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Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Engineering Mechanics / Gongcheng Lixue is the property of Engineering Mechanics Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Heilongjiang University of Science & Technology is the property of Journal of Heilongjiang University of Science & Technology Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

双钢板组合剪力墙是一种新型抗侧力构件,它综合了钢板剪力墙和混凝土剪力墙的优点。较高的抗侧刚度、极限承载力、良好的延性和耗能能力使其具有广泛的工程前景。然而在实际施工过程中,通常将外侧钢板作为模板,连续多层浇筑混凝土。采用ABAQUS建立数值分析模型,研究了施工过程中的钢板平面外初始变形和钢板初始压应力对组合剪力墙抗震性能的影响。数值分析结果表明,钢板平面外初始变形和钢板初始压应力均会在一定程度上降低剪力墙的极限承载力和延性。最后给出了控制施工过程中钢板平面外初始变形和钢板初始压应力的建议。

提出了一种新型的节点域箱形加强式工字形柱弱轴连接的梁端加强与削弱并用的节点形式,对应用该新型节点形式的工字形柱钢框架和箱形柱采用梁端加强与削弱并用节点的钢框架的整体力学性能、经济性进行对比分析,以及在循环荷载作用下两种节点的力学性能、转动能力、延性等进行对比分析。分析结果表明,对于8度抗震区的6层钢框架,采用节点域箱形加强式工字形柱弱轴连接的钢框架在整体力学性能和经济性方面完全优于箱形柱钢框架;在循环荷载作用下,节点域箱形加强式工字形柱弱轴连接的滞回性能、承载力等均与箱形柱连接相当,塑性转角均大于0.03rad,延性系数都大于4.0,均满足规范要求,能完全实现"强节点弱构件"和"强柱弱梁"的设计理念,并具有强节点域的特点。

Copyright of Engineering Mechanics / Gongcheng Lixue is the property of Engineering Mechanics Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Considering the influence of gusset thickness, gusset material, shear connector and loading scheme, quasistatic experiments of eight aluminum alloy gusset joints (AAG joints) under out-of-plane bending moment were carried out. The deformation characteristics, failure modes, bearing capacity, ductility and energy dissipation of AAG joints were obtained. The experimental results reveal that the behavior during the loading process can be divided into five stages ： elastic stage, bolts slipping stage, holt hole bearing stage, bearing capacity degradation stage and failure stage. The failure modes mainly include buckling of members and block shear rupture of gusset plates, which are related to the thickness of plate and the flange of member. The hysteresis of the AAG joint specimens are not very full due to the influence of bolts slipping. Comprehensively considering the skeleton curve, deformation ductility coefficient and energy dissipation coefficient of specimens，the AAG joint with thicker plate can provide relatively better bearing capacity, ductility and energy dissipation. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In order to improve the seismic performance of reinforced concrete frame structures, the buckling restrained steel plate shear wall (BRSPSW) is used as lateral load resisting and energy dissipation component to form a new type of hybrid structure. The hysteretic performance of reinforced concrete frame with BRSPSW was studied by cyclic loading test and finite element simulation of two two-storey and one-bay specimens in terms of the loading process, failure mode, energy dissipation capacity, stiffness degradation and capacity degradation, etc. The research results indicate that reinforced concrete frame with BRSPSW has excellent seismic performance. BRSPSW greatly enhances the lateral stiffness, yield capacity, energy dissipation capacity, ductility and redundancy of reinforced concrete frame structure. The energy dissipation coefficient and ductility coefficient of specimens are about 2.0 and 10.0, which are far greater than those of reinforced concrete frame structure. Furthermore, the hysteretic model of BRSPSW is proposed in order to simplify the finite element analysis. Comparison with the test results indicates that the hysteretic model can simulate the loading behavior of the test specimen with reasonable accuracy, and can be used in the nonlinear dynamic elasto-plastic analyses of this kind of structures. [ABSTRACT FROM AUTHOR]

