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Major efforts are being undertaken to quantify seismic hazard and risk due to production-induced earthquakes in the Groningen gas field as the basis for rational decision-making about mitigation measures. An essential element is a model to estimate surface ground motions expected at any location for each earthquake originating within the gas reservoir. Taking advantage of the excellent geological and geophysical characterisation of the field and a growing database of ground-motion recordings, models have been developed for predicting response spectral accelerations, peak ground velocity and ground-motion durations for a wide range of magnitudes. The models reflect the unique source and travel path characteristics of the Groningen earthquakes, and account for the inevitable uncertainty in extrapolating from the small observed magnitudes to potential larger events. The predictions of ground-motion amplitudes include the effects of nonlinear site response of the relatively soft near-surface deposits throughout the field.

The main objective of this work is to compute the probabilistic seismic hazard analysis for a region of Mexico using a new ground motion intensity measure which is based on the spectral acceleration and a parameter proxy of the spectral shape named Np. The motivation of using this new ground motion intensity measure is because recently it has demonstrated its potential in predicting the response of buildings subjected to earthquakes. In fact, it was demonstrated that intensity measures based on Np are more efficient compared with other parameter of the literature. It is important to mention that this is the first time that a probabilistic seismic hazard analysis is performed using this new intensity measurement.

The main objective of this work is to compute the probabilistic seismic hazard analysis for a region of Mexico using a new ground motion intensity measure which is based on the spectral acceleration and a parameter proxy of the spectral shape named Np. The motivation of using this new ground motion intensity measure is because recently it has demonstrated its potential in predicting the response of buildings subjected to earthquakes. In fact, it was demonstrated that intensity measures based on Np are more efficient compared with other parameter of the literature. It is important to mention that this is the first time that a probabilistic seismic hazard analysis is performed using this new intensity measurement.

The Design Ground Motion Library (DGML) is an interactive tool for selecting earthquake ground motion time histories based on contemporary knowledge and engineering practice. It was created from a ground motion database that consists of 3,182 records from shallow crustal earthquakes in active tectonic regions rotated to fault-normal and fault-parallel directions. The DGML enables users to construct design response spectra based on Next-Generation Attenuation (NGA) relationships, including conditional mean spectra, code spectra, and user-specified spectra. It has the broad capability of searching for time history record sets in the database on the basis of the similarity of a record's response spectral shape to a design response spectrum over a user-defined period range. Selection criteria considering other ground motion characteristics and user needs are also provided. The DGML has been adapted for online application by the Pacific Earthquake Engineering Research Center (PEER) and incorporated as a beta version on the PEER database website.

The Design Ground Motion Library (DGML) is an interactive tool for selecting earthquake ground motion time histories based on contemporary knowledge and engineering practice. It was created from a ground motion database that consists of 3,182 records from shallow crustal earthquakes in active tectonic regions rotated to fault-normal and fault-parallel directions. The DGML enables users to construct design response spectra based on Next-Generation Attenuation (NGA) relationships, including conditional mean spectra, code spectra, and user-specified spectra. It has the broad capability of searching for time history record sets in the database on the basis of the similarity of a record's response spectral shape to a design response spectrum over a user-defined period range. Selection criteria considering other ground motion characteristics and user needs are also provided. The DGML has been adapted for online application by the Pacific Earthquake Engineering Research Center (PEER) and incorporated as a beta version on the PEER database website.

The Design Ground Motion Library (DGML) is an interactive tool for selecting earthquake ground motion time histories based on contemporary knowledge and engineering practice. It was created from a ground motion database that consists of 3,182 records from shallow crustal earthquakes in active tectonic regions rotated to fault-normal and fault-parallel directions. The DGML enables users to construct design response spectra based on Next-Generation Attenuation (NGA) relationships, including conditional mean spectra, code spectra, and user-specified spectra. It has the broad capability of searching for time history record sets in the database on the basis of the similarity of a record's response spectral shape to a design response spectrum over a user-defined period range. Selection criteria considering other ground motion characteristics and user needs are also provided. The DGML has been adapted for online application by the Pacific Earthquake Engineering Research Center (PEER) and incorporated as a beta version on the PEER database website.

