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Three-dimensional Finite Element Modeling of Cold-formed Steel Beam-to-column Bolted Connections

Three-dimensional Finite Element Modeling of Cold-formed Ste...

引用

中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： WANG Fei*, CUI Jia, LONG Liping (College of Civil Engineering, Chongqing University, Chongqing, P.R.China, 400045)

This paper presents a three-dimensional finite element analysis of cold-formed steel bolted moment connections. The analysis results were calibrated against test results, and comparisons for moment-rotation curves showed satisfactory agreement. Four finite element models of full-scaled connections were generated including material nonlinearities, geometrical nonlinearities, large displacement and contact effects. Three failure modes of connection were recognized and demonstrated: bearing failure, lateral flexural-torsional failure and flexural failure. Two parameters are introduced to evaluate the performance and efficiency of moment resisting of connection. Structural behavior of bolted moment connection is validated. However, it is unexpectedly found that large bolt pitch causes high bearing stress which leads to ineffectiveness of moment resisting.

关键词： cold-formed steel moment connection finite element failure modes contact element rotational center

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Static Strength of N-joints of Square Chords with Circle Braces

Static Strength of N-joints of Square Chords with Circle Bra...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： SHU Xingping1, ZHU Zhengrong1, WANG Yuanqing2 (1: College of Civil Engineering, Hunan University, Changsha, Hunan, P.R.China, 410082 2:Department of Civil Engineering, Tsinghua University, Beijing, P.R.China, 100084)

Full-scale tests on two overlapped N-joints square chords and circle braces under the axial compression of branch and chord were carried out. The failure mode of modelⅠwas branch local buckling failure at joint, and the failure mode of modelⅡwas the failure combining the web of chords local buckling with the flag of chords local buckling The calculation suggests that the ratio of the test value of modelⅠto the result of code design formulae bearing capacity is 0.73 , and to the finite element analysis is 1.11;the ratio of the test value of modelⅡto the result of code design formulae bearing capacity is 0.99 , and to the finite element analysis is 1.02. Our research indicates that the axial compression of chords has a great influence on the ultimate bearing resistance,and the result gained from the code design formulae leans to be unsafe because the influence of the axial compression of chords is not taken into account.

关键词： square chords and circle braces joints, full-scale experiment, code design formulae

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搅拌摩擦焊接6061-T6铝合金对接接头力学性能研究

搅拌摩擦焊接6061-T6铝合金对接接头力学性能研究

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中国钢结构协会结构稳定与疲劳分会第18届（ISSF-2024）学术交流会暨教学研讨会

作者：欧阳元文李贝贝王元清贺鹏程刘小蔚李志强上海通正铝结构建设科技有限公司合肥工业大学土木工程结构与材料安徽省重点实验室清华大学土木工程安全与耐久教育部重点实验室

为了优化搅拌摩擦焊接(FSW)6061-T6铝合金对接接头的焊接参数并研究其力学性能,针对5mm、8mm、12mm和16mm厚度的挤压型铝合金板件,采用不同的搅拌头转速、焊接速度和搅拌头类型进行了46组焊接试验,进行了152次狗骨型平板试样的单调拉伸... 详细信息

为了优化搅拌摩擦焊接(FSW)6061-T6铝合金对接接头的焊接参数并研究其力学性能,针对5mm、8mm、12mm和16mm厚度的挤压型铝合金板件,采用不同的搅拌头转速、焊接速度和搅拌头类型进行了46组焊接试验,进行了152次狗骨型平板试样的单调拉伸试验。研究结果表明,在最优焊接参数下,搅拌摩擦焊接铝合金接头强度均高于中国和欧洲铝合金规范中规定的熔化焊接接头强度。与现有的应力-应变本构模型相比,提出的三阶段Ramberg-Osgood模型能够准确的预测焊接接头的应力-应变关系曲线。

关键词： 6061-T6铝合金搅拌摩擦焊应力-应变关系焊接参数

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Simplified Design Method of Space Frames Using Second-order Elastic Analysis

