was found that the design of the boundary frame members can be effective in minimizing the deformations imposed by infill plates, providing system ductility, and developing lateral load resistance through stable development of diagonal tension-field action in the web plate. The effects of introducing web-plate perforations, and increasing the size of the opening, on the structural performance were also investigated. Proper design and detailing of the SPSW, along with optimal selection of the web-plate geometrical and corrugation parameters, can ensure desirable structural behavior and seismic performance for such lateral force-resisting systems.     

A simplified method for fundamental period prediction of steel frames with steel plate shear walls

Steel plate shear wall (SPSW) has been widely used as a lateral force resisting system (LFRS) for medium or high‐rise buildings. The fundamental period is an important parameter for seismic design and seismic risk assessment of building structures. In this paper, a simplified method is developed for the period prediction of SPSW structures based on the basic theory of engineering mechanics. It estimates a SPSW structure as a shear system of steel frame and a shear‐flexure system of SPSWs separately. The fundamental period of the SPSW structure is calculated according to the integration of the lateral stiffness of the steel frame and SPSWs along the height. A corrected formula is proposed based on the fitting analysis of the ratio of the FEM period to the estimated period. A shaking table test is used to validate the corrected formula, the relative error between the corrected result and the test result is 5.0%. Besides, the proposed method is also compared to some existing methods for the period prediction of SPSW structures, the results indicate that the proposed method has good accuracy and can be hand‐calculated. Finally, a probability‐based method is proposed for the corrected formula, and the fundamental period could be determined with a certain guarantee. A confidence interval estimation could be determined via the proposed method according to the demand of structural design.     

钢板剪力墙低周反复荷载试验研究

本文进行了6个13比例钢板剪力墙的低周反复荷载试验,重点研究了钢板墙极限承载力和滞回性能,为钢板墙结构利用屈曲后强度及抗震设计提供试验依据;本试验揭示了边柱局部屈曲、加劲肋布置形式、加劲板刚度和板高厚比对钢板墙滞回性能的影响。试验结果表明,边柱不出现局部屈曲是钢板墙发挥极限承载力的重要保证;厚板和较强的加劲肋对提高钢板墙滞回曲线的饱满度和滞回环面积是有利的;三种钢板墙以交叉加劲板的承载力和滞回性能最佳,十字加劲板次之,钢板墙结构耗能能力依赖于钢板与边柱的弹塑性变形和钢板面外鼓曲变形。试验曲线与应用弹塑性大挠度有限元法计算的滞回曲线吻合良好;利用屈曲后强度的钢板墙受剪承载力,其试验值与本课题建议公式及有限元值计算结果基本一致。     

自复位钢框架钢板剪力墙性能化设计方法

基于“自复位”理念,提出了一种采用钢板剪力墙耗能的自复位钢框架钢板剪力墙结构,对其进行了受力机理分析,并给出了自复位钢框架钢板剪力墙的复位条件。依据GB 50011—2010《建筑抗震设计规范》设定了自复位钢框架钢板剪力墙基于性能的设计目标,基于性能目标提出了自复位钢框架钢板剪力墙的设计流程,从构件的实际受力状态出发对该设计方法进行了研究,并推导出构件的设计公式。以某传统钢框架为例,对其进行了由钢板剪力墙耗能的自复位结构边缘构件设计,并采用有限元软件ABAQUS对其中单榀单跨进行了Pushover分析。结果表明：当层间位移角达到2%时,结构的残余变形量控制在0.2%以内,主体结构边缘构件仍处于弹性工作状态,推覆过程中钢板墙耗散了大量能量;推覆结束后,结构余留少量残余变形,这主要是由于梁柱节点绕梁上下翼缘转动时梁上下翼缘角部受到挤压引起,可通过适当设置翼缘加强板减少甚至消除残余变形。     

侧边开洞 斜向槽钢加劲钢板剪力墙 结构抗震性能试验研究

为研究开洞形式及槽钢加劲肋对钢板剪力墙抗震性能的影响，对2个1/3缩尺的单跨双层侧边开洞-斜向槽钢加劲钢板剪力墙进行了低周往复荷载试验，得到了双侧开洞 交叉加劲钢板剪力墙和单侧开洞-多道斜向槽钢加劲钢板剪力墙的荷载-位移曲线、破坏特征、骨架曲线等，分析了两种钢板墙的承载能力、延性、退化特性以及耗能能力等性能。通过分析框架梁的受力情况，给出了考虑加劲肋作用的开洞处梁腹板最小厚度计算公式。试验结果表明，两种形式的槽钢加劲钢板剪力墙均有良好的抗震性能。双侧开洞 交叉加劲钢板剪力墙试件的滞回环饱满呈梭形；单侧开洞-多道斜向槽钢加劲钢板剪力墙试件在加载前期滞回曲线有“捏缩”现象，耗能梁段形成后“捏缩”现象消失。槽钢加劲肋能有效限制内填钢板的屈曲变形，加载过程中未发生扭转，避免加劲肋破坏导致加劲效果失效。双侧开洞 交叉加劲钢板剪力墙试件受槽钢加劲肋作用，中梁开洞处梁腹板承受剪力增大约30%。建议在开洞处梁腹板合理布置加劲肋，避免框架梁过早屈服影响整体结构性能的发挥。     

钢板剪力墙的发展与研究现状

介绍了一种新型的高层抗侧力结构体系———钢板剪力墙 ,总结了其在工程上的应用以及在大震中的良好表现。对不同形式的钢板剪力墙 ,即非加劲钢板墙、加劲钢板墙、开竖缝钢板墙、组合钢板墙及低屈服点钢板墙的构造特点及工作性能分别加以说明 ,并介绍它们在实际工程中的应用。概括了加劲和非加劲钢板墙在单向静力荷载和往复荷载下的受力特性及国外相关的设计理论和规范。     

