矩形钢管混凝土柱截面宽厚比限值研究

杨双龙; 张磊; 路方; 童根树; 何杰

doi:10.13206/j.gjgS23112802

矩形钢管混凝土柱截面宽厚比限值研究

doi: 10.13206/j.gjgS23112802

杨双龙^1,2,
张磊^1, ,,
路方²,
童根树¹,
何杰²

1. 浙江大学高性能结构研究所, 杭州 310058;
2. 中国电建集团华东勘测设计研究院有限公司, 杭州 311122

基金项目:

浙江省自然科学基金重点项目(LZ22E080004)。

详细信息

作者简介:
杨双龙,博士,博士后,主要从事钢结构和钢-混凝土组合结构研究。

通讯作者:
张磊,博士,副教授,主要从事钢结构和钢-混凝土组合结构研究,celzhang@zju.edu.cn

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出版历程
- 收稿日期: 2023-11-28
- 网络出版日期: 2024-08-16

Limit of Width-to-Thickness Ratio of Rectangular Concrete-Filled Steel Tubular Column

1. Institute of Advanced Engineering Structures, Zhejiang University, Hangzhou 310058, China;
2. Power China Huadong Engineering Corporation Ltd., Hangzhou 311122, China

摘要

摘要: 钢管混凝土组合结构可以充分发挥混凝土和钢材两种材料的优势,在商业和公共建筑中应用非常广泛。近年来,随着装配式建筑的推广,矩形钢管混凝土柱由于其抗弯性能优良、节点形式多样等优点,在民用建筑中受到越来越多的关注。相比商业和公共建筑,住宅钢结构对建筑室内空间的有效利用(避免“凸梁凸柱”)和经济性(减小用钢量)具有更高的要求,为了满足这些要求,住宅钢结构中的矩形钢管混凝土柱的截面普遍具有较大的高宽比,且板件的宽厚比尽可能大。目前,在住宅钢结构中的矩形钢管混凝土柱的截面高宽比已达3.3左右,远超一般规范的适用范围(不大于2.0)。对于钢管混凝土柱而言,外钢管的局部失稳是其重要的破坏模式之一。当发生局部失稳时,钢管混凝土柱的承载能力将大幅下降,从而对构件的后期剩余承载力产生重要影响。我国规范通过限制钢管壁板件的宽厚比来防止管壁过早发生局部屈曲,但是经过研究发现,我国规范的宽厚比限值与国外部分规范存在差异,同时现有规范的宽厚比限值主要依据对截面高宽比不大于2.0构件的研究,对于住宅钢结构中应用广泛的高宽比大于2.0的宽钢管混凝土柱的适用性需要进一步研究。
通过对矩形钢管混凝土柱轴压性能的有限元分析,对宽钢管混凝土柱的板件宽厚比进行了研究。在用于模拟矩形钢管混凝土构件的约束混凝土本构模型和混凝土塑性损伤模型基础上,引入考虑截面高宽比对约束作用影响的截面高宽比系数,建立了可分析截面高宽比较大情况的矩形钢管混凝土柱有限元模型,并通过与试验结果对比验证了有限元模型的准确性。通过参数分析,考虑截面高宽比、宽厚比、钢材强度和混凝土强度等对矩形钢管混凝土柱极限承载力的影响,分析了宽矩形柱截面宽厚比限值。将分析结果与国内外相关规范关于矩形钢管混凝土柱截面宽厚比限值进行对比。定义归一化的极限承载力系数,并将极限承载能力系数曲线的转折点作为钢管宽厚比限值的确定依据。研究发现:钢材强度和混凝土强度分别与试件极限承载力呈负相关和正相关关系,但截面宽厚比对试件的极限承载力影响更为关键;矩形钢管混凝土板件的宽厚比限值可取50√235/f_y, 这一数值与规范EC 4和BS 5400的取值接近,小于GB 50936、CECS 159、GJ/B 4142、DBJ/T 13-51以及AISC 360的限值,更明显小于AIJ和DB/T 29-57的限值。
- 矩形钢管混凝土柱 /
- 截面宽厚比 /
- 极限承载力 /
- 有限元
Abstract: Concrete-filled steel tubular(CFST) structures can give full play to the advantages of both concrete and steel materials, and have been widely used in commercial and public buildings. With the implementation of the prefabricated building policy in recent years, CFST columns with rectangular section are getting more and more attention in residential projects due to its advantages of excellent bearing capacity and simple joint structure. Compared with commercial and public buildings. residential steel structures have higher requirements for the effective use of building interior space (avoid " convex beams and columns" ) and economy (reduce the amount of steel used). In order to meet these requirements, the section of the rectangular concrete-filled steel tube column in the residential steel structure generally has a large aspect ratio, and the width to thickness ratio of the plate is as large as possible. Currently, the sectional aspect ratio of rectangular CFST column has reached about 3. 3 in the application of engineering, lager than the common range(no more than 2. 