Simplified Design Method of Space Frames Using Second-order ...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： SHU Xingping, LU Beirong, SHEN Pusheng (Steel Structure Institute of Hunan University, Changsha, Hunan, P.R.China, 410082)

Based on the finite-deformation theory of nonlinear continuum mechanics, this paper derived the non-linear stiffness equation of the space steel frames for the accurate second-order elastic analysis. According to the code for design of steel frames, a simplified second-order elastic design method of space steel frames was proposed, and its analytical results were compared with those of the accurate second-order elastic method. Taking a three-story and single-bay frame as a numerical example, we analyzed and calculated its behavior under three kinds of load combinations. The analysis and calculation showed that the method could be used to calculate not only the main directional second-order moment, shear force and second-order axial force but also the horizontal displacement of multiplayer frames, and the error analysis verified that the method was reliable and could help engineers in structural design.

关键词： space steel frames nonlinear continuum mechanics second-order elastic analysis simplified design method

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Study on Dynamic Performance of Fish-bellied Flexible Supporting System for Point Supported Glass Building

Study on Dynamic Performance of Fish-bellied Flexible Suppor...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： WANG Yuanqing, WU Lili, REN Zhihong, SHI Yongjiu, LI Shaofu (Institute of glass and metal structure for architectures, The Key Laboratory of Structure Engineering and Vibration of Ministry of Education, Tsinghua University, Beijing , P.R.China, 100084)

Fish bellied supporting system is a kind of supporting systems for point supported glass facades, which is popular with architects and widely used in many public buildings. Yet systematic research on its dynamic behaviors still leaves much to be desired. Dynamic properties including influence of concentrative glass mass, wind and seismic responses of two types of fish bellied supporting systems are investigated herein. It is concluded that natural frequencies of vibration decrease apparently with the increasing concentrative mass, and the system becomes more flexible. The rise-to-span ratio and pretension in cables have more effects on frequencies of high order. Concentrative mass, pretension and rise-to-span ratio have great impacts on performance of the systems under wind loads. The node displacement and cable stress caused by earthquake is smaller than those caused by wind vibration. Earthquake has less effect on the fish bellied supporting flexible system.

关键词： flexible supporting system, fish bellied system, dynamic properties, wind-reducing response, seismic response

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Reliability Analysis for Safety Evaluation of the Prestressed Steel Trusses

Reliability Analysis for Safety Evaluation of the Prestresse...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： WANG Xintang, PAN Weifeng (Faculty of Architectural ,Civil Enginneering and environment, Ningbo University, Zhejiang , P.R.China, 315211)

The method of First Order Second Moment is used to establish the computational model of reliability index of each element, and reliability index of the globle structure is further obtained with the method of Point Evaluation Technique. The statistical chracteristics of random internal forces of the structures is obtained using random perturbation methods, in which the random parameters of areas of cross sections of all the elements, area of cables , pretension of cables, external forces and stiffness of elastic restraint are considered. Some computational examples are put forward and the results are discussed to obtain some useful conclusions, which can be used as basis for design and safety evaluation of the prestressed steel structure. It is concluded that the randomness of restraint stiffness at boundary of the structure has great effect on globle reliability of the prestressed steel truss, and the effect decrease as the standard deviation of areas of cross section of steel cables becomes larger. Pretension of steel cables and area of cross section of the cables should be strictly designed for safety of the structures.

关键词： Safety evaluation Reliability analysis of globle structures Prestressed steel trusses.

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Research on Concrete Filled Circular CFRP-steel Tubular Flexural Members:Experimental Study

Research on Concrete Filled Circular CFRP-steel Tubular Flex...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： WU Bin, WANG Qingli, YIN Chunxiao, JIA Lianguang (College of Civil Engineering, Shenyang Jianzhu University, Shenyang, Liaoning, P.R.China, 110168)

8 concrete filled circular CFRP-steel tubular flexural members and 2 concrete filled circular steel tubular flexural members are experimentally investigated. It is found that the load - middle span deflection curves for members with longitudinal CFRP can be defined as the following stages: elastic, elasto-plastic and softening stage and that for members without longitudinal CFRP is similar to that of the concrete filled steel tubular flexural members. Within the factors scope of this test, 1 layer circumferential CFRP only has no significant influence on load bearing capacity of the concrete filled steel tubular flexural members. The ductility of the concrete filled circular CFRP-steel tubular flexural members is better than that of the concrete filled circular FRP tubular flexural members.

