The world has experienced multiple disasters in recent years that have highlighted the importance of effective disaster preparedness and response initiatives. One prominent example is the January 12, 2010, 7.0 magnitude earthquake that shook Port-au-Prince, Haiti. The massive disaster made it difficult for local Haitian community officials to respond immediately, leaving the country reliant on foreign aid and international and non-governmental relief organizations. Within days, hundreds of organizations and volunteers mobilized to send physicians and medical specialists, nurses, physiotherapists, psychologists and social workers to the affected area. However, the political and financial instability of Haiti, in conjunction with limited resources and severe destruction from the earthquake, made it difficult to coordinate response efforts between hundreds of responding organizations. The literature indicates that when health professionals are disorganized and unprepared, they are at risk physically, emotionally and mentally which could hinder their effectiveness as first responders. While these risks have been made known, there is little literature that explores the effectiveness of the supports, as perceived by Canadian health and social service providers in Haiti. In order to address this gap, this qualitative study explores various supports that were available to health and social service providers in Haiti by focusing on their lived experiences pre-deployment, on-site and post-deployment. These findings provide evidence to inform policy development regarding future disaster relief and the supports available to health and social service workers assisting with international disaster response.

Canada coordinates its responses to natural disasters abroad through implementing its ‘whole-of-government’ policy framework. The two largest natural disasters that struck in 2010 were the January earthquake in Haiti and the flooding in Pakistan seven months later. In contrast to the fast and robust earthquake relief provided to Haiti, Canada’s response to the Pakistan floods was minimal, especially when considering the extent of damage sustained. This dissertation applies a public administration lens to trace factors that led to the Government of Canada’s 2010 disaster-relief decisions. It develops a multi-level theoretical framework to holistically explore the role of problem-definition in shaping decision-making. It applies historical institutionalism at the macro level; recognizes the role of case-specific details and arenas at the meso level; and uses the logic of appropriateness to identify informal institutions affecting individual action at the micro level. Analysis of interviews, government documents and media coverage indicates that bureaucratic actors involved in the whole-of-government approach recognize that their role is ultimately removed from final disaster-relief decisions. There is an informal acceptance that political will, more than needs in the disaster-affected region, shapes implementation decisions. Consequently, technical assessment is inadvertently affected, and recommendations reflect what is deemed most in line with ministerial disposition to assist. The primary motivators for Government of Canada action are found to be the gaining of public support or the need to subdue targeted criticisms. Findings indicate that as a result of its media appeal, there was a strong incentive for the deployment of military assets in response to the earthquake in Haiti, even when doing so was not in the best interest of the affected region. Where Canada could respond only with non-military means, there was less incentive for action. This leads to supply-driven relief rather than a needs-based humanitarian response. With the developed theoretical framework, process-mapping and media analysis methodologies, and the actor-centred approach adopted, the dissertation makes theoretical and empirical contributions to existing public administration literature on decision-making and problem definition. It also presents a hitherto unexplored perspective on donor behaviour for consideration by international relations and development scholars.

Performance of buildings and bridges during past earthquakes has indicated that many of these structures are vulnerable to seismic damage and structural collapse. The deficiencies in pre-1970s design codes have resulted in poor performance of reinforced concrete structures during seismic excitations. The Richter Magnitude 6.6 - 1971 San Fernando Earthquake raised awareness for seismic retrofit needs of existing buildings for the first time. The majority of deficiencies of vulnerable concrete columns can be overcome through seismic retrofits that involve additional transverse reinforcement. This can be done either by providing reinforced concrete, steel, or fibre-reinforced polymer (FRP) jackets around existing columns; or by applying transverse prestressing to columns (RetroBelt System). The research project presented in this thesis involves a seismic retrofit methodology for seismically deficient building and bridge columns, utilizing the use of high-strength packaging straps as external reinforcement for transverse prestressing. The emphasis in the project is placed on experimental research. Three seismically deficient full-size reinforced concrete columns, with a circular, a square and a rectangular cross- section, either critical in shear or flexure, were designed, built and tested under simulated seismic loading. The results indicate that external prestressing of columns in transverse direction with high-strength steel straps improves ductility and energy dissipation capacity of seismically deficient columns. They further indicate that current analytical techniques can be used to predict the force-displacement relationships of columns. A design approach is presented for the retrofit methodology investigated.

Un modèle simplifié aux éléments finis a été proposé pour l'analyse des structures à ossature bois avec remplissage en pierres et mortier de terre en utilisant des modèles de comportement hystérétique pour les assemblages et certains éléments structuraux. Trois échelles différentes ont été définies pour l'identification et la validation des modèles hystérétiques: celle de l'assemblage, celle du mur de cisaillement et enfin celle de la structure complète en vraie grandeur. Le modèle calibré a été utilisé pour vérifier la correcte résistance aux séismes d'une maison traditionnelle Haïtienne à un étage ainsi que pour concevoir un exemple de bâtiment à deux étages utilisant les mêmes dispositifs constructifs. / A simplified finite element model was proposed for the analysis of timber-framed structures with infilling of rocks and clay morter by using hysteretic constitutive models for joints and structural elements. Three different scales were defined for the identification and validation of hysteretic models: connection, shear wall and full-scale building; comparisons of numerical and test results were performed at each scale. The calibrated model allowed assessing the earthquake-resistant performance of a traditional Haitian one-storey house and could be used for the design of a two-storey house.

