Papers by Antonio De Luca
Journal of Engineering Mechanics, 2004
The equation of motion of linear dynamic systems with viscoelastic memory is usually expressed in... more The equation of motion of linear dynamic systems with viscoelastic memory is usually expressed in a integrodifferential form, and its numerical solution is computationally heavy. In two recent papers, the writers suggested that the system memory be accounted for through the introduction of a number of additional internal variables. Following this approach, the motion of the system is governed by a set of first-order, linear differential equations, whose solution is quite easy. In this paper, the approach is extended to single-degree-offreedom systems subjected to random, nonstationary excitation. The equations governing the time variation of the second-order statistics are derived, and an effective step-by-step solution procedure is proposed. Numerical example shows the accuracy of the procedure for white and nonwhite excitations.
CRC Press, Jun 2, 2008
In this paper the behaviour of masonry church buildings under seismic actions is examined and dis... more In this paper the behaviour of masonry church buildings under seismic actions is examined and discussed. For this purpose, ten basilica churches are analyzed through a "two steps" procedure. In the first step each building is analyzed in the linear range with 3D finite element models, in order to determine the static and dynamic properties. Subsequently the complex 3D structure is decomposed in its constituting macro-elements, and each macro-element is analyzed in the non-linear range up to collapse in order to determine its horizontal capacity. The results of the first step (strength demand) and second step (strength capacity) are then compared with the purpose of assessing the level of safety/vulnerability of the global structures and of each macro-element.
In this paper the behaviour of masonry church buildings under seismic actions is examined and dis... more In this paper the behaviour of masonry church buildings under seismic actions is examined and discussed. For this purpose, ten basilica churches are analyzed through a "two steps" procedure. In the first step each building is analyzed in the linear range with 3D finite element models, in order to determine the static and dynamic properties. Subsequently the complex 3D structure is decomposed in its constituting macro-elements, and each macro-element is analyzed in the non-linear range up to collapse in order to determine its horizontal capacity. The results of the first step (strength demand) and second step (strength capacity) are then compared with the purpose of assessing the level of safety/vulnerability of the global structures and of each macro-element.
Wondermasonry 4 - Workshop on Design for Rehabilitation of Masonry Structures, 2012
ANIDIS 2017 - L'ingegneria sismica in Italia, 2017
XVI Convegno Nazionale L’INGEGNERIA SISMICA - ANIDIS 2015, 2015
WIT Transactions on the Built Environment, 1970
In this paper the strength and deformation capacity of the main structural elements of a basilica... more In this paper the strength and deformation capacity of the main structural elements of a basilica church are studied via static nonlinear analysis. In particular, the nave arcades, the cross section at the triumphal arch and the end wall of chancel are analysed through FEM, using the general purpose software program ABAQUS. The push-over analyses performed on the main structural elements of the church provide useful information on the non-linear behaviour, the stress pattern, the collapse mode and the ultimate strength. These information are particularly valuable since the structural schemes herein analysed are very repetitive within basilica type churches, which represent a large portion of the Italian cultural heritage. The results, in terms of ultimate loads, have been compared with the collapse loads obtained through the application of the limit analysis. This comparison has allowed to demonstrate the capacity of ABAQUS code to provide reliable results and to investigate on the ...
WIT Transactions on the Built Environment, 1970
In this paper a church building characterised by a basilica plan is investigated for deriving ind... more In this paper a church building characterised by a basilica plan is investigated for deriving indications on its vulnerability to seismic actions. Linear analysis of the fiill 3D model of the complex structural system is carried out through FEM in the static and dynamic case. The results of the analysis in terms of elastic demand on the different 2D elements identified in the 3D model and constituting the church are then compared to the ultimate capacity of the single 2D elements. The effect of a frequently used upgrading procedure consisting in the insertion of rigid diaphragms at different levels is also investigated. The results of the study, applicable to this specific case study, but somehow extendable to other basilica type churches characterised by similar global structural properties, confirm the susceptibility of these buildings to extensive damage and possibly to collapse, and therefore the need of upgrading interventions. The insertion of rigid diaphragms has not proved t...
Institute of International Education, Fulbright Coilliilission which awarded the "Fulbright Schol... more Institute of International Education, Fulbright Coilliilission which awarded the "Fulbright Scholarship" and to the American Embassy, which awarded the "Italian Student Loan Corporation" loan. The staff of Fritz Engineering Laboratory is acknowledged for its support throughout this investigation. Thanks to Mr. R. N. Sopko, who provided the pictures, to Mr.
