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The paper is related to the assessment of collapse mechanisms of historic masonry structures suffering settlements induced by ground movements. Two numerical strategies are adopted in order to study the influence of the settled zone on the cracking of masonry buildings: a discrete rigid block model and a continuous homogenized model. The first approach provides an estimate of the collapse load and failure pattern of masonry based on the lower bound theorem of limit analysis. The second approach is formulated in the framework of multi-surface plasticity and implemented in a FE code for the path-following non-linear analysis of masonry wall described as continuous anisotropic plate. Several settlement configurations, of masonry walls under moving ground support are investigated and the corresponding failure patterns resulting from the analysis are obtained resulting in local or global failure modes. The results of the two modeling formulations are compared and discussed in order to highlight the features of the two different approaches in the prediction of settlement-induced damage.

A unified formulation is presented for non-linear time history, static pushover and limit analysis of historic masonry structures modelled as 2D assemblages of rigid blocks interacting at no-tension, frictional contact interfaces. The dynamic, incremental static and limit analysis problems are formulated as mathematical programming problems which are equivalent to the equations system governing equilibrium, kinematics and contact failure. Available algorithms from the field of mathematical programming, contact dynamics and limit analysis are used to tackle the contact problems between rigid blocks in a unified framework. To evaluate the accuracy and computational efficiency of the implemented formulation, applications to numerical case studies from the literature are presented. The case studies comprise rigid blocks under earthquake excitation, varying lateral static loads and sliding motion. A set of two leaves wall panels and an arch-pillars system are also analysed to compare failure mechanisms, displacement capacity and magnitudes of lateral loads promoting the collapse.

The present study concerns the structural analysis of the masonry vaulted stairs of the Santa Maria delle Vigne bell tower in Genoa (Italy). The vaulted staircase systems are fully analysed in terms of technological and constructive details. The 3D geometric models are defined from laser scanner data. The structural analyses were carried out by using both the equilibrium limit analysis and a static incremental FEM analysis. Despite the efficacy of classic equilibrium methods in analysing arched and vaulted structures is largely proved in literature, this study demonstrates that vaulted staircase systems often collapse because of compressive failure of masonry before losing stability.

Displacement-based methods contained in recent standards for seismic safety assessment require the determination of the full nonlinear pushover curve for local failure mechanisms in historic masonry structures. This curve should reflect both the initial elastic behavior and the rigid body behavior after the activation of rocking. In this work, a rigid block model is proposed for the displacement-based seismic assessment of local collapse mechanisms of these structures. Masonry is modeled as an assemblage of two-dimensional rigid blocks in contact through frictional interfaces. Two types of contact models are formulated to capture, respectively, the pre and postpeak branches of the pushover curve: a unilateral elastic contact model, capturing the initial nonlinear behavior up to the force capacity of the structure, corresponding to the activation of the collapse mechanism, and a rigid contact model with finite friction and compressive strength, which describes the rigid-body rocking behavior up to the attainment of the displacement capacity of the structure. Tension-only elements are also implemented to model strengthening interventions with tie-rods. The contact problems associated with the elastic and rigid contact models are formulated using mathematical programming. For both models, a sequential solution procedure is implemented to capture the variation of the load multiplier with the increasing deformation of the structure (P–Δ effect). The accuracy of the modeling approach in reproducing the pushover curve of masonry panels subjected to horizontal seismic loads is evaluated on selected case studies. The solution is first tested against hand calculations, existing analytical models, and distinct element simulations. Then, comparisons against experimental tests follow. As a final application, the failure mechanism and pushover curve of a triumphal masonry arch are predicted by the model and its seismic assessment is performed according to codified force- and displacement-based methods, demonstrating the adequacy of the proposed tool for practice.

Starting from funicular models, chain models and hanging membranes, the role of 3D physical models in optimized shape research is the basis of form-finding strategies. Advances in structural optimized shape design derive from the wide spread of special digital form-finding tools. The goal of this paper is to test and evaluate interdisciplinary approaches based on computational tools useful in the form finding of efficient structural systems. This work is aimed at designing an inverse hanging shape subdivided into polygonal voussoirs (Voronoi patterns) by relaxing a planar discrete and elastic system, loaded at each point and anchored along its boundary. The workflow involves shaping, discretization (from pre-shaped paneling to digital stereotomy) and structural analysis carried out using two modeling approaches, finite element and rigid block modeling, using an in-house software tool, LiABlock_3D (MATLAB®), to check the stress state and to evaluate the equilibrium stability of the final shell.

