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Structural damage detection is an important issue in conservation. In this research, principal component analysis (PCA) has been applied to the temporal variation of modal frequencies obtained from a dynamic test of a scaled steel structure subjected to different damages and different temperatures. PCA has been applied in order to reduce, as much as possible, the number of variables involved in the problem of structural damage detection. The aim of the PCA study is to determine the minimum number of principal components necessary to explain all the modal frequency variation. Three estimators have been studied: T2 (the square of the vector norm of the projection in the principal component plan), Q (the square of the norm of the residual vector), and the variance explained. In the study, the results related to the undamaged structure needed one principal component to explain the modal frequency variation. However, the high damage configurations need five principal components to explain the modal frequency. The T2 and Q estimators have been arranged in order of increasing damage for all the performed experimental tests. The results indicate that these estimators could be useful to detect damage and to distinguish among a range of intensities of structural damage. This research has been partially funded by the Spanish Research Agency (AEI) of the Spanish Ministry of Science and Innovation (MICIN) through project with reference: PID2020-117374RB-I00/AEI/10.13039/501100011033.

El aislamiento de base es una técnica de protección sismorresistente para edificaciones, con un uso exitoso y amplio a nivel mundial. En Colombia actualmente existen algunos edificios que incorporan esta técnica, los cuales fueron diseñados bajo los requisitos de normativas americanas vigentes en la época, como ASCE 7-10. Dicha normativa ha sido recientemente actualizada a su versión 2016, con importantes cambios técnicos respecto a su predecesora. ASCE 7-16 incorpora resultados de las investigaciones más recientes en cuanto a aislamiento sísmico se refiere, por ende las futuras edificaciones que emplean esta técnica y que sean diseñadas y construidas en el país deberían seguir dicho documento. Es por todo lo anterior que en el presente trabajo se evidencia la necesidad de hacer un análisis de la nueva filosofía de diseño para edificaciones con aislamiento de base y discutir su aplicabilidad en el país.

Les metodologies clàssiques per estimar l'amenaça sísmica es basen principalment en informació estadística sobre els registres històrics de terratrèmols. Des de mitjan segle passat, gràcies al desenvolupament de la xarxa global d'acceleròmetres, s'ha començat a disposar de valuosa informació sobre els moviments en superfície produïts pels terratrèmols. Malgrat això, la diversa quantitat i qualitat de la informació sobre els terratrèmols anteriors i posteriors a la xarxa sísmica global suggereix que alguns sismes han afectat seriosament regions amb una classificació relativament baixa de risc. En general, no es pot assegurar que existeixi un lloc al planeta que es pugui considerar amb risc nul davant terratrèmols. En aquest sentit, el nivell de dany físic dels edificis és una mesura bàsica per estimar el risc sísmic en entorns urbans. Per caracteritzar la vulnerabilitat d'aquestes estructures, els mètodes basats en l'índex de vulnerabilitat i l'espectre de capacitat són les eines més utilitzades per avaluar des d'una perspectiva probabilista. No obstant això, les eines numèriques més exhaustives que existeixen per caracteritzar el risc sísmic tenen la seva base en l'anàlisi dinàmic no lineal. D'acord amb l'anterior, el present treball s'ha centrat en quantificar el risc sísmic a Buenos Aires, ciutat les edificacions de la qual han estat projectades en la seva gran majoria sense tenir en compte consideracions sísmiques. Per això, l'ADNL serà utilitzat des d'una perspectiva probabilista que permeti incorporar una sèrie d'incerteses relacionades amb estructures pertanyents a entorns urbans, particularment, Buenos Aires. Per això, es modelitzaran una sèrie d'edificis de formigó armat (RC), típics de la zona. Els resultats obtinguts a partir del present estudi podran servir per quantificar, prevenir, gestionar i garantir la reducció del risc sísmic, aconseguint així ciutats més resilients i sostenibles. Las metodologías clásicas para estimar la amenaza sísmica se basan principalmente en información estadística sobre los registros históricos de terremotos. Desde mediados del siglo pasado, gracias al desarrollo de la red global de acelerógrafos, se empieza a disponer de valiosa información sobre los movimientos en superficie producidos por los terremotos. A pesar de ello, la diversa cantidad y calidad de la información sobre los terremotos anteriores y posteriores a la red sísmica global sugiere que algunos sismos han afectado seriamente regiones con una clasificación relativamente baja de riesgo. En general, no se puede asegurar que exista un lugar en el planeta que se pueda considerar con riesgo nulo ante terremotos. En ese sentido, el nivel de daño físico de los edificios es una medida básica para estimar el riesgo sísmico en entornos urbanos. Para caracterizar la vulnerabilidad de estas estructuras, los métodos basados en el índice de vulnerabilidad y el espectro de capacidad son las herramientas más utilizadas para evaluar desde una perspectiva probabilista. No obstante, las herramientas numéricas más exhaustivas que existen para caracterizar el riesgo sísmico tienen su base en el análisis dinámico no lineal. En línea con lo anterior, el presente trabajo se ha enfocado en cuantificar el riesgo sísmico en Buenos Aires, ciudad cuyas edificaciones han sido proyectadas en su gran mayoría sin tener en cuenta consideraciones sísmicas. Para esto, el ADNL será usado desde una perspectiva probabilista que permita incorporar una serie de incertidumbres relacionadas con estructuras pertenecientes a entornos urbanos, particularmente, Buenos Aires. Para esto, se modelizarán una serie de edificios de hormigón armado (RC), típicos de la zona. Los resultados obtenidos a partir del presente estudio podrán servir para cuantificar, prevenir, gestionar y garantizar la reducción del riesgo sísmico, logrando así ciudades más resilientes y sostenibles. Traditional approaches to assessing seismic hazards primarily depend on statistical data from historical earthquake records. Since the mid-20th century, the establishment of the global accelerometer network has provided valuable insights into surface movements resulting from earthquakes. However, the varying quantity and quality of information on earthquakes prior to and following the creation of the global seismic network indicate that some seismic events have had severe consequences in areas with relatively low risk classifications. Generally, it is impossible to guarantee that any location on Earth is entirely free from earthquake risk. In this context, the extent of physical damage to buildings serves as a fundamental metric for evaluating seismic risk in urban settings. To assess the vulnerability of these structures, methods employing the vulnerability index and capacity spectrum are the most prevalent tools for probabilistic evaluation. Nonetheless, the most thorough numerical tools for characterizing seismic risk are rooted in nonlinear dynamic analysis (NLDA). Consistent with the above, the current study aims to quantify the seismic risk in Buenos Aires, a city where most buildings have been constructed without taking seismic factors into account. To accomplish this, NLDA will be utilized from a probabilistic standpoint, enabling the integration of diverse uncertainties associated with structures in urban contexts, particularly in Buenos Aires. Consequently, a selection of reinforced concrete (RC) buildings characteristic of the region will be modeled. The findings of this study will contribute to the quantification, prevention, management, and mitigation of seismic risk, ultimately fostering more resilient and sustainable cities.

During strong earthquakes, structural damage usually occurs, resulting in a degradation of the overall stiffness of the affected structures. This degradation produces a modification in the dynamic properties of the structures, for instance, in the fundamental period of vibration (T1). Hence, the variation of T1 could be used as an indicator of seismic structural damage. In this article, a seismic damage assessment in four generic typologies of steel buildings was carried focused on verifying the variation of T1. To do so, several seismic damage states were calculated using the maximum inter-story drift ratio, MIDR, and following the Risk-UE guidelines. Then, a series of probabilistic nonlinear static analyses was implemented using Monte Carlo simulations. The probabilistic approach allows one to vary the main mechanical properties of the buildings, thus analyzing in this research 4000 buildings (1000 building samples for each of the four generic typologies). The variation of T1 was estimated using the capacity spectrum, and it was related to the MIDR for each damage state. As a main result of this study, the expected variation of T1 for several damage states is provided. Finally, a proposal for a seismic damage preventive “semaphore” and fragility curves are presented. These results may be useful as parameters or criteria in the evaluation of on-site structural monitoring for steel buildings.

Els murs estructurals de formigó armat (HA) són un sistema comú de resistència a les forces laterals en edificis a regions d'alta perillositat sísmica. Una fracció important d‟aquests edificis va ser dissenyada abans de l‟aplicació de codis sísmics moderns i/o ja ha suportat un terratrèmol important. En aquest context, s'han desenvolupat mètodes d'avaluació basats en exercici per a edificis i s'han inclòs en normes àmpliament utilitzades, com ho són ASCE/SEI 41-17 i EN 1998-3. Els procediments no lineals per a murs d'HA d'ambdues normes tenen un enfocament semblant. Classifiquen els murs en controlats per flexió o controlats per tallant, depenent del mecanisme de fallada esperada. El compliment dels objectius de desenvolupament savalua mitjançant límits de deformació. Tot i això, les seves formulacions difereixen significativament. Aquest treball consisteix en un estudi comparatiu dels mètodes d'avaluació sísmica no lineal per a murs de HA a ASCE/SEI 41-17 i EN 1998-3. Es van seleccionar de la literatura murs en voladís que van ser assajats sota càrregues laterals cícliques i es van avaluar utilitzant tots dos procediments. Els resultats obtinguts es van comparar entre si i amb la resposta dels murs segons les dades experimentals. Ambdós procediments calen a l'hora de predir el tipus de comportament no lineal que presentarà un mur determinat. Per als murs controlats per flexió, tots dos mètodes donen resultats similars quant als límits d'acompliment. En murs controlats per tallant, els resultats difereixen i la capacitat de deformació no sol descriure's amb exactitud. També es va fer un estudi paramètric per identificar la sensibilitat dels procediments no lineals a variacions en paràmetres característics d'un mur d'HA. Els resultats van mostrar que algunes definicions en els mètodes davaluació poden conduir a resultats contraintuïtius. Los muros estructurales de hormigón armado (HA) son un sistema común de resistencia a las fuerzas laterales en edificios en regiones de alta peligrosidad sísmica. Una fracción importante de estos edificios fue diseñada antes de la aplicación de códigos sísmicos modernos y/o ya ha soportado un terremoto importante. En este contexto, se han desarrollado métodos de evaluación basados en desempeño para edificios y se han incluido en normas ampliamente utilizadas, como lo son ASCE/SEI 41-17 y EN 1998-3. Los procedimientos no lineales para muros de HA de ambas normas tienen un enfoque similar. Clasifican los muros en controlados por flexión o controlados por cortante, dependiendo del mecanismo de fallo esperado. El cumplimiento de los objetivos de desempeño se evalúa mediante límites de deformación. Sin embargo, sus formulaciones difieren significativamente. El presente trabajo consiste en un estudio comparativo de los métodos de evaluación sísmica no lineal para muros de HA en ASCE/SEI 41-17 y EN 1998-3. Se seleccionaron de la literatura muros en voladizo que fueron ensayados bajo cargas laterales cíclicas y se evaluaron utilizando ambos procedimientos. Los resultados obtenidos se compararon entre sí y con la respuesta de los muros de acuerdo a los datos experimentales. Ambos procedimientos son precisos a la hora de predecir el tipo de comportamiento no lineal que presentará un muro determinado. Para los muros controlados por flexión, ambos métodos arrojan resultados similares en cuanto a los límites de desempeño. En muros controlados por cortante, los resultados difieren y la capacidad de deformación no suele describirse con exactitud. También se realizó un estudio paramétrico para identificar la sensibilidad de los procedimientos no lineales a variaciones en parámetros característicos de un muro de HA. Los resultados mostraron que algunas definiciones en los métodos de evaluación pueden conducir a resultados contraintuitivos. Reinforced concrete (RC) structural walls are a common lateral force resisting system for buildings in regions of high seismic hazard. A significant fraction of these buildings was designed prior to the implementation of modern seismic codes and/or have already endured a strong earthquake and their performance in a future seismic event might be affected. In that context, performance‑based evaluation methods for buildings have been developed and included in widely‑used standards such as the ASCE/SEI 41-17 and the EN 1998-3. The nonlinear procedures for RC walls from both standards have an similar approach. They classify walls in flexure-controlled or shear-controlled, depending on the expected failure mechanism. Compliance with performance objectives is then evaluated by defined deformation limits, computed in terms of hinge rotation, lateral drift or chord rotation. However, formulations for the acceptance limits differ significantly. The present work consists on a comparative study of the nonlinear seismic evaluation methods for RC walls in ASCE/SEI 41-17 and EN 1998-3. Cantilever walls that were tested under cycling lateral loading were selected from the literature and evaluated using both procedures. Results obtained —namely, backbone curves and deformation limits— were compared between each other and with the response of the walls according to the experimental data. For flexure-controlled walls, both methods yield similar results in terms of performance limits. For walls with shear-governing behavior, outcomes differ and deformation capacity is often not accurately described. A parametric study was carried out as well to identify the sensitivity of the nonlinear procedures to variations in characteristic parameters of a RC wall. Results showed that some definitions within the evaluation methods can lead to counterintuitive outcomes. The ASCE/SEI 41‑17 method turned out to be slightly more sensitive to the selected parameters’ variability.

