Seismic performance evaluation of steel frame-steel plate shear walls system based on the capacity spectrum method

This paper presents some methods that the standard acceleration design response spectra derived from the present China code for seismic design of buildings are transformed into the seismic demand spectra, and that the base shear force-roof displacement curve of structure is converted to the capacity spectrum of an equivalent single-degree-of-freedom （SDOF） system. The capacity spectrum method （CSM） is programmed by means of MATLABT.0 computer language. A dual lateral force resisting system of 10-story steel frame-steel plate shear walls （SPSW） is designed according to the corresponding China design codes. The base shear force-roof displacement curve of structure subjected to the monotonic increasing lateral inverse triangular load is obtained by applying the equivalent strip model to stimulate SPSW and by using the finite element analysis software SAP2000 to make Pushover analysis. The seismic performance of this dual system subjected to three different conditions, i.e. the 8-intensity frequently occurred earthquake, fortification earthquake and seldom occurred earthquake, is evaluated by CSM program. The excessive safety of steel frame-SPSW system designed according to the present China design codes is pointed out and a new design method is suggested.

Analysis and seismic tests of composite shear walls with CFST columns and steel plate deep beams

A composite shear wall concept based on concrete filled steel tube （CFST） columns and steel plate （SP） deep beams is proposed and examined in this study. The new wall is composed of three different energy dissipation elements： CFST columns; SP deep beams; and reinforced concrete （RC） strips. The RC strips are intended to allow the core structural elements - the CFST columns and SP deep beams - to work as a single structure to consume energy. Six specimens of different configurations were tested under cyclic loading. The resulting data are analyzed herein. In addition, numerical simulations of the stress and damage processes for each specimen were carried out, and simulations were completed for a range of location and span-height ratio variations for the SP beams. The simulations show good agreement with the test results. The core structure exhibits a ductile yielding mechanism characteristic of strong column-weak beam structures, hysteretic curves are plump and the composite shear wall exhibits several seismic defense lines. The deformation of the shear wall specimens with encased CFST column and SP deep beam design appears to be closer to that of entire shear walls. Establishing optimal design parameters for the configuration of SP deep beams is pivotal to the best seismic behavior of the wall. The new composite shear wall is therefore suitable for use in the seismic design of building structures.

Lateral load-carrying capacity analyses of composite shear walls with double steel plates and filled concrete with binding bars

A method is developed to predict the lateral load-carrying capacity of composite shear walls with double steel plates and filled concrete with binding bars(SCBs). Nonlinear finite element models of SCBs were established by using the finite element tool, Abaqus. Tie constraints were used to connect the binding bars and the steel plates. Surface-to-surface contact provided by the Abaqus was used to simulate the interaction between the steel plate and the core concrete. The established models could predict the lateral load-carrying capacity of SCBs with a reasonable degree of accuracy. A calculation method was developed by superposition principle to predict the lateral load-carrying capacity of SCBs for the engineering application. The concrete confined by steel plates and binding bars is under multi-axial compression; therefore, its shear strength was calculated by using the Guo-Wang concrete failure criterion. The shear strength of the steel plates of SCBs was calculated by using the von Mises yielding criterion without considering buckling. Results of the developed method are in good agreement with the testing and finite element results.

Improving behavior of semi-supported steel plate shear walls

In spite of the good performance of the steel plate shear wall(SPSW)in recent earthquakes and experimental studies,the need for huge columns to surround the infill plate is a major shortcoming of the system.This shortcoming can be resolved by using semi-supported SPSW.The semi-supported SPSW has secondary columns that prevent the transfer of stress from the infill plate to the main columns.In spite of extensive experimental and numerical investigations on SPSWs,there are many ambiguities regarding the behavior of the semi-supported SPSW.Although stress in the columns is reduced,incomplete diagonal tension field action is formed in the infill plate that creates new problems.In this paper,a new type of semi-supported SPSW is presented in which the steel plate and the secondary columns are angled.The creation of the angle of the plate and the secondary column makes it possible to use the full capacity of the steel plate as well as the capacity of the secondary columns.Numerical results showed that the wall with a 60°angle has a favorable performance relative to the semi-supported wall.Moreover,with the 60°angle,stiffness,strength and energy absorption is increased.The angle of the secondary columns has little effect on the non-elastic stiffness.Nevertheless,using a wall with an angle of more than 90°can neutralize the wall’s behavior relative to conventional walls.Therefore,the wall with a 60°angle as an optimal angle is recommended.