In this paper, the structural response of a segmental dry-joint masonry arch subjected to increasing support displacements was investigated. The arch behaviour was analysed in the framework of large displacements using finite element (FE) and rigid block (RB) models, both based on a micro-modelling strategy. Once the two modelling approaches were validated against experimental results from literature, nonlinear analyses were carried out considering different configurations of support displacements (i.e. vertical, horizontal and inclined). The effect of the displacement direction on the arch response was evaluated in terms of initial hinge position, collapse mechanism, support reaction-displacements curves as well as ultimate displacement capacity. The sensitivity of the results to the number of voussoirs was also investigated. The good agreement between the results from the two models allowed to draw new conclusions about the response of segmental masonry arches to inclined support displacements in the large displacement regime. A limit displacement domain computed as a function of the direction of the support displacements is also proposed. The financial support of PRIN 2015 Program by the Italian Ministry of Education, University and Research (MIUR) is gratefully acknowledged for funding the research project “Protecting the Cultural Heritage from water-soil interaction related threats” (Prot. No. 2015EAM9S5), which is the main framework of the study presented in this article.

This paper investigates the structural behaviour of masonry vaulted staircases and the efficacy of different modelling strategies for the assessment of their structural safety. In particular, the present study focuses on the structural analysis of the masonry vaulted stairs of the medieval Santa Maria delle Vigne bell tower in Genoa (Italy), dating back from XVI to XVII Century. Both a limit analysis tool and a static incremental analysis using a finite element model are adopted. The limit analysis problem is formulated for a rigid block model using an iterative solution procedure to take into account crushing failure. Results indicate that crushing failure is crucial in capturing the response of this structural typology.

This paper presents an application of a simplified assessment approach to steel structures which takes into account sustainability requirements. The proposed approach is based on a time-dependent, multi-performance-based design methodology. The simplified procedure is organized in three main steps concerning the environmental conceptual design, the ordinary structural design and the life-cycle analysis devoted to defining service life scenarios in order to assess the structural, economic and environmental performances of structures during their entire life-cycle. Three different seismic-resistant steel structural typologies are designed for a multi-storey residential building and compared in terms of sustainability. Those comprise Moment Resisting Frames (MRF), Concentrically Braced Frames (CBF) with removable Chevron braces and Eccentrically Braced Frames (EBF) with removable shear links. The structural, environmental and economic performances of the three examined design options are assessed and compared in order to evaluate their sustainable potentialities and criticalities for two design scenarios, namely an ordinary condition characterized by an expected deterioration and an exceptional case in which a seismic event hits the structures during their service life.

The present work is focused on the analysis of the double-cap dome of St. Januarius Chapel, in Naples (Italy). Three different approaches based on the limit analysis for unilateral (no-tension) material has been applied to evaluate the dome stability. In the first approach, the overall stability of the dome has been investigated through a method of graphical statics. The method is a generalization of the “thrust line analysis” used for arches and consists in finding a purely compressed membrane in equilibrium with the external loads and entirely contained in the thickness of the dome, in the spirit of safe theorem. In the second approach, which is concerned with the equilibrium of domes and vaults, a thrust surface in equilibrium with the assigned external loads is found by numerically solving the Pucher’s differential equation. This latter is nothing but the equilibrium of the unknown thrust surface along the direction of vertical, i.e. gravitational, loads, where generalized stresses are conveniently projected on the platform, that is in the horizontal plane. Again in the spirit of the safe theorem, the thrust surface must be entirely contained within the volume of the structure. The solution procedure is based on the finite difference technique and has been implemented in a Mathematica-based code. Finally, in the third approach, a three-dimensional rigid block model with no-tension, frictional interfaces is employed. The formulation and the solution procedure of the underlying limit analysis problem has been implemented in a MATLAB-based tool equipped with a graphical user interface. The obtained results allow to state that the dome, under ordinary load conditions, is safe.