Outgoing

Several methodologies for assessing seismic risk extract information from the statistical relationship between the intensity of ground motions and the structural response. The first group is represented by intensity measures (IMs) whilst the latter by engineering demand parameters (EDPs). The higher the correlation between them, the lesser the uncertainty in estimating seismic damage in structures. In general, IMs are composed by either a single (scalar-based IMs) or a group of features of both the ground motion and the structure (vector-valued IMs); the latter category provides higher efficiency to explain EDPs when compared to the first one. This paper explores how to find new vector-valued IMs, which are highly correlated with EDPs, by means of multi-regression analysis. To do so, probabilistic nonlinear dynamic analyses have been performed by considering a seven-story reinforced concrete building as a testbed. At a first stage, 30 scalar-based IMs have been correlated with 4 EDPs (i.e., 120 groups of IM-EDP pairs have been studied). Afterwards, the structural responses have been classified as elastic, inelastic and a combination of both. It has been analyzed how efficiency behaves when making these classifications. Then, 435 vector-valued IMs have been created to enhance the predictability of the scalar EDPs (i.e., 1740 groups of IM-EDP pairs have been analyzed). Again, the most efficient IMs have been identified. Sufficiency, which is another statistical property desired in IMs, has also been examined. Results show that the efficiency and sufficiency to predict the structural response increase when considering vector-valued IMs. This sophistication has important consequences in terms of design or assessment of civil structures. This research has been partially funded by the European Regional Development Fund (ERDF) of the European Union (EU), through project with reference EFA158/16/POCRISC (INTERREG/POCTEFA. EU) and by the Spanish Research Agency (AEI) of the Spanish Ministry of Science and Innovation (MICIN) through project with reference: PID2020-117374RB-I00/AEI/10.13039/501100011033. The support of these institutions is highly recognized and acknowledged. Yeudy F. Vargas-Alzate has been granted an Individual Fellowship (IF) in the research grant program of the Marie Sklodowska-Curie Actions (MSCA), European Union/European (H2020-MSCA-IF-2017) No 799553. This author is deeply grateful to this institution.

Ground motion is categorized into near fault zone and across fault zone where impulsive component is included. The impulsive component usually causes larger damage than that by far-fault ground motion. To build a Benchmark model platform for cable-stayed bridges across-fault region for comparative analysis, the paper proposes a way combining the finite fault source model. In the paper, the finite fault source model was conducted based on the site Qiongshan earthquake. After the geological structural parameters were determined, forward modeling of near site earthquake was carried out, and the observation points were obtained using numerical simulation. Then, the analysis results were compared with the pulse characteristic parameters of similar grade of recording ground motion. Additionally, the ground motion near-fault region was analyzed to validate the finite fault source model. The authors are indebted to research funding provided by the National Key R&D Program of China (2017YFC1500603), and to the Spanish Ministry of Economy and Competitiveness and FEDER funds for the funding provided through the research project BIA2017-86811-C2-1-R.

All earthquakes throughout history have taught us that damage to non-structural elements and content has serious repercussions on the direct economic cost of damage and functionality. In essential buildings such as hospitals, rapid functional recovery is essential to safeguard the lives of the occupants and the injured who arrive after the earthquake. This study presents the detailed evaluation of the functional recovery of a RC seismically isolated 8 story hospital building located in an area of high seismicity. The study is carried out using the probabilistic analytical framework F-Rec, which has been recently proposed in the literature for the evaluation of the functional recovery of buildings after an earthquake. This framework complements the FEMA P-58 performance evaluation methodology allowing a complete and detailed evaluation of post-earthquake functionality, duration of damage and the path of functional recovery, considering structural and non-structural elements and content. In this study, a non-linear model of the building is created in OpenSees and the seismic response is studied for three hazard scenarios, Service Level Earthquake (SLE), Design Based Earthquake (DBE) and Maximum Considered Earthquake (MCE). Based on the results of the non-linear analyses, the damage losses are calculated using the FEMA P-58 tool, while the building recovery process is evaluated using the F-Rec framework. The efficient functional recovery time and route are analyzed for each scenario. The results show that the F-Rec framework is a viable tool for the evaluation of the post-earthquake functionality of isolated hospital buildings, but that there is a need to develop specific fragility and recovery curves for medical equipment.

Unreinforced existing masonry buildings, located in many historical urban centres, present specific construction characteristics that can have a significant impact on their seismic performance. As these structures are often designed considering only gravity loads before the introduction of seismic codes, they are commonly found to be particularly vulnerable to seismic actions. This work investigates the seismic performance of representative existing masonry buildings located in the Eixample district of Barcelona, Spain. These buildings are characterised by several common structural features, allowing grouping them into building typologies characterised by a similar structural response. The results of a building taxonomy of the specific district manifest the existence of two structural typologies related with the load-bearing system: one with load-bearing slender masonry walls throughout the whole height and a second hybrid one with steel beams and cast-iron columns on the ground floor and unreinforced masonry walls in the upper ones. The second typology is very common because it allows for large open space at the ground floor level, commonly used for commercial or administrative facilities. The drawback of this hybrid structural system is its reduced seismic performance, as the slender piers at the ground floor facilitate the development of a soft-storey mechanism. The main objective of this paper is to evaluate the seismic vulnerability of a typical hybrid building system composed by steel frames on the ground floor and unreinforced masonry at the upper floors. The seismic assessment and the identification of the collapse mechanism of this building typology have been carried out using the Finite Element Method. Seismic loading has been simulated through non-linear static (pushover) analyses in two main directions (parallel and perpendicular to the façades). The results of the numerical analysis allow a better understanding of the seismic performance of hybrid steel-masonry building typologies. This work is part of an ongoing research devoted to a large-scale seismic vulnerability assessment of the most representative building typologies of the Eixample district. The authors gratefully acknowledge the financial support from the Ministry of Science, Innovation and Universities (MCIU) of the Spanish Government, the State Agency of Research (AEI) and the European Regional Development Fund (ERDF) through the SEVERUS project (Multilevel evaluation of seismic vulnerability and risk mitigation of masonry buildings in resilient historical urban centres, ref. num. RTI2018-099589-B-I00). The support from Secretaria d’Universitats i Investigació de la Generalitat de Catalunya through a pre-doctoral grant awarded to the first author is also gratefully acknowledged. Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.4 - Redoblar els esforços per a protegir i salvaguardar el patrimoni cultural i natural del món Objectius de Desenvolupament Sostenible::13 - Acció per al Clima Objectius de Desenvolupament Sostenible::13 - Acció per al Clima::13.1 - Enfortir la resiliència i la capacitat d’adaptació als riscos relacionats amb el clima i els desastres naturals a tots els països

The type of floor system has a decisive role in the seismic performance of unreinforced masonry buildings. The in-plane stiffness of the floors has to be adequately represented in the numerical modelling of existing buildings, as it can influence their seismic capacity. This paper investigates the seismic behaviour of one-way arch floor systems composed of steel or timber beams, and ceramic tile vaults. The main objective of the research is to provide a numerical procedure for the simplified modelling of jack arch floor systems in the seismic assessment of unreinforced masonry buildings. The presented approach aims to provide values for the orthotropic properties of simplified floor models composed of elastic 2D shell elements. The orthotropic elastic properties are computed and calibrated by means of comparisons with detailed 3D nonlinear models of the floors. The case study is a multi-storey existing masonry building of the historical “Eixample” district in Barcelona, which includes one-way arch floor systems. The Finite Element Method has been used for the numerical simulation of the seismic performance through nonlinear static (pushover) analyses. The results of the study contribute to a better understanding of the effect of the behaviour of one-way floors with steel or timber beams and tile vaults on the seismic response of masonry buildings. This work provides indicative values for the proper modelling of these particular floor slabs. The proposed methodology is also applicable to the numerical simulation of any other one-way floor system. The authors gratefully acknowledge the financial support from the Ministry of Science, Innovation and Universities of the Spanish Government (MCIU), the State Agency of Research (AEI), as well as that of the ERDF (European Regional Development Fund) through the project SEVERUS (Multilevel evaluation of seismic vulnerability and risk mitigation of masonry buildings in resilient historical urban centres, ref. num. RTI2018-099589-B-I00). The first author gratefully acknowledges the AGAUR agency of the Generalitat de Catalunya for the financial support of her predoctoral grant. Peer Reviewed Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.4 - Redoblar els esforços per a protegir i salvaguardar el patrimoni cultural i natural del món Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.5 - Per a 2030, reduir de forma significativa el nombre de morts causades per desastres, inclosos els relacio­nats amb l’aigua, i de persones afectades per aquests, i reduir substancialment les pèrdues econòmiques directes causades per desastres relacionades amb el producte interior brut mundial, fent un èmfasi especial en la protecció de les persones pobres i de les persones en situacions de vulnerabilitat Objectius de Desenvolupament Sostenible::13 - Acció per al Clima Objectius de Desenvolupament Sostenible::13 - Acció per al Clima::13.1 - Enfortir la resiliència i la capacitat d’adaptació als riscos relacionats amb el clima i els desastres naturals a tots els països Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles

This paper presents a simulation-based method to evaluate the seismic performance of RC walls with lap splices. Computational analyses are conducted using a recent implementation of the nonlinear truss model. The uniaxial steel law used in the truss model is modified to account for lap-splice failure of vertical bars using a simple tensile strain criterion. Performance evaluation is conducted using a novel method that employs strain limits associated to damage in concrete and steel. The computational models and strain-based evaluation method are verified with experimental data from tests on wall components with lap splices at their base. Truss models are shown to accurately capture the force-displacement response and failures observed in these tests. The proposed evaluation approach allows for consideration of the post-yield capacity of lap-spliced bars, and the strain-based limits are shown to be consistent with the strength and stiffness deterioration of the walls. The study presented in this paper was supported by the National Institute of Standards and Technology (NIST) under award No. 70NANB19H060. Any opinions and findings presented in this paper are those of the authors alone, and do not necessarily reflect the opinions of the sponsor.

