Displacement‐based seismic analysis for out‐of‐plane bending of unreinforced masonry walls

Doherty, K.; Griffith, Michael; Lam, Nelson; Wilson, John L.

doi:10.1002/eqe.126

Cited by 252 publications

(158 citation statements)

References 9 publications

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“…The still-not-perfect match may be partially due to the amplitude dependency of the e exp /e an,2s ratio, which is present, albeit weak, and to the lack of symmetry of the actual wall. A better match has been obtained using a three-branch moment-rotation relationship (Doherty et al 2002;Sorrentino et al 2008a), but using the same experimentally calibrated coefficient of restitution.…”

Section: Experimental Estimation Of Energy Dissipationmentioning

confidence: 78%

The relevance of energy damping in unreinforced masonry rocking mechanisms. Experimental and analytic investigations

Sorrentino

AlShawa

Decanini

2011

Bull Earthquake Eng

104

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Existing unreinforced masonry buildings frequently suffer out-of-plane local collapse mechanisms when undergoing earthquake ground motion. The energy damping that occurs during the motion, due to impacts of a wall against the foundation or against other walls, is a relevant parameter on the response. An experimental investigation has been carried out to estimate the dissipation of kinetic energy that takes place during free oscillations. Restraint conditions allow for two-sided rocking (wall resting on a foundation) and one-sided rocking (wall resting on a foundation adjacent to transverse walls). Five specimens have been tested, modelling walls acted out-of-plane (fa double dagger ades). When one-sided rocking is under consideration, different depths of the contact surface between fa double dagger ade and transverse walls are considered. In the case of two-sided rocking, the experimental coefficient of restitution is slightly lower than the analytic coefficient. In the case of one-sided rocking, an analytic formulation is proposed and this is compared against experimental data. Although the coefficient of restitution of one-sided rocking is less than half that of two-sided rocking, it is not equal to zero. Thus, it cannot induce a sudden stop of the motion. Hence, nonlinear time history analyses performed under this assumption may prove unsafe. Moreover, a comparison has been carried out between overturning maps, induced by twenty natural accelerograms, computed for the analytic coefficient of restitution and those computed for the experimental coefficient of restitution. The increased energy dissipation reduces the frequency of overturning and causes a more regular behaviour

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Section: Experimental Estimation Of Energy Dissipationmentioning

confidence: 78%

The relevance of energy damping in unreinforced masonry rocking mechanisms. Experimental and analytic investigations

Sorrentino

AlShawa

Decanini

2011

Bull Earthquake Eng

104

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“…The incremental analysis must be performed till the zeroing of the coefficient α, that occurs for a displacement d k,0 . According to some experimental dynamic testing, performed by different authors (Doherty et al 2002;Restrepo-Vélez and Magenes 2004), collapse is assumed at 40% of the displacement d k,0 .…”

Section: A Mechanical Model For Capacity Spectrum Methods On Monumentsmentioning

confidence: 99%

On the vulnerability assessment of monumental buildings

Lagomarsino

2006

Bull Earthquake Eng

167

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In all European countries the will to conserve the building heritage is very strong. Unfortunately, large areas in Europe are characterised by a high level of seismic hazard and the vulnerability of ancient masonry structures is often relevant. The large number of monumental buildings in urban areas requires facing the problem with a methodology that can be applied at territorial scale, with simplified models which need little easily obtainable, data. Within the Risk-UE project, a new methodology has been stated for the seismic vulnerability assessment of monumental buildings, which considers two different approaches: a macroseismic model, to be used with macroseismic intensity hazard maps, and a mechanical based model, to be applied when the hazard is provided in terms of peak ground accelerations and spectral values. Both models can be used with data of different reliability and depth. This paper illustrates the theoretical basis and defines the parameters of the two models. An application to an important church is presented.

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“…Hence, they neither have been considered by studies on which current design guidelines are based nor are current state-of-the-art analytical models capable to account for these effects (e.g. [35]). Future studies should therefore investigate these aspects further in order to understand better the mechanics behind these effects and to develop simple methods that can account for these effects in design or assessment guidelines for URM structures.…”

Section: Discussionmentioning

confidence: 99%

Section: Sensitivity With Regard To the Assumed Block Roundingmentioning

confidence: 99%

“…The position of the actual pivot point depends on the axial load ratio [35,36], the Figure 10. Midheight displacement of the fourth storey wall of the north face: comparison of numerical results when run 9 is applied to the undamaged wall and to the wall that had been predamaged by run 8. state of degradation of the mortar joints [35] and the depth of the groove that is often carved into the mortar joint. Under gravity load and when subjected to out-of-plane bending, the compression zone depth of the investigated wall can be approximated by: (15) where N is the axial force under gravity loads and f cm, UDEC is the compressive strength of the masonry.…”

Section: Sensitivity With Regard To the Assumed Block Roundingmentioning

confidence: 99%

See 1 more Smart Citation

Influence of boundary conditions on the out‐of‐plane response of brick masonry walls in buildings with RC slabs

Tondelli

Beyer

DeJong

2016

Earthq Engng Struct Dyn

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SUMMARYIn modern unreinforced masonry buildings with stiff RC slabs, walls of the top floor are most susceptible to out-of-plane failure. The out-of-plane response depends not only on the acceleration demand and wall geometry but also on the static and kinematic boundary conditions of the walls. This paper discusses the influence of these boundary conditions on the out-of-plane response through evaluation of shake table test results and numerical modelling. As a novum, it shows that the in-plane response of flanking elements, which are orthogonal to the wall whose out-of-plane response is studied, has a significant influence on the vertical restraint at the top of the walls. The most critical configuration exists if the flanking elements are unreinforced masonry walls that rock. In this case, the floor slabs can uplift, and the out-of-plane loadbearing walls loose the vertical restraint at the top. Numerical modelling confirms this experimentally observed behaviour and shows that slab uplift and the difference in base and top excitation have a strong influence on the out-of-plane response of the walls analysed.

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Displacement‐based seismic analysis for out‐of‐plane bending of unreinforced masonry walls

Cited by 252 publications

References 9 publications

The relevance of energy damping in unreinforced masonry rocking mechanisms. Experimental and analytic investigations

The relevance of energy damping in unreinforced masonry rocking mechanisms. Experimental and analytic investigations

On the vulnerability assessment of monumental buildings

Influence of boundary conditions on the out‐of‐plane response of brick masonry walls in buildings with RC slabs

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