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This paper presents a study of the behaviour and design of concrete filled high strength steel fabricated box columns for use in tall buildings. The many advantages that can be attributed to the use of high strength steel in concrete filled steel box column constructions are presented and discussed. The paper deals with short composite columns and presents guidelines for plate slenderness and overall column slenderness to eliminate local and overall buckling. A proposed design model is developed to calculate the strength of short columns in bending and compression. A method for constructing the strength interaction diagram is presented. Furthermore, to study the ductility of this form of column construction a cross-sectional analysis computer program was developed to consider the moment-thrust-curvature response of such members. This has been undertaken using mild structural steel and high strength steel. The study also shows that, by the use of the method considered, savings can be made in the base column design of a tall building with a negligible penalty in ductility. Finally, recommendations are given for further research into this new method of column construction, which focuses on future experimental work. 相似文献
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深圳京基金融中心钢结构施工技术 总被引:2,自引:2,他引:0
深圳京基金融中心为国内超高层建筑,采用钢筋混凝土核心筒(局部劲性钢结构)、矩形钢斜支撑、外筒矩形钢柱内扎钢筋和灌注混凝土、柱间腰桁架及连接内外筒的伸臂桁架三重抗侧力结构体系。矩形钢柱截面大、分段数量多、现场焊接作业量大、测量精度要求高、安装场地狭小、施工难度大。选用2台高性能大吨位塔吊作吊装设备,先进行核心筒施工,对施工平面进行分区,合理安排构件进场,科学配置资源。采用先进的施工技术和工艺,完善的安全质量管理体系,有效解决了施工进度、质量、安全等问题,确保工程进展顺利。 相似文献
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钢管混凝土复合柱由钢管混凝土柱肢和钢筋混凝土联接板组成。以柱肢钢管壁厚和联接板厚度为试验参数,对7个复合短柱试件进行轴压性能试验研究,同时进行了与复合柱试件组成相对应的4个钢管混凝土柱构件和3个钢筋混凝土板构件的轴压试验。研究复合短柱在轴压荷载作用下的破坏模式和荷载 位移曲线,对比分析试件与对应构件的荷载 应变曲线,研究柱肢钢管壁厚和联接板厚度对复合短柱轴压承载力的影响。试验结果表明:轴压复合短柱受力全过程分为弹性阶段、弹塑性阶段和塑性发展阶段;轴压复合短柱的破坏特征为钢筋混凝土联接板混凝土压碎,此时钢管混凝土柱肢的受力状态与对应的钢管混凝土构件的受力状态不同,钢管混凝土柱肢并没有充分发挥其自身的承载能力;在复合短柱的轴压承载力计算中应引入柱肢承载力折减系数,该系数与柱肢套箍系数相关;通过对现有的钢管混凝土轴压短柱的试验数据进行回归分析,拟合得到柱肢承载力折减系数的经验计算公式;按照建议方法计算得到的复合短柱的轴压承载力与试验结果吻合良好。 相似文献
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This paper presents a theoretical study on the elastic local buckling of steel plates in rectangular concrete-filled steel tubular (CFT) columns with binding bars under axial compression. It is assumed that the unloaded edges of the steel plate are elastically restrained against rotation, whereas the loaded edges are clamped. Based on the energy method, the formulas for elastic local buckling strength of the steel plate in rectangular CFT columns under axial compression are derived, which are calibrated with the experimental results. Then the formulas are employed to study the elastic local buckling of steel plates in rectangular CFT columns with binding bars under axial compression. It is shown that the binding bars can increase the local buckling coefficient, which results in improvement of the capacity of the steel plate to resist local buckling. Finally, appropriate spacing of binding bars, appropriate limitation for aspect ratio and corresponding appropriate limitation for width-thickness ratio are suggested for rectangular CFT columns with binding bars under axial compression. 相似文献
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C. G. Bailey 《Journal of Constructional Steel Research》1999,50(3):762-257
Computer software has been developed to predict the structural response of asymmetric slim floor steel beams, used with composite concrete floor slabs consisting of deep profiled steel decking. Comparisons between predicted behaviour and that recorded in standard fire tests, showed that the software is very accurate. By including the rotational stiffness of the beam-to-column connections, the fire resistance of the beam is significantly enhanced. This is mainly due to the connections retaining most of their strength during a fire, since they are fully encased in concrete as a consequence of this type of construction. The analyses presented in this paper indicate that it may be possible to increase the fire resistance of the steel beams from 60 to 90 minutes, by including the connection behaviour. The software has also been used to aid the design of a future large-scale fire test on the asymmetric slim floor system. Predictions of the structural response have been presented. These will enable the fire load and ventilation conditions in the test to be designed. In addition the software has been used to identify the minimum amount of fire protection that is required for the supporting columns. 相似文献