This paper deals with the force-based assessment of collapse mechanisms and strengthening interventions of the historic masonry castle &ldquo, Bussi sul Tirino&rdquo, (Abruzzi, Italy) using rigid block limit analysis (RBLA). The structure, which is a fortified palace dating back to the 11th century, has experienced severe earthquakes over the centuries and was hit once again in 2009 by the L&rsquo, Aquila earthquake. Based on the historical analysis and the results of in situ investigations, a spatial rigid block model of an entire structural unit was generated using the in-house software LiABlock_3D. The software is a MATLAB&reg, based tool for three-dimensional RBLA, which provides as outputs collapse failure modes and collapse load multipliers. In addition, a specific routine was developed for the purpose of the study to compute the participating mass ratio and the spectral acceleration that activated the failure mechanisms. The results of the numerical analysis were used to address three different retrofitting interventions, based on the use of connection elements and ties that, according to the minimum intervention principle, progressively enhanced the seismic capacity. Comparisons in terms of seismic safety indices are finally provided in order to give a quantitative measure of the effectiveness of the adopted retrofitting strategies.

A simple variational formulation for contact dynamics is adopted to investigate the dynamic behavior of planar masonry block structures subjected to seismic events. The numerical model is a two-dimensional assemblage of rigid blocks interacting at potential contact points located at the vertices of the interfaces. A no-tension and associative frictional behavior with infinite compressive strength is considered for joints. The dynamic contact problem is formulated as a quadratic programming problem (QP) and an iterative procedure is implemented for time integration. Applications to analytical and numerical case studies are presented for validation. Comparisons with the experimental results of a masonry wall under free rocking motion and of a small scale panel with opening subjected to in-plane loads are also carried out to evaluate the accuracy and the computational efficiency of the formulation adopted.

In this paper, a three-dimensional rigid body model is implemented to investigate the behaviour of masonry block structures subjected to foundation settlements. The structural behaviour is investigated formulating a limit analysis problem for the calculation of the base reaction and the associated failure mode once the settlement is introduced in the model. The structural model is an assemblage of rigid blocks which interact at contact interfaces. The latter are modelled as concave-contacts, using contact points located at the corners of the interface to represent interactions. A no-tension and non-associative frictional behaviour with infinite compressive strength is considered for joints. The limit analysis problem is formulated as a second order cone programming problem (SOCP) and an iterative procedure is adopted to take into account non-associative frictional behaviour. A computer program has been developed for applications of the proposed procedure. Two simple numerical examples are presented with the aim to verify the obtained results against analytical solutions. Applications to a set of experimental tests and to a 3D building model are introduced for validation and to evaluate the computational efficiency of the model. Finally a dissipation index is defined in order to give a quantitative estimation of the consequences related to the foundation settlement.

This paper deals with the vulnerability assessment of historic masonry structures subjected to settlements using rigid block modelling. A 2-D rigid block model with unilateral elastic contacts and finite friction is developed for the evaluation of the displacement capacity in the large displacement regime by push-down analysis. A variational formulation of the rigid block model is adopted, which relies on associative behavior for displacement rates. Under this assumption, the equation systems governing the behavior of the rigid block model can be uncoupled into two equivalent force and displacement-based problems, thus reducing computational costs. The numerical model was validated against the results of an ad-hoc experimental campaign on small scale tuff panels and against the tests on a small-scale masonry facade subjected to moving supports, from the literature. Applications of the proposed modelling approach are presented to the assessment of a full scale, monumental masonry facade. Following classic force-displacement methods that are used in the case of seismic actions, capacity curves are proposed for the damage assessment induced by settlements. Those state the relation between the base reaction at the moving supports and the displacement of a control point, which is obtained from the push-down analysis. Finally, comparisons with empirical assessment methods from the literature are presented.

These simulations deal with the application of LiABlock_3D, a rapid computational tool developed by the Authors [1], for limit analysis of masonry structures subjected to point live loads, seismic induced lateral loads and moving supports. The software was previously validated against several experimental tests available in the scientific literature mainly concerning small scale specimens of masonry walls subjected to lateral loads and settlement. The three-leaf masonry walls of the numerical contest will be represented as 3D assemblages of rigid blocks interacting at no-tension, frictional contact interfaces. LiABlock_3D will provide as outputs the computed collapse load and the plot of the corresponding failure mechanism.