[EN] The international debate on the environmental crisis, known since the 70's, pushes to review priorities in light of today's time to safeguard the future. In this regard, the problem of waste disposal takes on a great importance, especially from the construction sector. At the same time, it is necessary to revamp the Italian architectural heritage. The research identifies the implementation of regeneration building through the transformation of waste into resources for the area. The study of regulatory laws and best practices in the field of construction make it possible to identify effective ways of reusing components. In addition, the methods, tools, and techniques of demolition are analysed to ensure the uniformity of the merceologic fraction and the integrity of the elements. In the goal to promote the exploitation of the residual performances of materials that derive from selective demolitions, such as wood and steel, methodological and operational processes aimed at maximizing their reuse are further explained. The developed theories have been tested in the territory of L'Aquila, Italy. The city was severely damaged by the earthquake on the 6th of April, 2009. The reconstruction is an opportunity for the regeneration and development of the whole territory; however, it has many logistical, environmental, and economical problems. The restoration of the roads and the preservation of buildings necessitated the construction of safety systems. When reconstruction operations of a building begin, safety systems should be gradually dismantled. At present, end-life scenarios are not programmed, and the materials that constitute the safety systems are temporarily stored or transported to the landfill. The enormous quantity of waste results in economic and environmental damage, along with logistical disruptions. The research defines methodological-operative lines to reuse and recycle the materials that make up the safety systems, identify ways to pursue the optimization and sustainability of the rebuilding process. It has defined a process for the specific reuse in the seismic crater. Two lines of research developed from the data, and they are detailed below. Endogenous reuse: the materials that are derived from the dismantling of safety systems are immediately reused in sites for the construction of temporary buildings, i.e., construction site offices, changing rooms, refectories, toilets, etc. Temporary endogenous reuse is included in the reconstruction project with the matching function of structural or technological adjustment. Endogenous permanent reuse occurs through the improvement for the installations or redefinition of the internal space. Exogenous reuse: the materials that are derived from the dismantling of safety systems, are reused in neighbouring reconstruction sites within a radius of 100 km. The materials can also be used for the construction of temporary structures designed to accommodate the functions related to the community, such as school, offices, residences, etc. Finally, through the use of the prices present in the Region Abruzzo 2014 Price List, and by using the data previously obtained, a spread sheet for the assessment of the economic and environmental gain resulting from the reuse by businesses and public administrations was created. The research was used to define and develop sustainable methods for regeneration building, which also apply to the reconstruction of L'Aquila, to promote local resources and to resolve logistical, economical, and environmental issues related to this process. / [ES] El debate internacional sobre la crisis ambiental, desarrollada desde los años setenta, anima a revisar las prioridades de la época actual para salvaguardar el futuro. En este sentido tiene una gran importancia el problema de la eliminación de residuos, especialmente cuando provienen del sector de la construcción. Paralelamente existe la necesidad de renovar el patrimonio arquitectónico italiano. La investigación identifica las modalidades de ejecución en cuanto a la regeneración de las construcciones a través de la transformación de los residuos en recursos medioambientales o sostenibles. El estudio de las normas y de las buenas prácticas en el campo de la construcción, ha hecho posible determinar modalidades de actuación para la reutilización de componentes. Además, se han analizado los métodos, herramientas y técnicas para la demolición garantizando la uniformidad de los materiales y la integridad de los elementos. Con el objetivo de promover la explotación de las prestaciones residuales de los materiales resultantes de la demolición selectiva, en el caso de la madera y el acero fueron elaborados procesos metodológicos-operativos para la optimización de su reutilización. Las teorías desarrolladas han sido experimentadas en el territorio de L'Aquila (Italia), severamente dañado por el terremoto ocurrido el día 6 de abril de 2009. La reconstrucción es, de hecho, una oportunidad para la regeneración y el desarrollo de todo el territorio, pero en la actualidad tiene muchos problemas de orden logístico, ambiental y económico. La recuperación de la viabilidad y la preservación de los edificios han necesitado operaciones de consolidación de los edificios. Cuando comiencen las operaciones de reconstrucción del edificio, estos sistemas deben ser desmantelados. En la actualidad no han sido programados escenarios contemplen la viabilidad del final del ciclo de vida y los materiales que componen los sistemas de seguridad, por lo tanto, van a confluir en el almacenamiento o el vertedero temporal. Resulta un daño muy importante tanto a nivel económico, como ambiental y logístico. El proyecto de investigación define líneas metodológico-operativas para la reutilización/recuperación de los materiales que componen los sistemas de seguridad de los edificios e identifica maneras de conseguir la optimización y la sostenibilidad del proceso de reconstrucción. Se ha definido un proceso de reutilización específico para el territorio de L'Aquila, desarrollando dos líneas de investigación: reutilización endógena: los materiales provenientes del desmantelamiento de los sistemas de seguridad que son inmediatamente reutilizados dentro de la obra para la edificación de construcciones temporales o servicios, como oficinas, vestuarios, aseos, etc. (reutilización endógena temporal) o se insertan en el proyecto de reconstrucción con función de ajuste/mejoría de las estructuras, de las instalaciones o de los aspectos o la redefinición del espacio interno (reutilización endógena permanente); reutilización exógena: los materiales que derivan del desmantelamiento de los sistemas de seguridad se reutilizan en las obras de reconstrucción vecinas (en un radio de 100 km), o