This paper presents a model for the seismic analysis of buildings, taking two lumped masses at each level in a structure's free nodes and comparing them to the traditional model which considers lumped masses per level, i.e., a mass for each floor of the entire building. This is usually done in the seismic analysis of buildings; not all values are conservative in the latter, as can be seen in the table of results. Both models took shear deformations into account. Therefore, the usual practice of considering a lumped mass per each level would not be a recommended solution; using two lumped masses per level is thus proposed and is also more related to real conditions., En este documento se presenta un modelo para análisis sísmico de edificios en el cual se toman dos masas concentradas por cada nivel aplicadas en los nodos libres de la estructura y se compara con el modelo tradicional, que considera las masas concentradas por nivel, es decir, una masa por cada piso de todo el edificio, que es como normalmente se hace; en este último no todos los valores son conservadores, como se puede notar en la tabla de resultados del problema considerado. Ambos modelos toman en cuenta las deformaciones por cortante. Por lo tanto, la práctica usual de considerar las masas concentradas, una por cada nivel, no será una solución recomendable, y se propone el empleo de tomar dos masas concentradas por nivel, que se apega más a la realidad.

This paper presents a model for the seismic analysis of buildings, taking two lumped masses at each level in a structure’s free nodes and comparing them to the traditional model which considers lumped masses per level, i.e., a mass for each floor of the entire building. This is usually done in the seismic analysis of buildings; not all values are conservative in the latter, as can be seen in the table of results. Both models took shear deformations into account. Therefore, the usual practice of considering a lumped mass per each level would not be a recommended solution; using two lumped masses per level is thus proposed and is also more related to real conditions., En este documento se presenta un modelo para análisis sísmico de edificios en el cual se toman dos masas concentradas por cada nivel aplicadas en los nodos libres de la estructura y se compara con el modelo tradicional, que considera las masas concentradas por nivel, es decir, una masa por cada piso de todo el edificio, que es como normalmente se hace; en este último no todos los valores son conservadores, como se puede notar en la tabla de resultados del problema considerado. Ambos modelos toman en cuenta las deformaciones por cortante. Por lo tanto, la práctica usual de considerar las masas concentradas, una por cada nivel, no será una solución recomendable, y se propone el empleo de tomar dos masas concentradas por nivel, que se apega más a la realidad.

This paper presents a model for the seismic analysis of buildings, taking two lumped masses at each level in a structure’s free nodes and comparing them to the traditional model which considers lumped masses per level, i.e., a mass for each floor of the entire building. This is usually done in the seismic analysis of buildings; not all values are conservative in the latter, as can be seen in the table of results. Both models took shear deformations into account. Therefore, the usual practice of considering a lumped mass per each level would not be a recommended solution; using two lumped masses per level is thus proposed and is also more related to real conditions., En este documento se presenta un modelo para análisis sísmico de edificios en el cual se toman dos masas concentradas por cada nivel aplicadas en los nodos libres de la estructura y se compara con el modelo tradicional, que considera las masas concentradas por nivel, es decir, una masa por cada piso de todo el edificio, que es como normalmente se hace; en este último no todos los valores son conservadores, como se puede notar en la tabla de resultados del problema considerado. Ambos modelos toman en cuenta las deformaciones por cortante. Por lo tanto, la práctica usual de considerar las masas concentradas, una por cada nivel, no será una solución recomendable, y se propone el empleo de tomar dos masas concentradas por nivel, que se apega más a la realidad.