Non Linear Dynamic Analysis (NLDA) is increasing its popularity not only for research but also for the Performance-Based Design (PBD) and analysis of actual buildings. The standards and codes offer guidance and minimum requirements to perform NLDA, however, many aspects are open to expert judgement and such is the case of the input ground motions choice. In the Eurocode 8 (EC8), for example, a set of ground motions, artificial or recorded, can be selected and scaled so that their response spectra approximately characterise the desired target spectrum, and for this purpose, the spectral matching techniques are becoming more popular. This study aims to assess the influence of energy-related parameters, such as the significant duration (𝐷��𝐷��𝑎��𝑎��5−95) and Arias Intensity (𝐼��𝐼��𝑎��𝑎��) of spectrally matched records, on the NLDA damage results in terms of the well-known Park and Ang damage index. Particularly, variations in the damage of a real building were studied using a set of four different seismic records spectrally matched to several EC8 design spectra. The results show significant differences in the damage produced by the spectrally equivalent records. Records with larger energy input lead to greater damage compared to the shorter and less energetic records. It is concluded that the energy-related features of the input records might have more impact on the structural damage than the acceleration-related ones. This research has been partially funded by the Spanish Research Agency (AEI) of the Spanish Ministry of Science and Innovation (MICIN) through project with reference: PID2020-117374RB-I00/AEI/10.13039/501100011033, and by the European Regional Development Fund (ERDF) of the European Union (EU) through project with reference EFA158/16/POCRISC (INTERREG/POCTEFA. EU).

Ecuador es un país con alta amenaza sísmica por su ubicación cercana a la zona de subducción de la Placa de Nazca con la Placa sudamericana y la presencia de fallas geológicas activas. La práctica constructiva y la normativa vigente permiten el empleo de sistemas estructurales en concreto armado de columnas con vigas banda (wide-beam, conocidos en España como vigas planas) con factores de reducción de resistencia sísmica R de 5 para su diseño. A esta tipología estructural se adicionan tabiques de mampostería, con unidades tubulares huecas, tanto de hormigón como arcilla, sin aislarla de la estructura principal, empleándose en edificaciones de mediana altura. Estas tipologías tienden a ser flexibles con altas derivas, condición que la norma ecuatoriana lo favorece, y han resultado tener un pobre desempeño sísmico en sismos pasados. El objetivo primordial de este trabajo es evaluar numéricamente la capacidad estructural del edificio existente de pórticos con vigas banda para futuras líneas de investigación encaminadas a proponer estrategias de rehabilitación. Para dicho propósito se plantean dos modelos numéricos de la estructura: uno para la estructura desnuda y otro para la estructura con la influencia de tabiques de mampostería de relleno. Seguidamente se verifica si, dentro de los métodos de análisis lineales y análisis de empuje incremental (“push-over”), las acciones de demanda sísmica son inferiores a la resistencia de sus elementos y el cálculo de la curva de capacidad, respectivamente. Se identifican los elementos estructurales que fallarían ante sismos normativos. De los resultados de los análisis mostrados del edificio evaluado se refleja un inadecuado comportamiento sísmico para el sismo de diseño. Como conclusiones se tiene que, al realizar el control de derivas al edificio, si bien el modelo 1 sobrepasa el límite normativo, el modelo 2 si lo cumple, pero no en cuanto a resistencia de sus componentes primarios como columnas y vigas; además que al realizar el análisis estático no lineal la curva de capacidad no arroja resultados satisfactorios por tanto se le puede calificar como vulnerable.

Les recerques sobre l'exposició de les dones a diversos tipus de perills naturals han demostrat que la desigualtat de gènere pot augmentar el seu risc de veure's afectades negativament. Per exemple, als països en desenvolupament, les persones que viuen per sota del llindar de la pobresa són les més exposades als perills naturals; el setanta per cent de la població mundial que viu en aquesta condició són dones. A més, moltes d'elles són mestresses de casa que s'encarreguen de les tasques domèstiques i de la criança dels fills, la qual cosa els obliga a romandre a casa durant més temps, augmentant el risc de veure's afectades per fenòmens naturals catastròfics. Això es deu al fet que els seus habitatges no estan construïdes amb els requisits mínims de resistència sísmica per a suportar un terratrèmol, la qual cosa les fa vulnerables al col·lapse. Per aquestes raons, aquest estudi busca estimar les conseqüències de la desigualtat de gènere després d'un esdeveniment sísmic catastròfic per a les cinc regions més importants de Colòmbia. Per a això, es va determinar el temps que passen les dones i els homes dins de les seves llars, utilitzant l'enquesta d'ús del temps del Departament Administratiu Nacional d'Estadística (*DANE) de 2017. Al seu torn, es va estimar l'exposició i la perillositat sísmica dels habitatges de maçoneria no reforçada (*URMM), que comunament es troben en zones de baixos ingressos de les ciutats colombianes. Amb base en aquesta informació i mitjançant la realització de models probabilístics en els quals és necessari obtenir parells de punts *IM-EDP, caracteritzats per una regressió no lineal, es podran obtenir corbes de fragilitat per a diferents estats de mal. A partir d'aquestes dades *IM-EDP, es va implementar la metodologia *Hazus 99 per a estimar el nombre d'afectats discriminats per gènere. Les previsions mostren que, en cas de catàstrofe sísmica, les dones tenen més probabilitats de veure's afectades negativament que els homes. Las investigaciones sobre la exposición de las mujeres a diversos tipos de peligros naturales han demostrado que la desigualdad de género puede aumentar su riesgo de verse afectadas negativamente. Por ejemplo, en los países en desarrollo, las personas que viven por debajo del umbral de la pobreza son las más expuestas a los peligros naturales; el setenta por ciento de la población mundial que vive en esta condición son mujeres. Además, muchas de ellas son amas de casa que se encargan de las tareas domésticas y de la crianza de los hijos, lo que les obliga a permanecer en casa durante más tiempo, aumentando el riesgo de verse afectadas por fenómenos naturales catastróficos. Esto se debe a que sus viviendas no están construidas con los requisitos mínimos de resistencia sísmica para soportar un terremoto, lo que las hace vulnerables al colapso. Por estas razones, este estudio busca estimar las consecuencias de la desigualdad de género tras un evento sísmico catastrófico para las cinco regiones más importantes de Colombia. Para ello, se determinó el tiempo que pasan las mujeres y los hombres dentro de sus hogares, utilizando la encuesta de uso del tiempo del Departamento Administrativo Nacional de Estadística (DANE) de 2017. A su vez, se estimó la exposición y la peligrosidad sísmica de las viviendas de mampostería no reforzada (URMM), que comúnmente se encuentran en zonas de bajos ingresos de las ciudades colombianas. Con base en esta información y mediante la realización de modelos probabilísticos en los que es necesario obtener pares de puntos IM-EDP, caracterizados por una regresión no lineal, se podrán obtener curvas de fragilidad para diferentes estados de daño. A partir de estos datos IM-EDP, se implementó la metodología Hazus 99 para estimar el número de afectados discriminados por género. Las previsiones muestran que, en caso de catástrofe sísmica, las mujeres tienen más probabilidades de verse afectadas negativamente que los hombres. Research on women's exposure to various types of natural hazards has shown that gender inequality can increase their risk of being adversely affected. For example, in developing countries, people living below the poverty line are the most exposed to natural hazards; seventy percent of the global population living in this condition are women. In addition, many of them are housewives who are responsible for household chores and raising children, which means that they must stay indoors for longer periods of time, increasing the risk of being affected by catastrophic natural events. This is due to the fact that their homes are not built with the minimum seismic-resistant requirements to withstand an earthquake, making them vulnerable to collapse. For these reasons, this thesis seeks to estimate the consequences of gender inequality after a catastrophic seismic event for the five most important regions of Colombia. To do this, the time spent by women and men inside their homes was determined, using the 2017 National Administrative Department of Statistics (DANE) survey on time use. In turn, the exposure and seismic hazard of unreinforced masonry dwellings (URMM), which are commonly found in low-income areas of Colombian cities, was estimated. Based on this information and by performing probabilistic models in which it is necessary to obtain IM-EDP point pairs, characterized by a non-linear regression, will allow obtaining fragility curves for different states of damage. From these IM-EDP data, the Hazus 99 methodology was implemented to estimate the number of affected people discriminated by gender. The forecasts show that, in the event of a seismic catastrophe, women are more likely to be negatively affected than men.

Una matriz tipológica de edificios (BTM, Building Typology Matrix) agrupa, en un conjunto de clases de edificios predefinidos, los edificios con sistemas estructurales y características de comportamiento similares, siendo un aspecto muy importante en los métodos de evaluación de la vulnerabilidad y el daño sísmico esperado. A partir de dicha matriz se pueden desarrollar modelos de predicción de daños y pérdidas para los tipos de edificios modelo que representan las características promedio de la población total de edificios dentro de cada clase. El objetivo de este trabajo es definir la BTM de la zona transfronteriza entre Francia, Andorra y España del proyecto “POr una Cultura común del RIesgo Sísmico” (EFA158/16/POCRISC). En base a la opinión de expertos y a las BTM de proyectos anteriores (Risk-UE, ISARD y SISPyr), se han definido 30 tipologías, proporcionando su descripción, código (según la nomenclatura Risk-UE), rango de alturas, rango de índices de vulnerabilidad y su correspondencia con: las tipologías definidas en Risk-UE y las clases de vulnerabilidad de las escalas EMS-98 y MSK. Esta información es de gran utilidad para la evaluación de la vulnerabilidad y predicción de daños en la zona POCRISC. Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles

A simplified procedure is developed to consider the azimuthal orientation of buildings when estimating seismic risk. Two square-plan reinforced concrete building models are considered as a testbed, one with similar and one with dissimilar properties along the two principal horizontal axes. The fragility of both structures is analysed using a set of ground motion records rotated to multiple incidence angles to develop orientation-dependent fragility functions. It has been observed that, re-orienting all records so that these structures have the same azimuth vis-à-vis the corresponding epicentre leads to significant differences compared to assuming random orientations. Additional results stemming from single-degree-of-freedom oscillators further confirm such findings, showing a dependence to the proximity to the faults and the level of dissimilarity in the principal horizontal axes of the structure. The end results point to a non-negligible bias in assessment studies when a structure's orientation with respect to governing rupture scenarios is not taken into account. It is shown that the median of fragility curves calculated for un-rotated incidence angles can be bias-corrected through shifted by an amount that depends on the azimuthal orientation and level of axes-dissimilarity of structures. Yeudy F. Vargas-Alzate has been granted an Individual Fellowship (IF) in the research grant program of the Marie Sklodowska-Curie Actions (MSCA), European Union/European (H2020-MSCA-IF-2017) No 799553. This author is deeply grateful to this institution.