para la construcción de estructuras temporales que albergan las funciones relacionadas con la comunidad (escuelas, oficinas, residencias , etc.). Por último, a través de la utilización de la lista de precios de la Regione Abruzzo 2014 y el uso de los datos obtenidos previamente, ha sido elaborada una hoja de cálculo para evaluar el beneficio ambiental y económico resultante de la reutilización para las empresas y para las administraciones públicas. La investigación ha permitido desarrollar métodos de regeneración de la construcción sostenible, que pueden ser aplicados también a la reconstrucción en curso en la zona de L'Aquila, para promover los recursos locales y al mismo tiempo para resolver los problemas logístic / [CAT] El debat internacional sobre la crisi ambiental, desenvolupada des dels anys setanta, anima a revisar les prioritats de l'època actual per salvaguardar el futur. En aquest sentit té una gran importància el problema de l'eliminació de residus, especialment quan provenen del sector de la construcció. Parallelament existeix la necessitat de renovar el patrimoni arquitectònic italià. La investigació identifica les modalitats d'execució quant a la regeneració de les construccions a través de la transformació dels residus en recursos mediambientals o sostenibles. L'estudi de les normes i de les bones pràctiques en el camp de la construcció, ha fet possible determinar modalitats d'actuació per a la reutilització de components. A més, s'han analitzat els mètodes, eines i tècniques per a la demolició garantint la uniformitat dels materials i la integritat dels elements. Amb l'objectiu de promoure l'explotació de les prestacions residuals dels materials resultants de la demolició selectiva, en el cas de la fusta i l'acer van ser elaborats processos metodològics-operatius per a l'optimització de la seva reutilització. Les teories desenvolupades han estat experimentades al territori de L'Aquila (Itàlia), severament danyat pel terratrèmol ocorregut el dia 6 d'abril de 2009. La reconstrucció és, de fet, una oportunitat per a la regeneració i el desenvolupament de tot el territori, però en l'actualitat té molts problemes d'ordre logístic, ambiental i econòmic.. La recuperació de la viabilitat i la preservació dels edificis han necessitat operacions de consolidació dels edificis. Quan comencin les operacions de reconstrucció de l'edifici, aquests sistemes han de ser desmantellats. En l'actualitat no han estat programats escenaris que contemplen la viavilitat de la fi del cicle de vida i els materials que composen els sistemes de seguretat, per tant, van a confluir en l'emmagatzematge o l'abocador temporal. Resulta un dany molt important tant a nivell econòmic, com ambiental i logístic. El projecte de recerca defineix línies metodològic-operatives per a la reutilització/recuperació dels materials que composen els sistemes de seguretat dels edificis i identifica maneres d'aconseguir l'optimització i la sostenibilitat del procés de reconstrucció. S'ha definit un procés de reutilització específic per al territori de L'Aquila, desenvolupant dues línies de recerca: reutilització endogena: els materials provinents del desmantellament dels sistemes de seguretat que són immediatament reutilitzats dins de l'obra per a l'edificació de construccions temporals o serveis, com a oficines, vestuaris, banys, etc. (reutilització endogena temporal) o s'insereixen en el projecte de reconstrucció amb funció d'ajust/millora de les estructures, de les instal·lacions o dels aspectes o la redefinició de l'espai intern (reutilització endogena permanent); reutilització exògena: els materials que deriven del desmantellament dels sistemes de seguretat es reutilitzen en les obres de reconstrucció veïnes (en un radi de 100 km), o per a la construcció d'estructures temporals que alberguen les funcions relacionades amb la comunitat (escoles, oficines, residències, etc.). Finalment, a través de la utilització de la llista de preus de la Regione Abruzzo 2014 i l'ús de les dades obtingudes prèviament, ha estat elaborat un full de càlcul per avaluar el benefici ambiental i econòmic resultant de la reutilització per a les empreses i per a les administracions públiques. La investigació ha permès desenvolupar mètodes de regeneració de la construcció sostenible, que poden ser aplicats també a la reconstrucció en curs a la zona de L'Aquila, per promoure els recursos locals i al mateix temps per resoldre els problemes logístics, econòmics i ambientals relacionats amb aquest procés. / De Gregorio, S. (2016). FROM POST-EARTHQUAKE WASTE TO RESOURCE [Tesis doctoral no publicada]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/64872 / TESIS

Les contreventements en acier sont des moyens couramment utilisés pour assurer une rigidité latérale et une résistance aux bâtiments en acier, mais aussi aux bâtiments mixtes acierbéton et aux bâtiments en béton armé. La performance sismique des ossatures contreventées a été étudiée par de nombreux auteurs, la plupart concluent que la réponse réelle de ces ossatures peut différer beaucoup de celle des modèles simplifiés préconisés dans les codes dont l’Eurocode 8. En conséquence, pour obtenir un comportement sismique satisfaisant, ces codes peuvent d’être amendés ou même fondamentalement modifiés. Notre travail de thèse se concentre sur l’éventualité d’un comportement dissipatif localisé sur un étage de l’ossature. Les objectifs de la recherche sont les suivants: - Donner une description plus réaliste de la réponse sismique des ossatures contreventées; - Identifier les facteurs contribuant au développement d’un comportement dissipatif localisé sur un étage; - Examiner la performance des ossatures contreventées dimensionnées conformément à l’Eurocode 8; - Identifier les points faibles des règles de l’Eurocode 8 à l’origine de ce comportement insuffisant; - Proposer une méthode de redimensionnement complémentaire à la procédure actuelle de l’Eurocode 8 faisant appel à d’autres critères et vérifier la validité de cette méthode de redimensionnement sur plusieurs exemples d’ossatures démontrant la disparition complète de mécanismes dissipatifs localisés à un ou quelques étages; Afin de pouvoir apprécier l’insuffisance de l’Eurocode 8 à ce sujet, plusieurs bâtiments ont été dimensionnés selon cet Eurocode et ont été testés par des simulations numériques de type analyse dynamique incrémentale. L’évolution du déplacement relatif maximal entre étages (IDR) en fonction de l’augmentation du facteur d’échelle de l’accélération maximale du sol a été calculée à partir des résultats du calcul numérique. Il est constaté que l’apparition d’étages faibles dans les ossatures contreventées a une nature, progressive et autoamplifiante. La description précise du comportement