New method of inelastic buckling analysis for steel frames

In general, the concept of bifurcation stability cannot be used to evaluate the critical load of typical steel frames that have geometric imperfections and primary bending moment due to transverse loads. These cases require a plastic zone or plastic hinge analysis based on the concept of limit-load stability instead. However, such analyses require large computation times and complicated theories that are unsuitable for practical designs. The present paper proposes a new method of inelastic buckling analysis in order to determine the critical load of steel frames. This inelastic analysis is based on the concept of modified bifurcation stability using a tangent modulus approach and the column strength curve. Criteria for an iterative eigenvalue analysis are proposed in order to consider the primary bending moment as well as the axial force by using the interaction equation for beam-column members. The validity and applicability of the proposed inelastic buckling analysis were evaluated alongside elastic buckling analysis and refined plastic hinge analysis. Simple columns with geometric imperfections and a four-story plane frame were analyzed as benchmark problems. The results show that the proposed inelastic buckling analysis suitably evaluates the critical load and failure modes of steel frames, and can be a good alternative for the evaluation of critical load in the design of steel frames.     

Local buckling and inelastic cyclic behavior of tubular members

Closed form expressions are obtained for the load-deflection behavior of the locally buckled circular tubular braces under the reversed loading conditions. These expressions are obtained by supplementing the deflected shape of the brace with closed form expressions for moment-curvature relationship of locally buckled circular tubular section. The developed closed form expressions are used to study the effects of the slenderness ratio and diameter-to-thickness ratio on the behavior of braces under reversed loading conditions.     

A study on flexural buckling strength F cr of inelastic buckling for compressive members

Since Euler’s classical theory, which he proposed in 1759, many column curve formulations have been proposed. This study investigates the flexural buckling strength (F _cr ) calculated using the allowable stress design specification and the load and resistance factor design (LRFD) specification of the American Institute of Steel Construction. It is noted that the exponential function of the column curve formulation using LRFD is difficult to use in practice. Therefore, a simple parabolic function is proposed for the inelastic buckling strength of a steel column loaded with uniaxial compression, and it is shown to be consistent with many design codes. The expressions for inelastic buckling strength formulation as defined previously for ASD are used here. To verify the proposed equation, 118 individual test results of steel columns are examined. The mean of the ratio of the column strength to the proposed flexural buckling strength is 1.089, indicating that the proposed strength curves are in good agreement with the test results.     

Simplified design approach for cold-formed stainless steel compression members subjected to flexural buckling

The design criteria of stainless steel compression member are more complicated than those of carbon steels due to the nonlinear stress strain behavior of the material. In general, the tangent modulus theory is used for the design of cold-formed stainless steel columns. The modified Ramberg–Osgood equation given in the ASCE Standard can be used to determine the tangent modulus at specified level of stresses. However, it is often tedious and time-consuming to determine the column buckling stress because several iterations are usually needed in the calculation. This paper presents new formulations to simplify the determination of flexural buckling stress without iterative process. Taylor series expansion theory is utilized in the study for numerical approximations. The proposed design formulas are presented herein and can be alternatively used to calculate the flexural buckling stress for austenitic type of cold-formed stainless steel columns. It is shown that the column strengths determined by using the proposed design formulas have good agreement with those calculated by using the ASCE Standard Specification. A design example is also included in the paper for cold-formed stainless steel column designed by using the ASCE Standard equations and the proposed design formulas.     

Cyclic axial response and energy dissipation of cold-formed steel framing members

This paper summarizes results from an experimental program that investigated the cyclic axial behavior and energy dissipation of cold-formed steel C—sections structural framing members. Fully characterized cyclic axial load–deformation response of individual members is necessary to facilitate performance-based design of cold-formed steel building systems. Specimen cross-section dimensions and lengths were selected to isolate specific buckling modes (i.e., local, distortional or global buckling). The cyclic loading protocol was adapted from FEMA 461 with target displacements based on elastic buckling properties. Cyclic response showed large post-buckling deformations, pinching, strength and stiffness degradation. Damage accumulated within one half-wave after buckling. The total hysteretic energy dissipated within the damaged half-wave decreased with increasing cross-section slenderness. More energy dissipation comes at the cost of less cumulative axial deformation before tensile rupture.     

