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Dissertations / Theses on the topic 'Earthquake engineering'

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Published: 4 June 2021
Last updated: 29 July 2024

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1

Carlton, Aerik. "Performance-based engineering framework for earthquake and fire following earthquake." Thesis, Michigan Technological University, 2014. http://pqdtopen.proquest.com/#viewpdf?dispub=1552728.

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The objective for this thesis is to outline a Performance-Based Engineering (PBE) framework to address the multiple hazards of Earthquake (EQ) and subsequent Fire Following Earthquake (FFE). Currently, fire codes for the United States are largely empirical and prescriptive in nature. The reliance on prescriptive requirements makes quantifying sustained damage due to fire difficult. Additionally, the empirical standards have resulted from individual member or individual assembly furnace testing, which have been shown to differ greatly from full structural system behavior. The very nature of fire behavior (ignition, growth, suppression, and spread) is fundamentally difficult to quantify due to the inherent randomness present in each stage of fire development. The study of interactions between earthquake damage and fire behavior is also in its infancy with essentially no available empirical testing results. This thesis will present a literature review, a discussion, and critique of the state-of-the-art, and a summary of software currently being used to estimate loss due to EQ and FFE. A generalized PBE framework for EQ and subsequent FFE is presented along with a combined hazard probability to performance objective matrix and a table of variables necessary to fully implement the proposed framework. Future research requirements and summary are also provided with discussions of the difficulties inherent in adequately describing the multiple hazards of EQ and FFE.

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2

Sheikh, Md Neaz. "Simplified analysis of earthquake site response with particular application to low and moderate seismicity regions." Thesis, Hong Kong : University of Hong Kong, 2001. http://sunzi.lib.hku.hk/hkuto/record.jsp?B2353008x.

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3

Lamata, Martinez Ignacio. "The integration of earthquake engineering resources." Thesis, University of Oxford, 2014. http://ora.ox.ac.uk/objects/uuid:5c5ca053-efc7-49a2-a52e-234189f5fb3c.

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Earthquake engineering is increasingly focusing on large international collaborations to address complex problems. Recent computing advances have greatly contributed to the way scientific collaborations are conducted, where web-based solutions are an emerging trend to manage and present results to the scientific community and the general public. However, collaborations in earthquake engineering lack a common interoperability framework, resulting in tedious and complex processes to integrate results, which cannot be efficiently used by third-party institutions. The work described in this thesis applies novel computing techniques to enable the interoperability of earthquake engineering resources, by integrating data, distributed simulation services and laboratory facilities. This integration focuses on distributed approaches rather than centralised solutions, and has been materialised in a platform called Celestina, that supports the integration of hazard mitigation resources. The prototype of Celestina has been implemented and validated within the context of two of the current largest earthquake engineering networks, the SERIES network in Europe and the NEES network in the USA. It has been divided into three sub-systems to address different problems: (i) Celestina Data, to develop best methods to define, store, integrate and share earthquake engineering experimental data. Celestina Data uses a novel approach based on Semantic Web technologies, and it has accomplished the first data integration between earthquake engineering institutions from the United States and Europe by means of a formalised infrastructure. (ii) Celestina Tools, to research applications that can be implemented on top of the data integration, in order to provide a practical benefit for the end user. (iii) Celestina Simulations, to create the most efficient methods to integrate distributed testing software and to support the planning, definition and execution of the experimental workflow from a high-level perspective. Celestina Simulations has been implemented and validated by conducting distributed simulations between the Universities of Oxford and Kassel. Such validation has demonstrated the feasibility to conduct both flexible, general-purpose and high performance simulations under the framework. Celestina has enabled global analysis of data requirements for the whole community, the definition of global policies for data authorship, curation and preservation, more efficient use of efforts and funding, more accurate decision support systems and more efficient sharing and evaluation of data results in scientific articles.
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4

Javaherian, Yazdi Abbas. "Damage modelling for performance-based earthquake engineering." Thesis, University of British Columbia, 2015. http://hdl.handle.net/2429/55528.

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The overarching objective in this work is to advance damage modelling for performance-based earthquake engineering. To achieve this objective, this thesis provides a new vision, technique, and software framework for the assessment of seismic damage and loss to building components. The advent of performance-based earthquake engineering placed a renewed emphasis on the assessment of damage and monetary loss in structural engineering. Assessment of seismic damage and loss for decision making entails two ingredients. First, models that predict the detailed damage to building components; second, a probabilistic framework that simulates damage and delivers the monetary loss for the reliability, risk, and optimization analysis. This motivates the contributions in this thesis, which are summarized in the following paragraphs. First, a literature review is conducted on models, techniques and experimental studies that address component damage due to earthquakes. The existing approaches for prediction of the seismic damage, repair actions, and costs are examined. The objective in this part is to establish a knowledge bank that facilitates the subsequent development of probabilistic models for seismic damage. Second, a logistic regression technique is employed for developing multivariate models that predict the probability of sustaining discrete damage states. It is demonstrated that the logistic regression remedies several shortcomings in univariate damage models, such as univariate fragility curves. The multivariate damage models are developed for reinforced concrete shear walls using experimental data. A search algorithm for model selection is included. It is found that inter-story drift and aspect ratio of walls are amongst the most influential parameters on the damage. Third, an object-oriented software framework for detailed simulation of visual damage is developed. The work builds on the existing software Rt. Emphasis is on the software framework, which facilitates detailed simulation of component behaviour, including visual damage. Information about visual damage allows the prediction of repair actions, which in turn improves our ability to predict the time and cost of repair.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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5

Nieto, ferro Alex. "Nonlinear Dynamic Soil-Structure Interaction in Earthquake Engineering." Thesis, Châtenay-Malabry, Ecole centrale de Paris, 2013. http://www.theses.fr/2013ECAP0006/document.