Experimental and analytical study on seismic behavior of steel-concrete multienergy dissipation composite shear walls

In this paper, a steel-concrete multi-energy dissipation composite shear wall, comprised of steel-reinforced concrete （SRC） columns, steel plate （SP） deep beams, a concrete wall and energy dissipation strips, is proposed. In order to study the multi-energy dissipation behavior and restorability after an earthquake, two stages of low cyclic loading tests were carded out on ten test specimens. In the first stage, test on five specimens with different number of SP deep beams was carried out, and the test lasted until the displacement drift reached 2%. In the second stage, thin SPs were welded to both sides of the five specimens tested in the first stage, and the same test was carried out on the repaired specimens （designated as new specimens）. The load-bearing capacity, stiffness, ductility, hysteretic behavior and failure characteristics were analyzed for both stages and the results are discussed herein. Extrapolating from these results, strength calculation models and formulas are proposed herein and simulations using ABAQUS carried out, they show good agreement with the test results. The study demonstrates that SRC columns, SP deep beams, concrete wall and energy dissipation strips cooperate well and play an important role in energy dissipation. In addition, this study shows that the shear wall has good recoverability after an earthquake, and that the welding of thin SP＇s to repair a deformed wall is a practicable technique.

Effect of fiber angle on LYP steel shear walls behavior

Steel shear wall(SSW) was properly determined using numerical and experimental approaches.The properties of SSW and LYP(low yield point) steel shear wall(LSSW) were measured.It is revealed that LSSW exhibits higher properties compared to SSW in both elastic and inelastic zones.It is also concluded that the addition of CFRP(carbon fiber reinforced polymers) enhances the seismic parameters of LSSW(stiffness,energy absorption,shear capacity,over strength values).Also,stress values applied to boundary frames are lower due to post buckling forces.The effect of fiber angle was also studied and presented as a mathematical equation.

Parametric analysis of steel plated shear structures

Due to outstanding ductility and high strength,the steel plate shear wall(SPSW)is recognized as a good lateral system for building structures; particularly as it interacts with earthquake resistant design.This study aims to reveal the dynamic and cyclic behavior of steel plated shear wall.Finite element method of analysis was implemented in order to simulate the behavior of such a wall structure.To determine the dynamic behavior of un-stiffened plate shear wall,two different analytical models were implemented.The post buckling strength of steel plate subjected to lateral loading was also employed.The story shear-drift diagrams of steel shear wall system were presented.The strength and ductility of the system obtained from the analysis were compared with those of steel shear wall tests reported before.The pertinent parameters of the steel shear wall system such as plate thickness,column and beam stiffness and the plate aspect ratio were recognized and their effects were recorded.The effect of stiffeners on the behavior of the SPSW was also investigated.

Study on the Structural Performance of Steel Plate Shear Wall with Slits on Both Sides

This paper presents a new type of two sides slotted steel plate shear wall, and carries on the analysis to the finite element elastic buckling, respectively discusses the critical buckling load and the buckling mode. For the steel plate shear wall without stiffening ribs on both sides, the paper given the buckling coefficient formula, and give design proposal and reference value of steel plate shear wall with stiffened on both sides.

Numerical modeling of seismic behavior of ellipse and peanut-shaped auxetic steel plate shear walls