单角钢压杆的屈曲及稳定计算

在钢结构工程中经常采用等边或不等边单角钢作为轴心受压构件,现行钢结构设计规范(GB50017—2002)提供了等边单角钢压杆的截面类别及稳定计算方法,但对不等边单角钢压杆的规定相对粗糙。本文根据弹性稳定理论和角钢截面特征规律,推导了等边及不等边单角钢轴心受压构件的屈曲条件和长细比简化计算方法,并给出了稳定设计方法。扭转屈曲换算长细比仅与角钢肢宽与肢厚的比值有关,这使得弯扭屈曲换算长细比的计算也进一步简化。经过验证,该方法简单实用,可供工程设计参考。     

Neural networks for inelastic distortional buckling capacity assessment of steel I-beams

An Artificial Neural Network (ANN) model is developed as a reliable modeling method for simulating and predicting the ultimate moment capacities for intermediate doubly-symmetric steel I-beams. The training and testing data for neural network are generated using Finite Element Analysis (FEA). In other word, an extensive numerical study was also undertaken to investigate the distortional buckling behavior of simply supported compact steel I-beams. A series of nonlinear elasto-plastic FE analyses have been carried out to simulate the distortional buckling behavior of doubly-symmetric steel I-beams, and the effects of six independent parameters as input in a lateral-distortional buckling mode has been investigated. Moreover, unlike the existing design codes the model considers the effect of web distortions in a lateral-distortional buckling mode. Then a new formula based on the ANNs has been proposed to predict the member moment capacities of steel I-beams subjected to distortional buckling. The attempt was done to evaluate a practical formula considering all parameters which may affect distortional capacity. Then, a comparison has been made between the proposed formula and the predictions from the current design rules in some structural steel codes. The results show that the proposed formula is more accurate and applicable than existing design codes. Finally, a sensitivity analysis using Garson׳s algorithm has been also developed to determine the importance of each input parameters.     

Thermal response of steel framing members in open car park fires

For open car park structures, adopting a performance-based structural fire design is often justified and allowed because the fire does not reach flashover. However, this design approach requires an accurate assessment of temperatures in structural members exposed to car fires. This paper describes a numerical study on the thermal exposure on steel framing members in open car park fires. Steel temperatures are computed by the coupling of computational fluid dynamics and finite element modeling, and by analytical models from the Eurocodes. In addition, the influence of galvanization on the steel temperature evolution is assessed. Results show that temperatures in unprotected beams and columns are influenced by the section geometry, car fire scenario, modeling approach, and use of galvanization. Galvanization slightly delays and reduces peak temperature. Regarding the different models, CFD-FEM (CFD: computational fluid dynamics, FEM: finite-element method) coupled models predict lower temperatures than the Hasemi model, because the latter conservatively assumes that the fire flame continuously touches the ceiling. Further, the Hasemi model cannot account for the effect of reduced emissivity from galvanization on the absorbed heat flux. Detailed temperature distributions obtained in the steel members can be used to complete efficient structural fire designs based on the member sections, structure layout, and use of galvanization.     

高强度等边单角钢轴压构件稳定设计研究回顾与问题探讨

高强度单角钢轴压构件的稳定性能因其材料的屈服强度等力学性能改变而发生变化,因而在稳定设计及其相关研究中会遇到许多新的问题。针对这一现状,结合我国GB 50017-2003《钢结构设计规范》、美国钢结构设计规范ANSI/AISC 360-05和ASCE 10-97等三部规范,对设计规范中宽厚比限值规定的适用性、高强度角钢宽厚比限值制定的必要性、角钢构件长细比的计算,以及现有角钢轴压构件稳定计算的折减方法等问题进行了探讨和算例分析,基于稳定的基本理论和数据结果的对比分析,解释并给出了上述几个问题的确定性结论和需要注意的方面,为高强度单角钢轴压构件稳定设计方法的研究提供了参考。     