Recent works have assessed the capability of deep neural networks of estimating the epicentral source region of a seismic event from a single-station three-channel signal. In all the cases, the geographical partitioning is performed by automatic tessellation algorithms such as the Voronoi decomposition. This paper evaluates the hypothesis that the source region estimation accuracy is significantly increased if the geographical partitioning is performed considering the regional geological characteristics such as the tectonic plate boundaries. Also, it raises the transformation of the training data to increase the accuracy of the predictive model based on a Projected Coordinate Reference (PCR) System. A deep convolutional neural network (CNN) is applied over the data recorded by the broadband stations of the Venezuelan Foundation of Seismological Research (FUNVISIS) in the region of 9.5 to 11.5ºN and 67.0 to 69.0ºW between April 2018 and April 2019. In order to estimate the epicentral source region of a detected event, several geographical tessellations provided by seismologists from the area are employed. These tessellations, with different number of partitions, consider the fault systems of the study region (San Sebastián, La Victoria and Morón fault systems). The results are compared to the ones obtained with automatic partitioning performed by the k-means algorithm. This work is partially supported by the Spanish Ministry of Economy and Competitivity under contract TIN2015-65316-P, by the Spanish Ministry of Science and Innovation under contract PID2019-107255GB-C22, and by the SGR programmes (2014-SGR-1051 and 2017-SGR-962) of the Catalan Government and has received funding from the European Union’s Horizon 2020 research and innovation programme under the Marie Sklodowska-Curie grant agreement No 777778 (MATHROCKS).

An experimental study on the effects strain penetration on the lateral performance of reinforced concrete columns is presented. Two cantilever columns with a diameter of 610 mm and an aspect ratio of 5.5 were tested under quasi-static cyclic loading. The specimens were nominally identical except for the anchorage of the column longitudinal steel in the adjacent footing. The first column had straight bar anchorages, while the second column had headed bars which were partially debonded along the footing to increase the effects of strain penetration and alleviate tensile strains in vertical steel. Optical deformation techniques were employed to monitor bar slip and base rotations during testing. Both columns presented a ductile response and failed by rupture of the vertical bars. The base rotation in the column with fully-bonded straight bars accounted for 25% to 35% of the total drift. In the column with partially-debonded headed bars, bar slip at the base of the column was more than doubled and base rotations accounted for 40% to 60% of the total drift. Partial debonding also resulted in more limited concrete damage and a larger deformation capacity. Experimental observations are complemented with nonlinear finite element analysis of the tests.

Adjusting to architectonic and urbanistic constraints in dense cities frequently require plan irregularities in structures. One recurrent case is the combination of a frame in the façade, to allow parking access, with structural walls in other perimeter axes, for drift control. In long plan buildings, this creates large eccentricities between the mass and stiffness centres. In this paper, we propose one solution that increases the stiffness of the façade frame, without affecting its functionality. The concept consists on creating vertical elements in the inner spans of the intermittent stories, producing a Vierendeel-effect in the frame. The feasibility to improve the seismic performance is investigated through non-linear models. The stiffened frame reduces the distance between the centres of stiffness and mass. The possible variation of the failure mode is discussed, and recommendations for the capacity design of the façade frame are given. It is found that the additional vertical element does not contribute in the gravity load system, so it should not be considered as an intermittent column irregularity. The concept is applied to a 10-storey plan-irregular building, with hypothetical location in Lima (Perú), and its seismic performance is assessed. Compared to the solution with the standard frame, the maximum floor displacement was reduced up to 30%. The dominant period of vibration was reduced up to 15%. The recommended capacity-design condition allowed ductile behaviour without local collapse for demands larger than the MCE. The authors acknowledge support of the Spanish State Research Agency and the European Funds for Regional Development, through the research project RTI2018-097314-BC21. Peer Reviewed Objectius de Desenvolupament Sostenible::1 - Fi de la Pobresa::1.5 - Per a 2030, fomentar la resiliència de les persones pobres i aquelles que es troben en situacions vulnerables, i reduir-ne l’exposició i vulnerabilitat als fenòmens extrems relacionats amb el clima, així com altres crisis i des­astres econòmics, socials i ambientals Objectius de Desenvolupament Sostenible::1 - Fi de la Pobresa Objectius de Desenvolupament Sostenible::9 - Indústria, Innovació i Infraestructura Objectius de Desenvolupament Sostenible::9 - Indústria, Innovació i Infraestructura::9.1 - Desenvolupar infraestructures fiables, sostenibles, resilients i de qualitat, incloent infraestructures regionals i transfrontereres, per tal de donar suport al desenvolupament econòmic i al benestar humà, amb especial atenció a l’accés assequible i equitatiu per a totes les persones Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.1 - Per a 2030, assegurar l’accés de totes les persones a habitatges i a serveis bàsics adequats, segurs i assequibles, i millorar els barris marginal Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.5 - Per a 2030, reduir de forma significativa el nombre de morts causades per desastres, inclosos els relacio­nats amb l’aigua, i de persones afectades per aquests, i reduir substancialment les pèrdues econòmiques directes causades per desastres relacionades amb el producte interior brut mundial, fent un èmfasi especial en la protecció de les persones pobres i de les persones en situacions de vulnerabilitat

En esta comunicación se resume una guía para la evaluación de la vulnerabilidad sísmica de edificios esenciales, elaborada en el marco del proyecto EFA158/16/POCRISC. La guía incluye los antecedentes, los métodos de primer nivel (LM1), el método de segundo nivel (LM2), y el método de nivel avanzado (LMa), que se basa en el análisis dinámico. En el LM1, la acción se define por la intensidad macrosísmica y el edificio mediante índices de vulnerabilidad. En el LM2, la acción se define por el espectro de respuesta y el edificio por su espectro de capacidad y, en el LMa, la acción se define mediante acelerogramas y el edificio mediante modelos estructurales. Para un escenario específico los métodos permiten conocer las probabilidades de que se excedan determinados niveles o estados de daño en función de la severidad de la acción. La guía también aborda aspectos relacionados con la vulnerabilidad funcional y con la fragilidad social, cultural y económica.

Cultural heritage buildings are prone to failures when subjected to seismic events, and recent earthquakes worldwide resulted in many losses of these buildings. Therefore, there is a need for methodologies for assessing their seismic safety that should be based on enough knowledge of the building. Here, dynamic investigation by dynamic identification testing and dynamic monitoring increase significantly the level of knowledge about the assessed building. The dynamic identification tests give global information about the dynamic properties like natural frequencies that are useful in calibrating and updating a numerical model of the building that could be used in the seismic safety evaluation. Dynamic monitoring gives the dynamic properties’ evolution in time and may be used as an early warning tool able to send alarms when meaningful changes in dynamic properties are observed. This chapter gives some considerations on the different investigation activities of dynamic identification, dynamic monitoring, numerical model updating, and seismic safety assessment of cultural heritage buildings. As an application, the case study of the historic Mallorca cathedral is discussed. This study has been carried out within the context of the project “New Integrated Knowledge-based Approaches to the Protection of Cultural Heritage from Earthquake-Induced Risk-NIKER” sponsored by the European Commission (Grant Agreement No. 244123), which is gratefully acknowledged.

Base isolation solutions are efficient alternatives for seismic protection of buildings and for enhancing resilient capacity. Currently, seismic isolation is focused principally on the critical infrastructure of public health, transportation, education, etc. Despite these considerations, the current worldwide implementation of this technology is still insufficient. A crucial step to be taken into the promotion of any earthquake-resistant construction technique is the development of design codes that, although being inspired in the major international regulations, account for the local seismic effects, among other factors. With the aim of assisting code developers, this work analyzes and compares the code requirements for seismic base isolation in Japan, China, Russia, Italy, USA, and Chile. Two prototype seismically isolated hospital buildings located in high and medium seismicity zones (Los Angeles and New Mexico, respectively) were analyzed and designed with the examined codes. It is concluded that there are high differences among some of their requirements even though the technology used is the same.

A five-story reinforced concrete building severely damaged during the Mw 5.1, May 11th 2011, Lorca earthquake (Murcia, Spain), has been monitored with an interferometric radar and has been numerically modelled with the aim to study the evolution of the structural damage. An initial non-damaged and a final damaged configuration of the building after the earthquake have been modelled first. Radar measurements helped to calibrate the models. Four intermediate models, with damage configurations representing four steps of cumulative damage of the building facing the earthquake, have been built based on the information related to the building seismic damage included in a technical report. The objectives were to obtain calibrated numerical models, to perform a modal analysis, to calculate the capacity curve, and to study the evolution of the natural periods and the strength capacity of the building within each damage configuration representing the incremental damage process. Results show that a growth of 20% in the values of natural periods and reductions of 50% in the capacity lead the building over the severe damage state threshold. The interferometric radar is a suitable remote sensing technique to identify, in a rapid screening, the natural periods of mid and tall damaged buildings. This research has been partially funded by the Spanish Research Agency (AEI) of the Spanish Ministry of Science and Innovation (MICIN) through project with reference: PID2020-117374RB-I00/AEI/10.13039/501100011033, and by the European Regional Development Fund (ERDF) of the European Union (EU) through project with reference EFA158/16/POCRISC (INTERREG/POCTEFA. EU). Esteban Cabrera, sponsored by the University of Azuay (UDA), obtained a scholarship from the Ministry of Higher Education, Science and Technology, SENESCYT, Government of Ecuador, for doctoral studies in the Earthquake Engineering program at UPC-Barcelona-Tech. Yeudy F. Vargas-Alzate has been granted an Individual Fellowship (IF) in the research grants program of the Marie Sklodowska-Curie Actions (MSCA) of the European Union/European (H2020-MSCA-IF-2017) No 799553.

Seismic protection devices such as energy dissipators have been used in structures for many years. However, it has not been until the last years that computers allowed assessing the full advantages of these devices in large structures by means of nonlinear dynamic analysis. Previous analysis/design techniques for these devices were based on simplified linear approaches such as considering an equivalent increment to the global damping. In this paper we evaluate the performance of the Shear Link Bozzo (SLB) seismic dissipators of two real high-rise buildings, located in a seismic prone area. In the first case study we compare the performance of the bare structure to a similar protection but using Buckle Restrained Braces and the bare structure. In the second case study, we show that a potential rebar optimization can be achieved using SLB devices without compromising the structural performance and satisfying the code requirements in high-rise buildings. The use of SLB devices showed not only economic advantages but also achieve a better performance compared to the bare structure and the equipped with BRBs.