This study proposes a new auxetic-shaped steel plate shear walls(simply referred to as ASSPSWs)consisting of boundary members and built-in perforated infill plates.The connection type between the boundary members is a hinge joint.The hole forms on the infill plates include orthogonal ellipse-shaped(ASSPSW-OE)and orthogonal peanutshaped(ASSPSW-OP).This paper studied the hysteretic performance of two steel plate shear walls’types based on the finite element analysis method.Within the study context,a parametric analysis was carried out to investigate the influence of various factors,such as hole size and hole distance,on the seismic performance of steel plate shear walls(SPSWs).The results indicated that reducing the the ratio of the ligament thickness to ellipse major axis(t/D)in orthogonal ellipse-shaped SPSWs can effectively increase the porosity while reducing the bearing and energy dissipation capacities.Under the condition with the t/D unchanged,increasing the ratio of the major to minor axis of the ellipse(d/D)raises the porosity and does not significantly reduce the bearing capacity and energy dissipation capacity of the SPSWs.For orthogonal peanut-shaped SPSWs,the holes’geometrical parameters significantly influence the hysteretic performance.Particularly,with the increase in the radial ratio of large to small circles in a peanut-shaped hole(R/r),the spacing between cells decreases.When drift exceeds 2%,the equivalent viscous damping ratio decreases sharply.Unlike the orthogonal ellipse-shaped SPSWs,changing the arrangement angle of peanut-shaped cells has no significant effect on orthogonal peanut-shaped SPSWs.However,the larger the angle,the greater the out-of-plane buckling of orthogonal ellipse-shaped SPSWs;thus,the energy dissipation capacity is reduced.The similarities lie in that the larger cell arrangement angle will make the steel plates have a complete stress field,and the bearing capacity will be slightly improved.When the cell arrangement angle(θ)is 45°,the SPSWs can develop high initial stiffness.

模块化防屈曲钢板墙抗震性能

考虑经济性和便利性,提出了模块化防屈曲钢板墙及其常用模数,然后基于已有的防屈曲钢板墙的简化计算模型,推导了在不同墙数量情况下,模块化防屈曲钢板墙充分发挥抗震性能时,周边梁的承载力和刚度需求,并提出了周边梁的设计方法.进而,对模块化防屈曲钢板墙和整体墙进行了对比验证试验及其有限元模拟分析.研究结果表明:模块化防屈曲钢板墙能够达到与整体钢板墙相同的抗震性能,且周边梁未发生明显转动和破坏,说明所提出的周边梁设计方法是合理的;在层间位移角为1/50时,防屈曲钢板墙上下周边梁均未进入塑性,且承载力和初始刚度等的有限元值与试验值误差小于6%,从而进一步验证了其抗震性能.

钢幕墙“POSN STEEL WALL”结构性能试验及评价

玻璃装饰外墙的幕墙具有外观华丽、施工维护方便等优点,目前得到了广泛应用。作为幕墙外墙的玻璃框架,主要采用重量轻、加工方便的铝材制作。韩国钢制幕墙(POSN STEEL WALL)由高耐腐蚀性合金镀层钢板制作而成,具有优异的结构性能,可承受压缩、拉伸和弯曲载荷,无需加固即可安装,且其强度大于铝材,可用于薄型框架制作。通过开展全尺寸钢幕墙POSN STEEL WALL的结构性能试验,并将试验结果应用于实际项目,分析其施工性能。

焊接多腔双钢板-混凝土组合剪力墙抗震性能分析

大多数双钢板-混凝土组合剪力墙采用螺栓连接或焊接肋的方式使钢板和混凝土协同工作。然而,这种连接方式可能导致整体性和塑性变形效率较低,且制作复杂,焊接多腔双钢板-混凝土组合剪力墙能够有效地避免这些问题。为了深入研究焊接多腔双钢板-混凝土组合剪力墙的抗震性能,基于约束混凝土真三轴塑性-损伤本构模型和钢材弹塑性混合强化-韧性损伤本构模型,建立了组合剪力墙的精细化三维实体-壳模型,将模拟所得的滞回曲线、骨架曲线、刚度退化曲线、弹性刚度、承载力、累积耗能、等效阻尼粘滞系数和延性系数与已有拟静力试验结果相比较,发现两者吻合较好。分析结果表明:轴压比对组合剪力墙模型算例刚度和承载力的影响较小,而随剪跨比增大,组合剪力墙模型算例的刚度和承载力呈线性降低;轴压比对组合剪力墙模型算例总塑性耗能的影响较小,而剪跨比的影响较大,剪力墙总塑性耗能随剪跨比增大而降低;轴压比和剪跨比都不会改变算例各部件的耗能分配机制,即组合剪力墙模型算例以外钢板和内隔板耗能为主。