fournit la possibilité d’une analyse critique des parties correspondantes de l’Eurocode 8 et de proposer une méthode de redimensionnement que nous avons appelé Robust Seismic Brace Design (RSBD). L’idée centrale de la méthode repose sur la nécessité d’utiliser un modèle inélastique d’analyse de la structure à la place du modèle élastique initial. Deux critères essentiels sont introduits dont l’objectif premier est de mieux répartir la dissipation en empêchant la réalisation d’un mécanisme local. Les performances des bâtiments renforcés sont sans exception meilleures que celles des bâtiments originaux; donc la méthode Robust Seismic Brace Design est une bon complément à la procédure de l’Eurocode 8 pour la conception parasismique des ossatures contreventées. / The concentric steel bracing is a commonly used way of providing lateral stiffness and resistance in both steel, composite and even concrete multi-storey framed buildings. Also it is an alternative for seismic retrofitting. The seismic performance of concentrically braced frames has been investigated by numerous authors during the past decades as several issues have been identified either related to the actual response, or the seismic design procedure implemented by standards such as the Eurocode 8. The topics are various, e.g. the cyclic dissipative behaviour of axially loaded braces, innovative bracing arrangements and members, controversial requirements imposed on the same members, localization of inelastic deformations related to the so called weak storey behaviour. The conclusion of most of the prior research conducted on the seismic performance of braced steel frames is that the actual response of a braced building differs from that of a simplified model applied by corresponding codes. Consequently, to safeguard satisfactory seismic behaviour, the Eurocode 8 standard in particular needs to be modified or amended. In order to confine the addressed topic to a size that may be discussed sufficiently in the frame of a PhD research, in the present thesis primarily the weak storey behaviour is looked into. The objectives of the research are: - Provide a better description of the seismic response of concentrically braced frames; - Identify the factors contributing to the development of weak storeys; - Investigate the performance of braced buildings designed according to Eurocode 8; - Identify the reasons why the Eurocode 8 designs are found usually inadequate; - Propose a new design method or additional criteria to the existing Eurocode 8 procedure and verify their viability by providing designs that successfully counteract seismic actions without the development of weak storeys; In the dissertation it is demonstrated by the incremental dynamic analysis of several braced frames that the Eurocode 8 provisions do not provide satisfactory designs. The examination of the responses of the designs is used to characterize the behaviour. It is found that the occurrence of weak storeys in braced frames has a specific, gradual, self-amplifying nature. By further analysis of the seismic responses, proof is given to the existence of this specific behaviour. The better description of the behaviour provides the possibility of a critical analysis of the corresponding parts of Eurocode 8 and the basis of the Robust Seismic Brace Design method criteria. These criteria are related to the anticipated inelastic seismic response of braced frames, and with their application in design weak storeys can be easily recognized and reinforced. The performances of the reinforced buildings are without exception better than that of the original Eurocode 8 designs; therefore the Robust Seismic Brace Design method is found to be a good alternative of the Eurocode 8 procedure for the seismic design of concentrically braced frames.

Scour is a process of removing soils around foundations by currents and waves. For the pile-supported marine structures such as the monopile-supported offshore wind turbines (OWTs) and the pile-supported bridges, scour can decrease the pile capacities and alter the dynamic responses of the structures. At present, there is not a widely accepted method to estimate pile axial or lateral capacity under scoured conditions. For example, different recommendations are used among the existing design standards for estimation of the vertical effective stress and the resulting capacities for single piles under different scour conditions. None of the existing standards or design practice has even considered the scour effects on the behavior of pile groups. Furthermore, the investigation into the responses of piles under multiple hazards of scour and earthquakes is rarely reported. To address the foregoing limitations, this study first introduces an analytical solution to determining the vertical effective stress of soils around single isolated piles under scoured conditions and uses it to examine the limitations of the existing standards in estimation of pile tensile capacity (Chapter 1). The effect of soil-pile interface friction is highlighted. Next, the study proposes new approaches to investigating the combined effects of scour and earthquakes on the lateral responses of the monopile-supported OWTs in sand (Chapter 2) and soft clay (Chapter 3). Lastly, simple and practical methods are developed based on the p-y curve framework for analyzing the lateral responses of pile groups in sand (Chapter 4) and soft clay (Chapter 5) subjected to static lateral loading. The proposed methods in this study were encoded into a series of open-source computer scripts for engineering practice. They were verified with the 3D continuum finite element (FE) analyses. Using the proposed methods, standard methods, and 3D FE method, parametric analyses were conducted to investigate the scour effects on the lateral behavior of the monopile-supported OWTs under crustal earthquakes and that of the pile groups under static loading. The factors considered in the parametric study included effects of scour-hole dimensions, soil stress history, soil density, soil-pile interface behavior, soil liquefaction potential, pile group configurations, etc. Through the parametric analyses, the standard methods were critically assessed by comparing the results to those calculated by the proposed methods and 3D FE methods, and some design-related issues were also discussed. / Graduate

This thesis deals with the possibility of using the residual shape with help of the structural analysis software SCIA Engineer in the calculation of seismic load. Residual shape will be used in combination with CQC and SRSS calculation method, including different numbers of own shapes and the oscillated mass. In the last step, the results will be compared with each other.