This paper presents a model for the seismic analysis of buildings, taking two lumped masses at each level in a structure’s free nodes and comparing them to the traditional model which considers lumped masses per level, i.e., a mass for each floor of the entire building. This is usually done in the seismic analysis of buildings; not all values are conservative in the latter, as can be seen in the table of results. Both models took shear deformations into account. Therefore, the usual practice of considering a lumped mass per each level would not be a recommended solution; using two lumped masses per level is thus proposed and is also more related to real conditions., En este documento se presenta un modelo para análisis sísmico de edificios en el cual se toman dos masas concentradas por cada nivel aplicadas en los nodos libres de la estructura y se compara con el modelo tradicional, que considera las masas concentradas por nivel, es decir, una masa por cada piso de todo el edificio, que es como normalmente se hace; en este último no todos los valores son conservadores, como se puede notar en la tabla de resultados del problema considerado. Ambos modelos toman en cuenta las deformaciones por cortante. Por lo tanto, la práctica usual de considerar las masas concentradas, una por cada nivel, no será una solución recomendable, y se propone el empleo de tomar dos masas concentradas por nivel, que se apega más a la realidad.

This paper presents a model for the seismic analysis of buildings, taking two lumped masses at each level in a structure’s free nodes and comparing them to the traditional model which considers lumped masses per level, i.e., a mass for each floor of the entire building. This is usually done in the seismic analysis of buildings; not all values are conservative in the latter, as can be seen in the table of results. Both models took shear deformations into account. Therefore, the usual practice of considering a lumped mass per each level would not be a recommended solution; using two lumped masses per level is thus proposed and is also more related to real conditions., En este documento se presenta un modelo para análisis sísmico de edificios en el cual se toman dos masas concentradas por cada nivel aplicadas en los nodos libres de la estructura y se compara con el modelo tradicional, que considera las masas concentradas por nivel, es decir, una masa por cada piso de todo el edificio, que es como normalmente se hace; en este último no todos los valores son conservadores, como se puede notar en la tabla de resultados del problema considerado. Ambos modelos toman en cuenta las deformaciones por cortante. Por lo tanto, la práctica usual de considerar las masas concentradas, una por cada nivel, no será una solución recomendable, y se propone el empleo de tomar dos masas concentradas por nivel, que se apega más a la realidad.

A probabilistic seismic hazard assessment of the Province of Murcia in terms of peak ground acceleration (PGA) and spectral accelerations [SA(T)] is presented in this paper. In contrast to most of the previous studies in the region, which were performed for PGA making use of intensity-to-PGA relationships, hazard is here calculated in terms of magnitude and using European spectral ground-motion models. Moreover, we have considered the most important faults in the region as specific seismic sources, and also comprehensively reviewed the earthquake catalogue. Hazard calculations are performed following the Probabilistic Seismic Hazard Assessment (PSHA) methodology using a logic tree, which accounts for three different seismic source zonings and three different ground-motion models. Hazard maps in terms of PGA and SA(0.1, 0.2, 0.5, 1.0 and 2.0 s) and coefficient of variation (COV) for the 475-year return period are shown. Subsequent analysis is focused on three sites of the province, namely, the cities of Murcia, Lorca and Cartagena, which are important industrial and tourism centres. Results at these sites have been analysed to evaluate the influence of the different input options. The most important factor affecting the results is the choice of the attenuation relationship, whereas the influence of the selected seismic source zonings appears strongly site dependant. Finally, we have performed an analysis of source contribution to hazard at each of these cities to provide preliminary guidance in devising specific risk scenarios. We have found that local source zones control the hazard for PGA and SA(T ≤ 1.0 s), although contribution from specific fault sources and long-distance north Algerian sources becomes significant from SA(0.5 s) onwards., Instituto Geográfico Nacional, Depto. de Geodinámica, Estratigrafía y Paleontología, Fac. de Ciencias Geológicas, TRUE, pub