In order to research the in-plane hysteretie behavior of cold-formed steel floor, in-plane cyclic loading tests of three full scale models of cold-formed thin-walled steel composite floors with different patterns of floor panel were earned out. The three models were profiled steel sheet composite floor, profiled steel sheet-gypsum based self-leveling mortar composite floor and profiled steel sheet-gypsum based self-leveling mortar composite floor with wire mesh. The failure mode, hearing capacity and ductility as well as bond behavior of floors were investigated. Experimental results show that the failure mode of specimen is the shear failure of the self-drilling screws connecting corrugated metal deck to end joists. Only minor damages occur to the gypsum based self-leveling mortar floor panel and middle CFS joists. The three floor specimens show good in-plane mechanical behavior in terms of hearing capacity, stiffness, energy dissipation and ductility. The overall working performance of the cold-formed thin-walled steel-gypsum based self-leveling mortar composite floor is exceptional. The application of wire mesh can improve the in-plane stiffness, bonding properties and crack resistance of composite slabs. However, it has negative influence on ductility of floor. [ABSTRACT FROM AUTHOR]

A new type joint with ring ribs was proposed to improve the structural and mechanical characteristics of tubed reinforced concrete columns, and axial load behavior and seismic behavior of the joints were investigated. Two tubed reinforced concrete columns and one joint with ring ribs were tested to investigate the axial load behavior. The test results indicate that the ring ribs of the joint can effectively constrain the shear deformation of the core concrete. Compared to the columns, the joint shows higher bearing capacity and better ductility. Besides, one conventional joint and two joints with ring ribs were tested to investigate the hysteretie behavior. Under the approximately same stirrup ratios of the joint regions, the conventional joint shows shear failure of joint region and the joins with ring ribs shows flexural failure of reinforced concrete beam. For the joints with ring ribs, the ring ribs can constrain the joint core and the concrete cover effectively, so the philosophy of 4 strong-joint and weak-member' can be achieved easily due to the more reasonable mechanical mechanism. [ABSTRACT FROM AUTHOR]

Copyright of Engineering Mechanics / Gongcheng Lixue is the property of Engineering Mechanics Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Engineering Mechanics / Gongcheng Lixue is the property of Engineering Mechanics Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Copyright of Engineering Mechanics / Gongcheng Lixue is the property of Engineering Mechanics Editorial Department and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

新型梁柱装配式节点通过在悬臂梁与框架梁的上、下翼缘交互处布置拼接板,并预先在钢结构加工厂里通过焊缝完成两侧拼接板与梁的连接,在现场通过螺栓进行固定的一种节点形式。利用有限元软件ABAQUS,考虑材料、几何和接触状态3种非线性对该新型节点进行低周循环加载模拟。设计了4组16个试件,研究螺栓数目、盖板宽度及厚度、悬臂梁段长度等参数对节点滞回性能的影响。研究结果表明,由等强设计法设计的基本试件延性和耗能能力较好,螺栓数量、盖板宽度及厚度、悬臂梁段长度对节点的承载力和延性均有一定影响;根据有限元分析结果,对该新型节点的设计给出了建议:使盖板的横截面积大于梁翼缘横截面积,其比值宜控制在1.051.30之间,悬臂梁段长度宜取1.72.0倍梁高。

为对比分析普通节点和腋板加强型节点钢框架的抗震性能,采用ANSYS有限元分析软件对两种不同节点形式的钢框架建立三维空间计算模型,进行了低周反复荷载作用下的有限元模拟。对比分析了两种节点钢框架模型的破坏形态、滞回性能、承载力、耗能能力、强度及刚度退化性能。分析结果表明,腋板加强型节点钢框架能有效地提高钢框架的承载力,达到塑性铰外移的目的,滞回曲线饱满,具有较强的耗能能力,退化性能较普通节点钢框架更缓慢。研究内容可为工程应用和理论分析提供参考。

