Extension of incremental sequentially linear analysis to geometrical non-linearity with indirect displacement control

Yu, Chenjie; Hoogenboom, P.C.J.; Rots, J.G.

doi:10.1016/j.engstruct.2020.111562

Cited by 11 publications

(4 citation statements)

References 34 publications

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“…The engineer responsible for such an analysis must steer the software to obtain accurate results. Moreover, the results are even more unreliable and unstable with geometrical non-linearity, but it is important for the out-of-plane behaviour [23].…”

Section: Introductionmentioning

confidence: 99%

A territorial scale analysis based on a map-oriented database for the out-of-plane seismic behaviour of masonry structures

Yu,

Toshniwal,

Meijers

2024

J. Phys.: Conf. Ser.

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Since 1986, earthquakes have occurred in East Groningen, but most buildings made of unreinforced masonry have not been designed for earthquakes, which must now withstand magnitude 4 earthquakes. This has created an urgent need to assess large amounts of buildings in a fast but reliable manner. The out-of-plane behaviour is important for seismic assessments of unreinforced masonry buildings. Although the most accurate analysis method to determine the out-of-plane response of such walls is non-linear time-history analysis (NLTH), non-linear kinematic analysis (NLKA) provides a simple, fast but still reliable solution due to the computational difficulties of NLTH for structures constructed of unreinforced masonry. In this paper, the out-of-plane behaviours of masonry structures are up-scaled from a component scale to a provincial scale in a multi-scale manner. A map-oriented database is established to describe both local behaviours of walls and global behaviours of a province. The out-of-plane assessment by non-linear kinematic analysis (NLKA) is automated via the database without further calculations after the static analysis. The database provides a solid guidance to determine which detailed assessment methods will be adopted with limited data before a FEM model is built.

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Section: Introductionmentioning

confidence: 99%

A territorial scale analysis based on a map-oriented database for the out-of-plane seismic behaviour of masonry structures

Yu,

Toshniwal,

Meijers

2024

J. Phys.: Conf. Ser.

Self Cite

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“…Computation is slow when cracks propagate exponentially, snap-back and bifurcation arise, and the results typically do not continue beyond the onset of failure. Moreover, the results are even more unreliable and unstable when geometrical non-linearity, but it is important for the out-of-plane behaviour Yu et al (2021). Therefore, it is impossible to carry out NLTH assessments for all buildings in Groningen.…”

Section: Introductionmentioning

confidence: 99%

A Multi-Scale Analysis Based on a Map-Oriented Database for the Out-of-Plane Seismic Behaviour of Masonry Structures

Meijers

2021

Preprint

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Since 1986, earthquakes have occurred in East Groningen , but most houses, schools and are made of unreinforced masonry, which must now withstand magnitude 4 earthquakes. This has created an urgent need to assess large amounts of buildings in a fast but reliable manner. The out-of-plane behaviour is important for seismic assessments of unreinforced masonry buildings. Although the most accurate analysis method to determine the out-of-plane response of such walls is non-linear time-history analysis ( NLTH ), non-linear kinematic analysis ( NLKA ) provides a simple, fast but still reliable solution due to the computational difficulties of NLTH for structures constructed of unreinforced masonry. In this paper, the out-of-plane behaviours of masonry structures are up-scaled from a component scale to a provincial scale in a multi-scale manner. A map-oriented database is established to describe both local behaviours of walls and global behaviours of a province. The out-of-plane assessment by non-linear kinematic analysis ( NLKA ) is automated via the database without further calculations after the static analysis. The database provides a solid guidance to determine which detailed assessment methods will be adopted with limited data before a FEM model is built

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“…When dealing with non-linear mechanical properties of matrix and interfaces, an existing iteratively linear procedure is adopted. In particular, the non-linearity is accounted for through a sequence of linear problems, in agreement with some recent literature available [7]- [10]. With reference to Figure 3, the stiffness at the end of each iteration is progressively reduced and updated for the subsequent iteration, projecting the inadmissible stress state on the softening curve, if the elastic limit is exceeded.…”

Section: Materials Non-linearitymentioning

confidence: 70%

“…For interfaces, a trilinear shear stress-slip constitutive relationship is adopted, exhibiting softening after the elastic phase and with possible residual constant tangential strength. Numerically, the non-linearity is dealt with a fully explicit iterative elastic strategy [6]- [10], where the stiffness is progressively reduced when the peak resistance is exceeded at the previous time step. The procedure is preliminary validated in this paper on a flat masonry pillar externally reinforced with FRCM and subjected to a standard single lap shear test.…”

Section: Introductionmentioning

confidence: 99%

An eight-dof truss finite element for FRCM reinforced rigid substrates subjected to shear tests

Pingaro,

Milani

Proceedings of the Seventeenth International Conference On Civil, Structural and Environmental Engineering Computing

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An 8-dof 1D finite element suited to study an FRCM reinforcing system is presented. The element is constituted by three trusses in parallel representing external matrix, central fiber and internal matrix layers, mutually exchanging tangential stresses by means of shear springs applied at the extremes of the element. Non-linearity is possible exclusively in upper/lower matrix layers and at the interface. A linear softening with residual tangential strength is assumed as constitutive law for the interface. Matrix is assumed elastic with linear softening in tension and infinite resistant in compression. The internal matrix layer is connected to the support by means of two elastic springs applied at the element nodes. The 8-dofs are represented by the nodal longitudinal displacements of the three layers plus those of the support. The present paper discusses the derivation of the element stiffness and how to deal with material non-linearities. An application of technical relevance is finally presented, relying into a masonry pillar reinforced with an FRCM package and subjected to a single lap shear experimental test.

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Extension of incremental sequentially linear analysis to geometrical non-linearity with indirect displacement control

Cited by 11 publications

References 34 publications

A territorial scale analysis based on a map-oriented database for the out-of-plane seismic behaviour of masonry structures

A territorial scale analysis based on a map-oriented database for the out-of-plane seismic behaviour of masonry structures

A Multi-Scale Analysis Based on a Map-Oriented Database for the Out-of-Plane Seismic Behaviour of Masonry Structures

An eight-dof truss finite element for FRCM reinforced rigid substrates subjected to shear tests

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