The masonry still one of the widespread construction system for low-rise residential buildings even for countries prone to seismic risk. Despite seismic design methods yet in use are force-based, in the last decades was highlighted as the differences in strength between two levels of damage is low, and therefore as the damage is better correlated to the displacement. Also, in recent years, has arose a widespread expectation for being able to control the damage based on the probability of occurrence of an earthquake or being able to base the design on different performance levels ("performance-based design"). In this context, considerable interest is growing regarding the application of these methods to the design of masonry structures. Many questions are still open and need to be studied more in detail. From the experimental results obtained by cyclic shear-compression tests on different types of masonry panels, an analytical model has been developed, that allows to reproduce the in-plane behavior of both the tested types: one is modern reinforced masonry and the other is traditional multi-leaf stone masonry. The developed model has been used to perform a wide number of dynamic analysis with the aim of studying the inelastic characteristics of the described types of masonry. The results of the analysis made it possible to define simple and reliable formulations for the application of displacement-based method to masonry structures. Finally, we studied the dynamic behavior of a large structure, through the finite element analysis, using a damage model that has been shown to be able to reproduce the response obtained from shaking table tests. This phase has the aims of validate the results obtained for stone masonry walls, and giving useful indication for the application of displacement-based method on multi-degree of freedom structures.

The assessment and the conservation of historical masonry structures are very challenging issues. According to the actual methodology, all the phases of the entire process of assessment require efforts and reciprocal comparison in order to understand reliably the structural behaviour and to design effective interventions. This thesis goes through such phases (anamnesis, diagnosis and treatment), introducing some innovations in each step and connecting the experimental experiences to models with the support of some real cases. Three techniques are developed about the knowledge phase, namely sonic test, flat jacks and dynamic identification. Deeper studies have been dedicated to vault systems by means of an extended experimental campaign with five full scale vaults tests and a reverse analysis to better understand the behaviour of structures and, at the same time, the limits of models. Sometime this comparison suggests a lack between model parameters and physical meaning due to modelling approaches (mesh, element type) and parameters (material properties and constitutive laws) and this gap may be fulfil by both local and global tests. From the experimental point of view this work presents a wide range of tests from the local to the global behaviour and varying among non-destructive, minor destructive and destructive tests. On the other hand for models, both linear and non-linear approaches have been adopted looking as well to local and global phenomena. Finally, about the deepest analysis on vaults even the scale of modelling was evaluated with the comparison between macro and meso-scale modelling. In this framework some proposal in kinematic analysis of strengthened vaults were provided. The work carried out allows therefore to compare traditional and more used tools for structural assessment purposes with real and measured experiences helping to validate the current methodology in the safety evaluation of existing buildings.

Protection of high-value building contents from seismic damage represents a worldwide challenging task. Artefacts, sophisticated medical and electrical equipment, high performance computer installations and other special contents have shown, in the last years, their high vulnerability both for high and moderate earthquakes. The lack of effective techniques, sufficiently developed for seismic risk mitigation of such objects, makes the seismic protection of contents a crucial issue. An effective means to provide this protection is seismic isolation. The isolation techniques to be used for the content are not a mere extension of the ones used for civil structures, although the basic theories and concepts of seismic isolation are the same. Indeed, the following technical peculiarities have to be considered: the contents have masses orders of magnitude smaller than those characteristic of civil structures and, secondly, they are often very vulnerable and are not able to withstand even small seismic actions. This thesis, that fits into this context, presents an innovative seismic isolation device for lightweight structures, named “RBRL” system, i.e. “Rolling-Ball Rubber-Layer”, and it is aimed at studying the dynamic behaviour of the system itself through numerical analyses and parametric experimentations, with the goals to get a sufficient comprehension of the system performance and its general numerical characterization. The device, invented by Alan Thomas at TARRC (“Tun Abdul Razach Research Centre”) comprises: a rolling-based bearing system, which allows any displacements in the horizontal plane; two rubber layers bonded to the steel tracks, which give an adequate damping to the rolling steel balls; some rubber springs, which ensure the recentering of the system through their elastic stiffness.