To experimentally evaluate the composite effect on the cyclic performance of weak-axis column bending connections, ten cruciform joint specimens were tested under reversal of loads, including five bare steel joint (SJ) specimens and five steel-concrete composite joint (CJ) specimens reinforced with partial shear connection. The form of beam-end was designed with standard, reduced, plate covered, widened flange, and welded haunch, respectively. The experimental phenomenon, failure mode, hysteretic curves, strain and stress distribution of steel beam and energy dissipation capacity of each specimen were analyzed and discussed. The results show that beam bottom flange welds of CJ crack in different degrees except the haunch specimen, while the beam top flange welds and web bolts could continue to bear large loads. However, beam top and bottom flange welds of SJ crack, resulting in the abrupt strength degradation. The hysteretic curves of SJ are plumper than that of CJ, since the shape of hysteretic curves of CJ gradually becomes anti S due to the influence of web bolts slippage. The neutral axis of CJ cross-section exhibits a significant upward shift under positive bending, thus developing a larger strain in the bottom flange than that of SJ. The plastic hinge can effectively move away from the column-to-beam connection in the reduced specimens, which have the most stable and reliable cyclic response, thus this joint form is recommended first. The welding quality is the key factor which could influence the hysteretic behavior of joints, and lamellar tearing resistant steel is suggested to be used in skin plates. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Zhejiang University: Science A is the property of Springer Nature and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

To investigate the hysteretic behavior of welded stud steel reinforced concrete columns subjected to constant axial compression and cycled flexure-shear-torsion, a set of test devices were designed, and nine specimens were prepared for the experimental study. Three parameters, i. e. the welded stud location, spacing and the length of stud were considered in test. The cracks develop progress, failure modes, the flexure-displacement hysteric curves, and torsion-torsion ratio hysteretic curves of welded stub steel reinforced concrete columns under constant axial compression and cycled flexure-shear- torsion were obtained. The effects of these parameters on seismic indexes were discussed, such as failure mode, hysteretic behavior, stiffness degradation, ductility and energy dissipation capacity, and so on. The results show that the failure modes of specimens are torsion-bending failure with torsion cracks, which mainly based on flexural failure. The flexure-displacement hysteretic curves are plump like spindle. The torsion-torsion angle hysteretic curves look like S or Z-shape, which are not so plump. The ductility of specimens weakens under the action of torsion. Welded stud can effectively improve the ductility of the steel reinforced concrete columns, and the smaller the stud spacing, the better the ductility. Staggered welding studs on web and flanges can obviously improve the seismic behavior of specimens. [ABSTRACT FROM AUTHOR]

In order to study the seismic behavior of the special segment when the chords of special staggered truss steel frame structure use double-channel built-up members, quasi-static tests on eight full-scale double-channel built-up members under reversed cyclic bending were conducted. The main parameters were stitch spacing, lateral support settings and stiffener settings. Experimental results indicate that the reduction of stitch spacing can reduce out-of-plane slenderness ratio of the individual channel, preventing lateral-torsional buckling of the individual channel, thus can make sure that the two channels work together. The lateral support adjacent to the plastic hinge region is very effective in restricting out-of-plane deformation of channels at the plastic hinge region, and preventing the lateral-torsional buckling of the member, thus can improve energy dissipation capacity of the member. Stiffeners which are located at the plastic hinge region can fully eliminate local buckling of plates, and the member yields and dissipates energy instead of buckling, thus leads to some increases in energy dissipation capacity and rotation capacity of members. The study enriches the achievements on the seismic behavior of special staggered truss steel frame structure, and also offers reference for other engineering applications of double-channel built-up members. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Two geometrically identical half-scale RC shear wall-frame structure specimens were constructed and tested under quasistatic reversed cyclic lateral loading to study the seismic behaviors of the RC shear-wall frame structure, such as its failure mechanism, failure mode, plastic hinge development, hysteretic response, displacement ductility, stiffness degradation and energy dissipation capacities. One unit was a conventionally cast-in-situ concrete shear wall-frame structure specimen named RCFW, and the other unit was a precast one named PCFW2 erected with fabricated shear walls and frame components. The test results show that specimen PCFW2 has approximately equal cracking load, similar failure process and final failure mode to specimen RCFW. Two kinds of rebar connecting methods, rebar splicing by grout sleeve and rebar lapping in grout-filled hole, can transfer the rebar stress effectively. Specimen PCFW2 shows good integrity. The seismic characteristic values such as yield load, peak load, and ultimate load of specimen PCFW2 are less than those of RCFW, where the difference is approximately 13.0%. The displacement ductility coefficient of specimen PCFW2 is also less than that of RCFW. The test results also show that the energy dissipation capacity of PCFW2 is greater than that of RCFW at the most loading stage during the whole loading process. The edge columns of the shear walls in the wholly precast RC frame-shear wall structure is proposed to be connected with rebar splicing by grout sleeves, and the rest part of the shear walls with rebar lapping in grout-filled holes. Micro-expansive concrete is proposed to be used in the wet joints of the frame parts as cast-in-place concrete. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