The objective of the holistic risk assessment is to evaluate risk from a comprehensive perspective, integrating physical risk, or potential physical damage, linked to the happening of hazard events and socio-economic and environmental factors, non-hazard-dependent. This approach seeks to capture how these latter have an incidence on physical risk, exacerbating the negative impacts of a dangerous event, as well as affecting the capacity of the society to anticipate or resist or to respond and recover from adverse impacts. This article presents the results of the holistic evaluation obtained at the subnational level in Colombia in the framework of the Risk Atlas of Colombia of the National Unit for Disaster Risk Management (UNGRD, its Spanish acronym). The evaluation was performed using the probabilistic physical risk results derived from a multi-hazard risk assessment, with 16 socio-economic indicators available for the 1123 municipalities of Colombia. These results are relevant for comparison purposes and are also useful to identify the risk drivers associated not only with the current risk conditions but also those shaping future risk. Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.1 - Per a 2030, assegurar l’accés de totes les persones a habitatges i a serveis bàsics adequats, segurs i assequibles, i millorar els barris marginal Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.3 - Per a 2030, augmentar la urbanització inclusiva i sostenible, així com la capacitat de planificar i gestionar de manera participativa, integrada i sostenible els assentaments humans a tots els països Objectius de Desenvolupament Sostenible::11 - Ciutats i Comunitats Sostenibles::11.b - Per a 2020, augmentar substancialment el nombre de ciutats i assentaments humans que adopten i posen en marxa polítiques i plans integrats per promoure la inclusió, l’ús eficient dels recursos, la mitigació del canvi climàtic i l’adaptació a aquest, així com la resiliència davant dels desastres, i desenvolupar i posar en pràctica una gestió integral dels riscos de desastre a tots els nivells, d’acord amb el Marc de Sendai per a la reducció del risc de desastres 2015.2030

The research conducted in this work focuses on the uncertainties related to the mechanical properties of the construction material of interest (i.e., unreinforced masonry -URM), and the influence of their variability on the seismic performance of a representative seven-story URM building of the Eixample district in Barcelona, Spain. The selected building typology represents 72 % of the building stock in this district, with a mean age of 90 years and the use of early council guidelines that are considered as pre-code rules. The results are presented in terms of correlations between damage parameters and material properties. A numerical model of the building was developed and, considering the variability of the material properties, a sample of 1000 numerical models has been used as a benchmark. The seismic response of each variant of the building’s numerical model is obtained through a simplified non-linear static procedure aiming to compare and categorize the influence of each of the selected mechanical properties on the seismic performance of the building. The analysis carried out shows that the variability in the material properties generates important uncertainties in the seismic response of these URM buildings, leading to over or underestimate the damage when performing the analysis for specific buildings and without a probabilistic approach. This research has been partially funded by the Spanish Research Agency (AEI) of the Spanish Ministry of Science and Innovation (MICIN) through project with reference: PID2020-117374RB-I00/AEI/10.13039/501100011033, and by the European Regional Development Fund (ERDF) of the European Union (EU) through project with reference EFA158/16/POCRISC (INTERREG/POCTEFA. EU).

The statistical relationship between parameters that represent the intensity of ground motions induced by earthquakes (Intensity Measures, IM) and the nonlinear response of buildings (Engineering Demand Parameters, EDP) has been analyzed In this paper. To do so, the time-history response of a set of probabilistic 3D models, which simulate the dynamic behavior of Reinforced Concrete buildings, has been calculated via Non-Linear Dynamic Analysis. In this way, clouds of IM-EDP points are obtained and used to quantify efficiency and sufficiency. It has been observed that spectral velocity- and energy-based IMs are excellent proxies for EDPs; at least for those related to the deformation field of the structure. Finally, according to the epicenter location and azimuthal orientation of the models, subsets of results have been classified and statistically analyzed. The objective has been to present new evidence on the dependency between seismic fragility and the incidence angle of the incoming waves. Yeudy F. Vargas-Alzate has been granted an Individual Fellowship in the research grant program of the Marie Sklodowska-Curie Actions, European Union/European (H2020-MSCA-IF-2017) No 799553. This author is deeply grateful to this institution. This research has also been partially funded by the European Regional development Fund (ERDF) and the Spanish Government (Ministry of Science and Innovation) through the research projects EFA158/16/POCRISC and PID2020117374RB-I00 /AEI/10.13039/501100011033.

El objetivo de este documento es proveer recomendaciones para la instrumentación de edificios esenciales, si bien éstas también pueden ser útiles para otros tipos de edificios y estructuras civiles. Para contextualizar estas recomendaciones se aportan elementos sobre la instrumentación en zonas donde el peligro sísmico es alto y donde la instrumentación de determinados edificios se prescribe en los correspondientes códigos sísmicos. Las recomendaciones específicas se refieren al análisis modal operacional, incluyendo el análisis modal computacional, que debe ser un compañero de viaje del operacional. Se resumen las diferentes etapas de un proyecto de estudio de vibraciones ambientales, se describen brevemente las lecciones aprendidas en las instrumentaciones realizadas en POCRISC y, en base a éstas, se dan unas recomendaciones específicas, en referencia a la instrumentación propiamente dicha y al análisis y tratamiento de la señal, en los dominios del tiempo y de la frecuencia. Se concluye resaltando cómo, a pesar de las limitaciones y dificultades de las aplicaciones a detección y cuantificación de daño, la monitorización modal de edificios tiene un importante potencial futuro en la monitorización de la salud estructural, que va más allá del daño estrictamente sísmico.

Este documento se enmarca en el proyecto “POr una Cultura común del RIesgo SísmiCo” (POCRISC), de referencia EFA158/16/POCRISC, que es un proyecto Interreg-POCTEFA de la Unión Europea. POCRISC persigue proveer conocimiento, directrices y herramientas que permitan evaluar la vulnerabilidad sísmica global, preferentemente, pero no exclusivamente, de edificios esenciales, entendidos como, aquellos que son necesarios para la atención a la población y a los servicios, en caso de terremoto y, cuyo fallo, puede comprometer la gestión de la emergencia. Pero, su alcance va más allá y, la mayoría de los métodos, técnicas y elementos de esta guía, pueden ser aplicados a edificios resi denciales de importancia normal y a edificios de especial importancia, entre los que se incluyen, entre otros, aquellos que desempeñan una función especial, los que tienen un alto nivel de ocupación, y también, aquellos con un elevado valor económico o patrimonial. En este documento, se facilita el marco conceptual del riesgo sísmico, así como los antecedentes sobre las iniciativas para su evaluación, haciendo énfasis en el análisis de la vulnerabilidad y el daño físico directo. Para contextualizar la importancia de las normas sísmicas de diseño y los estudios de riesgo,se dedica un capítulo al análisis de la peligrosidad sísmica y a los niveles de daño asumibles en el diseño y construcción de edificios, en función del cometido o servicio que deben prestar, siempre primando, la protección de la vida y la prevención de colapso. Después de estos capítulos introductorios,se abordan los métodos que permiten evaluar la vulnerabilidad y el daño sísmico esperado. Estos métodos se clasifican como métodos de nivel I, LM-I, de nivel II, LM-II y métodos avanzados LMa. El método de primer nivel la vulnerabilidad del edificio se cuantifica mediante un índice y el sismo mediante la intensidad macrosísmica; funciones semi-empírcas permiten estimar el daño que un edificioexperimentará cuando sufra un sismo. El daño esperado se cuantifica mediante el estado de daño medio o mediante matrices que, para cada uno de los 5 estados de daño, (0. Nulo, 1. Leve, 2. Moderado,3. Severo, 4. Generalizado y 5. Colapso) de finen su probabilidad de que ocurra. En el método de segundo nivel, el edificio se define por su espectro de capacidad y la acción sísmica mediante su espectro de respuesta y el daño se obtiene a partir del cruce entre los espectros de capacidad y de demanda. El daño se cuantifica mediante curvas de fragilidad, que, para cada estado de daño, definen su probabilidad de excedencia en función de la severidad del sismo. Estos métodos simplificados, fueron propuestos al incio de la primera década de este siglo, en el marco del proyecto Risk-UE y han sido aplicados en numerosos trabajos de análisis de riesgo. Se describe también el LMa, donde la acción se define mediante aerogramas y el edificio mediante sofisticados modelos numéricos. El LM_II se basa en el análisis estático no lineal pero el LMa requiere el análisis dinámico no lineal incremental. En último capítulo se abordan aspectos relacionados con la vulnerabilidad física no estructural, la vulnerabilidad funcional y la fragilidad cultural y socioeconómica de la población y del lugar. La vulnerabilidad de elementos no estructurales cobra especial interés en zonas de sismicidad moderada, pues pue- de causar interrupciones del servicio, incluso para sismos relativamente moderados. La vulnerabilidad y fragilidad social, la vulnerabilidad sistémica del entramado urbano, la vulnerabilidad funcional, y la aproximación holística al análisis de riesgo y la relevancia de la dimensión de género en las catástrofes sísmicas son aspectos que se abordan al final de este documento.

Esta guía y la matriz tipológica de edificios propuesta en la misma, se han desarrollado en el contexto del proyecto “POr una Cultura común del RIesgo SísmiCo” POCRISC, de referencia EFA158/16/POCRISC 2 . El proyecto ha sido financiado por el Fondo Europeo de Desarrollo Regional (FEDER) y se enmarca en el progr ama Interreg V-A España Francia Andorra (POCTEFA 2014-2020) de la Unión Europea. El programa POCTEFA 2014-2020 tiene por objeto reforzar el desarrollo económico y social de la zona fronteriza franco-española- andorrana. Su acción se centra en el desarrollo de actividades económicas, sociales y medioambientales transfronterizas a trav és de estrategias comunes que promueven una ordenación territorial sostenible. El proyecto se ha desarrollado en el período 2018-2021. Este documento es un compendio de las tipologías constructivas de edificios que se consideran representativas de las diferentes regiones de estudio del proyecto POCRISC, y que abarcan la zona transfronteriza entre España, Andorra y Francia. El propósito de esta matriz de tipología de edificios (Building Typology Matrix, BTM), es agrupar en un conjunto de clases los edificios con sistemas estructurales y características de comportamiento similares. Se pretende así, facilitar el análisis de su vulnerabilidad, frente a demandas potenciales asociadas a movimientos sísmicos. Dichas tipologías se han definido mediante juicio de experto, tomando como referencia las tipologías identificadas en el marco del proyecto Risk-UE (Milutinovic y Trendafiloski, 2003; Faccioli 2006; Mouroux y Le Brun 2008; Barbat et al. 2010; Lantada et al. 2010). Por otra parte, la información contenida en este informe está directamente relacionada con la Base de Datos de Vulnerabilidad para la zona de estudio del proyecto POCRISC (Lantada et al. 2021) incluida en la acción 3, y en la Guía de evaluación de la vulnerabilidad (Pujades et al. 2021) y la Guía de reducción de la vulnerabilidad (Meza et al. 2021), ambas desarrolladas en la acción 4 del proyecto. En este sentido, el informe sobre la matriz de tipologías de edificios de la región POCRISC, se considera un documento transversal que debe acompañar a los citados anteriormente. En el primer capítulo se presenta el objetivo y utilidad de este tipo de matrices tipológicas, cuyo propósito es agrupar en un conjunto de clases de edificios predefinidos los edificios con sistemas estructurales y características de comportamiento similares. A partir de dicha matriz se puede desarrollar el proceso de la estimación de daños y pérdidas, mediante diferentes metodologías que también se explican brevemente en este capítulo. En el capítulo 2 se realiza una descripción detallada de cada tipología estructural que forma la matriz de tipologías. En este capítulo se ha realizado un esfuerzo importante ilustrando cada una de ellas con dibujos y/o fotografías tomadas de edificios reales. En el capítulo 3 se muestra una tabla resumen de las tipologías y se propone también un rango de índices de vulnerabilidad asociados a cada una, así como su correspondencia con las tipologías definidas en la BTM del proyecto Risk-UE y las clases de vulnerabilidad incluidas en las escalas EMS-98 (Grünthal, 1998) y MSK-64 (Medvedev y Sponheuer, 1969). Esta información puede resultar muy útil para aplicarla directamente en la evaluación de la vulnerabilidad de edificios localizados en la región estudiada en POCRISC, en la validación de las distribuciones estadísticas de clases de vulnerabilidad ya existentes y en el desarrollo de las nuevas clases introducidas en el proyecto.