In this work, aspects concerning the behaviour of steel joints under combined actions are investigated. Adopting the philosophy of the component method the attention focused on the analysis of a basic component of the connection: the T-stub. Research works carried out in the recent past extensively investigated the T-stub response under tension, while no data are available for the T-stub's response under combined tension (N) and shear force (V). In the thesis experimental, numerical and theoretical studies on this topic are presented. The starting point is the experimental activity carried out at University of Trento on column T-stubs under different combinations of axial and shear force. The experimental outcomes strongly highlighted the influence of the loading conditions on the strength and deformation capacity of the T-stub. In a second phase 3D numerical models were developed and calibrated to reproduce the actual behaviour of the T-stubs. The numerical simulations were then extended to different specimen geometries to investigate the main geometrical parameters which could affect the T-stub response. On the basis of experimental and numerical data a theoretical model based on limit analysis was then developed. It allows predicting a simplified load-displacement curve of the T-stub under a generic combination of N and V. The results obtained from the analytical model seem to reproduce with sufficient accuracy the complex behaviour of the T-stub, allowing to appraise the elastic stiffness and the yield load.

The research activity is focused on the study of both the linear and nonlinear behaviour of light timber-frame shear-walls buildings (called Platform Frame); in the first part the analysis of the linear-elastic behaviour is presented, whereas in the second part the non-linear behaviour is considered. After a short introduction on the state of the art of timber buildings both from the constructive and from the legislative point of view, the linear-elastic behaviour of single timber shear-wall is presented. The analysis of a single timber shear-wall allows to develop an analytical equation and simplified numerical macro-model (called UniTn-Model) which are able to represent the behaviour of a wall both in terms of displacement capacity and, much more important, in terms of stiffness. In fact, the evaluation of the correct walls stiffness constitutes a fundamental step in the seismic analysis of the timber buildings. The later section is based on what stated about the single-wall and it deals firstly with the elastic behaviour of systems composed by single-storey coupled walls and then it analyses systems of multi-storey single-walls. Theses analyses highlighted the influence of the vertical loads on the external force distribution within the shear walls, as well as the changing of the system stiffness caused by the hold-downs state variation. Both these aspects allow to develop some analytical formulations through which the stiffness matrix of full-scale buildings can be determined. Three iterative methods for the application of the Modal Response Spectrum Analysis are also presented; the differences between the methods, from the computational point of view as well as from the analytical one, are emphasized by means of a case study. The second part illustrates the non-linear analysis of a single shear-wall in order to identify the influence of the base components features on the wall ductility, both from the qualitative and the quantitative point of view; the UniTn-Model is hence extended to the non-linear field. It is also determined that the contribution of the nail deformation is not dependent on the nails spacing but it is only dependent on the geometry ratio of the sheathing-panels themselves. This property, analytically determined, is demonstrated on the basis of numerical and experimental analyses, by means of some non-linear F.E.M. analysis and some ad-hoc laboratory tests respectively. In the following section, using what developed for the single shear-wall, the non-linear analysis of single and multi-storey full-scale buildings is performed. The analyses are performed in order to assess the ductility level achievable by the buildings varying the ductility of the base components as well as the failure mechanism. In order to get generalized results and provide reliable values of ductility for the constructive system analysed, a large set of non-linear analysis has been performed through the use of a Matlab code specifically developed. This allowed to determine the ductility level that light timber-frame buildings can reach and to propose a new set of values for the behaviour factor q to be used in the seismic design. In the last section the study of the applicability of the capacity design to the light timber-frame buildings is presented. This study assesses the conditions that make the capacity design physically feasible and economically viable in comparison to the elastic design. The analyses have been conducted by varying both the geometry of the buildings that the seismic force level.