Semi-rigid space end-plate connections of weak-axis with channel components are new end-plate connections form. The finite element analysis of semi-rigid space beam-to-column joints with channel components under cyclic loading was carried out in order to investigate its seismic performance， and the mechanical characteristics， joint stiffness and energy dissipation capacity of weak-axis joints under cyclic loading were analyzed when its strong-axis joint was yielded under the static load. The results showed that the weak-axis joint with channel components has a good energy dissipation capacity， and the loading of strong-axis has almost no effect on the weak-axis connections' capacity property but exerts some effect on the weak-axis connections' hysteretic behavior. In accordance with the results of the finite element analysis， the curvilinear hysteretic model expression of weak-axis joints with channel components was modified， which may provide reference for practical projects. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Zhejiang University: Science A is the property of Springer Nature and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

在桁框结构的桁架跨中设置空腹式消能段是一种延性桁框结构。针对该结构体系,首先推导了消能段的极限抗剪承载力,然后提出了桁框结构的简化计算模型,并根据我国抗震设计准则给出了确定消能段长度的计算方法和构造要求。采用此方法确定的消能段可以精确控制延性桁框结构的屈服时刻和破坏模式,并实现水平地震作用下各楼层同步屈服,充分耗能。最后采用有限元方法进行了单向和循环加载分析与验证,结果表明:合理的消能段长度可以显著提高延性桁框结构的延性、耗能能力、承载能力和安全储备,使其抗震性能明显优于普通桁框结构。提供的计算方法具有较高的精度,可以在确保消能段耗能的前提下实现结构的优化设计。

以翼缘板加强式和盖板加强式两类加强型节点为研究对象,采用ANSYS结构分析软件"生死单元"功能模拟了瞬态焊接过程,得到焊接残余应力场的分布,在此基础上,针对有、无考虑焊接残余应力的两种有限元模型,分析了残余应力对节点和荷载-位移滞回性能及脆性断裂特性等影响。研究结果表明,焊接残余应力对盖板加强型节点的脆性断裂影响大于翼缘板加强型节点,盖板加强式节点在梁端对接焊缝的边缘容易发生脆性断裂,在设计和施工时应予以注意并采取相应的防范措施。

钢结构梁柱节点有多种形式,国内外学者研究多侧重在H形梁和H形柱的连接上,对于H形梁和矩形钢管柱（RHS柱）的连接研究则很少。由于矩形钢管柱是封闭截面,节点难以采用普通螺栓连接,采用对拉螺栓连接是这种节点的一种构造解决方案。基于理论模型、结合试验和有限元方法对矩形钢管柱与H形梁端板对拉螺栓连接的滞回性能进行研究,探讨该种连接形式的滞回特性。在试验滞回曲线的基础上,提出了节点的恢复力模型,该模型对钢框架的抗震设计具有较好的参考价值。

支撑板式连接节点是铰接钢架节点的重要连接形式,它直接影响着框架支撑结构体系的抗震性能。采用ANSYS有限元软件对9个工字型截面人字形支撑板式连接节点试件的滞回性能试验进行了数值模拟。在验证有限元结果与试验结果较好吻合的同时,研究了支撑轴线交点位置、支撑端部净距和节点板厚度等重要参数对支撑体系的承载力、滞回耗能性能和节点板等效塑性应变的影响规律,所得结论可为板式连接节点的设计与应用提供依据。