In this paper, the soil profile of the Costa Rican Strong-Motion Network (CRSMN) stations is classified based on actual measurements and seismic regulations. The soil classification of the Costa Rican Seismic Code based on the average shear-wave velocity of the top 30 m (VS30) is used as a reference. The site fundamental period (Tf ) is included as a parameter to complement the existing characterization. For this, VS30 measurements from 52 accelerometric stations are related to the site fundamental period obtained through horizontal-to-vertical spectral ratios (HVSR) using ground motion records from the Costa Rican Strong-Motion Database. The H/V ratios are estimated with 5% damped acceleration response spectra and with traditional Fourier amplitude spectra from the S-wave window. From the relation between VS30 and Tf, different ranges of Tf are assigned to the existing soil profile classification and a graph with three-lines and four-areas is proposed to classify the stations of the CRSMN. These lines are plotted from the intersection between values assigned to each site class. The assigned classification at each station will be the one corresponding to the area where the pair of values (VS30 – Tf) falls. With this proposal, both parameters take relevance and are compensated, reducing the differences due to possible errors in measurements or interpretations. Universidad de Costa Rica/[731-B9-780]/UCR/Costa Rica UCR::Vicerrectoría de Investigación::Unidades de Investigación::Ingeniería::Instituto Investigaciones en Ingeniería (INII)

This paper focuses on the probabilistic analysis of Intensity Measures (IMs) and Engineering Demand Parameters (EDPs) in the context of earthquake-induced ground motions. Several statistical properties, which are desirable in IMs when they are used to predict EDPs, have been analysed. Specifically, efficiency, sufficiency and steadfastness have been quantified for a set of IMs with respect to two EDPs: the maximum inter-storey drift ratio, MIDR, and the maximum floor acceleration, MFA. Steadfastness is a new statistical property proposed in this article, which is related to the ability of IMs to forecast EDPs for large building suites. In other words, this means that efficiency does not significantly vary when different types of buildings are simultanously considered in the statistical analyses. This property allows reducing the number of calculations when performing seismic risk estimations at urban level since, for instance, a large variety of fragility curves, representing specific building typologies, can be grouped together within a more generic one. The main sources of uncertainty involved in the calculation of the seismic risk have been considered in the analysis. To do so, the nonlinear dynamic responses of probabilistic multi-degree-of-freedom building models, subjected to a large data set of ground motion records, have been calculated. These models have been generated to simulate the dynamic behavior of reinforced concrete buildings whose number of stories vary from 3 to 13. 18 spectrum-, energy- and direct-accelerogram-based IMs have been considered herein. Then, from clouds of IM-EDP points, efficiency, sufficiency and steadfastness have been quantified. For MIDR, results show that IMs based on spectral velocity are more efficient and steadfast than the ones based on spectral acceleration; spectral velocity averaged in a range of periods, AvSv, has shown to be the most efficient IM with an adequate level of steadfastness. For MFA, spectral acceleration-based-IMs are more efficient than velocity-based ones. A comparison is also presented on the use of linear vs quadratic regression models, and their implications on the derivation of fragility functions. Concerning sufficiency, most of the 18 IMs analysed do not have this property. Nonetheless, multi-regression models have been employed to address this lack of sufficiency allowing to obtain a so-called ‘ideal’ IM.

El districte de l'Eixample és probablement el més representatiu de Barcelona, ​​ja que representa el 17% de la població total de la ciutat. Els edificis de la zona es classifiquen en dos sistemes estructurals: un amb murs d'obra de fàbrica de càrrega i un altre amb columnes d'acer / formigó a la planta baixa i murs d'obra de fàbrica no reforçada en els pisos superiors. L'objectiu d'aquest estudi és avaluar la vulnerabilitat sísmica d'un edifici típic d'obra de fàbrica de l'Eixample compost íntegrament per murs d'obra de fàbrica de càrrega. El propòsit d'aquesta tesi és examinar l'efecte de diversos paràmetres mecànics en el model de referència i discutir els mecanismes de col·lapse més freqüents. Per aconseguir això, es desenvolupa un model FEM numèric per tal de comprendre i avaluar l'acompliment sísmic de el model de referència. A més, es desenvolupen deu models numèrics més amb material modificat i característiques geomètriques relatives a les propietats de el model de referència. L'anàlisi estructural dels models numèrics es realitza en l'entorn interactiu DIANA FEA. Finalment, es realitza una comparació per determinar l'efecte de nombrosos paràmetres sobre el comportament sísmic de l'edifici de referència. El distrito del Eixample es probablemente el más representativo de Barcelona, ​​ya que representa el 17% de la población total de la ciudad. Los edificios de la zona se clasifican en dos sistemas estructurales: uno con muros de obra de fábrica de carga y otro con columnas de acero / hormigón en la planta baja y muros de obra de fábrica no reforzada en los pisos superiores. El objetivo de este estudio es evaluar la vulnerabilidad sísmica de un edificio típico de obra de fábrica del Eixample compuesto íntegramente por muros de obra de fábrica de carga. El propósito de esta tesis es examinar el efecto de varios parámetros mecánicos en el modelo de referencia y discutir los mecanismos de colapso más frecuentes. Para lograr esto, se desarrolla un modelo FEM numérico con el fin de comprender y evaluar el desempeño sísmico del modelo de referencia. Además, se desarrollan diez modelos numéricos más con material modificado y características geométricas relativas a las propiedades del modelo de referencia. El análisis estructural de los modelos numéricos se realiza en el entorno interactivo DIANA FEA. Finalmente, se realiza una comparación para determinar el efecto de numerosos parámetros sobre el comportamiento sísmico del edificio de referencia. The Eixample district is probably the most representative of Barcelona, accounting for 17% of the city's total population. The buildings of the area are classified into two structural systems: one with load-bearing masonry walls throughout and another with steel/concrete columns on the ground floor and unreinforced masonry walls on the upper floors. The purpose of this study is to assess the seismic vulnerability of a typical masonry building in the Eixample district composed entirely of load-bearing masonry walls. The purpose of this thesis is to examine the effect of various mechanical parameters on the reference model and to discuss the most frequently encountered collapse mechanisms. To accomplish this, a numerical FEM model is developed in order to comprehend and evaluate the reference model's seismic performance. Additionally, ten more numerical models with modified material and geometrical characteristics relative to the reference model properties are developed. The structural analysis of the numerical models is carried out in the DIANA FEA interactive environment. Finally, a comparison is made to determine the effect of numerous parameters on the reference building's seismic performance.

The creation of accurate ground motion models can only be achieved with the help ofvast amounts of labelled data. The manual cataloging makes the processing of this data.The project proposes the automation of the labeling through real data and DL.Previous study show that CNN are the best architecture for this type of problems. Theproject also implements FFNN, a simpler architecture, with the intent of achieving com-petitive results. To make this objective possible the project proposes a novel preprocessing.The results show that CNN reach an accuracy of 98.2%, while FFNN achieves 91.2%.Moreover, the project includes an encoder based algorithm to approximate arrival timesto the station. Finally, the project make use of meta-learning to detect seismic eventsproviding from a single station. Models realistes per la detecció automàtica de sismes només es poden aconseguir analitzant un gran volum de dades. Aquestes dades són difícils de processar amb un catalogat manual. Aquest projecte proposa la automatització d'aquest procés mitjançant l'ús de dades reals i tècniques de DL. Estudis anteriors demostren que els millors resultats per resoldre problemes d'aquest tipus s'obtenen utilitzant CNN. A part d'aquestes xarxes, el projecte implementa unes xarxes més simples, com les FFNN, esperant obtenir resultats competitius en comparació als obtinguts per les CNN. Per obtenir aquest objectiu, el projecte proposa una tècnica de preprocessament de traces sísmiques innovadora. Els resultats mostren que les CNN arriben a detectar el 98,2% dels events, mentre que les FFNN ho fan en un 91,2%. Per un altra part, el projecte inclou un algoritme basat en codificadors per aproximar el temps de arribada del event a la estació. Finalment, el projecte utilitza la metodologia de meta-learning per realitzar la detecció de sismes per les dades que provenen exclusivament d'una única estació. Modelos realistas para la detección automática de sismos solo se pueden conseguir anal-izando grandes cantidades de datos. Estos datos son difíciles de procesar por catalogado manual. Este proyecto plantea la automatización de este proceso usando datos reales y técnicas de DL. Estudios anteriores demuestran que los mejores resultados, para resolver este tipo de problemas, se alcanzan usando CNN. A parte de estas redes, el proyecto implementa redes más simples, como las FFNN, esperando obtener resultados competitivos respecto a los obtenidos por las CNN. Para alcanzar este objetivo, el proyecto propone una técnica de preprocesamiento novedosa de trazas sísmicas. Los resultados muestran que CNN llega a detectar el 98,2% de los eventos, mientras que FFNN lo realiza en un 91,2%. Por otra parte, el proyecto incluye un algoritmo basado en codificadores para aproximar el tiempo de arrivo del evento a la estación. Finalmente, el proyecto utiliza la metodología de meta-learning para realizar detección de sismos para los datos que provienen de una única estación.