0). The local buckling of steel tubes is the one of the most important failure modes of CFST column, which will cause the significant decrease of bearing capacity of CFST column and affect the residual bearing capacity of the specimens. The limit of width-tothickness ratio is recommended in specifications for preventing the local buckling. Therefore, it is necessary to pay attention to the width-to-thickness ratio of CFST columns. However, there is difference of the limitation of width-to-thickness ratio between Chinese code and foreign codes. Meanwhile, the limit of width / thickness ratio of the existing code is mainly based on the study of the component whose section aspect ratio is not more than 2. 0, and for residential steel structure should be used in a wide range of aspect ratio greater than 2. 0 of the wide applicability of the concrete filled steel tube column need further research.
The limit of sectional width-to-thickness ratio of rectangular CFST column is studied by finite element(FE) analysis. Based on the confined concrete constitutive model and concrete damage plastic(CDP) model, considering the effects of section height to width ratio restraint cross section aspect ratio coefficient. FE model of rectangular CFST column is established for analyzing the members with large aspect ratio. The accuracy of the FE model is verified by comparing with the test. Through the parameter analysis, considering the influence of sectional aspect ratio, width-to-thickness ratio, steel strength and concrete strength on the ultimate bearing capacity of rectangular CFST columns, the limit of sectional width-to-thickness ratio of rectangular CFST columns is analyzed. The limits of sectional width-to-thickness ratio of rectangular CFST column in codes are introduced, and the analysis result is compared with the limit in codes. By defining the normalized ultimate bearing capacity coefficient and taking the turning point of the curve of the ultimate load as the basis to determine the limit of width-to-thickness ratio of the steel tube, it is found that the steel strength and concrete strength are negatively correlated and positively correlated with the ultimate bearing capacity of the specimens, respectively. But effect of section width-to-thickness ratio on the ultimate bearing capacity is more critical. The results show that the limit of width-to-thickness ratio of rectangular CFST columns is about 50√235/f_y, which is close to the recommendation values of AIJ, EC4 and BS5400, but obviously smaller than the limits of GB 50936, CECS 159, GJ / B 4142, DBJ / T 13-51 and AISC 360.
- rectangular concrete-filled steel tubular column /
- width-to-thickness ratio /
- ultimate load /
- finite element

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参考文献(52)