组合钢板剪力墙是由钢板和混凝土板组成的新型抗侧力构件。本文介绍了组合墙的各种形式。总体上将组合墙分为单层钢板组合墙和双层钢板组合墙。前者可分为现浇混凝土组合墙和预制板组合墙,后者有Bi-Steel（双钢板）组合墙和双层压型钢板组合墙两种形式。本文对每种形式组合墙的抗震性能作了仔细讨论,重点回顾了预制板组合墙的改进措施,包括混凝土板边设缝、预制板设大孔径螺栓孔、采用低屈服点钢材、钢板开圆孔以及去除钢板与竖向边缘构件的连接,形成两边连接组合墙。还讨论了两边连接组合墙的改进方法,包括设置面外支撑、钢板开竖缝、大宽厚比开缝钢板和大高宽比Ⅰ型钢板。最后总结了组合墙的发展趋势。

本文采用简化的新构造方式,开发研制了一种适用于大吨位应用的TJⅡ型屈曲约束支撑,并确定了其承载力计算方法和刚度、节点设计的准则。利用尝试性的试验结果,改进了细部构造。采用宝钢新研制的BLY225低屈服点钢,制作了两根屈服承载力为650吨、长度为8米的足尺试件,进行了往复加载试验。试验结果表明TJⅡ型屈曲约束支撑具有很好的滞回性能和耗能能力,累计塑性变形能力远超过美国钢结构抗震规范设计规程中的要求。

本文介绍了7根L形钢管混凝土柱试件在承受常轴力和水平荷载作用下的试验研究。试验中考虑了不同的轴压比、内部有无加劲和加载方式对试件抗震性能的影响,试验结果表明,内部加劲能够明显地延缓柱子钢板的屈服,而且柱子的耗能能力和延性也有较好的改善。最后通过编写计算程序,对L形钢管混凝土柱的荷载-变形进行了全过程分析,考察了常用的方钢管混凝土柱的钢材和混凝土的本构关系对L形钢管混凝土柱纤维模型数值分析的适用性,计算得到的弯矩-轴力-曲率关系和荷载-位移关系与试验结果吻合较好。

钢框架梁柱T型钢连接是一种采用T型钢通过高强螺栓连接的节点连接,这种连接安装简单、造价经济,而且其刚度相对较大,承载力较大,延性较好,分析和研究T型钢连接的受力机理并提出简化滞回模型,具有重要的理论和工程意义。本文用ANSYS对T型钢连接进行滞回性能的分析,在考虑材料、几何和状态非线性的基础上,系统分析了T型钢的尺寸,柱的尺寸,梁的尺寸,螺栓的级别、直径、竖向间距、预拉力,构件材料,连接抗滑移系数,轴压比等参数对连接滞回性能的影响;有限元分析表明:T型钢的尺寸、是否设柱加劲肋、T型钢翼缘上螺栓的竖向间距对连接的滞回性能影响比较大;并在非线性有限元分析结果的基础上,提出了T型钢连接的弯矩-转角关系式和得到简化滞回模型的方法。

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In order to study the mechanical performance of prefabricated steel tube column joints using high-strength bolted flange connection with tapping steel plate in multistory steel frame structures, the static tests and the quasi-static tests of full scale models were conducted. The load bearing capacities, failure modes, and hysteretic properties under one-way seismic action were obtained. The experimental study shows that the static test specimens have high bearing capacity. The failure mode is the short column yielding on the compression side. The quasi-static test specimens have full hysteresis curves, good ductility, and excellent energy dissipation characteristics. The failure mode is the short column yielding. In addition, the mechanical performance of this kind of column joints was analyzed using finite element numerical analog analysis method. Simulation results are in good agreement with the experiment. Comparing the finite element analysis results of rigid connection model and bolted connection model, this kind of column joints could be regarded as equivalent rigid connection in practical engineering application. [ABSTRACT FROM AUTHOR]