Nowadays, infrastructures are of strategical importance for allowing communication between countries. Owing to its usefulness, the design and the maintenance of bridges, streets and tunnels, which represent the network, become a fundamental issue. In order to investigate the behaviour of infrastructures under different loads, such as gravity, seismic phenomena, thermal differences, and so on, appears essential a comprehensive experimental campaign on scaled and full-scale specimens. In particular, in order to guarantee the safety of citizens, the seismic response of infrastructures under an earthquake requires a careful evaluation of the level of damage of structural elements. In this thesis, typical case studies are considered, such as a concrete tunnel lining and a composite steel-concrete bridge. In the first part of the thesis, a typical concrete tunnel lining is analysed. In order to investigate the inelastic behaviour of a concrete circular tunnel, several tests were performed. In greater detail, the best Fiber Bragg Grating (FBG) package configuration was obtained by means of monotonic and cyclic tests on substructures. Based on these results, the resulting suitable configuration in a full-scale tunnel test was used to measure deformations with high accuracy. Cyclic test on the full-scale tunnel provided data on the damage of reinforcing concrete and the developing of plastic hinges. With the aim of providing information on the structural safety of a tunnel after an earthquake, a damage index was calculated. In this respect, a nonlinear fiber F.E. model in the OpenSEES environmental was developed. This model calculated the stress in terms of bending moment in concrete sections with the use of experimental curvatures measured by FBGs system. Finally, the damage evolution in the concrete tunnel was reported and commented. In the second part of this thesis, a composite steel-concrete short-medium span bridge is treated. The innovation was the application of the PEER Performance-Based Earthquake Engineering (PBEE) to this type of bridge. Moreover, the use of the Hot-rolled (HRS) steel to manufacture I-girder beams has become an innovation in civil infrastructures in Europe, as much as the use of transversal concrete cross-beams (CCBs) to connect spans. With reference to the hazard selected, a suitable case study was chosen. With the aim of understanding the most critical and stressed parts of the case study, preliminary elastic shell and stick models were developed. After the identification of interesting parts, half-scale subassembly specimens were designed and built. Several quasi-static tests, both monotonic and cyclic, were carried out with the objective of exploring global and local mechanisms in the section owing to low-cycle fatigue phenomena. To detect damage in the connection detail, a refined F.E. model in ABAQUS was developed. Fragility curve parameters of the damage's interest quantities were obtained by fitting experimental and numerical data by means of the Maximum Likelihood Estimation method. The results and the numerical model could be ready for the application of the Performance-Based Earthquake Engineering tool, in which decision variables, such as repair costs, downtime, human life loss and lane closures, were taken into consideration in order to increase the confidence in the design for both engineer and owner's viewpoint.

The land-use and cover changes are the major causes of the biodiversity loss. This is particularly true in the contexts of Alpine valley floor, where increasing human-driven pressures affect remnant habitats and fragile ecosystems. To pursue biodiversity conservation, aiming environmentally sustainable development, spatial planning should maintain landscape ecological functions in order to guarantee the habitats and supporting processes for as many species as possible. Besides, planners as well as other stakeholders involved in land-use changes need value-based information or at least information easily obtainable that provides clear insights on the ecological consequences of these land-use changes. Currently, the assessments of the ecological impact of project or plan proposals have several shortcomings. Spatial planning often disregards the different biodiversity components, just focused on species richness of protected areas. Most of landscapeoriented indices fails especially in providing an understanding of disruptive changes of ecological processes. A former project, to which I contributed, was meant to provide an assessment of biodiversity assets for the Trento Province (northern Italy) in order to support environmental decision by a decision support system: the Information System of Ecological Value, or Sistema Informativo della Sensibilità Ambientale (SISA). This has been furnishing to planners value-based information, through a reliable and transparent evaluation, based on expert judgments, but this has some limitations for contexts of the valley floor and concerning ecological processes. The attempt to solve the above mentioned shortcomings and the SISA limitations fostered the motivation behind this study. To this end, a methodology for ecological assessment was proposed. The overall objective is to support land-use planning towards development of ecologically sustainable landscapes. In particular, the ecological assessment concerns the main processes supporting local biodiversity in human dominated and fragmented landscapes: habitat functioning and functional connectivity. The study has focused on one specific environmental context, i.e. the landscapes of the Alpine valley floor. A secondary objective of the study was to develop a decision support system easily applicable by environmental agency officers or planners. This means requiring as few data as possible in order to permit reliable evaluation of planning ecological consequences even in the cases where poor data sets are available. These objectives were pursued through the following steps and intermediate objectives: a) Review the current studies on ecological/biodiversity impact assessment applications, in order to identify the shortcomings and key-issues that need to be addressed (chapter 2). b) Description of the relevant characteristics of targeted environment. In this study the chosen environment was Alpine valley floor, showing it requires urgent attention regarding biodiversity conservation (chapter 3). c) Development of a methodology for the assessment of landscape ecological functioning, attempting to overcome the literature limitations reported from literature review (chapter 4) d) Application of the proposed methodology on a case study within Alpine valler floor, to test the applicability and usefulness of the proposal (chapter 5 and 6). The study derived the main theoretical foundation from landscape ecology; in particular, the main theoretical references were meta-population and spatial graph theory. The proposed approach starts by acknowledging that patches of habitats are open or constrained by landscape barriers and interact with others throughout habitat networks. The evaluation approach relies on a dynamic, rather than a static, interpretation of ecosystems and living communities, by considering spatial attributes of habitat functioning. This is meant to include more components of biodiversity, rather than simple species number. Thus, different ecosystems could have been valued not only by the presence of species, but also by the virtue of the processes acting in the landscape and sustaining them. The assessment framework involves three nested levels, each characterized by its own objects and properties, according to the complexity of hierarchical systems. The quality of each object depends on the quality of nearby objects at the same level and on the quality of upper-level (or lower-level) objects. This enables to evaluate “emergent properties†of a landscape; consequently allows assessing cumulative impacts on habitat functioning due to land-use changes, as shown in the case of master plans’ mosaic for study area. The overall habitat loss resulted larger than that resulted by summation of single habitat losses. The connectivity analyses include both structural and functional characteristics, using barrier effect and spatial graph concepts. Besides the distances, the species response to landscape features and finer-scale movement decisions are considered. The spatial graph of connectivity allows evaluating importance of patches by their contribution to overall connectivity. Thus, it permits to visualize remnant possible paths for species dispersal in highly fragmented areas. Moreover, the spatial-graph based approach allows assessing indirect impacts due to fragmentation. Since the loss of a habitatnode may affect not only nearby habitats but even the functioning of the whole habitat network, it is possible to scan the impacts “spreading†along the habitat networks. The methodology output consists in a GIS-layer and rule sets hierarchically structured in a geodatabase. Once a land use changes, by performing the rule sets is possible update all related information providing assessment for land-use change scenarios (i.e. planning or project proposal). The qualitative multi-attribute evaluation, proposed at the end of methodology procedure, performs a clear separation between prediction and assessment of impacts, according to guidelines for environmental impact assessment. This evaluation is meant to translate species-specific assessments into ecological relevance values. This makes the proposed methodology suitable for EIA applications and consequently may support the same environmental decision targeted by the SISA project.