The aim of this paper is to show to what extent a simple constitutive model can adequately describe the collapse mechanisms of historic masonry structures under horizontal seismic loads. Referring to block masonry, the paper presents the formulation and the numerical implementation of a constitutive relationship for modeling masonry structures regarded at a macroscopic scale as homogenized anisotropic continuum. The macroscopic model is shown to retain memory of the mechanical characteristics of the joints and of the shape of the blocks. The overall mechanical properties display anisotropy and singularities in the yield surface, arising from the discrete nature of the block structure and the geometrical arrangement of the units. The model is formulated in the framework of multi-surface plasticity. It is implemented in a FE code by means of a minimization algorithm directly derived from the Haar-Karman principle. A sensitivity analysis to mechanical and geometrical parameters was carried out to show the influence on the predicted response of small-scale wall components from the literature. The model is then used for the analysis of a numerical case study which is representative of a masonry church subjected to horizontal seismic action. The result of the model will be compared with those obtained by a rigid block model (RBM) of the same small-scale masonry prototypes and of the church building. In the paper, the results of the two models are discussed and analyzed in the way to highlight the weakness and the potentiality of the two different approaches.

The paper deals with the application of LiABlock_3D, a novel software tool developed at the University of Naples Federico II, to the case study of an historic masonry viaduct listed by UNESCO as World Heritage Site. LiABlock_3D analyses masonry structures under seismic lateral loads and automatically predict the potential failure modes of complex assemblages in terms of local and global collapse mechanisms. The numerical formulation is based on limit equilibrium analysis and mathematical programming is used to solve the contact problem. Masonry structures are represented as a collection of three-dimensional rigid blocks. Once the geometry of the construction has been generated (i.e. using different CAD tools or MATLAB® scripts for parametric analysis), the numerical model requires few parameters as input data, such as the unit weight of materials and the friction coefficient. Several loading conditions can be considered, assuming different loading axis and load distribution (uniform and/or concentrated loads can be applied). With respect to failure condition, LiABlock_3D considers no-tension, frictional contact interfaces with infinite compressive strength. Opening and sliding failure conditions are considered. In order to show the potentialities and limitations of the developed software, a comparison of the outputs provided by LiABlock_3D with those obtained by Finite Element Analysis is presented and discussed as well.

A formulation for limit analysis of three-dimensional masonry structures modelled as rigid block assemblages is presented. A concave contact model is adopted for interfaces, using contact points located at the corners of the interface to represent interactions. A no-tension and non-associative frictional behaviour with limited compressive strength is considered for joints. The limit analysis problem is formulated as a second order cone programming problem (SOCP) and an iterative procedure is proposed to model crushing failure and to take into account non-associative frictional behaviour. Applications to numerical case studies are presented for validation. Finally, the accuracy and the computational efficiency of the proposed formulation are evaluated by a comparison with the results of a full scale experimental sub-assemblage of a masonry pier-spandrel system.

Summary In physical theory models, the hysteretic response of concentric braces is simulated by modelling the bracings with two nonlinear fibre-section beam–column elements connected together with an initial out-of-straightness imperfection (∆0). The width of such imperfection is the parameter governing the numerical prediction of the brace buckling. In this paper, the accuracy of different formulations of ∆0 is investigated and validated against monotonic and cyclic experimental results from literature carried out on different bracing configurations. Correlations and measures of scatter between the predicted response and experimental performance are evaluated. A statistical analysis on both X-braced and inverted-V-braced frames based on Monte Carlo simulation is presented and discussed for the following reasons: (a) in order to account for the dispersion of the nonlinear dynamic-evaluated seismic performance due to epistemic uncertainties associated with examined formulations for camber width and (b) to provide modelling correction factors of simulated interstorey drift demand. The analysis shows that the formulations used for ∆0 affect the drift demand, the collapse mechanism and have a noticeably impact on the seismic response parameters at collapse. In particular, inverted-V-braced frames are more influenced than X-braced configurations, because the prediction of brace–beam interaction is very sensitive to ∆0. Copyright © 2014 John Wiley & Sons, Ltd.