Connections in Steel Structures III, 1996
Web angle connections are usually categorized as a type of pinned connection whose moment resisti... more Web angle connections are usually categorized as a type of pinned connection whose moment resisting capacity is assumed negligible. Hence, there is a lack of experimental data in regard to the moment-rotation behavior of this type of connection. Experimental databases for top-and-seat angle connections are more readily available in the literature. However, experimental tests of nominally identical connections are very limited. Also, most experimental studies on steel connections focus on the elastic behavior up to the yield point. This paper presents 36 experimental tests on the full-range actiondeformation behavior of top-and-seat angle connections (18 tests) and web angle connections (18 tests). The joints were subjected to three loading conditions, i.e. bending only, combined bending and compression, and combined bending and tension. To investigate the full-range joint behavior, tests were conducted well into the post-ultimate range to complete failure including fracture. Nominally identical tests were conducted to investigate the uncertainties in joint properties, providing statistical models for joint properties and behavior. The full-range action-deformation test results for each group of tests are reported in this paper. A digital image correlation (DIC) system was used to monitor the deformation of critical components. Images captured during experiments were processed using Dantec software to generate the time-based deformation indices, which can be used to calibrate/validate finite element (FE) models. By comparing the experimental ultimate moment capacity and the design moment capacity based on Eurocode 3, it was found that the moment resisting capacities of top-and-seat angle connections are underestimated in Eurocode 3. The test results also indicate that the moment capacity of web angle connection is non-negligible.
Advances in Steel Structures (ICASS '99), 1999
Publisher Summary This chapter focuses on an experimental program on welded beam-to-column connec... more Publisher Summary This chapter focuses on an experimental program on welded beam-to-column connections aimed at evaluating the effect of the column dimensions and panel zone design on the cyclic behavior, ultimate strength, and deformation capacity of the welded connections, varying the applied loading history. A total of 18 beam-to-column fully welded joints are designed, fabricated, and tested up to failure under different loading histories. The specimens, made of S235 JR steel, are T-shaped beam-column subassemblages, consisting of a 1000 mm long beam and 1800 mm long column. In the three types of specimens—respectively appointed as BCC5, BCC6, and BCC8–the beam cross-section is the same, while the column cross-section is varied, being respectively HE160B for the BCC5 series, HE200B for the BCC6 series, and HE240B for the BCC8 series. The basic monotonic stress-strain curve and the mechanical properties of the specimen steel components are determined through coupon-tension tests. The values of the total rotation capacity, in the increasing amplitude test, reach 0.064 rad for the BCC5 specimen, 0.053 rad for the BCC6 specimen, and 0.046 rad for the BCC8 specimen. These values correspond to low values of beam plastic rotations, respectively, equal to 0.0057, 0.0175, and 0.0242 rad for the three specimens, thus confirming that large rotations can be experienced due to the column web panel deformations.
Proc. 3rd International Seminar …, 2001
ABSTRACT: In this paper, starting form a single case study, a contribution to the problem of mode... more ABSTRACT: In this paper, starting form a single case study, a contribution to the problem of modelling and analysis of churches under seismic action is provided. For this purpose, a basilica type church, the San Giovanni a Mare church, located in the historic centre of ...
Journal of Engineering Mechanics, 2003
A dynamic system with memory is a system for which knowledge of the equations of motion, together... more A dynamic system with memory is a system for which knowledge of the equations of motion, together with the state at a given time instant t 0 is insufficient to predict the evolution of the state at time instants tϾt 0. To calculate the response of systems with memory starting from an initial time instant t 0 , complete knowledge of the history of the system for tϽt 0 is needed. This is because the state vector does not contain all the information necessary to fully characterize the state of the system, i.e., the state vector of the system is not complete. In this paper, a state space formulation of viscoelastic systems with memory is proposed, which overcomes the concept of memory by enlarging the state vector with a number of internal variables that bear the information about the previous history of the system. The number of these additional internal variables is in some cases finite, in other cases, it would need to be infinite, and an approximated model has to be used with a finite number of internal variables. First a state space representation of the generalized Maxwell model is shown, then a new state space model is presented in which the relaxation function is approximated with Laguerre polynomials. The accuracy of the two models is shown through numerical examples.
Journal of Constructional Steel Research, 2012
ABSTRACT The paper deals with the problem of evaluation of the panel zone (PZ) shear strength in ... more ABSTRACT The paper deals with the problem of evaluation of the panel zone (PZ) shear strength in beam-to-column connection. To this aim, the mechanical behaviour of the PZ and the European and American code provisions for the design of PZ are examined and critically discussed. Non-linear FEM analyses and experimental tests carried out on beam-to-column steel connections are also provided and compared with both European and American practices.Both numerical and experimental results have shown a good agreement with the American provisions. On the contrary, some drawbacks are identified in the application of European provisions, which cause overestimation of the PZ shear strength of about 50–60%. These differences could cause invalidation of the capacity design approach to the steel moment resisting frames, which in the case of European provisions should lead to strong panel zone, where the possibility of PZ yielding is precluded. Therefore, an improvement to the European code provisions is suggested in order to better evaluate the PZ shear strength.
Protection of Historical Buildings Proceedings of the International Conference on Protection of Historical Buildings Prohitech 09 Rome Italy 21 24 June 2009 Prohitech 09 Vol 2 2009 Isbn 978 0 415 55805 1 Pags 1121 1126, 2009
Procedia Structural Integrity
Procedia Structural Integrity
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Papers by Antonio De Luca