Das Bodenverhalten unter dynamischer Beanspruchung ist sehr komplex, wird jedoch in der Praxis häufig mit Hilfe von vereinfachten Modellen abgebildet. Die Gültigkeit solcher Modelle ist jedoch aufgrund des spannungs- und dehnungsabhängigen Bodenverhaltens sehr begrenzt. Alternativ dazu bieten sich dynamische numerische Berechnungen mit fortgeschrittenen Stofmodellen, die das Bodenverhalten in einem großen Dehnungs- und Spannungsbereich realitätsnah repräsentieren können. In dieser Arbeit wurde untersucht, inwieweit sich das komplexe Bodenverhalten unter dynamischen Einwirkungen mit Hilfe der Hypoplastizität abbilden lässt. Dabei wurde die entscheidende Rolle der Parameterermittlung veranschaulicht und zusätzlich ein angemessener Vorgang zur Bodenparameterbestimmung beschrieben. Zunächst wurde das Verhalten einer trockenen Sandschicht infolge von Erdbebenbeanspruchungen numerisch untersucht. Die Ergebnisse der Berechnungen zeigen, dass die Beschleunigungsamplifikation in der Nähe zur Bodenoberfläche von der Frequenz und der Amplitude der Grundbeschleunigung abhängt. Weiterhin nimmt die berechnete Eigenfrequenz und die entsprechende Amplifikation mit zunehmender Beschleunigungsamplitude ab. Des Weiteren wurde ein Zentrifugenversuch an einem im Sand eingebeteten Tunnel unter Erdbebeneinwirkungen nachgerechnet. Die berechneten Ergebnisse zeigen eine ausreichende Übereinstimmung mit dem Experiment. Mit der numerischen Nachrechnung wurde auch eine Abhängigkeit zwischen den Änderungen der Biegemomente in der Tunnelschale und der Oberflächensetzung im umliegenden Boden festgestellt. Die Standsicherheit von Böschungen unter Erdbebenbeanspruchungen stellt wegen des komplexen Bodenverhaltens eine weitere Herausforderung für die Berechnungen dar. Zunächst wurde überprüft, inwieweit sich das Böschungsverhalten mit der in der Praxis häufig eingesetzten pseudo-statischen Methode abbilden lässt. Hierfür wurde für eine in der Zentrifuge untersuchte Modellböschung die pseudostatische Analyse durchgeführt. Die im Zentrifugenversuch aufgetretenen oberflächennahen Gleitfläche lässt sich durch die pseudo-statische Methode nicht prognostizieren. Für eine oberflächennahe Gleitfläche wurde hingegen ein sehr hoher Standsicherheitsfaktor ermittelt. Mit einer numerischen Nachrechnung mit einem hypoplastischen Stoffmodell mit Betrachtung der intergranularen Dehnungen konnte das Verhalten der Modellböschung qualitativ und quantitativ sehr gut abgebildet werden. Somit wurden sowohl die oberflächennahe Gleitfläche als auch die Vertikal- und Horizontalverschiebungen realitätsnah wiedergegeben. In dieser Arbeit wurde des Weiteren ein Vorgang als Kombination zwischen den dynamischen numerischen Berechnungen und der pseudo-statischen Methode zur Bewertung der Standsicherheit von Böschungen unter dynamischer Einwirkung vorgeschlagen. Damit ließ sich ebenso ein realitätsnäher Stansicherheitsfaktor ermitteln. Da die Anwendung der pseudo-statischen Methode bei den Böschungen aus wassergesättigten kohäsionslosen Böden problematisch ist, lassen sich solche Böschungen entweder mit Zentrifugenmodellen oder numerisch mit fortgeschrittenen Stoffmodellen untersuchen. In dieser Arbeit wurden Nachrechnungen von Zentrifugenversuchen durchgeführt. Es handelt sich um einen Erddamm aus einem wassergesättigten, dicht gelagerten Nevada Sand unter Erdbebeneinwirkung. Mit der numerischen Berechnung wurde das Dammverhalten qualitativ und quantitativ sehr gut abgebildet. Sowohl die Dammverschiebungen als auch der Aufbau des Porenwasserdrucks zeigen eine sehr gute Übereinstimmung mit den Messungen. Weiterhin wurden mit den gleichen Bodenparametern zwei weitere Zentrifugenversuche unter Erdbebeneinwirkung nachgerechnet. Beide Modellversuche wurden mit einem locker gelagerten, wassergesättigten Nevada Sand durchgeführt. Bei einem Versuch wurde ein Erddamm und bei dem anderen eine Sandschicht untersucht. In den numerischen Nachrechnungen ließen sich sowohl die Verschiebungen als auch die Porenwasserdrücke in beiden Randwertproblemen realistisch abbilden. Weiterhin wurde die Wirkung von Schottersäulen zur Verhinderung der Bodenverflüssigung numerisch untersucht. Zunächst wurden die Dränage- und die Aussteifungswirkung der Schottersäulen unabhängig voneinander betrachtet. Die Dränagewirkung ist vernachlässigbar, da sich während eines Erdbebens der Porenwasserdruck sehr schnell aufbaut. Wegen der hohen Steifigkeit der Schottersäulen wird zwar weniger Porenwasserdruck in den Boden aufgebaut. Die effektive Spannung nimmt jedoch trotzdem unverhindert ab. Dies lässt sich damit begründen, dass die hohe Säulensteifigkeit zu einer Spannungsumlagerung in Richtung Säulen führt und ein Siloeffekt entsteht. Somit wird der Boden zum Teil von den Säulen getragen und die totale Spannung im Boden nimmt ab. In der 3D-Berechnungen ist dieser Siloeffekt deutlich geringer als in den 2D-Berechnungen. Nichtsdestotrotz zeigen sowohl die 2D- als auch die 3D-Berechnungen, dass die Säulensteifigkeit eine nur mäßige Wirkung zur Verhinderung der Bodenverflüssigung aufweist. In weiteren 3D-Berechnungen wurde der Einfluss der Säulenherstellung untersucht. Hierfür wurden Berechnungen mit erhöhter Bodendichte und Seitenspannung durchgeführt. Sowohl die Verdichtung als auch die Erhöhung der Seitenspannung verlangsamen