The current master thesis presents the design of a high ductility steel multi-storey building located in L’Aquila, which is one of the Italian regions with the highest seismic hazard. The structure is a moment resisting frame system (MRFs), which presents a large capacity to exhibit large deformations in inelastic field without significant reduction in strength. In addition to support gravity and wind loads, the structure has been designed using the capacity design method in order to resist frequent and rare seismic actions. Besides using steel profiles, composite steel-concrete cross-sections have been used owing to the several advantages that present in terms of strength and stiffness. Several seismic analyses have been applied during the designing process in order to determine the dynamical behaviour and the internal forces produced by the seismic actions, specifically the lineal modal response spectrum and the nonlinear static analysis (pushover). Furthermore, the displacement-based design method N2, have been introduced to determine the inelastic demand of the dissipative elements under the specific seismic actions of the L’Aquila. For the case of the beam-to-column joints, prequalified earthquake haunched joints have been considered. These types of connections designed as full-strength, are an excellent solution for the MRF system, since they remain in the elastic range during the application of the seismic actions, allowing the dissipation of energy exclusively by the dissipative elements.

This paper introduces a new approach for the seismic performance evaluation of planar RC walls. Compared to existing assessment guidelines, such as those in ASCE/SEI 41-17, where performance limits are described by plastic rotation or lateral drift, the proposed method uses local (strain) quantities, obtained from computational models. The analyses rely on a user-friendly implementation of the nonlinear truss model for RC structures, which eliminates the need to manually create a line-element representation of a wall and includes a material law for steel accounting for buckling and rupture of reinforcement. The capability of the models to capture common failure patterns for planar walls is validated for a set of six previously tested wall components which experienced a variety of damage modes (bar rupture, boundary element failure, diagonal compression and tension failures). The analytical models accurately predict the lateral strength, deformation capacity and failure modes observed in the tests. A set of acceptance criteria, based on the analytically obtained concrete and steel strains, is then established for the immediate occupancy, life safety and collapse prevention levels, consistent with different levels and types of damage. An initial calibration of the limit values associated with these criteria is proposed and verified using the analytical results for the six walls considered. The results of the proposed assessment methodology applied to the six walls are compared to those obtained using the nonlinear procedures in ASCE/SEI 41-17. The results indicate that ASCE/SEI 41-17 may not accurately describe the deformability of walls exhibiting mixed flexure-shear inelastic deformations. National Institute of Standards and Technology (NIST)National Institute of Standards & Technology (NIST) - USA [70NANB19H060] Published version The research presented in this paper is supported by the National Institute of Standards and Technology (NIST) under award No. 70NANB19H060. Any opinions and findings presented in this paper are those of the authors alone, and do not necessarily reflect the opinions of the sponsor.

This paper focuses on the identification of high-efficiency intensity measures to predict the seismic response of buildings affected by near- and far-fault ground motion records. Near-fault ground motion has received special attention, as it tends to increase the expected damage to civil structures compared to that from ruptures originating further afield. In order to verify this tendency, the nonlinear dynamic response of 3D multi-degree-of-freedom models is estimated by using a subset of records whose distance to the epicenter is lower than 10 km. In addition, to quantify how much the expected demand may increase because of the proximity to the fault, another subset of records, whose distance to the epicenter is in the range between 10 and 30 km, has been analyzed. Then, spectral and energy-based intensity measures as well as those obtained from specific computations of the ground motion record are calculated and correlated to several engineering demand parameters. From these analyses, fragility curves are derived and compared for both subsets of records. It has been observed that the subset of records nearer to the fault tends to produce fragility functions with higher probabilities of exceedance than the ones derived for far-fault records. Results also show that the efficiency of the intensity measures is similar for both subsets of records, but it varies depending on the engineering demand parameter to be predicted. Yeudy F. Vargas-Alzate has been granted an Individual Fellowship (IF) in the research grant program of the Marie Sklodowska-Curie Actions (MSCA), European Union/European (H2020-MSCA-IF-2017) No 799553. This author is deeply grateful to this institution. Support for participating in this research has been received by the second author from the Universidad Nacional de Colombia. It is gratefully acknowledged. Yeudy F. Vargas-Alzate has been granted an Individual Fellowship (IF) in the research grant program of the Marie Sklodowska-Curie Actions (MSCA), European Union/European (H2020-MSCA-IF-2017) No 799553. This author is deeply grateful to this institution. Support for participating in this research has been received by the second author from the Universidad Nacional de Colombia. It is gratefully acknowledged.

The out-of-plane response is a complex and at the same time key aspect of the seismic vulnerability of masonry structures. It depends on several factors, some of which are the material properties, the quality of the walls, the geometry of the structure, the connections between structural elements and the stiffness of the diaphragms. During the last years, a wide variety of numerical methods has been employed to assess the out-of-plane behaviour of unreinforced masonry structures. Finite element macro-modelling approaches are among the most famous as they allow modelling large structures at a reasonable computational cost. However, macro-modelling approaches may result in a non-realistic representation of localized cracks and a dependency of the numerical solution on the finite element mesh. Mixed strain/displacement finite elements have been recently proposed as a remedy to the above nu-merical pathologies. Due to the independent interpolation of strains and displacements these finite element formulations are characterized by an enhanced accuracy in strain localization and crack propagation problems, being at the same time practically mesh independent. For these reasons, mixed finite elements are employed in this work for the out-of-plane assessment of unreinforced masonry struc-tures, being at the same time their first real-scale application. A full-scale experimental campaign of two masonry structures, a stone and a brick one, subjected to shaking-table tests is chosen as reference benchmark. Their structural response under seismic actions is numerically assessed through nonlinear static analysis. The proposed approach is validated through the comparison of the numerical results with the experimental ones, as well as with the results obtained using standard irreducible finite ele-ments.

In this study, previous microzonation studies in Barcelona (Spain) were revisited, and available data on the predominant periods of soils in the city were compiled to develop an updated microzonation map of the city. In addition, the building database was updated and used to create a map of building fundamental periods. The crossing of soil predominant period and building fundamental period maps led to the detection of areas in which resonance phenomena and, indeed, increased amplification of the structural response are expected. Thus, zones of Barcelona were identified in which the seismic hazard is probably greater due to resonance effects. The improved microzonation maps and the detection of soil-building resonance areas contribute significantly to enhanced precision and awareness of seismic hazard and risk in Barcelona. We thank Lucille Banham for her assistance in the preparation of the English manuscript. This research was partially funded by the Spanish Government’s Ministry of Economy and Competitiveness (MINECO) and by the European Regional Development Fund (ERDF) of the European Union (EU) through the project referenced as CGL2015-65913-P (MINECO/ ERDF, EU). The first author is supported by a Ph.D. scholarship grant from the Government of Panama’s Institute for the Training and Development of Human Resources (IFARHU) and the National Secretariat of Science, Technology, and Innovation (SENACYT).

This is an Accepted Manuscript of an article published by Taylor & Francis Group in International Journal of Architectural Heritage on 2019, available online at: http://www.tandfonline.com/10.1080/15583058.2019.1643947 The study of structural safety when it is covered by important paintings requires a careful analysis without affecting the paintings. Therefore, non-destructive surveys are the only feasible method to obtain data about its state. In Cueva Pintada case, the problem requires a detailed but noninvasive analysis because this cave was dug in volcanic tuff. The tuff presents poor consolidation. This geological material is very sensitive to vibration. Furthermore, the proximity to the city downtown increases vibrations due to traffic. Recently, a small rockfall produces damage and alerted of the cave state of conservation. The painting walls constraint many of the NDT surveys. Two methodologies have been applied: ground-penetrating radar (GPR) and passive seismic. GPR analysis allowed determining the inner structure of the tuff cave, and results were used to determine the zones that required a wider and dense vibration study. Radar images show important anomalies at depths of about 0.2 m to 0.8 m and from 1.5 m to the top of the roof, almost horizontal. Amplification factor measured by passive seismic survey ranges from 0.03 to 93, with near half of the ceil with amplifications higher than 5 and about 10% with amplifications over 50 times. This research was partially funded by the Ministry of Economy and Competitiveness (MINECO) of the Spanish Government and by the European Regional Development Fund (FEDER) of the European Union (UE) through the project referenced as CGL2015-65913-P (MINECO/ FEDER, UE).

El trabajo consta de una primera parte teórica donde se estudia el fenómeno sísmico y qué consecuencias tiene para los edificios. Mediante el estudio de algunos métodos constructivos tradicionales e históricos de zonas sísmicamente activas y, los métodos y requerimientos contemporáneos, se obtienen las características necesarias para poder proyectar un edificio resistente al sismo. Tras el estudio teórico, plantea un análisis práctico del comportamiento que han tenido algunos edificios ante el sismo y se deducen que características son beneficiosas y cuáles no. A continuación, se recogen todas las conclusiones e hipótesis teóricas en un análisis comparativo de los distintos métodos tradicionales, así como los contemporáneos, para intentar deducir cuales de las características planteadas son más importantes y porqué. Finalmente se realiza un análisis comparativo de los distintos edificios estudiados en el análisis práctico para intentar aclarar qué diferencias hay realmente entre edificios con buen comportamiento y los de mal comportamiento. Por último, se sintetizan los resultados obtenidos durante los análisis en unas conclusiones que confirman las hipótesis teóricas planteadas durante el trabajo.

In this work, the directionality effects during the MW 7.8 earthquake, which occurred in Muisne (Ecuador) on 16 April 2016, were analyzed under two perspectives. The first one deals with the influence of these effects on seismic intensity measures (IMs), while the second refers to the assessment of the expected damage of a specific building located in Manta city, Ecuador, as a function of its azimuthal orientation. The records of strong motion in 21 accelerometric stations were used to analyze directionality in seismic actions. At the closest station to the epicenter (RRup = 20 km), the peak ground acceleration was 1380 cm/s2 (EW component of the APED station). A detailed study of the response spectra ratifies the importance of directionality and confirms the need to consider these effects in seismic hazard studies. Differences between IMs values that consider the directionality and those obtained from the as-recorded accelerograms are significant and they agree with studies carried out in other regions. Concerning the variation of the expected damage with respect to the building orientation, a reinforced concrete building, which was seriously affected by the earthquake, was taken as a case study. For this analysis, the accelerograms recorded at a nearby station and detailed structural documentation were used. The ETABS software was used for the structural analysis. Modal and pushover analyses were performed, obtaining capacity curves and capacity spectra in the two main axes of the building. Two advanced methods for damage assessment were used to obtain fragility and mean damage state curves. The performance points were obtained through the linear equivalent approximation. This allows estimation and analysis of the expected mean damage state and the probability of complete damage as functions of the building orientation. Results show that the actual probability of complete damage is close to 60%. This fact is mainly due to the greater severity of the seismic action in one of the two main axes of the building. The results are in accordance with the damage produced by the earthquake in the building and confirm the need to consider the directionality effects in damage and seismic risk assessments. This research has been partially funded by the Ministry of Economy and Competitiveness (MINECO) of the Spanish Government and by the European Regional Development Fund (ERDF) of the European Union (EU) through projects with references CGL2015-65913-P (MINECO/ERDF, EU) and EFA158/16/POCRISC (INTERREG/POCTEFA. EU). R.E.A. holds a PhD fellowship from the Consejo Nacional de Ciencia y Tecnología (CONACyT) in México.