In this paper, a masonry system composed of a facade wall connected with two sidewalls and subjected to out-of-plane loading is investigated within the framework of three-dimensional limit analysis. Two different modeling approaches, namely macro and micro-block models, are adopted. A rigid-perfectly-plastic model with dry contact interfaces governed by Coulomb failure criterion is assumed for masonry walls with regular units and staggering (non-standard limit analysis). Three classes of failure modes are investigated, involving rocking, sliding, twisting failure and combinations of them. The macro-block model is based on the assumption that the failure involves a number of cracks which separate the structure into a few macro-blocks and all the possible relative motions among micro-blocks are concentrated along the cracks. Two limiting conditions for the ultimate load factor are kinematically computed by use of minimization routines. The micro-block model is based on a concave contact formulation in which contact points are located at the corners of interfaces, allowing failure modes involving opening and sliding to be simulated. An iterative solution procedure is used to solve the non-associative friction problem, with second order cone programming (SOCP) used to allow the conic yield function to be solved directly. Both models are validated against experimental outcomes from the literature. A parametric analysis is carried out in order to highlight the influence of each geometrical and mechanical parameter on the prevalence of a mechanism over the other. The presence of an unrestrained horizontal floor system with different orientations is also analyzed.

In this paper, a formulation for limit analysis of three-dimensional masonry structures discretized as rigid block assemblages interacting through no-tension and frictional contact interfaces is developed. Linear and piecewise linearized yield functions are used for rocking, sliding and torsion failure. A simple yield condition has been defined to take into account interaction effects of shear force with torsion and bending moment. Associative flow rules are considered for strain rates. On the basis of the developed governing equations, the limit analysis problem has been formulated as a nonlinear mathematical program. An iterative solution procedure based on linear programming is used to solve the limit analysis problem and to take into account nonlinearities due to the influence of bending moments and shear stresses on torsion strength. The results of experimental investigations on out-of-plane masonry walls constrained at one edge and different examples from literature were considered for validation. Comparison with existing formulations is carried out. �� 2013 Springer-Verlag Berlin Heidelberg.

This paper presents a macro-block model and a simplified procedure for the prediction of the collapse load and the failure mechanism of in-plane loaded masonry walls, with non-associative frictional contact interfaces. The macro-block modeling is based on the assumption that the failure involves a single crack where all the possible relative motions among micro-blocks are concentrated. Two limiting conditions for the ultimate load factor are kinematically computed in closed form, by use of minimization routines of limit analysis. The results are compared against micro-block modeling and other macro-block models through a few illustrative examples and a parametric analysis. The influence of the main mechanical and geometrical parameters, such as unit aspect, scale effect, overload and friction is also shown. ?????? 2013 Springer Science+Business Media Dordrecht.

A finite element analysis was carried out to assess the seismic behavior of Mustafa Pasha mosque in Skopje and the efficiency of a CFRP-based strengthening technique. The numerical models of the as-built and retrofitted mosque were calibrated and validated against the results of an extensive experimental investigation based on shaking table tests on a large-scale physical model. Linear dynamic and nonlinear static analyses were performed to design the retrofitting intervention and to analyze the seismic behavior of the large-scale model before and after strengthening. Experimental and numerical results were compared to assess the accuracy of the models. The formation of crack patterns observed on the large-scale model in the different phases of the testing program was analysed and the responses to lateral load were compared. Finally, the numerical models were used to predict the seismic behavior and the effectiveness of the retrofitting system on the full-scale prototype.

The results of an experimental study based on lap-shear tests on riveted connections are presented in this paper. Experimental specimens were manufactured with materials and techniques used in aged metal structures and different dimensions and configurations were considered. The results of the experimental investigation allowed the influence of various parameters on the response of the connections to be assessed, such as load eccentricity, variation in net area, plate width and number of rivets. The experimental results and predicted shear strengths were compared in order to evaluate the reliability of the provisions of EN 1993:1-8. On the basis of the results obtained, modifications are proposed to the design equations given by EN 1993:1-8 for the rivet shear strength and the ultimate resistance of the net cross-section.