关键词： concrete filled, CFRP-steel tube, steel tube, FRP tube, flexural members, experimental study, load-deflection curve, load bearing capacity

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Experimental Studies on Seismic Behavior of Connection for Concrete-filled Square Steel Tube Edge Column

Experimental Studies on Seismic Behavior of Connection for C...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： HAO Jiping 1, WANG Xiantie1, REN Qingqing 1, PAN Yang1, SUN Tong 2 (1: School of Civil Eng., Xi’an University of Architecture & Technology, Xi’an, Shaanxi, P. R. China, 710055 2: Shandong Laigang Construction Ltd., Qingdao, Shandong, P. R. China, 266071)

A total of three interior diaphragm connections which had only three of the edges welded to the tubes for concrete filled square steel tube with different axial compression force ratios had been tested under low cyclic reversed loading at the end of column to research the hysteric behavior, ductility, energy dissipation capacity and failure modes,. The only difference of all specimens was the axial compression ratio. Experimental results showed that the story drift ductility ratios are 3.38 to 3.48, the elastic and elasto-plastic story angular drift are 0.0075 to 0.0083rad and 0.0279 to 0.0286rad respectively, and the energy dissipation ratios are 2.674 to 2.903. The experimental results demonstrated that the local buckling of the beam flanges occurred before failure. The connection's strength, ductility and hysteretic behavior were analyzed, and the results indicated that all specimens had excellent energy dissipation capacity. And this kind of joint met the requirements of the current code GB50011-2001 for seismic design of buildings. The interior diaphragm connection, which have only three of the edges welded to the tubes, can be used for edge column connections. Additional seismic design recommendations were presented.

关键词： Concrete-filled steel square tube, Edge column, Interior diaphragm connection, Experimental study, Seismic behavior

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Research on Concrete Filled Circular CFRP-steel Tubular Flexural Members:Theoretical Analysis

Research on Concrete Filled Circular CFRP-steel Tubular Flex...

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中国钢结构协会结构稳定与疲劳分会2006年学术交流会暨钢结构教学研讨会

作者： XIE Guangpeng, WANG Qingli, GAO Jianzhi, JIA Lianguang (College of Civil Engineering, Shenyang Jianzhu University, Shenyang, Liaoning, P.R.China, 110168)

Some static performances for concrete filled circular CFRP-steel tubular flexural members were analyzed. It was found that the steel tube and CFRP tube could cooperate circumferentially and longitudinally from 0 load till the ultimate load bearing capacity. Circumferential strain does not distribute uniformly: circumferential tension strain at the point with the biggest longitudinal compression strain is the biggest and circumferential compression strain at the point with the biggest longitudinal tension strain is the smallest. For a same point, if it is compressed longitudinally, then tensioned circumferentially and vice versa. Steel tube longitudinal strain along the cross-section depth obeys the plain section assumption from 0 load till about 0.7 times the ultimate load bearing capacity. For members with the same steel tube outer diameter, steel tube longitudinal strain decrease as longitudinal CFRP layers increase at the same load level but their longitudinal strain are the same approximately when yielding. The deflection decreases as the longitudinal CFRP layers increase at the same load level and the longitudinal CFRP would enhance members' rigidity significantly. For specimens with the same steel tube confinement factor, the more the longitudinal CFRP layers, the larger the ultimate load bearing capacity. Ultimate load bearing capacity enhancement ratio increases as the longitudinal CFRP layers increase for members with the same steel tube outer diameter.

关键词： circular CFRP-steel tube concrete filled flexural members static performance cooperation strain plain section assumption deflection ultimate load bearing capacity ultimate load bearing capacity enhancement ratio

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