En aquest treball de fi de grau s'analitzarà el col·lapse d'edificis per d'esforços sísmics per estudiar el cost, l'efectivitat i la factibilitat de diferents mètodes constructius i innovadores tecnologies sismoresistents aplicades a prevenir el col·lapse d'edificis d'escala local. En este trabajo de fin de grado se analizará el colapso de edificios debido a esfuerzos sísmicos para estudiar el coste, la efectividad y la factibilidad de diferentes métodos constructivos e innovadoras tecnologías sismorresistentes aplicadas a prevenir el colapso de edificios de escala local. In this final degree project, the collapse of building due to seismic efforts will be analyzed in order to study the cost, effectiveness and feasibility of different construction methods and innovative seismicseismic resistant technologies applied to prevent the collapse of local-level buildings.

La vulnerabilidad sísmica es uno de los aspectos fundamentales para la determinación del riesgo sísmico de una región o zona en particular. Los estudios de vulnerabilidad sísmica son imprescindibles en la determinación del riesgo sísmico y en la elaboración de planes de mitigación de las catástrofes producidas por terremotos. En este informe se implementan métodos estadísticos para evaluar la vulnerabilidad sísmica de los municipios incluidos en la zona de estudio del proyecto POCRISC. Estas metodologías incluyen la asignación estadística de las clases de vulnerabilidad de la escala macrosísmica europea en base a la distribución de los edificios según su periodo de construcción, número de plantas y/o tipología estructural. Esta actividad se enmarca en la Acción 3 y es pieza esencial para el desarrollo de escenarios automáticos de daño a partir de las intensidades del ShakeMap para el Pirineo. La caracterización de la vulnerabilidad de la región transfronteriza se ha adaptado al grado de información disponible sobre el parque de edificios en cada una de las regiones. La parte española y francesa disponen de censos que proveen informaciones de diverso detalle, calidad, escala y periodicidad mientras que Andorra no dispone de censos oficiales y requirió de trabajo de campo para recopilar los datos necesarios. Los resultados de la vulnerabilidad se han organizado en una base de datos cuyo formato facilita su integración en el sistema para la generación de los escenarios de daño y para su representación geoespacial. El desarrollo de esta base de datos, que estará disponible bajo demanda, facilitará el desarrollo de escenarios de daño y otros estudios relacionados con los esfuerzos para la evaluación y mitigación de la vulnerabilidad y riesgo sísmico de la región transfronteriza del Pirineo.

El trabajo consta de una primera parte teórica donde se estudia el fenómeno sísmico y qué consecuencias tiene para los edificios. Mediante el estudio de algunos métodos constructivos tradicionales e históricos de zonas sísmicamente activas y, los métodos y requerimientos contemporáneos, se obtienen las características necesarias para poder proyectar un edificio resistente al sismo. Tras el estudio teórico, plantea un análisis práctico del comportamiento que han tenido algunos edificios ante el sismo y se deducen que características son beneficiosas y cuáles no. A continuación, se recogen todas las conclusiones e hipótesis teóricas en un análisis comparativo de los distintos métodos tradicionales, así como los contemporáneos, para intentar deducir cuales de las características planteadas son más importantes y porqué. Finalmente se realiza un análisis comparativo de los distintos edificios estudiados en el análisis práctico para intentar aclarar qué diferencias hay realmente entre edificios con buen comportamiento y los de mal comportamiento. Por último, se sintetizan los resultados obtenidos durante los análisis en unas conclusiones que confirman las hipótesis teóricas planteadas durante el trabajo.

Els procediments que consideren models analítics inelàstics es troben el tradicional mètode d'Anàlisi Estàtic no lineal o Push-Over, i el més recent mètode d'Anàlisi Dinàmic Incremental (IDA). Degut a la seva naturalesa incremental, existeixen similituds entre els mètodes push-over i IDA. No obstant, el mètode IDA és molt més complex que el push-over, amb el corresponent elevat cost computacional. Per aquest motiu, aquest mètode està limitat a l'àmbit de la investigació. Donades les limitacions pràctiques del IDA, recents investigacions han proposat mètodes d'estimació de les corbes IDA a partir de la corba push-over, per evitar els procediments complexos del IDA. Dos mètodes trobats en la literatura son el SPO2IDA i el ICE4RISK, que es diferencien bàsicament en la metodologia que fan servir per l'estimació de les corbes (formulació empírica i interpolació d'un estudi paramètric, respectivament). El present treball, va tenir com a objectiu l'avaluació d'aquests mètodes d'estimació de les corbes IDA a partir de l'Anàlisi Estàtic No-Lineal, per trobar els possibles avantatges i les seves limitacions, fent servir registres acceleracions i estructures pròpies, comparant les corbes IDA estimades amb aquests mètodes amb les corbes IDA reals obtingudes utilitzant el IDA. Així mateix es van calcular les corbes IDA reals utilitzant els mateixos registres usats per aquests mètodes. Dels resultats obtinguts de l'avaluació realitzada es va obtenir que hi ha limitacions pel que fa a l'aplicabilitat d'ambdós mètodes, degut principalment a que el conjunt de registres utilitzat no és una variable a escollir per l'usuari. En aquest sentit, el mètode ICE4RISK es el que millor pot adaptar-se per ampliar el seu abast. El mètode SPO2IDA necessita d'ajustos em la formulació empírica per ampliar la seva aplicabilitat. Finalment, es proposen recomanacions per continuar amb la investigació sobre l'estimació de les corbes IDA. Los procedimientos que consideran modelos analíticos inelásticos se encuentran el tradicional método de Análisis Estático No Lineal o Push-Over, y el más reciente método de Análisis Dinámico Incremental (IDA). Por su naturaleza incremental existen similitudes entre los métodos push-over e IDA. No obstante el método IDA es mucho más complejo que el push-over, con el consiguiente alto coste computacional. Así, este método está limitado al ámbito de la investigación. Dadas las limitaciones prácticas del IDA, recientes investigaciones han propuesto métodos de estimación de las curvas IDA a partir de la curva push-over, para evitar el complejo procedimiento del IDA. Dos métodos encontrados en la literatura son el SPO2IDA y el ICE4RISK, que se diferencian básicamente en la metodología que emplean para la estimación de las curvas (formulación empírica e interpolación de un estudio paramétrico, respectivamente). El presente trabajo tuvo como objetivo la evaluación de estos métodos de estimación de curvas IDA a partir del Análisis Estático No-lineal, para encontrar sus posibles ventajas y limitaciones, empleando registros de aceleración y estructuras propios. Se compararon las curvas IDA estimadas con estos métodos con las curvas IDA reales obtenidas usando el IDA. Asimismo se calcularon curvas IDA reales utilizando los mismos registros usados por dichos métodos. Los resultados de la evaluación realizada arrojaron que existen limitaciones en cuanto a la aplicabilidad de ambos métodos, debido principalmente a que el juego de registros empleado no es una variable a elegir por el usuario. En ese sentido, el método ICE4RISK el que mejor puede adaptarse para ampliar su alcance. El método SPO2IDA necesita de ajustes en la formulación empírica para ampliar su aplicabilidad. Finalmente, se sugirieron recomendaciones para continuar con la investigación acerca de la estimación de las curvas IDA. Procedures that consider inelastic analytical models are the traditional Nonlinear or Push-Over Static Analysis method, and the more recent Incremental Dynamic Analysis (IDA) method. Due to their incremental nature, there are similarities between the push-over and IDA methods. However, the IDA method is much more complex than the push-over, with the consequent high computational cost. Thus, this method is limited to the scope of research. Given the practical limitations of the IDA, recent research has proposed methods for estimating the IDA curves from the push-over curve, to avoid the complex IDA procedure. Two methods found in the literature are the SPO2IDA and the ICE4RISK, which differ basically in the methodology used to estimate the curves (empirical formulation and interpolation of a parametric study, respectively). The objective of this work was to evaluate these methods for estimating IDA curves from Nonlinear Static Analysis, to find their possible advantages and limitations, using acceleration records and their own structures. The IDA curves estimated with these methods were compared with the actual IDA curves obtained using the IDA. Likewise, real IDA curves were calculated using the same records used by these methods. The results of the evaluation carried out showed that there are limitations regarding the applicability of both methods, mainly since the set of records used is not a variable to be chosen by the user. In this sense, the ICE4RISK method can best be adapted to broaden its scope. The SPO2IDA method needs adjustments in the empirical formulation to broaden its applicability. Finally, recommendations were suggested to continue with the research on the estimation of the IDA curves.

El disseny sísmic de molls pilotats mitjançant el disseny basat en resistència pot portar a solucions econòmicament poc viables. L’alternativa de disseny basat en rendiment permet racionalitzar el disseny permetent certs nivells de dany estructural per diferents intensitats sísmiques. La interacció sòl-estructura, els efectes torsionals deguts a les irregularitats de rigidesa en el moll i la inelasticitat causada per elevades demandes sísmiques han de ser considerades en l’anàlisi estructural. Fàcilment els models estructurals poden tornar-se numèricament complexos, i per tant es requereixen models més senzills que permetin l’aplicació al projecte d’enginyeria d’aquests molls. Aquesta tesina estudia els fonaments del disseny per rendiment, així com del disseny per desplaçaments, per identificar els mètodes més rellevants i útils per la seva aplicació de cara a la producció d’aquests molls. Les anàlisis estructurals pertinents s’apliquen a un cas pràctic d’un moll pilotat mitjançant el programa SAP2000. El diseño sísmico de muelles pilotados mediante el diseño basado en resistencia suele llevar a soluciones económicamente poco viables. La alternativa de diseño basado en desempeño permite racionalizar el diseño permitiendo cierto nivel de daño estructural para diferentes intensidades sísmicas. La interacción suelo-estructura, los efectos torsionales debidos a las irregularidades de rigidez del muelle y la inelasticidad causada por la elevada demanda sísmica deben de ser consideradas en el análisis estructural. Fácilmente los modelos estructurales pueden volverse numéricamente complejos, y por lo tanto se requieren modelos más sencillos que permitan la aplicación al proyecto de ingeniería de estos muelles. Esta tesina estudia los fundamentos del diseño por desempeño, así como del diseño por desplazamientos, para identificar los métodos más relevantes y útiles para su aplicación de cara a la producción de estos muelles. Los análisis estructurales pertinentes se aplican a un caso práctico de un muelle pilotado mediante el programa SAP2000. Seismic design of pile-supported wharves using traditional force-based designs can lead to very uneconomical solutions. The alternative approach of performance-based design allows to rationalize design by allowing certain levels of damage to specific seismic hazards. Soil-structure interaction, torsional effects due to stiffness irregularities and inelasticity caused by large seismic demands shall be considered in structural analysis. Rapidly, structural models can become large and numerically complex, therefore the need for simpler models that allow engineering production of these structures is apparent. This thesis reviews the fundamentals of performance-based design, as well as displacement-based design, to identify relevant and useful approaches for seismic design for production purposes. Pertinent structural analyses are applied to a particular wharf case study by SAP2000 software modeling.