The durability of metal structures is strongly influenced by damage due to atmospheric corrosion, whose control is a key aspect for design and maintenance of both new constructions and historical buildings. Nevertheless, only general provisions are given in European codes to prevent the effects of corrosion during the lifetime of metal structures. In particular, design guidelines such as Eurocode 3 do not provide models for the evaluation of corrosion depth that are able to predict the rate of thickness loss as a function of different influencing parameters. In this paper, the modeling approaches of atmospheric corrosion damage of metal structures, which are available in both ISO standards and the literature, are presented. A comparison among selected degradation models is shown in order to evaluate the possibility of developing a general approach to the evaluation of thickness loss due to corrosion.

To evaluate the seismic stability of Mustafa Pasha Mosque in Skopje strengthened by an advanced mixed technology, shaking table tests were carried out on a model in scale 1:6. The investigation was performed within the activities of the Sixth Framework Program PROHITECH – “Earthquake Protection of Historical Buildings by Reversible Mixed Technologies”. To define the effectiveness of the proposed strengthening the testing procedure consisted of two main phases: testing of the original model and testing of the strengthened model. The observed seismic behavior and damage during each phase of the testing program were analyzed on the basis of the obtained experimental results.

A wide experimental investigation on laser welded connections based on both lap-shear and tension tests was performed at the University of Naples. The aim of the study was to assess the possibility of using laser welding in innovative built-up cold-formed steel beams. The experimental programme was designed in order to evaluate the effects of different parameters on the strength and ultimate displacement of the selected connections. In particular, the influence of sheet thickness, gap, loading direction, weld shapes and zinc coating were analyzed. The results of the experimental tests were compared with the predicted resistance values according to Eurocode 3, with the aim of validating for laser welding the mechanical models provided for spot welds.

The results of a research project aimed at designing and development a built-up cold-formed steel beam assembled by laser welding are described in this paper. The research activity was concerned with the evaluation of the applicability of laser welded connections to cold-formed members and with the assessment of the load bearing capacity of the assembled beams. With this aim, both lap-shear and U-tension tests were carried out on laser welds in order to assess the influence on connection strength of different parameters such as the gap between the steel sheets and the zinc coating. Finally, the load bearing capacity of laser welded built-up cold-formed members was investigated by four-point bending tests. Four full-scale prototypes were manufactured with different spacings of connections along the flanges in order to evaluate the effects of weld configuration on the load bearing capacity.

A proper definition of the yield domains governing the frictional behaviour at contact interfaces is generally required to perform the limit analysis of 3D dry-jointed masonry block structures. However, the modelling of the actual behaviour of frictional contact interfaces under simultaneous normal and shear forces, torsion and bending moments is a topic still poorly studied, especially from the experimental point of view. In this paper the single contact interface of a system composed of two dry-jointed tuff blocks under different loading conditions is experimentally investigated. The programme includes several sets of tests based on different eccentricities of the vertical and horizontal loading implying pure strengths and interactions among shear, torsion and bending moments. The results of each set are then compared with those obtained by a recently proposed numerical model for 3D masonry block assemblages, based on the assumptions of infinite strength in compression, tension and shear for blocks and no-tension and frictional behaviour at their contact. The comparison is useful, on the one hand, as a further validation the efficacy of the previously proposed yield domains in order to be used in 3D limit analysis formulations and, on the other, to highlight which yield domains need to be better represented.

A 3D rigid body model is formulated to investigate the behaviour of masonry block structures subjected to foundation settlements. The structural model is an assemblage of rigid blocks which interact at contact interfaces. Contact forces are located at the vertices of interfaces and a no-tension and non-associative frictional behaviour with infinite compressive strength is considered for joints. The limit analysis problem is formulated as a mathematical programming problem and a computer program has been developed for applica-tions of the proposed procedure. The rigid block model has been validated against the results of experimental tests carried out on small scale panels, made of dry-jointed tuff blocks with dimensions of 200×100×50 mm. The bearing support system was designed so to induce a uniform settlement along a part of the panel. The comparison of numerical and experimental results was carried in terms of failure mechanism and distribution of base reactions at collapse. To evaluate the computational efficiency of the developed formulation, an ap-plication to a numerical case study of a 3D building with a large number of blocks and contact interfaces is also presented.

