Limit analysis of a single span masonry bridge with unilateral frictional contact interfaces

Drosopoulos, Georgios Α.; Stavroulakis, Georgios Ε.; Massalas, C.V.

doi:10.1016/j.engstruct.2006.03.016

Cited by 93 publications

(56 citation statements)

References 11 publications

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“…Numerical studies of bridges and other stone and concrete structures of historical value have been performed in [8][9][10][11][12]. In these studies numerical techniques addressing the interaction of mortar and stone blocks or block-block non-linear contact were also explored.…”

Section: Introductionmentioning

confidence: 99%

“…G.A. Drosopoulos [9] and co-workers studied the ultimate failure load of stone arch bridges based on 2-D, plane strain finite element analysis which included interfaces, simulation of cracks, unilateral friction contacts and the implementation of a pathfollowing technique to estimate the ultimate load. Studies of other important masonry stone structures throughout Greece and relevant data bases are presented in [10][11][12].…”

Section: Introductionmentioning

confidence: 99%

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On the Assessment of the Plaka Bridge Collapse Using Non-Linear Analysis Preventable or Doomed?

Simos¹,

Manos²,

Kozikopoulos³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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The collapse of the historic Plaka Stone Bridge due to extreme flooding and in particular the pinpointing of the causes or possibly weak structural points that led to the structural failure is studied using high fidelity, three-dimensional non-linear numerical analysis and sensitivity studies. Specifically, the potential of a number of postulated scenarios in initiating failure and leading to the eventual collapse of the bridge are explored aided by sensitivity analyses relying on non-linear finite element modelling and is augmented by actual material properties of the structural elements deduced from laboratory tests following the collapse (i.e. stone and mortar). Presented in detail is the scenario which appears to closely replicate the mode of actual bridge failure observed (damage extend and debris distribution) and deemed by the authors to be most likely sequence of events that occurred. This scenario postulates the undermining of the central pier by support or shear section failure leading to large deformation and displacements on the lower part of the pier eventually leading to shear failure of the primary arch. Based on the failure mode predicted by simulation and corroborated with observed damage the vulnerability of the Plaka Bridge to this "beyond design basis event" even for an uncompromised structure is assessed by asking the question whether any preventive maintenance and upkeep could have saved this particular bridge or that its collapse was beyond human intervention.

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Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

On the Assessment of the Plaka Bridge Collapse Using Non-Linear Analysis Preventable or Doomed?

Simos¹,

Manos²,

Kozikopoulos³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

View full text Add to dashboard Cite

show abstract

“…This result is well known in architecture and represents the fact that, when the arch has many blocks and consequently many joints, more weak points that permit the turning or sliding of the blocks ex-its. References such as [10] have reported this tendency with discontinuous numerical and special finite element methods, but without validating their results with experiments. We can also observe that the error is reduced substantially when the problem involves a large number of joints.…”

Section: Collapse Hingesmentioning

confidence: 99%

“…References [8], [9] combined FEM with more advanced models based on homogenization techniques and obtained fairly good results. More advanced approaches take into account the discontinuities using contact mechanics, [10] or fracture mechanics, [11] either for static analysis or [12] for dynamic.…”

Section: Introductionmentioning

confidence: 99%

Refined element discontinuous numerical analysis of dry-contact masonry arches

Pérez-Aparicio¹,

Bravo²,

Ortiz³

2013

Engineering Structures

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The behavior of buried masonry arches is studied in this article using the Discontinuous Deformation Analysis (DDA), a numerical method that allows for the physical simulation of the intrinsic structure discontinuities since it is based on contact and friction among pseudo-rigid blocks. Two types of arches (or vaults) are studied with a specially developed computer program, one of semicircular and another of ovoidal shape. The loads are selfweight, lateral filling, embankment thrusts and concentrated (through a short distribution) forces close to the peak. These loads are transformed into point forces applied to the center of gravity of each block with simple formulae from classical mechanics. Equilibrium is reached in the whole structure through contact forces calculated with a standard contact algorithm: penalty plus Coulomb friction.DDA-macroblocks composed of linked (through penalty contact springs) * Corresponding author. Tel. +34963877000 (Ext. 71815) Email addresses: jopeap@mes.upv.es (J.L. Pérez-Aparicio), rbravo@ugr.es (R. Bravo), portiz@ugr.es (P. Ortiz) 1 Tel. +34958249960 November 15, 2016 pseudo-rigid blocks are formulated. This linkage allows for the simulation of collapse by instability or by stress compressive failure more accurately than traditional DDA analyses, for instance funicular polygons. Preprint submitted to Engineering StructuresThe numerical results are compared with those of the experiments taken from the literature with, for most cases, very good agreement given the uncertainties on geometry and material properties and given the intrinsic quality dispersion of masonry structures. Collapse loads as function of number of joints, safety factors and limit point forces from the numerical and experimental results are compared. The hinges that appear prior to collapse are also compared, obtaining again for most cases very good agreement.

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“…See, for instance, the works by Drosopoulos et al [8] or those by Cavicchi and Gambarotta [9]. The application of two-dimensional limit analysis to establish the load bearing capacity of a masonry arch bridge is based on the following hypothesis, according to Heyman [10], some of which are slightly modified in this study:…”

Section: Limit Analysismentioning

confidence: 99%

A case study on the influence of mechanical properties on the collapse load of stone arch bridges

Az¹,

Romera²,

́andez³

2009

WIT Transactions on the Built Environment

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In this paper, the determination of the collapse load of an historical stone arch bridge situated in the Northwest of Spain is accomplished. The arch presents damage and its load bearing capacity is reduced, so repair works and restoration are needed. In such circumstances, the assessment of the ultimate load that the bridge can support is very important and so the limit analysis method is applied, which delivers the collapse load and the failure mechanism considering the hypothesis of plastic collapse of the structure. On the other hand, and taking into account that one of the major drawbacks in the analysis of this type of bridge is the lack of accurate data about material properties, a parametric study is performed selecting from all the mechanical parameters governing the bridge response, those with a wider range of variation or those having a more difficult characterization: masonry and backfill unit weight, compressive strength of the masonry, coefficient of radial friction between voussoirs, height of backing, earth pressure coefficient and load dispersion model. For each one of the properties considered, five values are selected, based upon recommendations found in technical literature or in previous experiences with similar bridges, and a series of analyses are performed, obtaining the influence line of kinematic safety factor, with respect to live load, and the critical failure load variation, with respect to each one of the material properties. Results show that the most significant properties having influence in the collapse load are the compressive strength of the masonry, the earth pressure coefficient and the unit weights of materials.

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Limit analysis of a single span masonry bridge with unilateral frictional contact interfaces

Cited by 93 publications

References 11 publications

On the Assessment of the Plaka Bridge Collapse Using Non-Linear Analysis Preventable or Doomed?

On the Assessment of the Plaka Bridge Collapse Using Non-Linear Analysis Preventable or Doomed?

Refined element discontinuous numerical analysis of dry-contact masonry arches

A case study on the influence of mechanical properties on the collapse load of stone arch bridges

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