基于极限承载力平面屈曲约束支撑钢框架整体可靠度设计

以最简形式的功能函数描述平面屈曲约束支撑钢框架在静力荷载作用下的体系极限承载力状态,利用对偶变数抽样法与指数多项式近似概率密度法对结构整体抗力的概率密度函数及其统计特征进行了估计。考虑两种基本荷载组合,在对平面屈曲约束支撑钢框架结构整体可靠度评价的基础上,给出了在一定目标可靠度下的基于结构体系极限承载力可靠度的实用设计公式。通过一个具体算例表明,该设计方法既比传统的基于构件可靠度的设计方法经济,又能保证结构体系的可靠度。     

Equivalent uniform moment factors for lateral-torsional buckling of steel members

Steelwork design standards consider lateral-torsional buckling as one of the ultimate limit states that must be checked for steel members in bending. The buckling resistance assessment is usually based on buckling curves and requires the computation of the elastic critical moment, which is strongly dependent on both the bending moment distribution and restrictions at end supports. This paper focuses on the equivalent uniform moment factor (EUMF) which is used to compute the elastic critical moment. A review of EUMF values given by modern steelwork standards and their comparison with recent results presented in the literature shows that whilst codes may lead to very conservative values for simply supported beams, non-conservative values are obtained in the case of support types designed to restrict lateral bending and warping. In order to clarify situations where EUMF values proposed by modern codes appear contradictory with recent computational results, the paper presents a significant set of EUMF values obtained using both finite difference and finite element techniques. Particular attention has been given to instances where lateral bending and warping are prevented at beam supports since very few results from these cases have been published. A major advantage of codes, such as the American AISC LRFD and the British BS 5950-1, is that they provide closed-form expressions to compute the EUMF for any moment distribution. Unfortunately, these closed-form expressions do not take into account changes in the EUMF due to end support restrictions. This paper presents a general closed-form expression that not only delivers similar advantages but also improves the results given by those codes for some loading cases.     

Local buckling of steel equal angle members with normal and high strengths

Steel angle sections have been widely accepted with the development of steel structures, and such members made by high strength steel (HSS) sections are also increasingly used in buildings and bridges, and especially in transmission towers and long span trusses. Compared to normal strength steels, HSS exhibits different mechanical properties, which can cause different local buckling behavior. A finite element analysis (FEA) was performed in this paper to investigate the local buckling of steel equal angle members with different strengths under axial compression, where the residual stresses and the initial geometric imperfections of specimens were accurately described. Through this work, the relationship of the ultimate local buckling stress of steel equal angle members under axial compression as a function of steel strength and width-to-thickness ratio was established. By comparing the FEA results with the international design specifications (ANSI/AISC 360-10 and Eurocode 3), a modified design formula was developed and corresponding design suggestions were proposed, to take into account the effects of steel strength.     

Genetic programming-based formulation for distortional buckling stress of cold-formed steel members

The main purpose of the research is to develop formulations for estimating the Elastic distortional buckling stress (EDBS) of cold-formed steel member under compressive loading using Genetic programming (GP) which has not been applied so far. The required data used for the training and testing is collected from the literature. Two GP-based formulations are proposed to predict the elastic distortional buckling of cold formed steel C sections. The results of proposed GP formulations are compared with experimental and analytical results of different researchers and methods and found to be accurate. The results obtained from the formulas have shown that GP is a promising technique for predicting EDBS of cold-formed steel C sections.     

受弯构件粘钢加固设计可靠性分析

以粘钢加固方法为例,研究了以目标使用期为基准的加固设计方法,经过不同加固方案的比较分析,得出加固后结构的可靠指标变化,指出以目标使用期为目标的加固设计方法是可行的。     

Distortional buckling tests of cold-formed steel compression members at elevated temperatures

In recent times, light gauge cold-formed steel sections have been used extensively since they have a very high strength to weight ratio compared with thicker hot-rolled steel sections. However, they are susceptible to various buckling modes including a distortional mode and hence show complex behaviour under fire conditions. Therefore, a research project based on detailed experimental studies was undertaken to investigate the distortional buckling behaviour of light gauge cold-formed steel compression members under simulated fire conditions. More than 150 axial compression tests were undertaken at uniform ambient and elevated temperatures. Two types of cross sections were selected with nominal thicknesses of 0.60, 0.80, and 0.95 mm. Both low (G250) and high (G550) strength steels were used. Distortional buckling tests were conducted at six different temperatures in the range of 20-800 ^°C. The ultimate loads of compression members subject to distortional buckling were then used to review the adequacy of the current design rules at ambient and elevated temperatures. This paper presents the details of this experimental study and the results.     