In this paper a variational formulation for dynamic analysis is adopted to investigate rock-ing behaviour of masonry block structures under lateral loads. The model is composed of rigid bodies interacting at potential contact points located at the vertexes of the block inter-faces. A no-tension and associative frictional behaviour with infinite compressive strength is assumed at contact interfaces. The contact dynamic problem is governed by equilibrium equations, which relate external, inertial and contact forces, and by kinematic equations, which ensure compatibility between contact displacement rates and block degrees of free-dom. Mathematical programming is used to solve the optimization problem arising from the formulation of the variational problem associated to dynamics of the block assemblages. To evaluate the accuracy and computational efficiency of the implemented formulation, a vali-dation study is presented for rigid blocks subjected to rocking behaviour under different ac-celeration pulse types and for an in-plane wall panel problem from the literature. A good agreement in terms of failure mechanism and response time histories was observed. The computational efficiency and the stability of the implemented procedure were found to be encouraging, thus suggesting that the proposed model may be used to model dynamic behav-iour of masonry block assemblages with a large number of rigid bodies.

This paper is concerned with the results of the vulnerability assessment of the iron roofing structures of the Umberto I Gallery in Naples. The study is performed considering both the damage caused by corrosive phenomena and the seismic risk. In particular, the evaluation of the seismic performance has been carried out by developing a three-dimensional finite element model of the structure and calculating the thickness loss due to corrosion on the basis of suitable damage curves.

Crucial to the limit analysis of 3D dry-jointed masonry block structures is a proper description of the constitutive laws that govern the frictional contact behavior. In this paper an extensive experimental investigation is carried out on a stack of two dry-jointed tuff blocks subjected to different loading conditions implying interactions among shear, torsion and bending moments. The results of each set are then compared with those obtained by the analytical model of two overlapped rigid blocks, under the assumptions of infinite compressive, shear and tensile strength for blocks and no-tension and frictional behavior at their contact. The non-linear yield functions are treated as piecewise linearizations in order to provide simplified expressions for mathematical programming in limit analysis formulations. Lastly, a simple example of 3D block assemblage with associative frictional contacts is analyzed using linear programming (LP) formulation to show the computational efficiency related to the developed yield functions.

An experimental study devoted to investigate the use of C-FRPs for repairing and strengthening lap shear hot-driven riveted connections is presented. Two set of tests were carried out: (i) double strap tests on both butt and lapped plates connected by C-FRP laminas; (ii) lap shear tests on riveted connections strengthened by C-FRP laminas. The efficacy of C-FRPs was assessed in terms of strength and ultimate displacement. An analytical model based on the component method for the prediction of the strengthened riveted connections was developed on the basis of the experimental outcomes. Finally, design criteria for the strengthening intervention based on the analytical and testing predictions are provided.

In this paper a rigid block model with cracking units and cohesive joints is developed for limit analysis of masonry structures using linear programming. The model is applicable to in-plane loaded unreinforced masonry block walls with regular textures and provides as output failure loads and collapse mechanisms. A simplified micro-modelling approach is adopted, based on the discretization of masonry units into triangular blocks separated by contact interfaces. Tensionless contact interfaces are used to model dry joints and cohesive contacts are introduced for mortar joints and internal unit interfaces. Failure modes at contact interfaces involve cracking, crushing and sliding. An iterative solution procedure is used to model non-associative flow rule in sliding and to take into account no-tension behaviour of cohesive joints in case of cracking. The modelling approach is validated and applied to different structural examples from the literature, including unconfined and confined masonry panels and a masonry beam. To show the accuracy of the proposed model and the improvement of the predicted response, the obtained results are compared with experimental tests and with the outcomes of standard rigid block models using a single block per masonry unit and tensionless interfaces.

This paper summarises the results of a numerical study on the non linear response of steel concentric braced frames under monotonic and cyclic loads, using force-based finite elements with section fibre discretisation. The first part of the study is addressed to analyse the single brace response. A parametric analysis was carried out and discussed to evaluate the accuracy of the model, examining the influence of the initial camber, the material modelling, the type of force-based element, the number of integration points and the number of fibers. The second part of the paper is concerned with the modelling issues of whole braced structures. The effectiveness of the modelling approach is verified against the nonlinear static and dynamic behaviour of different type of bracing configurations. The model sensitivity to brace-to-brace interaction and the capability of the model to mimic the response of complex bracing systems is analyzed. The influence of different approaches for modelling the inertia, the equivalent viscous damping and the brace hysteretic response on the overall structural response are also investigated. Finally, on the basis of the performed numerical study general modelling recommendations are proposed.

