تجزیه و تحلیل الاستو پلاستیکی از فریم های متشکل از مواد نرم کننده توسط برنامه ریزی طور خطی محدود
|کد مقاله||سال انتشار||مقاله انگلیسی||ترجمه فارسی||تعداد کلمات|
|25471||2014||11 صفحه PDF||سفارش دهید||محاسبه نشده|
Publisher : Elsevier - Science Direct (الزویر - ساینس دایرکت)
Journal : Computers & Structures, Volume 131, 15 January 2014, Pages 98–108
This paper is concerned with nonlinear analysis of frames composed of softening materials. The previously proposed dissipated energy maximization approach is extended to determine non-holonomic solution of such frames. The adopted assumptions are: linear kinematics, lumped plasticity with softening behavior, piecewise-linear yield functions, associate flow rule and isotropic evolution with a three phase linear softening rule. The approach is based on a mathematical programming formulation. The solution procedure is discussed and presented in a comprehensive flowchart. It is shown that this method has the ability of solving and tracing path dependent problems and detecting any possible bifurcation.
Elasto-plastic analysis of frames with softening material has been the subject of research and interest for many researchers during last decades (see e.g.,  and ). The necessity of more realistic solutions for frames subject to increasing lateral loads, makes this topic a well-known and still growing area among other engineering research topics ,  and . To this end some simplifying assumptions are found to be practical and efficient. Among them are: lumping plasticity in some pre-selected sections, using piecewise-linear yield surfaces and ignoring path dependency and possible local unloading (i.e., “holonomic” behavior) over each load step. Beside these simplifying assumptions, optimization is found to be a very powerful and versatile computational tool for the direct analysis of nonlinear problems . A brief review of such approaches in the field follows. Linear Programming (LP) has long been recognized as a suitable tool for limit state analysis of structures. In the classical limit analysis, when loads are applied to a framed structure and are assumed to increase proportionally, on the basis of the well-known lower- and upper-bound theorems the limit load and the collapse configuration can be computed as a solution to a linear mathematical programming problem  and . This approach is known to be a milestone in the history of structural mechanics and still is a common approach for engineers in a variety of practical problems, but also a developing subject in the literature (see  and ). Maier  and  proposed the use of mathematical programming in elasto-plastic analysis of structures, for which the nonlinear holonomic response is sought as solution to a Quadratic Programming (QP) problem. Later on, the method was extended to consider the interaction of axial force and bending moment by adopting a piece-wise linear yield surface . In order to increase the efficiency of the solution procedure, in some later researches the QP formulation was replaced by a Linear Complementarity Problem (LCP), , and by a Restricted Basis Linear Programming (RBLP) . This approach was also improved and generalized to shakedown and nonlinear dynamic analyses  and . Cocchetti and Maier implemented the aforementioned approach in the analysis of softening frames . They proposed two procedures, namely a step-by-step method (SBSM) and a stepwise holonomic/fully holonomic analysis, and discussed them in detail. In both solution schemes, the load multiplier is considered as the objective function to be maximized and the structural response is sought as the solution(s) to an LCP. Load factor maximization has also been employed by Lógó and Taylor in developing the so called “Extremum Principle”  and implemented by Kaliszky and Lógó in analysis of truss structures . Clearly, in the case of softening negative load increments are expected and, as a consequence, the load maximization principle fails. This problem was discussed in , and in such a case, a new solution to LCP for negative load increments was proposed as a remedy. Another holonomic approach was proposed by Tangaramvong and Tin-Loi to deal with structures governed by piecewise linear softening models . This method employs a penalty approach to solve the nonlinear optimization problem, but the penalty parameter that enforces complementarity has to be carefully selected to prevent numerical instabilities. Some recommendations are given on the selection of the penalty coefficient, but it seems that this parameter and its updating schedule do not follow any clear rule. Recently, Mahini et al.  proposed a new dissipated energy maximization (DEM) approach in which the solution to the incremental LCP (in terms of plastic multipliers) is obtained as the solution to an LP problem by exploiting a plastic work criterion. This approach has shown to have distinct ability in solving frames composed of elastic-perfectly-plastic materials. In this approach, the incremental LP problem is formulated in terms of all problem variables (i.e., load and plastic multipliers), just like it is done in other holonomic formulations; but as a result of additional restrictions applied to the vector of basic variables, “exactness” and “stability” features of a step-by-step method are preserved. This approach is characterized by a non-holonomic nature and it can perform any required local unloading: the resulting refreshed Simplex table always represents the updated configuration and, in this sense, the loading process can continue without any extra computational effort. However the dissipated power has been frequently employed as an internal variable for hardening/softening constitutive model construction, (see e.g., ), in DEM approach maximization of the dissipated power is used as a tool for recognizing the correct path of plastic deformations in the space of plastic multipliers. In this paper, the DEM solution strategy is extended to the softening frames and is shown to be capable of tracing the exact response by detecting any elastic unloading and any equilibrium bifurcation. For this purpose, the theoretical aspects of the method are discussed in Section 2. The piecewise linear softening model, with interacting planes, for a typical frame section (or “joint”) is developed in Section 2.1. The problem formulation is illustrated in Section 2.2. Some terms and definitions regarding the solution algorithm are given in Section 2.3. The solution to the incremental LP problem is described in Section 3. Afterwards, some numerical examples are discussed in Section 4 to demonstrate the robustness of the proposed algorithm and show its capabilities. Finally, Section 5 is devoted to discussions and final conclusions.
نتیجه گیری انگلیسی
In this paper, a new algorithm for the nonlinear analysis of softening frames is proposed. The algorithm is an extension of the previously proposed “dissipated energy maximization” (DEM) approach, for the analysis of elastic–plastic frames by the authors (see ). The basis of the formulation is the piecewise linear elasto-plastic constitutive models for the critical-sections. The problem of gradual development of plastic hinges in the structure is given a mathematical programming formulation and solved. The results of this research can be summarized as follows: (a) In the proposed algorithm, exactness and stability features of the step-by-step solution scheme are preserved, i.e., except the errors arising from the piecewise linear approximation of the yield locus and from the unavoidable numerical round-off errors, the results are theoretically free of errors. Also since the formulation is a reflection of the behavior of structure, as long as the structure is stable under the applied loads, the solution procedure is stable. (b) The proposed maximization criterion was found to serve as a quite efficient and reliable objective function in formulating the optimization problem of softening frames. Using this criterion, the algorithm became capable of detecting the unloadings as well as reaching a corner in the yield locus in the space of plastic multipliers and intelligent in finding the exact pass of nonlinear behavior of the structure. (c) Comparison of CPU times used for Examples B1, B2 and B3 with the other methods in the field, clearly shows the superiority and efficiency of the proposed method (d) Instead of applying the negative load increment solution suggested by , in the proposed algorithm any descending branch and elastic unloading is captured and handled automatically. (e) The algorithm can recognize the solution bifurcations due to softening. The examples show that the proposed algorithm is robust, versatile and efficient in the nonlinear analysis of framed structures, with or without softening.