The Seismic Performance Analysis of Bridges (SPAB) constitutes one of the biggest challenges for structural and civil engineers. In fact, the handling of these design problems requires a deep knowledge of structural behavior and a huge expertise with numerical and analytical tools necessary to perform advanced Finite Element (FE) simulations including dynamic and probabilistic aspects. Within the scope of SPAB, this thesis proposes the analysis of complex bridges assisted by the profitable well-known method of Dynamic ubstructuring (DS), advanced model updating strategies, fully probabilistic approaches and innovative time integration algorithms. SPAB includes the evaluation of several nonlinear behaviors inside the structural components and the quantification of benefits generated by safety systems such as isolation devices. As a result, in order to highlight the main advantages of a well designed isolation system, most of the cases analyzed include the comparison between non isolated and isolated configurations. In greater detail, four different bridges have been analyzed and will be presented in this thesis. First, the Rio Torto highway viaduct, an existing Reinforced Concrete (RC) viaduct on the A1 Italian highway between Florence and Bologna. The structure has been investigated at the laboratory of the Joint Research Center in Ispra (VA) by means of Hybrid Simulations (HSs). The set of 1 : 2.5 scaled substructures included two RC frame piers and the isolation system. The critical issues of the structure due to the complexity of the geometry and the awfulness was the presence of poor seismic details characterized by plain steel rebars. Owing to lack in knowledge for this type of rebars, tests were needed to analyze the seismic response in the as built configuration and to evaluate the effectiveness of a seismic retrofitting designed with a traditional Concave Sliding Bearings (CSBs) system. Then, a typical RC bridge with an innovative prototype of Concave Sliding Bearing (CSB) has been tested at the EUCENTRE Tress Laboratory in Pavia (PV) through HSs. The set of Physical Substructures (PSs) included a 1 : 2 scaled RC box section pier and a full-scale CSB. The prototype was characterized by an asymptotic relation between friction coefficient and load rate. All the benefits of the DS were exhibited during the test; in fact, to exploit the actual potentiality of the isolation system, even with the low speed of the test, the restoring force coming from the CSB was numerically corrected at each time step. Furthermore, a short-medium span Steel Concrete Composite Bridge made with Hot rolled I-girders (SCCBH) has been investigated. The SCCBH is an example of structural optimization; in fact, it combines both economic and functional benefits deriving from the reduction of in site works, e.g. welding, and short construction time. In particular, The novelties were threefold: i) the testing of a novel connection between a steel I-girder and a Concrete Cross Beam (CCB); ii) the development of a novel mechanical model for this connections; iii) the application of the Performance Based Earthquake Engineering (PBEE) to SCCBH. The experimental campaign has been performed on six 1 : 2 scaled substructures, representing a deck subassembly, tested in both longitudinal and transverse loading directions. Finally, a simulation-based reliability assessment of a complex cable-stayed foot/cyclic bridge located close to the sea and equipped with dynamic viscous dampers was performed. The scope was to investigate the benefits of Circular Hollow Section (CHS) structural members for this type of structure when erected in an aggressive environment. A FE model of the structure has been validated, and then used to perform a probabilistic time dependent analysis. Therefore, two corrosion models, i.e. general and localized, capable of evaluating the reduced load bearing section were implemented; and appropriate probability distribution functions were assigned to input model parameters to evaluate the response of the facility during its service life. As a result, the time dependent probabilities of failure have been evaluated and compared with the codes prescriptions.