[1]	蔡绍怀.我国钢管混凝土结构技术的最新进展[J].土木工程学报, 1999, 32:16-26.
[2]	Shams M, Saadeghvaziri M A. State of the art of concrete-filled steel tubular columns[J]. ACI Structural Journal, 1997, 94(5):558-571.
[3]	Mitani I. Comparison of several codes for concrete filled tubular beam-columns, concrete filled steel tubes-a comparison of international codes and practices[C]//International Conference on Seminar by Association for International Cooperation&Research in Steel-Concrete Composite Structures. Innsbruck:1997.
[4]	Shanmugam N E, Lakshmi B. State of the art report on steel-concrete composite columns[J]. Journal of Constructional Steel Research, 2001, 57(10):1041-1080.
[5]	Tao Z, Uy B, Han L H, et al. Design of concrete-filled steel tubular members according to the Australian Standard AS 5100 model and calibration[J]. Journal of Structural Engineering, 2008, 8(3):197-214.
[6]	陆新征,张万开,李易,等.方钢管混凝土短柱轴压承载力尺寸效应[J].沈阳建筑大学学报(自然科学版), 2012, 28(6):974-980.
[7]	Shakir-Khalil H. Experimental behavior of concrete filled rolled rectangular hollow section columns[J]. Structural Engineer, 1989, 67(9):346-353.
[8]	Shakir-Khalil H, Mouli M. Further test on concrete-filled rectangular hollow-section columns[J]. Structural Engineer, 1990, 68(20):405-413.
[9]	Schneider S P. Axially loaded concrete-filled steel tubes[J]. Journal of Structural Engineering, 1998, 124(10):1125-1138.
[10]	韩林海,杨有福.矩形钢管混凝土轴心受压构件强度承载力的试验研究[J].土木工程学报, 2001(4):22-31.
[11]	叶再利.方形,矩形钢管高强混凝土轴压短柱基本力学性能研究[D].哈尔滨:哈尔滨工业大学, 2001.
[12]	李黎明.矩形钢管混凝土柱力学性能研究[D].天津:天津大学, 2007.
[13]	Young B, Ellobody E. Experimental investigation of concrete-filled cold-formed high strength stainless steel tube columns[J]. Journal of Constructional Steel Research, 2006, 62(5):484-492.
[14]	Liu D, Gho W M, Yuan J. Ultimate capacity of high-strength rectangular concrete-filled steel hollow section stub columns[J]. Journal of Constructional Steel Research, 2003, 59(12):1499-1515.
[15]	Du Y, Chen Z, Xiong M X. Experimental behavior and design method of rectangular concrete-filled tubular columns using Q460 high-strength steel[J]. Construction and Building Materials, 2016, 125:856-872.
[16]	Qu X, Chen Z, Sun G. Axial behavior of rectangular concretefilled cold-formed steel tubular columns with different loading methods[J]. Steel and Composite Structures, 2015, 18(1):71-90.
[17]	Han L H, Yao G H. Influence of concrete compaction on the strength of concrete-filled steel RHS columns[J]. Journal of Constructional Steel Research, 2003, 59(6):751-767.
[18]	Zhang S, Guo L. Behaviour of high strength concrete-filled slender RHS steel tubes[J]. Advances in Structural Engineering, 2007, 10(4):337-351.
[19]	Uy B, Tao Z, Han L H. Behaviour of short and slender concretefilled stainless steel tubular columns[J]. Journal of Constructional Steel Research, 2011, 67(3):360-378.
[20]	王志滨,陈靖,谢恩普,等.圆端形钢管混凝土柱轴压性能研究[J].建筑结构学报,2014,35(7):123-130.
[21]	谢恩普,王志滨,林盛,等.圆端形钢管混凝土轴压短柱的机理分析[J].福州大学学报(自然科学版), 2015, 43(4):517-522.
[22]	谷利雄,丁发兴,付磊,等.圆端形钢管混凝土轴压短柱受力性能研究[J].中国公路学报,2014,27(1):57-63.
[23]	Ding F X, Fu L, Yu Z W, et al. Mechanical performances of concrete-filled steel tubular stub columns with round ends under axial loading[J]. Thin-Walled Structures, 2015, 97(12):22-34.
[24]	Tu Y Q, Shen Y F, Zeng Y G, et al. Hysteretic behavior of multicell T-shaped concrete-filled steel tubular columns[J]. ThinWalled Structures, 2014, 85:106-116.
[25]	Shen Z Y, Lei M, Li Y Q, et al. Experimental study on seismic behavior of concrete-filled L-shaped steel tube columns[J]. Advances in Structural Engineering, 2013, 16(7):1235-1247.
[26]	Li H C, Xue J Y, Chen X, et al. Experimental research on seismic damage of cross-shaped CFST column to steel beam joints[J]. Engineering Structures, 2022, 256, 113901.