In order to research the seismic performance of double steel plate-concrete coupled composite shear walls with replaceable link, the test on the one-bay two-story and half story specimen at one-third scale was carried out under low-cycle reversed loading and the links were replaced twice. The failure mechanism, hysteretic behavior, ductility, rigidity degeneration and energy-dissipation of specimen were analyzed. Experimental studies and analysis show that the links of coupled steel plate-concrete composite shear walls first enters the plastic energy dissipation under horizontal load. After links were replaced the seismic performance of specimens can recover to the former performance levels. If the link end plate thickness selection is reasonable and the end plate remains elastic, the links can be removed and installed easily. The steel column bases cross section should be increased appropriately and the weld of column bases connection should be carefully designed in order to avoid stress concentration. The hysteretic curve of coupled steel plate-concrete composite shear walls with replaceable link is full and has good seismic performance. When the links are replaced before and after, the difference of skeleton curves of the specimens is very small, and the structural lateral stiffness is basically identical. After the specimen enters the plastic stage, the bearing capacity of the specimen is reduced very small at the same displacement. Under the same horizontal load the shear stress of the link is the largest, the normal stress of side column bases is second largest, and the steel beam, the middle column and shear wall steel stress is the smallest. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Architecture & Civil Engineering is the property of Chang'an Daxue Zazhishe and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

In order to improve the efficiency in the assembly and construction of light-gauge slotted steel stud enclosing walls, connections between such enclosing walls and steel frames have been proposed to make sure that the wall can be fully pre-assembled and the entire wall system can be hoisted and out-hung to the steel frame on site. Using self-drilling screws or long hex bolts as the connectors between enclosing walls and steel frames, five wall elements with different wall thicknesses which were out-hung to the full-scale steel frame were tested to investigate the reliability of the connections subjected to wind compression and wind suction loading. Using ABAQUS, solid finite element models were built to investigate the stress states in connection for enclosing walls with different thicknesses and subjected to wind compression and wind suction loading, and how the loading transfers from walls to the steel frame after the validation of the reliability of the finite element model. Hysteretic experiments were then carried out on two full-scale steel frames with 3m x 3m enclosing walls to further investigate the reliability of the connections under earthquake. One of the full-scale wall specimens had window opening with the ratio of the window opening area to the wall area equal to 0.3. It has been concluded that using self-drilling screw the connection is not safe when subjected to wind suction loading, while long hex bolts are suggested to be used as the connectors when the enclosing wall is out-hung to the steel frame due to the clear loading transfer path and the ease in construction. Using long hex bolts, the materials of the connection do not yield at the failure of the walls to wind loading or in-plane horizontal loading, and no local buckling or other kinds of sudden failure occurs in connection parts. For the enclosing walls with commonly used thickness, the connectors are safe enough and can meet the design theory of 'strong member while stronger connection'. [ABSTRACT FROM AUTHOR]

Copyright of Journal of Harbin Institute of Technology. Social Sciences Edition / Haerbin Gongye Daxue Xuebao. Shehui Kexue Ban is the property of Harbin Institute of Technology and its content may not be copied or emailed to multiple sites or posted to a listserv without the copyright holder's express written permission. However, users may print, download, or email articles for individual use. This abstract may be abridged. No warranty is given about the accuracy of the copy. Users should refer to the original published version of the material for the full abstract. (Copyright applies to all Abstracts.)

针对隔板贯通式柱梁连接节点进行了滞回性能试验。试验考察参数有方钢管与圆钢管、隔板贯通形式与内隔板形式、隔板挑出长度、柱上有无轴力等,并对隔板贯通式节点的构造进行了探讨。研究表明,这类节点可以满足现行抗震设计规范的相关要求。

By quasi-static reversed cyclic test on four hollow tubular steel braces and four concrete-filled tubular steel braces, it was examined the effect of cross-section shape, width-thickness ratio (w0/t ratio)，and concrete-filled on the seismic behavior and fracture ductility of tubular steel braces. The test results show that fracture ductility of a square tube brace is relatively small since its corner material property has been changed by cold extruding，and circular tube braces were recommended. Brace members with smaller w0/t ratio have higher local stability, and limits on maximum w0/t ratios of tubular steel braces have been suggested. Some test data has been collected to compare with the proposed formula. Concrete-filled is found to increase the initial stiffness and compressive capacity of the brace before overall buckling taking place. It is also found to enlarge deformation concentration at the middle span and lead to earlier fracture especially for square tube braces which has weaker confinement to inner concrete. Hollow ones are recommended for tubular steel braces with low w0/1 ratio. [ABSTRACT FROM AUTHOR]