In den frühen Jahren des Erdbebeningenieurwesens wurde das Verhalten der Gebäudeausrüstung, Gebäudeinfrastruktur und der nichttragenden Gebäudekomponenten unter seismischer Einwirkung stiefmütterlich behandelt. Erdbebenereignisse der letzten zwanzig Jahren haben jedoch gezeigt, dass bereits bei relativ schwachen Erdbebenereignissen erheblicher Schaden an der Gebäudeausrüstung auftreten kann. Darüber hinaus ist die Wiederkehrperiode von schwachen bis moderaten Erdbebenereignisse sowie das seismisch angeregte geographische Gebiet wesentlich größer als bei Starkbeben. Da die Gebäudeinfrastruktur wesentlich zum Gesamtrisiko beiträgt, ist es erforderlich das seismische Verhalten der Gebäudeinfrastruktur im Zuge des verhaltensbasierten Erdbebeningenieurwesens zu überprüfen. Es wird im Wesentlichen zwischen verschiebungssensitiven (driftsensitiven) und beschleunigungssensitiven Gebäudekomponenten unterschieden. Zu der ersteren Gruppe gehören beispielsweise Fassadenelemente und Zwischenwände, welche in der Regel an der Ober- und Unterkante der Geschoßdecke befestigt sind und daher bei zu großen Relativverschiebungen der Decken (Drift) geschädigt werden. Beschleunigungssensitive Gebäudekomponenten hingegen sind beispielsweise Boiler oder medizinische Geräte, welche an einer Decke oder einer Wand angebracht sind. Die maximale seismische Einwirkung ist daher proportional zur maximalen Beschleunigung des Schwerpunkts der Gebäudekomponente. Es ist dem planenden Ingenieur unzumutbar das dynamische Verhalten aller Gebäudekomponenten im Planungsprozess zu analysieren. Darüber hinaus würde die Gebäudenutzung eingeschränkt sein, falls man diese innerhalb des Gebäudes nicht umstellen dürfte. Es sind daher einfachere Methoden zur Abschätzung des seismischen Verhaltens von Gebäudekomponenten erforderlich. Diese Dissertation beschäftigt sich mit der Abschätzung von seismisch induzierten maximalen Deckenbeschleunigungen (im Englischen peak floor acceleration demand), da diese Größe stark, In the early days of earthquake engineering less attention has been paid to building contents, often referred to as nonstructural components (NSCs). In the last two decades, however, the potential seismic risk associated with NSCs has been recognized, separated into life safety and economic loss. It is reasonable to distinguish NSCs with respect to their response behavior. Displacement sensitive (drift sensitive) NSCs such as claddings or partition walls are mounted multiply at different slabs of the load-bearing structure, and thus, are damaged if the inter-story drift ratio exceeds a certain amount. In contrast, NSCs such as boilers or medical equipment are attached at a single wall or a single slab only. The equivalent seismic force is proportional to the total acceleration of the center of mass of the NSC. Thus, these NSCs are denoted as acceleration sensitive. During the design process usually the seismic behavior of NSCs cannot be considered by the structural engineer. Moreover, relocating an NSC in a facility may lead to amplified responses, and subsequently, to higher damage probabilities. Hence, efficient and sufficiently accurate methods are required to estimate the maximum absolute (peak) responses of NSCs. This dissertation focuses on the probabilistic seismic assessment of peak floor acceleration (PFA) demands. Research effort during the last decade has shown that damage of acceleration sensitive NSCs is well correlated with the PFA demand of the attachment point. Thus, the strategy of this research is to estimate PFA demands of the load-bearing structure in order to draw conclusions of the seismic response behavior of NSCs. In the first part of this dissertation a stochastic ground motion selection procedure is introduced to identify quickly record sets consistent with the site specific hazard. The selection is based on an optimization procedure such that the first moment and the second central moment of the spectral acceleration of the record set matc, Lukas Moschen, Zusammenfassung in deutscher Sprache, Dissertation Universität Innsbruck 2016