The main aim of this research work was to deepen the understanding of the mechanical behaviour of timber-to-timber composite (TTC) floors with incomplete interaction in order to develop, design and test high performance solutions. Several types and arrangements of connections and different timber products, made from both softwood and hardwood species, were considered for the realisation of diaphragms suitable for a wide range of structural applications. An original assembly procedure, developed at the University of Trento, was adopted in the optimization process of these technical solutions. Such innovative procedure allows the designers to pre-stress and camber composite timber elements by simply relying on screw type connectors. The experimental tests presented in this thesis positively contributed to the calibration and validation of this assembly technique, confirming the method applicability. The test results were consistent with the numerical and analytical models, in terms of uplifts, stress levels and overall mechanical performance. The benefits from adopting the above-mentioned procedure appeared to be persistent over time, as the result of an experimental test where four composite specimens, 5.4 m long, were loaded out-of-plane and subjected to continuous monitoring under controlled environmental conditions for a period of two years. The research program was organized into two phases. The first phase was dedicated to the study of alternative strategies for retrofit interventions on timber diaphragms in historical heritage buildings. An extensive experimental campaign on the out-of-plane behaviour of the retrofitted diaphragms was performed in order to evaluate the effectiveness of the different techniques analysed. Specifically, hybrid solutions that coupled the reduced weight of softwood elements with the strength of hardwood components by means of different types of fasteners, were compared with “more common†timber-to-timber strengthening techniques. A large number of tests, covering fourteen configurations obtained by changing fasteners type, fastener arrangement and timber products, were performed to maximize the performance (cost/effectiveness) of the retrofit techniques. Test outcomes included characterization of stiffness, strength, static ductility and residual strength of the connection systems as well. The second phase of the program was devoted to the development of solutions for newly constructed diaphragms, either for new building applications or replacement of damaged/inadequate existing floors. The second phase research work included the design and testing of prefabricated timber-to-timber composite floor modules to be assembled by using laminated veneer lumber (LVL) made of beech wood. Full scale tests were performed on 6 m long and 10 m long modules, respectively designed for residential areas and offices. In addition to the full-scale testing of the modules, the connection system optimization was performed by referring to different types of test protocols, including both push-out and pull-out testing.

The thesis investigates the seismic behaviour of moment resisting joint in timber structures. The problem is analyzed starting from the single connector to get the understanding of seismic response of a complete frame structure. The design of earthquake resistant timber structures requires a deep knowledge of the mechanical behaviour of the structure as a whole and of its single component elements, especially for what concerns ductility and energy dissipation capability. In many timber structures, the ability to absorb kinetic energy and to attenuate effects of large amplitude ground motions is strongly dependent on energy dissipation associated with plastic deformation of metal parts in mechanical connections. The first part of the thesis illustrates some recent researches on timber joints assembled with traditional and innovative dowel type connectors. Experimental results are presented in terms of force-displacement relationship for specimens tested under monotonic procedure, or in terms of hysteretic diagrams for specimens tested under cyclic procedure. The goal is to find out some quantitative values from the experimental data, in order to characterize the ductility and dissipation capability of timber joints, taking into account the definition proposed by Standards for the design of earthquake resistant structures. The last chapters of the thesis present an analytical - numerical - experimental study aimed at the characterization of beam – to – column moment resisting joint behaviour. Through theoretical analysis it is possible to define a model able to describe the mechanical behaviour of tested moment resisting joint in terms of moment – rotation curve. The primary experiments are static and cyclic deformation tests on large timber moment connections. According to the standards, and applying the analytical model it is possible to obtain a reliable prediction of the resistance mechanism of each tested joint, but also to correct values of initial stiffness, maximum slip capability, reduction of resistance under fully reversed loading cycles and energy dissipation capacity. The mechanical characterization of the joint enables the implementation of a finite element model, aimed at predicting the seismical behaviour of wood multi-storey frames. The pushover analysis, performed through the FEM model, enables to assess the behaviour factors for frames built using the different typology of joint studied within the thesis.