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The use of cold-formed steel members for roof and floor truss applications is gaining widespread acceptance in the United States. However, there is little technical information regarding the behavior and design of thin gusset plates in compression. Thus, a study was initiated at the University of Missouri-Rolla aimed at investigating the behavior of thin steel gusset plates in compression. Key parameters that were considered in the experimental study were the thickness of the gusset plate, the width and length of the gusset plates, the fastener location, and the fastener pattern. Both a plate model and a column model were investigated for computing the strength of a thin plate in compression. Based on the findings of this study, design recommendations are proposed. 相似文献
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天津现代城办公塔楼建筑高度339m,采用带加强层的框架-核心筒混合结构体系,为超B级高度超限高层。外框柱为矩形钢管混凝土柱,和伸臂桁架连接的框柱截面适当加大,低区核心筒为型钢混凝土剪力墙。首层层高16.8m,首层核心筒和相邻层采用了钢板混凝土剪力墙,为提高框架刚度首层顶框架梁采用外包钢-混凝土组合梁。首层矩形钢管混凝土柱施工阶段应力较大,对此进行了有限元分析并采用了设置拉杆的措施。介绍了工程的结构体系特点、抗震性能化设计原则和方法、整体计算结果、罕遇地震下弹塑性时程分析结果及地基基础设计。 相似文献
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为研究矩形钢管混凝土柱在往复偏心拉压荷载下的工作性能,进行了4个截面外廓尺寸为130 mm×170 mm的矩形钢管混凝土柱模型在往复偏心拉压荷载下的工作性能试验研究,其中:2个试件的钢板厚度为3 mm,相应配钢率为8.14%,一个试件有栓钉,一个试件无栓钉;2个试件的钢板厚度为1.5 mm,相应配钢率为4.07%,一个试件有栓钉,一个试件无栓钉。通过试验,对比分析了各试件承载力、刚度、延性和破坏特征。研究表明:矩形钢管腔体内设置栓钉可显著提高构件的抗拉和抗压性能;矩形钢管钢板厚度较大的试件对栓钉约束能力较强,可提高栓钉与混凝土的共同工作性能。 相似文献
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This paper presents an experimental investigation on concrete-filled normal-strength stainless steel stiffened tubular stub columns using the austenitic stainless steel grade EN 1.4301 (304). The stiffened stainless steel tubes were fabricated by welding four lipped angles or two lipped channels at the lips. Therefore, the stiffeners were formed at the mid-depth of the sections. In total, five hollow columns and ten concrete-filled columns were tested. The longitudinal stiffener of the column plate was formed to avoid shrinkage of the concrete and to behave as a continuous connector between the concrete core and the stainless steel tube. The behavior of the columns was investigated using two different nominal concrete cubic strengths of 30 and 60 MPa. A series of tests was performed to investigate the effects of cross-section shape and concrete strength on the behavior and strength of concrete-filled stainless steel stiffened tubular stub columns. The measured average overall depth-to-width ratios (aspect ratio) varied from 1.0 to 1.8. The depth-to-plate thickness ratio of the tube sections varied from 60 to 90. Different lengths of columns were selected to fix the length-to-depth ratio to a constant value of 3. The concrete-filled stiffened stainless steel tubular columns were subjected to uniform axial compression over the concrete core and the stainless steel tube to force the entire section to undergo the same deformations by blocking action. The column strengths, load–axial strain relationships and failure modes of the columns are presented. Several comparisons were made to evaluate the test results. The results of the experimental study showed that the design rules, as specified in the European specifications and the ASCE, are highly conservative for square and rectangular cold-formed concrete-filled normal-strength stainless steel stiffened stub columns. 相似文献
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北京SOH0现代城A座地下1层至24层的38根框架边校,采用劲性混凝土柱。钢栓用厚板焊接、专业加工厂制作、现场安装。施工中采用CGM灌浆料,保证钢柱生根质量;柱节接头设耳板,有利于临时固定和校正;用液压直螺纹套筒作锚固块的钢筋锚固形式,施工便捷,锚固可靠。通过采取技术措施,劲性混凌土柱施工速度快、质量优。 相似文献
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Experimental investigation of concrete-filled cold-formed high strength stainless steel tube columns 总被引:2,自引:0,他引:2