薄壁钢板局部屈曲关键问题研究进展

钢结构以及钢-混凝土组合结构由于其强度高、耗能能力好、施工方便等优异性能,被广泛应用于工程结构中。然而,随着高强度钢材的应用,薄壁钢板呈现薄壁化、宽厚比随着构件截面尺寸的增大而不断增大的趋势,由于工程结构及荷载的复杂性等因素,钢板过早发生局部屈曲的风险不断加大,薄壁钢板的局部屈曲问题凸显,亟待开展系统性深入研究。对薄壁钢板局部屈曲研究的进展进行了概述,分析总结了现有试验研究和理论研究方面存在的局限性,详细介绍了笔者团队近年来聚焦于薄壁钢板局部屈曲关键问题开展的一系列研究工作及成果。

联肢弯剪型钢板剪力墙抗震性能试验研究

联肢钢板剪力墙结构是将2片钢板剪力墙通过钢连梁连接形成的抗侧力结构。通过对1榀1/3缩尺的4层联肢弯剪型钢板剪力墙试件进行低周往复加载试验,从滞回曲线、骨架曲线、延性、承载力及刚度退化、耗能能力等方面研究了该结构体系的抗震性能,并且对试件的屈服顺序和变形模式进行了分析。结果表明:联肢钢板剪力墙试件的延性系数达到5.03,承载力退化系数均大于0.96,承载力和刚度退化稳定,等效黏滞阻尼系数达到0.25以上,表明联肢弯剪型钢板剪力墙具有优越的抗震性能。加载过程中,连梁先于墙板发生屈服,墙板先屈曲后屈服,此后柱脚和横梁相继屈服。连梁的引入改变了结构的屈服机制,提高了整体的延性和耗能能力,能够组成多道抗震防线,且试件整体最终也体现出合理的破坏机制。整体侧移曲线呈弯剪变形模式。该试验研究更加贴合实际工程中联肢钢板剪力墙结构的应用情况,为联肢钢板剪力墙结构的进一步研究和应用提供了试验基础。

带PBL剪力键的钢芯板混凝土组合剪力墙低周往复加载试验研究

为研究带PBL剪力键的钢芯板混凝土组合剪力墙的抗震性能,对1个型钢混凝土组合剪力墙和4个钢芯板混凝土组合剪力墙进行了循环往复加载试验;观察带PBL剪力键的钢芯板混凝土组合剪力墙在水平循环荷载下的破坏全过程,并分析该类剪力墙的滞回特征、变形能力、承载能力、耗能性能、刚度和强度退化能力。结果表明:钢芯板混凝土组合剪力墙的破坏模式主要为弯曲型破坏,滞回曲线较为饱满;配置钢芯板的剪力墙承载力、延性性能和耗能能力较优;PBL剪力键的构造方式可保证钢芯板与混凝土之间的黏结性能完好,PBL剪力键平放会导致剪力墙出现沿PBL剪力键的水平通缝,影响剪力墙承载能力的发挥,建议采用PBL剪力键竖放的构造形式。

冷弯薄壁型钢-结构防火一体板自攻螺钉连接性能试验研究

开展冷弯薄壁型钢-结构防火一体板自攻螺钉连接抗剪性能试验研究,完成35个典型试件单调拉伸及低周往复加载试验,分析结构防火一体板厚度、螺钉直径、螺钉端距及加载角度等因素对其抗剪性能的影响。结果表明:不同加载角度及螺钉端距的试件呈现不同的破坏模式,主要包括板材端部撕裂破坏、板材孔壁承压破坏、板材被拉断破坏等,且破坏时试件的自攻螺钉存在不同程度的倾斜。对于试验端分别采用直径为4.8、5.5 mm螺钉的试件,试件的峰值荷载及延性系数与螺钉直径无明显相关性,弹性刚度随着螺钉直径增大而显著提升;随着螺钉端距由15 mm增大至25 mm,试件的弹性刚度无明显变化,而峰值荷载和延性系数提高了约35%;随着板厚由12 mm增大到20 mm,试件的峰值荷载提高了约40%,弹性刚度提高了约90%,延性系数降低了约30%;与加载角度为0°的试件的特征参数相比,加载角度为45°时,试件弹性刚度提高了约100%,峰值荷载及延性系数无明显差别;加载角度为90°时,试件弹性刚度及峰值荷载无明显差别,延性系数降低了约40%。