Nowadays, the construction sector is more and more oriented toward the promotion of sustainability in all its activities. The goal to achieve is the optimization of performances, over the whole life-cycle, with respect to environmental, economic and social requirements. According to the latest advances, the concept of sustainability applied to constructions covers a number of branches such as life-cycle costing, ecology, durability and even structural design. Several procedures and design tools have been implemented in the framework of international research. Indeed the current trend in civil engineering research is moving towards life-time engineering, with the aim to implement integrated methodologies to consider as a whole all the sustainability requirements according to time-dependent multi-performance-based design approaches. Following a general introduction of the concept of sustainability applied to constructions, this paper presents an overview of life-time engineering methodologies according to the current state-of-the-art. In particular the methods currently received by International Standards are discussed. A special focus is devoted to the durability design of metal structures with respect to the degradation phenomena able to impair the structural capacity over time. Finally a proposal towards an integrated approach to life-time engineering design of steel structures and needs for further advances are presented.

In this paper, we present a three-dimensional limit equilibrium analysis of an unreinforced brick masonry building. The structure under investigation is a one-room one-floor building that has been selected from a full-scale test carried out within the framework of a joint USA-Pakistan research project. The structural model of the building is an assemblage of rigid blocks, which interact through no-tension contact surfaces with Coulomb friction. A micro-modelling approach is adopted where each masonry unit is modelled as a rigid body. The underlying limit analysis formulation is based on the concave contact model, with contact forces located at the vertices of the interfaces. Iterative calculations are carried out to deal with the non-associative friction behaviour. The numerical analysis is carried out with the aid of a computer program that provides as output the failure load and the collapse mechanism. The comparison with experimental outcomes shows that the adopted formulation is capable to predict the actual behaviour of 3D masonry structures with a reasonable computational effort.

The assessment of masonry block structures under lateral loads can be efficiently carried out using computational limit analysis for the evaluation of the collapse load factor and the corresponding failure mechanism. In this study a formulation based on mathematical programming is presented to discuss the accu-racy and the computational efficiency of the proposed modeling approach. The formulation adopts a rigid body modeling approach and uses a concave model for contact interfaces, for which a no-tension and friction-al behaviour is assumed. That allows to formulate the limit analysis problem as a second order cone pro-gramming problem and to take into account non-associative behaviour under sliding failure by means of a simple iterative procedure to save CPU time. An application to a case study from the literature is presented and discussed also on the basis of the results of experimental investigation.

In this paper a service life assessment of an aged steel riveted railway bridge is presented. Nowadays, such bridges show structural deficiencies in the riveted connections due to the increased traffic demand, the current code requirements, the deterioration due to fatigue and corrosion. To this end, a life-cycle evaluation of structural performance over time is envisaged. The assessment of fatigue capacity is carried out considering the influence of variation of stress intensity related to the thickness loss by corrosion over time. The residual service life is assessed for several design scenarios, each defined as a combination of the maintenance performed during the service life, the train loads acting on the structure and the corrosion of bridge components, taking into account the fatigue and corrosion effects.

In this paper, the design procedure and construction phases of a post-formed timber grid-shell are described. For form-finding and verification of structural safety, two different numerical models were developed. A particle-springs system tool was used to get feed-backs on the allowable shape and element’s cross section without the use of scale models. The structural response and the different construction phases of the prototype were analyzed through finite element modelling, involving material and geometric non-linearities. The mechanical properties used in the modelling were derived from experimental investigation. To validate the formfinding procedure, a comparison of the results of numerical analysis and experimental outcomes is presented.

In this paper, a rigid block model with cracking units for the limit analysis of masonry structures is presented. A simplified micro-modelling approach is adopted, based on the discretization of the single masonry unit into multiple blocks separated by cohesive contacts. Failure modes, which may occur at mortar and mortar-unit interfaces as well as in the masonry unit itself, involve crushing, cracking and sliding. The modelling approach is validated against a literature case study of unconfined masonry panel, whose collapse mechanism involves cracking of units. To show the accuracy of the proposed modelling approach, the obtained results of the analysis are compared with experimental tests and with the outcomes of other modelling approaches used in the literature.