某钢结构塔架的稳定性分析及设计优化

以云南某宗教建筑为例,采用Midas Gen分析软件,建立了简化模型,对该建筑钢塔结构进行了弹性与稳定性分析,并根据分析结果,提出了该结构的优化建议,从而确保塔架的安全性。     

考虑局部屈曲影响的H形钢构件在双向压弯作用下的滞回性能研究

由于地震作用是多维的,结构构件在地震作用下将会受到双向弯矩作用,而构件在一个主轴方向的屈服或屈曲会给构件在另一主轴方向的各项性能带来退化。针对H形截面钢构件,设计了一种由万向铰与三个跟动装置组成的三维加载系统,对11个不同宽厚比、轴压比和加载方向组配下的大宽厚比H形截面钢构件进行了双向压弯的滞回试验研究,考察了其破坏模态、滞回曲线及耗能能力等滞回性能。采用ABAQUS软件建立了有限元模型,采用试验结果进行了校核。最后基于试验和有限元分析结果,分析了扭转效应对试件的影响特性。研究结果表明,板件的局部屈曲和塑性变形的相关作用是影响试件滞回响应的重要因素,而影响效果主要取决于板材宽厚比、轴压比和加载方向的耦合作用;扭转效应对所设计的试件影响较小。     

高强超薄壁冷弯型钢低层住宅抗震设计方法

结合国内外已完成的冷弯薄壁型钢龙骨式复合墙体静力和动力试验研究成果,提出了冷弯薄壁型钢复合墙体的骨架曲线和恢复力模型。基于已经完成的屈服强度550 MPa高强超薄壁冷弯型钢足尺结构模型振动台试验,对结构在多遇和罕遇地震作用下的抗震分析方法进行了对比。结果表明：多遇地震作用下结构的弹性分析可采用底部剪力法、反应谱法和弹性时程分析法;罕遇地震作用下结构分析可采用静力非线性（推覆）分析和非线性时程分析法。依据GB 50011-2010《建筑抗震设计规范》的基本规定,提出了低层冷弯薄壁型钢龙骨体系结构的抗震设计实用方法建议。     

Buckling and cyclic inelastic analysis of steel tubular beam-columns

An numerical procedure combining the Finite Segment Method (FSM) with the Influence Coefficient Method (ICM) is presented for estimating the inelastic behaviour of steel tubular beam-columns under post-buckling and cyclic loading conditions. This combination takes the advantages of FSM and ICM, overcoming the difficulties encountered in numerical analysis at the stages of buckling and post-buckling. The effects of initial imperfections, residual stresses, and end-restraints are taken into account. Generalized stress-strain relationships are used in the analysis. Complete results obtained for a pin-ended beam-column are discussed and compared with available theoretical results.     

Nonlinear inelastic analysis of concrete-filled steel tubular frames

This paper presents a reliable numerical procedure for the nonlinear inelastic analysis of concrete-filled steel tubular frames. Geometric nonlinearities are taken into account by the use of stability functions derived from the exact stability solution of a beam–column subjected to axial force and bending moments. The spread of plasticity over the cross section and along the member length is captured by tracing the uniaxial stress–strain relationships of each fiber on the cross sections located at the selected integration points along the member length. The nonlinear equilibrium equations are solved using an incremental-iterative scheme based on the generalized displacement control method because of its general numerical stability and efficiency. The accuracy of the proposed procedure is verified by comparisons of the obtained results with experimental data and existing solutions. The proposed numerical procedure proves to be a reliable tool for the nonlinear analysis of concrete-filled steel tubular structures.