Sub-structural pseudo-dynamic performance of two full-scale two-story steel plate shear walls

This paper describes two eight-meter tall and four-meter wide, two-story steel plate shear walls (SPSWs) that were fabricated and tested using sub-structural pseudo-dynamic testing procedures in the National Center for Research on Earthquake Engineering (NCREE). In the Phase I tests, all wall panels were restrained using horizontal tube restrainers on both sides in order to minimize both the out-of-plane displacement and the buckling sound. In the Phase II tests, damaged steel plates were removed and replaced with new plates without restrainers. Both specimens were tested under pseudo-dynamic loads using several scaled ground accelerations. This paper presents primarily the design of the specimen, experimental results, and simplified analytical modeling techniques for Phase I specimen. Results of the Phase I tests show that (1) the SPSW specimen sustained three earthquakes without significant wall fracture or overall strength degradation, (2) the horizontal restrainers were effective in improving the serviceability of the SPSW, (3) the responses of the SPSW can be satisfactorily predicted using the strip model and the tension-only material property implemented in the PISA3D computer program, (4) the energy-dissipating capacity of the SPSW specimen was found to be substantially reduced when it was subjected to the same ground motions again, and (5) if the boundary elements are properly proportioned using the capacity design principle, the equivalent brace model is effective for the response analysis of SPSW buildings subjected to strong ground motions.     

Characteristics of the wall-frame interaction in steel plate shear walls

The nonlinear response of steel plate shear wall (SPSW) dual systems under lateral loading with regard to the interaction between the infill plates and frame members is studied. A number of SPSWs are numerically analyzed and the results are utilized to discuss (a) the influence of infill plates on the behavior of frames and (b) to evaluate their degree of effectiveness in resisting lateral loads. Results show that SPSWs designed according to design codes should have desirable sequences of yielding and that plastic deformations should primarily be provided by the infill plates. It is illustrated that the infill plates are very effective in the initial stages of loading (up to the drift angle of 1% ) and absorb substantial part of storey shear. However, once diagonal yield zones develop in the infill plates, they begin to lose their effectiveness; and when yield zones spread throughout the wall, additional applied loads are essentially carried by the frame members.     

柱刚度对钢板剪力墙侧移集中的影响

钢板剪力墙(SPSWs)是一种由边界框架构件包围薄填充钢板组成的抗侧力系统。薄填充钢板屈服引起整体的滞回耗散和抗侧向力。然而,地震时,受很多因素的影响(如填充钢板超强)不同建筑层的薄填充钢板可能不会同时屈服,且实际的侧向力分布与设计时所假定的不同,可能导致建筑整体层间的侧移集中。研究柱刚度对减缓整体侧移集中现象的影响。根据一个两层的钢板剪力墙模型,推导出一个可表示整体性能、量化柱刚度对减缓整体侧移集中现象的影响的数学模型。使用有限元模型来进行非线性静态推覆分析,从而验证改进的模型。最后,根据改进的模型进行参数分析,随后讨论北美标准中规定的钢板剪力墙柱刚度的最小值。研究结果显示,柱刚度应该作为一种设计参数,从而确保一个合理统一的侧移分布,因此,填充钢板会沿钢板剪力墙建筑的高度方向屈服。     

Introduction of stiffened large rectangular openings in steel plate shear walls

The nonlinear behavior of steel plate shear walls (SPSWs) with stiffened large rectangular openings used as windows or doors in buildings is studied. A number of SPSWs with and without openings are numerically analyzed, and the results are utilized (a) to characterize the behavior of SPSWs with the openings, (b) to study the effects of various opening features as well as size of local boundary elements (LBE) around the opening and thickness of infill plates on either side of the opening and (c) to investigate the changes in the system strength, stiffness and ductility due to the introduction of the openings. Results show that the procedure addressed by AISC Design Guide 20 for design of beams above and below the opening level is not perfect. Use of thicker or thinner infill plates or weaker profiles for the LBE can alter the yielding sequence in the system. Notably, the type, location and geometry of stiffened openings are not influential themselves on the system strength, although different LBE sizes required for different openings may have some effects. The introduction of stiffened openings in different SPSWs increases both the ultimate strength and stiffness, while somewhat decreases the ductility ratio.     

Seismic behavior of code designed steel plate shear walls

The AISC Seismic Design Provisions now include capacity design requirements for steel plate shear walls, which consist of thin web plates that infill frames of steel beams, denoted horizontal boundary elements (HBEs), and columns, denoted vertical boundary elements (VBEs). The thin unstiffened web plates are expected to buckle in shear at low load levels and develop tension field action, providing ductility and energy dissipation through tension yielding of the web plate. HBEs are designed for stiffness and strength requirements and are expected to anchor the tension field formation in the web plates. VBEs are designed for yielding of web plates and plastic hinge formation at the ends of the HBEs.This paper assesses the behavior of code designed SPSWs. A series of walls are designed and their behavior is evaluated using nonlinear response history analysis for ground motions representing different hazard levels. It is found that designs meeting current code requirements satisfy maximum interstory drift requirements considering design level earthquakes and have maximum interstory drifts of less than 5% for maximum considered earthquakes. Web plate ductility demands are found to be significantly larger for low rise walls than for high rise walls where higher modes of vibrations impact the response. The percentage of story shear resisted by the web plate relative to the boundary frame is found to be between 60% and 80% and is relatively independent of panel aspect ratio, wall height, or hazard level, but is affected by transitions in plate thickness. Maximum demands in VBEs in design level shaking are found to be considerably less than those found from capacity design for SPSWs with 9 or more stories.