den Porenwasserdruckaufbau bzw. die Abnahme der effektiven Spannung. Der Einfluss der Bodenverdichtung ist jedoch wesentlich höher. Weiterhin weist die Wirkung der Schottersäulen eine Abhängigkeit von der dynamischen Belastung auf. Die Bodenverflüssigung infolge eines kleinen Erdbebens wird verhindert, während sich die Verflüssigung infolge eines stärkeren Erdbebens nur um wenige Sekunden verzögert. / The soil behavior under dynamic loading is very complex. However, in daily use it is often illustrated by means of simplified models. The validity of these models is very limited due to the stress and strain-dependent soil behavior. Alternatively, dynamic numerical calculations can be performed with advanced constitutive models which can represent soil behavior in a wide range of strain and stress. In this work it was investigated, to which extent the complex soil behavior can be reproduced using hypoplasticity.Furthermore,the important role of parameter determination was illustrated. In addition, an appropriate procedure for determining soil parameters was described. First, the behavior of a dry sand layer under earthquake load was investigated numerically. The results of the calculations show that the acceleration amplification near the ground surface depends on the frequency and the amplitude of the basic acceleration. Furthermore, the calculated natural frequency and the corresponding amplification decrease with increasing acceleration amplitude. In addition, a centrifuge test on a tunnel embedded in sand under earthquake effects was numerically calculated. The calculated results show a satisfactory agreement with the experiment. The numerical calculation also revealed a dependency between the changes in the bending moments in the tunnel lining and the surface settlement of the surrounding soil. Due to the complex soil behavior, the stability of slopes under earthquake loads poses a further challenge for the calculations. Firstly, it was examined, to which extent slope behavior can be represented with the frequently used pseudo-static method. For this purpose the pseudo-static analysis was carried out for a model earth dam examined in the centrifuge. The pseudo-static method predicts a deep seated sliding surface in contrast to the shallow sliding surface in the centrifuge test. However, for a shallow sliding surface, a very high stability safety factor was determined. With a numerical calculation using a hypoplastic material model considering the intergranular strains, the behavior of the earth dam could be reproduced qualitatively and quantitatively very well. Thus, the shallow sliding surface as well as the vertical and horizontal displacements were reproduced realistically. In this thesis, a combination of the dynamic numerical calculation and the pseudo-static method for assessing the stability of slopes under dynamic influence was proposed. So, a realistic stability safety factor can be determined. The application of the pseudo-static method is problematic in case of slopes in saturated non-cohesive soil. These slopes can either be investigated with centrifuge models or numerically with advanced material models. In this work, numerical recalculations of centrifuge tests were carried out. It is an earth dam from a saturated Nevada sand under an earthquake effect. With the numerical calculation the dam behavior was reproduced qualitatively and quantitatively in a satisfactory manner. Both the dam displacements as well as the build-up of pore water pressure show a very good agreement with the measurements. Two further centrifuge tests were also carried out using the same soil parameters. Both model tests were conducted with a loose saturated Nevada sand. One test was carried out on an earth dam and the other on a sand layer. With the numerical calculations, both displacements and pore water pressures were reproduced realistically in both boundary value problems. In addition the effect of stone columns to prevent soil liquefaction was studied numerically. First, the drainage and stiffening effects of stone columns were examined separately. The drainage effect has no significant influence because of the very rapid build-up of pore water pressure during the earthquake. Due to the high stiffness of the stone columns, less pore water pressure builds up in the soil. However, the effective stress continues to decrease unhindered. The high stiffness of the columns leads to a stress redistribution in the direction of the columns and a silo effect arises. In 3D calculations, the silo effect is significantly lower than in 2D calculations. The 2D and 3D calculations show that the column stiffness has a moderate effect to prevent soil liquefaction. In further 3D calculations, the influence of column installation was investigated. Calculations with increased soil density and lateral stress were carried out for this purpose. Both the compaction and the increase of the lateral stress slow down the build-up of pore water pressure and the decrease in effective stress. However, the impact of soil compaction is much higher. Furthermore, the effect of stone columns depends on the dynamic load. The soil liquefaction due to a small earthquake is prevented, while liquefaction due to a stronger earthquake is delayed only by a few seconds.