The concept of high strength moment resisting frames with energy dissipation beams of carbon mild steel is proposed to realize the goal of gradual development of damages and controllable residual deformation, the seismic behavior of the proposed system was investigated by experimental research and analysis. The design concept and the load bearing behavior of the system were clarified, and then a large scale hysteretic experiment considering a spatial steel moment resisting frame was designed and performed. Prototype structures with various design parameters were designed, and the performance was evaluated by pushover analysis and nonlinear dynamic analysis. The design criterion was also proposed. Results indicate that the proposed system shows noteworthy features including the controllable yielding sequence，the development of energy dissipation mode，the transformation of hysteretic behavior and small residual story drift. The satisfactory performance of the proposed system is verified by numerical analysis. The proposed system can provide reference for the application of high strength steel components in seismic resistant structures. [ABSTRACT FROM AUTHOR]

In order to study the influence of spatial effect on panel zone hysteresis behavior and stability, four spatial H-shaped beam-column subassemblies with different connection details were designed and tested. The specimens were subjected to constant axial load and vertical loads on beams in two directions including anti-symmetric constant loads on beams perpendicular to column's weak axis and anti-symmetric cyclic loads on beams perpendicular to column's strong axis. The experimental results confirm that the recommended method based on the study of planar interior beam-column connections for evaluating the effect of vertical connecting plates on panel zone stability is still applicable. The unbalanced moments from the beams perpendicular to column's weak axis are transferred through vertical connecting plates and horizontal continuity plates, and finally earned by column flanges within the connection. If the load path is continuous and no premature yielding of elements surrounding the panel zone occurs, the panel zone will not resist the spatial loads directly. At the stress level adopted in this research, the performance of spatial specimens with reasonable constructional details is generally no worse than the corresponding planar ones in strength, deformation capacity, stability and energy dissipation capacity. [ABSTRACT FROM AUTHOR]

For developing a new type of lightweight dampers which apply to vibration control of spatial structures，six innovative buckling-restrained braces (BRBs) were fabricated with Chinese aluminium alloy, and a series of quasi-static tests were conducted to address the energy dissipation behavior of the aluminum alloy BRBs (ALBRBs). All of specimens were designed with the stability theory of BRB member, resulting in that stable hysteretic loops were obtained without overall buckling occurrence. The brace member was sandwiched by the restraining members and small gaps in between, which was filled with lithium lubricating grease to reduce the friction and hooping effect. The experimental results show that the ALBRBs always can yield without buckling both in compression and tension, the strain hardening of aluminium alloy core is very obvious and the hysteretic loops are very full and stable, thus the energy dissipation capacity is good. The non-uniformity factor between peak pressure and peak tension is no more than 1.3. Based on the Chaboche plastic constitutive model for steel，the material parameters of aluminium alloy constitutive model were obtained from experimental data which can be used for finite element analysis. The results of finite element analysis are similar to the results of the experiment. It is expected that the model parameters can be further developed for calculating the response of structures under earthquake. [ABSTRACT FROM AUTHOR]

In order to study the influence of lightweight infill walls on the seismic performance of fabricated frames，a low cyclic loading experimental research on three 1/2-scale, two-story and single-bay fabricated frames, one of which was without infill walls and the others were with lightweight infill walls，were conducted. By comparing the response of the three assemblies，the mechanical features and failure patterns of the fabricated frames with bolted height adjustable steel beam-to-column connections (BHA connections) were investigated. The effect of autoclaved aerated concrete infill panels (ALC panels) and light steel joists with gypsum panels (LSF panels) on the hysteretic properties, stiffness deterioration and energy dissipation of the fabricated frames were also studied. The results show that the steel frames assembled by BHA connections can exhibit a good ductility and provide sufficient stiffness and load carrying capacity during tests and ALC panels can postpone the failure of steel frames and increase their initial stiffness，peak loads and energy dissipation capacity, while the LSF panels have a negligible strengthening effect on the mechanical performance of steel frames. The results provided by the proposed simulating method also show a good agreement with experimental data. [ABSTRACT FROM AUTHOR]