In den frühen Jahren des Erdbebeningenieurwesens wurde das Verhalten der Gebäudeausrüstung, Gebäudeinfrastruktur und der nichttragenden Gebäudekomponenten unter seismischer Einwirkung stiefmütterlich behandelt. Erdbebenereignisse der letzten zwanzig Jahren haben jedoch gezeigt, dass bereits bei relativ schwachen Erdbebenereignissen erheblicher Schaden an der Gebäudeausrüstung auftreten kann. Darüber hinaus ist die Wiederkehrperiode von schwachen bis moderaten Erdbebenereignisse sowie das seismisch angeregte geographische Gebiet wesentlich größer als bei Starkbeben. Da die Gebäudeinfrastruktur wesentlich zum Gesamtrisiko beiträgt, ist es erforderlich das seismische Verhalten der Gebäudeinfrastruktur im Zuge des verhaltensbasierten Erdbebeningenieurwesens zu überprüfen. Es wird im Wesentlichen zwischen verschiebungssensitiven (driftsensitiven) und beschleunigungssensitiven Gebäudekomponenten unterschieden. Zu der ersteren Gruppe gehören beispielsweise Fassadenelemente und Zwischenwände, welche in der Regel an der Ober- und Unterkante der Geschoßdecke befestigt sind und daher bei zu großen Relativverschiebungen der Decken (Drift) geschädigt werden. Beschleunigungssensitive Gebäudekomponenten hingegen sind beispielsweise Boiler oder medizinische Geräte, welche an einer Decke oder einer Wand angebracht sind. Die maximale seismische Einwirkung ist daher proportional zur maximalen Beschleunigung des Schwerpunkts der Gebäudekomponente. Es ist dem planenden Ingenieur unzumutbar das dynamische Verhalten aller Gebäudekomponenten im Planungsprozess zu analysieren. Darüber hinaus würde die Gebäudenutzung eingeschränkt sein, falls man diese innerhalb des Gebäudes nicht umstellen dürfte. Es sind daher einfachere Methoden zur Abschätzung des seismischen Verhaltens von Gebäudekomponenten erforderlich. Diese Dissertation beschäftigt sich mit der Abschätzung von seismisch induzierten maximalen Deckenbeschleunigungen (im Englischen peak floor acceleration demand), da diese Größe stark, In the early days of earthquake engineering less attention has been paid to building contents, often referred to as nonstructural components (NSCs). In the last two decades, however, the potential seismic risk associated with NSCs has been recognized, separated into life safety and economic loss. It is reasonable to distinguish NSCs with respect to their response behavior. Displacement sensitive (drift sensitive) NSCs such as claddings or partition walls are mounted multiply at different slabs of the load-bearing structure, and thus, are damaged if the inter-story drift ratio exceeds a certain amount. In contrast, NSCs such as boilers or medical equipment are attached at a single wall or a single slab only. The equivalent seismic force is proportional to the total acceleration of the center of mass of the NSC. Thus, these NSCs are denoted as acceleration sensitive. During the design process usually the seismic behavior of NSCs cannot be considered by the structural engineer. Moreover, relocating an NSC in a facility may lead to amplified responses, and subsequently, to higher damage probabilities. Hence, efficient and sufficiently accurate methods are required to estimate the maximum absolute (peak) responses of NSCs. This dissertation focuses on the probabilistic seismic assessment of peak floor acceleration (PFA) demands. Research effort during the last decade has shown that damage of acceleration sensitive NSCs is well correlated with the PFA demand of the attachment point. Thus, the strategy of this research is to estimate PFA demands of the load-bearing structure in order to draw conclusions of the seismic response behavior of NSCs. In the first part of this dissertation a stochastic ground motion selection procedure is introduced to identify quickly record sets consistent with the site specific hazard. The selection is based on an optimization procedure such that the first moment and the second central moment of the spectral acceleration of the record set matc, Lukas Moschen, Zusammenfassung in deutscher Sprache, Dissertation Universität Innsbruck 2016