This paper presents an experimental investigation of concrete-filled cold-formed high strength stainless steel tube columns. The high strength stainless steel tubes had a yield stress and tensile strength up to 536 and 961 MPa, respectively. The behaviour of the columns was investigated using different concrete cylinder strengths varied from 40 to 80 MPa. A series of tests was performed to investigate the effects of the shape of the stainless steel tube, plate thickness and concrete strength on the behaviour and strength of concrete-filled high strength stainless steel tube columns. The high strength stainless steel tubes were cold-rolled into square and rectangular hollow sections. The depth-to-plate thickness ratio of the tube sections varied from 25.7 for compact sections to 55.8 for relatively slender sections. The columns had different lengths so the length-to-depth ratio generally remained at a constant value of 3. The concrete-filled high strength stainless steel tube specimens were subjected to uniform axial compression. The column strengths, load-axial strain relationships and failure modes of the columns were presented. The test strengths were compared with the design strengths calculated using the American specifications and Australian/New Zealand standards that consider the effect of local buckling using an effective width concept in the calculation of the stainless steel tube column strengths. Based on the test results, design recommendations were proposed for concrete-filled high strength stainless steel tube columns. 相似文献
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Nonlinear analysis of concrete-filled steel SHS and RHS columns 总被引:1,自引:0,他引:1
This paper presents an accurate nonlinear finite element model for the behaviour and design of axially loaded concrete-filled square hollow section (SHS) and rectangular hollow section (RHS) steel tube columns. The nonlinear material models for confined concrete and steel tubes were carefully modeled in the finite element analysis. The column strengths and load-axial shortening curves were evaluated. The results obtained from the finite element analysis were verified against experimental results. An extensive parametric study was conducted to investigate the effects of different concrete strengths and cross-section geometries on the strength and behaviour of concrete-filled SHS and RHS steel tube columns. The study was conducted over a wide range of concrete cube strengths ranged from 30 to 110 MPa. The overall depth of the steel tube-to-plate thickness ratio ranged from 10 to 40 covering compact SHS and RHS steel tube sections. The column strengths predicted from the finite element analysis were compared with the design strengths calculated using the American, Australian and European specifications. Based on the results obtained from the parametric study, it is found that the design strengths calculated using the American Specifications and Australian Standards are conservative, while the design strengths calculated using the European Code are accurate, except for the concrete-filled RHS compact steel tube columns having the overall depth of the steel tube-to-plate thickness ratio of 40. 相似文献
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《Thin》2015
This paper presents an experimental investigation on behaviour and design of built-up cold-formed steel section battened columns. The built-up columns were pin-ended and consisted of two cold-formed steel channels placed back-to-back at varied spacing of intersection. The two channels were connected using batten plates, with varying longitudinal spacing. The cold-formed steel channel sections were manufactured by brake-pressing flat strips having a plate thickness of 2 mm. The built-up cold-formed steel section battened columns had different slenderness and geometries but had the same nominal length of 2200 mm. The column strengths, load–axial shortening, load–lateral displacement and load–axial strain relationships were measured in the tests. In addition, the failure modes and deformed shapes at failure were observed in the tests and reported in this paper. Overall, the built-up column tests provided valuable experimental data regarding the column behaviour that compensated the lack of information on this form of construction as well as used to develop nonlinear 3-D finite element models. The column strengths measured experimentally were compared against design strengths calculated using the North American Specification, Australian/New Zealand Standard and European Code for cold-formed steel columns. Generally, it is shown that the specifications were unconservative for the built-up cold-formed steel section battened columns failing mainly by local buckling, while the specifications were conservative for the built-up columns failing mainly by elastic flexural buckling. 相似文献
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