Das seitliche Kraftwiderstandssystem, in diesem Fall Stahlbetonkernwände eines 10-stöckigen Gebäudes, das aus Schwerkraftstützen und Scherwänden besteht, wurde linear (unter der Annahme eines linearen elastischen Materialverhaltens von Beton) und nichtlinear gerissen (unter Berücksichtigung des Materialverhaltens von Beton) unter seismische Belastung analysiert. Erst wurde die grundlegenden Methode der äquivalenten Seitenkraft zur Schätzung der seismischen Belastungen benutzt, später wurde die aktuelle Methode The Performance Based Seismic Design verwendet, bei der reale seismische Aufzeichnungen verwendet werden und die Beschleunigungen mithilfe der Software ETABS auf das Gebäude angewendet werden. Nach dem Anwenden der Beschleunigungen wurden die maximal resultierenden Kräfte und Verformungen bewertet. Das Gebäude wurde dann für die maximal resultierenden Kräfte ausgelegt.Der Inhalt des Hauptberichts ist: - Allgemeine Beschreibung des Gebäudes, seismische Standortinformationen, Standortantwortspektren, Belastung und seismische Kräfte einschließlich Analyse des modalen Antwortspektrums. - Lineares Design des Modells für Schwerkraft und seismische Belastungen, P-M-Wechselwirkungsdiagramme für den U-Querschnitt aus Stahlbeton, Entwurf einer Längs- und Schubbewehrung der Scherwände und des Koppelbalkens. - Zwei Varianten des nichtlinearen Modells, bei denen die Kernwand (Scherwände) gemäß jeder Variante entworfen wird, wobei der Einfluss des Dämpfungsmodells auf das nichtlineare dynamische Verhalten sowie der Einfluss des Kopplungsstrahlmodells auf das nichtlineare dynamische Verhalten untersucht werden. - Entwurfsüberprüfung, erst mit der Definition der Leistungsobjekte und Modell für die Zeitverlaufsanalyse. Es wurden zwei Leistungsziele untersucht: Vollbetriebs- und Lebenssicherheitsprüfungen. - In zwei Fällen wurde eine zusätzliche Studie zur Reaktion von nicht strukturellen Elementen aufgrund seismischer Belastung durchgeführt: Überprüfung des Vollbetriebs und der Lebenssicherheit. - Die Durchsetzungszeichnungen wurden fertiggestellt und dem Bericht beigefügt. Schlussfolgerung und Empfehlungen waren am Ende des Berichts. Dies ist wichtig für die Gesellschaft, da die verwendete Methode für die seismische Planung jedes Gebäudes verwendet werden kann. Es könnte ein Holzbau oder ein Mauerwerk sein. Die Gestaltung eines Mauerwerksgehäuses wird Gegenstand eines zukünftigen Forschungsprojekts sein. Allgemeine Ziele: Lineare und nichtlineare seismische Bemessung von Stahlbetongebäuden unter Verwendung der 'seismischen Bemessung der Leistungsgrundlagen:Acknowledgement 4 PART I: General Information, Site and Loading 5 1. General Information About the Building 5 1.1. Specified Material Properties: 6 1.2. Site Information: 6 1.3. Geometry (Figure I.1): 7 2. Site Seismicity and Design Coefficients 7 2.1. USGS Results 7 2.2. Site Response Spectra 8 2.3. Design Coefficients And Factors For Seismic Force-Resisting Systems 8 3. Loading 9 3.1. Determination Of Seismic Forces 9 3.2. Modal Response Spectrum Analysis 9 3.3. Seismic Load Effects And Combinations 11 PART II: Core Wall Design - Linear Model 12 4. Model of ETABS 12 4.1. Geometry 12 4.2. Gravity Loads 13 4.3. Seismic Loads 15 4.4. Tabulated Selected Results From ETABS Analysis 16 5. P-M Interaction Diagrams 17 5.1. N-S Direction 17 5.2. E-W Direction 19 6. Lateral Force Resisting System, Linear 20 6.1. Longitudinal Reinforcement 20 6.2. Shear Reinforcement 22 6.3. Boundary Elements 24 6.3.1. Transverse Reinforcement Of Boundary Elements 26 6.4. Coupling Beams 27 7. Detailing 30 PART III: Site Response Spectra and Input Ground Motions 31 8. Performance Levels 31 8.1. ASCE 7-16 Target Spectra 31 8.2. Site Response Spectra 34 8.2.1. Ground Motion Conditioning 34 8.2.2. Amplitude Scaling 37 8.2.3. Pseudo Acceleration and Displacement Response Spectra 38 PART IV: Non-Linear Model 40 9. Variant 1 of Non-Linear Model 40 9.1. Complete Core Wall Design for Combined Axial-Flexure 40 9.2. Modal Analysis 43 9.3. Influence of the Damping Model on the Nonlinear Dynamic Response 49 10. Variant 2 of Non-Linear Model 57 10.1. Influence of the Coupling Beam Model on the Nonlinear Dynamic Response 57 10.2. Estimated Roof Displacement 68 PART V: Design Verification 70 11. General 70 11.1. Performance Objectives 70 11.2. Model For Time-History Analyses 71 11.3. Performance Level Verification 71 11.4. Fully Operational Performance Level Verification 71 11.5. Life Safety Performance Level Verification 78 PART VI: Capacity Design of Force Controlled Elements and Regions and Design of Acceleration-Sensitive Nonstructural Elements 87 12. General 87 12.1. Design Verification 87 12.1.1. Full Occupancy Case 87 12.1.2. Life Safety Case 91 12.1.3. Observations on Plots 93 12.2. Acceleration response spectra at roof level 94 12.2.1. Observations on Plots 95 12.3. Core Wall 97 12.4. Design Detail Comparison 103 