低周反复荷载下T型双波纹钢板混凝土组合剪力墙受力性能试验研究

为研究低周反复荷载下T型双波纹钢板混凝土组合剪力墙的受力性能,对5个T型双波纹钢板混凝土组合剪力墙进行了低周反复加载试验。基于试验数据,分析了T型组合剪力墙的破坏模式、滞回曲线、变形能力及耗能能力,重点研究了边缘约束条件、波纹类型以及轴压比不同变化参数对T型组合剪力墙抗震性能指标的影响规律。研究结果表明:T型双波纹钢板混凝土组合剪力墙破坏模式主要有压屈破坏和压弯破坏两种;设置边缘约束构件是提高T型双波纹钢板混凝土组合剪力墙承载能力和变形能力的关键因素;纵向窄波纹钢板对内部混凝土的约束能力更强,在低周反复荷载下两者协同工作性更优,而横向窄波纹钢板试件强度退化最严重;采用全截面塑性设计方法进行T型双波纹钢板混凝土组合剪力墙正截面承载力计算,试验值与计算值吻合良好;T型双波纹钢板混凝土组合剪力墙具有较好的承载能力和变形能力,可适用于高层及超高层建筑结构中。

温度影响下不同轴压比双钢板混凝土组合剪力墙抗震性能

研究不同温度环境下不同轴压比双钢板混凝土组合剪力墙的抗震性能,以温度(40、20、-40℃)和轴压比(n=0.3、0.4、0.5、0.6)为控制参数,设计了12片剪力墙。利用ABAQUS对双钢板组合剪力墙试验进行对比验证,验证有限元结果的准确性。通过对12个剪力墙的承载能力、塑性变形能力、耗能能力、延性对比分析,探究其在代表性温度环境下轴压比对试件的抗震性能变化规律。结果表明,在相同的温度环境下,随着轴压比的增加,剪力墙的承载能力增加,延性降低。轴压比对于刚度退化的影响不明显。在20℃环境下,剪力墙的延性好于40和-40℃环境下延性。-40℃环境下,剪力墙的承载能力高于40和20℃环境。

HPC端部加强双钢板组合剪力墙的抗震性能

为研究高性能混凝土端部加强双钢板组合剪力墙受力机理及破坏形态,以轴压比、腹部普通混凝土强度等级为关键参数,设计了4片普通试件,7片HPC端部加强试件,运用ABAQUS构建其有限元模型,研究其抗震性能。结果表明:同轴压比下,HPC端部加强试件相比普通试件屈服荷载提高16.30%,峰值荷载提升13.40%;随着轴压比提高,HPC端部加强试件峰值荷载和屈服荷载分别提高7.22%和2.72%,随着轴压比减小,HPC端部加强试件延性提升22.26%;提高腹部腔体混凝土强度等级,HPC端部加强试件的屈服荷载和峰值荷载分别提高13.01%和11.14%,延性提升16.91%。

窄翼缘异形柱-波纹钢板剪力墙体系的抗震性能

针对钢结构住宅凸梁、凸柱和抗侧刚度不足的问题,提出一种新型窄翼缘异形柱-波纹钢板剪力墙体系;通过与传统H形钢柱-平钢板剪力墙体系进行对比,确定内嵌波纹钢板布置方式,采用ABAQUS软件建立所提出体系的有限元模型,对所提出体系的抗震性能进行分析,探讨外部框架截面形式与布置方式、波纹钢板厚度与剪跨比等对所提出体系的抗侧承载力、耗能能力和塑性变形能力的影响。结果表明:所提出的体系具有较大的抗侧承载力和较强的耗能能力、塑性变形能力,极限抗侧承载力为设计值的1.73倍,具备一定的安全储备;横向布置的波纹钢板能有效减小其作用于框架梁柱的荷载;采用十字形异形柱使所提出的体系有更强的塑性变形能力;所提出体系中的异形柱偏肢宜沿剪力墙面内方向布置,内嵌波纹钢板厚度宜取为3~5 mm,剪跨比宜控制在1.25左右。