Computer‐automated design of structural systems under reliability‐based performance constraints

Frangopol, Dan M.

doi:10.1108/eb023648

Cited by 5 publications

(2 citation statements)

References 21 publications

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“…A number of studies have been published on the optimum design of RC structures (Frangopol 1986;Moharrami and Grierson 1993;Sarma and Adeli 1998;Li and Cheng 2001;Chan and Zou 2004;Lagaros and Papadrakakis 2007) taking into account different types of constraints during the design optimization procedure. However, none of them has taken into consideration the behaviour factor q.…”

Section: Problem Definitionmentioning

confidence: 99%

“…One of the earliest studies on this subject is the work by Frangopol (1986) where the general formulation of the deterministic optimization problem was reviewed and a reliability-based optimization approach for the design of both steel and RC framed structures was presented. Moharrami and Grierson (1993) presented a computerbased method for the optimal design of RC buildings, where the width, depth and longitudinal reinforcement of member sections are considered as design variables.…”

Section: Introductionmentioning

confidence: 99%

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Building design based on energy dissipation: a critical assessment

Mitropoulou

Lagaros

Papadrakakis

2010

Bull Earthquake Eng

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The basic objective of this study is the assessment of the European seismic design codes and in particular of EC2 and EC8 with respect to the recommended behaviour factor q. The assessment is performed on two reinforced concrete multi-storey buildings, having symmetrical and non-symmetrical plan view respectively, which were optimally designed under four different values of the behaviour factor. In the mathematical formulation of the optimization problem the initial construction cost is considered as the objective function to be minimized while the cross sections and steel reinforcement of the beams and the columns constitute the design variables. The provisions of Eurocodes 2 and 8 are imposed as constraints to the optimization problem. Life-cycle cost analysis, in conjunction with structural optimization, is believed to be a reliable procedure for assessing the performance of structures during their life time. The two most important findings that can be deduced are summarized as follows: (1) The proposed Eurocode behaviour factor does not lead to a more economical design with respect to the total life-cycle cost compared to other values of q (q = 1, 2).(2) The differences of the total life-cycle cost values may be substantially greater than those observed for the initial construction cost for four different q (q = 1, 2, 3, 4).

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Section: Problem Definitionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Building design based on energy dissipation: a critical assessment

Mitropoulou

Lagaros

Papadrakakis

2010

Bull Earthquake Eng

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Seismic design of RC structures: A critical assessment in the framework of multi‐objective optimization

Lagaros

Papadrakakis

2007

Earthq Engng Struct Dyn

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The assessment of seismic design codes has been the subject of intensive research work in an effort to reveal weak points that originated from the limitations in predicting with acceptable precision the response of the structures under moderate or severe earthquakes. The objective of this work is to evaluate the European seismic design code, i.e. the Eurocode 8 (EC8), when used for the design of 3D reinforced concrete buildings, versus a performance-based design (PBD) procedure, in the framework of a multi-objective optimization concept. The initial construction cost and the maximum interstorey drift for the 10/50 hazard level are the two objectives considered for the formulation of the multi-objective optimization problem. The solution of such optimization problems is represented by the Pareto front curve which is the geometric locus of all Pareto optimum solutions. Limit-state fragility curves for selected designs, taken from the Pareto front curves of the EC8 and PBD formulations, are developed for assessing the two seismic design procedures. Through this comparison it was found that a linear analysis in conjunction with the behaviour factor q of EC8 cannot capture the nonlinear behaviour of an RC structure. Consequently the corrected EC8 Pareto front curve, using the nonlinear static procedure, differs significantly with regard to the corresponding Pareto front obtained according to EC8. Furthermore, similar designs, with respect to the initial construction cost, obtained through the EC8 and PBD formulations were found to exhibit different maximum interstorey drift and limit-state fragility curves. N. D. LAGAROS AND M. PAPADRAKAKIS disastrous earthquakes. Most of the current seismic design codes define a single design earthquake that is used for assessing the structural performance against earthquake hazard. As a consequence, these codes have many inherent assumptions built in the design procedure regarding the behaviour of the structure against earthquake loading. Severe damages caused by recent earthquakes made the engineering community to question the reliability of current seismic design codes [1,2]. Given that the primary goal of contemporary seismic design is the protection of human life in connection with the economic design, it is evident that additional performance targets and earthquake intensities should be considered in order to assess the structural performance in many hazard levels. In the last decade the concept of performance-based structural design (PBD), subjected to seismic loading conditions, was introduced [3-5]. In PBD more accurate analysis procedures are implemented based on nonlinear structural response.Most of the current seismic design codes belong to the category of the prescriptive design procedures (or limit-state design procedures), where if a number of checks, expressed in terms of forces, are satisfied, then the structure is considered safe and no collapse will occur. A typical limit state-based design can be viewed as one (i.e. ultimate strength) or two (i.e. serviceability a...

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Reliability-Based Optimum Structural Design

Frangopol¹

1995

Probabilistic Structural Mechanics Handbook

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Computer‐automated design of structural systems under reliability‐based performance constraints

Cited by 5 publications

References 21 publications

Building design based on energy dissipation: a critical assessment

Building design based on energy dissipation: a critical assessment

Seismic design of RC structures: A critical assessment in the framework of multi‐objective optimization

Reliability-Based Optimum Structural Design

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