12.5. Detailed Drawing 103 12.6. Diaphragm 104 12.7. Fire Sprinkler System 117 12.8. Overhanging Projector 119 PART VII: Conclusion 122 / Lateral Force Resisting System, in this case reinforced concrete core walls of a 10 story building consists of gravity columns and shear walls, has been analyzed in linear (assuming linear elastic material behavior of concrete) and nonlinear cracked (considering plastic material behavior of concrete) case, for seismic loading. Starting with the basic method of equivalent lateral force to estimate the seismic loads, then using the up to date method, The Performance Based Seismic Design, which uses real seismic records and apply the accelerations on the building using the software ETABS. After applying the accelerations, maximum resulted forces and deformations have been evaluated. The building then have been designed for the maximum resulted forces. The contents of the main report are: - General description of the building, site seismic information, site response spectra, loading and seismic forces including modal response spectrum analysis. - Linear design of the model for gravity and seismic loads, P-M interaction diagrams developed for U cross section from reinforced concrete, designing longitudinal and shear reinforcement of the shear walls and coupling beam. - Two variants of Nonlinear model, designing the core wall (shear walls) according to each variant, studying the influence of damping model on the nonlinear dynamic response, as well as the influence of the coupling beam model on the nonlinear dynamic response. - Design verification, starting with defining the performance objects, and model for time history analysis. Two performance objectives have been studied: Fully operational and Life safety level verifications. - Additional study was performed for the response of non-structural elements due to seismic loading in two cases: Fully operational and Life safety level verifications. - Reinforcement Drawings have been finalized and attached to the report. - Conclusion and recommendations was at the end of the report. It is important for the society, because the used method could be used for the seismic design of any building. It could be wood building or masonry building. Designing a masonry building case will be the subject of future research project. Overall objectives: Linear and Nonlinear seismic design of reinforced concrete building using the performance bases seismic design.:Acknowledgement 4 PART I: General Information, Site and Loading 5 1. General Information About the Building 5 1.1. Specified Material Properties: 6 1.2. Site Information: 6 1.3. Geometry (Figure I.1): 7 2. Site Seismicity and Design Coefficients 7 2.1. USGS Results 7 2.2. Site Response Spectra 8 2.3. Design Coefficients And Factors For Seismic Force-Resisting Systems 8 3. Loading 9 3.1. Determination Of Seismic Forces 9 3.2. Modal Response Spectrum Analysis 9 3.3. Seismic Load Effects And Combinations 11 PART II: Core Wall Design - Linear Model 12 4. Model of ETABS 12 4.1. Geometry 12 4.2. Gravity Loads 13 4.3. Seismic Loads 15 4.4. Tabulated Selected Results From ETABS Analysis 16 5. P-M Interaction Diagrams 17 5.1. N-S Direction 17 5.2. E-W Direction 19 6. Lateral Force Resisting System, Linear 20 6.1. Longitudinal Reinforcement 20 6.2. Shear Reinforcement 22 6.3. Boundary Elements 24 6.3.1. Transverse Reinforcement Of Boundary Elements 26 6.4. Coupling Beams 27 7. Detailing 30 PART III: Site Response Spectra and Input Ground Motions 31 8. Performance Levels 31 8.1. ASCE 7-16 Target Spectra 31 8.2. Site Response Spectra 34 8.2.1. Ground Motion Conditioning 34 8.2.2. Amplitude Scaling 37 8.2.3. Pseudo Acceleration and Displacement Response Spectra 38 PART IV: Non-Linear Model 40 9. Variant 1 of Non-Linear Model 40 9.1. Complete Core Wall Design for Combined Axial-Flexure 40 9.2. Modal Analysis 43 9.3. Influence of the Damping Model on the Nonlinear Dynamic Response 49 10. Variant 2 of Non-Linear Model 57 10.1. Influence of the Coupling Beam Model on the Nonlinear Dynamic Response 57 10.2. Estimated Roof Displacement 68 PART V: Design Verification 70 11. General 70 11.1. Performance Objectives 70 11.2. Model For Time-History Analyses 71 11.3. Performance Level Verification 71 11.4. Fully Operational Performance Level Verification 71 11.5. Life Safety Performance Level Verification 78 PART VI: Capacity Design of Force Controlled Elements and Regions and Design of Acceleration-Sensitive Nonstructural Elements 87 12. General 87 12.1. Design Verification 87 12.1.1. Full Occupancy Case 87 12.1.2. Life Safety Case 91 12.1.3. Observations on Plots 93 12.2. Acceleration response spectra at roof level 94 12.2.1. Observations on Plots 95 12.3. Core Wall 97 12.4. Design Detail Comparison 103 12.5. Detailed Drawing 103 12.6. Diaphragm 104 12.7. Fire Sprinkler System 117 12.8. Overhanging Projector 119 PART VII: Conclusion 122