[27]	付波,童根树,洪奇,等.考虑整体和构件几何缺陷的隐式框架-支撑结构动力弹塑性二阶效应分析[J].建筑结构, 2020, 50(3):5-12.
[28]	中国工程建设标准化协会.矩形钢管混凝土结构技术规程:CECS 159-2004[S].北京:中国计划出版社, 2004.
[29]	中华人民共和国住房和城乡建设部.钢管混凝土结构技术规范:GB 50936-2014[S].北京:中国建筑工业出版社,2014.
[30]	Zhang L, Mao C X, Li X G, et al. Experimental study on CFNRST members under combined compression and bending[J]. Journal of Constructional Steel Research, 2020, 167, 105950.
[31]	Zhang L, Yang S L, Fu B, et al. Behavior and design of concretefilled narrow rectangular steel tubular (CFNRST) stub columns under axial compression[J]. Journal of Building Engineering, 2021, 37, 102166.
[32]	Zhang L, Yang S L, Tong G S, et al. Numerical analysis on concrete-filled wide rectangular steel tubular (CFWRST) stub columns under axial compression[J]. Structures, 2021, 34:4715-4730.
[33]	Yang S L, Zhang L, Zhang J W, et al. Seismic behavior of concrete-filled wide rectangular steel tubular (CFWRST) stub columns[J/OL]. Journal of Constructional Steel Research, 2022, 196[2022-07-04]. https://doi.org/10.1016/j.jcsr.2022.107402.
[34]	Tao Z, Wang Z B, Yu Q. Finite element modelling of concretefilled steel stub columns under axial compression[J]. Journal of Constructional Steel Research, 2013, 89(5):121-131.
[35]	钟善铜.钢管混凝土结构[M].北京:清华大学出版社, 2003.
[36]	Han L H, Yao G H, Tao Z. Performance of concrete-filled thinwalled steel tubes under pure torsion[J]. Thin-Walled Structures, 2007, 45(1):24-36.
[37]	ACI Committee 318. Building Code requirements for structural concrete and commentary:ACI 318[S]. Detroit, USA:Farmington Hills (MI), 2019.
[38]	Tao Z, Uy B, Han L H, et al. Analysis and design of concretefilled stiffened thin-walled steel tubular columns under axial compression[J]. Steel Construction, 2009, 47(12):1544-1556.
[39]	Hibbett, Karlsson and Sorensen, Inc (HKS). ABAQUS/standard:user's manual[M]. Pawtucket:HKS, 1998.
[40]	Patel V I, Uy B, Prajwal K A, et al. Confined concrete model of circular, elliptical and octagonal CFST short columns[J]. Steel and Composite Structures, 2016, 22(3):497-520.
[41]	Standards Australia (SA). Australian standard-steel structures:AS4100[S]. Sydney:SA,2001.
[42]	Bradford M A, Bridge R Q, Hancock G J, et al. Australian limit state design rules for the stability of steel structures[C]//Proceedings 1st Structural Engineering Conference Institution of Engineers. Melbourne:1987.
[43]	Uy B. Local and postlocal buckling of fabricated steel and composite cross sections[J]. Journal of Structural Engineering, 2001, 127(6):666-677.
[44]	Huang Z, Li D, Uy B, et al. Local and post-local buckling of fabricated high-strength steel and composite columns[J]. Journal of Constructional Steel Research, 2019, 154:235-249.
[45]	Architectural Institute of Japan (AIJ). Recommendations for design and construction of concrete filled steel tubular structures[S]. Tokyo:AIJ, 2008.
[46]	European Commitee for Standardization (ECS). Design of composite steel and concrete structures:part 1-1:general rules for buildings:Eurocode 4[S]. Brussels:ECS, 2004.
[47]	British Standards Institution (BSI). Steel, concrete and composite bridges:part 5:code of practice for design of composite bridges:BS 5400[S]. London:BSI, 2005.
[48]	American Institute of Steel Construction (AISC). Specification for structural steel buildings:AISC 360-16[S]. Chicago:AISC, 2016.
[49]	天津市城乡建设委员会.天津市钢结构住宅设计规程:DB/T 29-57-2016[S].天津:天津市城乡建设委员会, 2016.
[50]	中国人民解放军总后勤部.战时军港抢修早强型组合结构设计规程:GJ/B 4142-2000[S].北京:中国人民解放军总后勤部, 2000.
[51]	福建省住房和城乡建设厅.钢管混凝土结构技术规程:DBJ/T 13-51-2003[S].福州:福建省住房和城乡建设厅, 2003.
[52]	中国工程建设标准化协会.钢管混凝土结构设计与施工规程:CECS 28-2012[S].北京:中国计划出版社, 2012.