Evaluation of coupled partial models in structural engineering using graph theory and sensitivity analysis

Keitel, Holger; Karaki, Ghada; Lahmer, Tom; Nikulla, Susanne; Zabel, Volkmar

doi:10.1016/j.engstruct.2011.08.009

Cited by 26 publications

(12 citation statements)

References 9 publications

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“…In the case that a PM influences the structural behaviour, it is necessary to quantify the prediction quality of the partial model PM MQ and then subsequently combine both sets of information into the global model quality GM MQ for the entire structure [1].…”

Section: Introductionmentioning

confidence: 99%

“…Therefore, the sensitivity analysis determines the influence of each partial model on the global model. The sensitivity indices can be used as weighting factors for the partial model quality in the structural model [1]. In dependence to the type of structure and conditions, different phenomena are more or less significant for structural responses such as displacements or stresses.…”

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Quality assessment of material models for reinforced concrete flexural members

Jung

Morgenthal

et al. 2015

Structural Concrete

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Non‐linear constitutive models for concrete in compression are frequently defined in design codes. The engineer generally uses either the linear (in SLS) or non‐linear (in ULS) compression model. However, a large variety of different approaches exists for describing the behaviour of the cracked concrete tension zone, and the selection of a corresponding model is usually based on qualitative engineering judgement. The aim of this paper is to assess the prediction quality of several concrete material models in order to provide a quantitative model selection. Therefore, uncertainty analysis is applied in order to investigate the model and parameter uncertainty in the bending stiffness prognosis for flexural members. The total uncertainty is converted into a prognosis model quality that allows a quantitative comparison between the material models considered. The consideration of the reinforced concrete in tension is based on the characterization of the tension stiffening effect, which describes the cracking in an average sense. In the interest of the practical applicability of the models considered, even for large structures, no discrete crack simulations based on fracture mechanics are considered. Finally, the assessment identifies that the prediction quality depends on the loading level and, furthermore, the quality across the models can be quantitatively similar as well as diverse.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Quality assessment of material models for reinforced concrete flexural members

Jung

Morgenthal

et al. 2015

Structural Concrete

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“…Therefore, the principal requirement is to provide stochastic models for materials characterized in the new code specifications in order to make the reliability approach more “practice‐oriented” and “user‐friendly”. For performance‐ or reliability‐based design, the inverse analyses and damage identification investigations of [7, 8, 18, 19, 20, 21, 22], which were based, for example, on artificial neural networks or sensitivity parameter approaches [23], served as the basis for the development of stochastic models for material properties such as those for the quasi‐brittle material concrete. Essential elements of these studies were comprehensive laboratory and field tests on concrete specimens and concrete structures.…”

Section: Introductionmentioning

confidence: 99%

Stochastic fracture‐mechanical parameters for the performance‐based design of concrete structures

Strauß

Zimmermann

Lehký

et al. 2014

Structural Concrete

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The experimental results for quasi‐brittle materials such as concrete and fibre‐reinforced concrete exhibit high variability due to the heterogeneity of their aggregates, additives and general composition. An accurate assessment of the fracture‐mechanical parameters of such materials (e.g. compressive strength fc and specific fracture energy Gf) turns out to be much more difficult and problematic than for other engineering materials. The practical design of quasi‐brittle material‐based structures requires virtual statistical approaches, simulations and probabilistic assessment procedures in order to be able to characterize the variability of these materials. A key parameter of non‐linear fracture mechanics modelling is the specific fracture energy Gf and its variability, which has been a research subject for numerous authors although we will mention only [1, 2] at this point. The aim of this contribution is the characterization of stochastic fracture‐mechanical properties of four specific, frequently used classes of concrete on the basis of a comprehensive experimental testing programme.

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“…Different understanding of sensitivity analysis is used in different modelling communities, see, e.g., Edalat et al (2010), Keitel et al (2011). The imperfection sensitivity in buckling problems has been the subject of numerous investigations (Szymczak 2003;Mang et al 2009;Melcher et al 2009;Kala 2009;Mang et al 2011).…”

Section: Sensitivity Analysismentioning

confidence: 99%

Geometrically Non-Linear Finite Element Reliability Analysis of Steel Plane Frames With Initial Imperfections / Plieninių Rėmų Su Defektais Geometriškai Netiesinė Baigtinių Elementų Patikimumo Analizė

Kala

2012

Journal of Civil Engineering and Management

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Abstract. The random load carrying capacity of steel plane frames with bracing stiffness is studied. The load carrying capacity is evaluated using the geometrically non-linear FEM analysis. The incremental stiffness matrix of a slightly curved element utilized in the non-linear incremental analysis is listed. Initial imperfections are considered as random variables. Statistical analysis and Sobol sensitivity analysis are performed using the Latin Hypercube Sampling method. The effect of initial random imperfections on the load carrying capacity is studied, whilst assuming constant slenderness of the columns. The evaluation parameters are the pair of non-random values of elastic bracing stiffness, and system length of the columns. The paper illustrates that the load carrying capacity is very sensitive to initial crookedness of the columns in the event that the non-sway (symmetric) and sway (anti-symmetric) buckling modes coincide. In this case, the design load carrying capacity obtained from statistical analysis according to the EN 1990the EN (2002 standard is relatively very small (of low safety). Results show that the reliability of design of a steel frame according to EUROCODE 3 (1993) is significantly misaligned. The significance of the first and the second buckling forces as indicators of sensitivity of the load carrying capacity to the imperfections is discussed.

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Evaluation of coupled partial models in structural engineering using graph theory and sensitivity analysis

Cited by 26 publications

References 9 publications

Quality assessment of material models for reinforced concrete flexural members

Quality assessment of material models for reinforced concrete flexural members

Stochastic fracture‐mechanical parameters for the performance‐based design of concrete structures

Geometrically Non-Linear Finite Element Reliability Analysis of Steel Plane Frames With Initial Imperfections / Plieninių Rėmų Su Defektais Geometriškai Netiesinė Baigtinių Elementų Patikimumo Analizė

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