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Ce travail détaille une approche de calcul pour la résolution de problèmes dynamiques qui combinent des discrétisations en temps et dans le domaine de Laplace reposant sur une technique de sous-structuration. En particulier, la méthode développée cherche à remplir le besoin industriel de réaliser des calculs dynamiques tridimensionnels pour le risque sismique en prenant en compte des effets non-linéaires d'interaction sol-structure (ISS). Deux sous-domaines sont considérés dans ce problème. D'une part, le domaine de sol linéaire et non-borné qui est modélisé par une impédance de bord discrétisée dans le domaine de Laplace au moyen d'une méthode d'éléments de frontière ; et, de l'autre part, la superstructure qui fait référence pas seulement à la structure et sa fondation mais aussi, éventuellement, à une partie du sol présentant un comportement non-linéaire. Ce dernier sous-domaine est formulé dans le domaine temporel et discrétisé avec la méthode des éléments finis (FE). Dans ce cadre, les forces liées à l'ISS s'écrivent sous la forme d'une intégrale de convolution en temps dont le noyau est la transformée de Laplace inverse de la matrice d'impédance de sol. Pour pouvoir évaluer cette convolution dans le domaine temporel à partir d'une impédance de sol définie dans le domaine de Laplace, une approche basée sur des Quadratures de Convolution (QC) est présentée : la méthode hybride Laplace-Temps (L-T). La stabilité numérique de son couplage avec un schéma d'intégration de type Newmark est ensuite étudiée sur plusieurs modèles d'ISS en dynamique linéaire et non-linéaire. Finalement, la méthode L-T est testée sur un modèle numérique plus complexe, proche d'une application sismique de caractère industriel, et des résultats satisfaisants sont obtenus par rapport aux solutions de référence
The present work addresses a computational methodology to solve dynamic problems coupling time and Laplace domain discretizations within a domain decomposition approach. In particular, the proposed methodology aims at meeting the industrial need of performing more accurate seismic risk assessments by accounting for three-dimensional dynamic soil-structure interaction (DSSI) in nonlinear analysis. Two subdomains are considered in this problem. On the one hand, the linear and unbounded domain of soil which is modelled by an impedance operator computed in the Laplace domain using a Boundary Element (BE) method; and, on the other hand, the superstructure which refers not only to the structure and its foundations but also to a region of soil that possibly exhibits nonlinear behaviour. The latter subdomain is formulated in the time domain and discretized using a Finite Element (FE) method. In this framework, the DSSI forces are expressed as a time convolution integral whose kernel is the inverse Laplace transform of the soil impedance matrix. In order to evaluate this convolution in the time domain by means of the soil impedance matrix (available in the Laplace domain), a Convolution Quadrature-based approach called the Hybrid Laplace-Time domain Approach (HLTA), is thus introduced. Its numerical stability when coupled to Newmark time integration schemes is subsequently investigated through several numerical examples of DSSI applications in linear and nonlinear analyses. The HLTA is finally tested on a more complex numerical model, closer to that of an industrial seismic application, and good results are obtained when compared to the reference solutions
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6

Bao, Yu. "A Biot formulation for geotechnical earthquake engineering applications." Diss., Connect to online resource, 2006. http://gateway.proquest.com/openurl?url_ver=Z39.88-2004&rft_val_fmt=info:ofi/fmt:kev:mtx:dissertation&res_dat=xri:pqdiss&rft_dat=xri:pqdiss:3219029.

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7

Menu, J. M. H. "Engineering study of near-field earthquake ground motions." Thesis, Imperial College London, 1986. http://hdl.handle.net/10044/1/38102.

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8

Nieto, Ferro Alex. "Nonlinear Dynamic Soil-Structure Interaction in Earthquake Engineering." Phd thesis, Ecole Centrale Paris, 2013. http://tel.archives-ouvertes.fr/tel-00944139.

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The present work addresses a computational methodology to solve dynamic problems coupling time and Laplace domain discretizations within a domain decomposition approach. In particular, the proposed methodology aims at meeting the industrial need of performing more accurate seismic risk assessments by accounting for three-dimensional dynamic soil-structure interaction (DSSI) in nonlinear analysis. Two subdomains are considered in this problem. On the one hand, the linear and unbounded domain of soil which is modelled by an impedance operator computed in the Laplace domain using a Boundary Element (BE) method; and, on the other hand, the superstructure which refers not only to the structure and its foundations but also to a region of soil that possibly exhibits nonlinear behaviour. The latter subdomain is formulated in the time domain and discretized using a Finite Element (FE) method. In this framework, the DSSI forces are expressed as a time convolution integral whose kernel is the inverse Laplace transform of the soil impedance matrix. In order to evaluate this convolution in the time domain by means of the soil impedance matrix (available in the Laplace domain), a Convolution Quadrature-based approach called the Hybrid Laplace-Time domain Approach (HLTA), is thus introduced. Its numerical stability when coupled to Newmark time integration schemes is subsequently investigated through several numerical examples of DSSI applications in linear and nonlinear analyses. The HLTA is finally tested on a more complex numerical model, closer to that of an industrial seismic application, and good results are obtained when compared to the reference solutions.
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9

Sims, Benjamin Hayden. "On shifting ground : earthquakes, retrofit and engineering culture in California /." Diss., Connect to a 24 p. preview or request complete full text in PDF format. Access restricted to UC IP addresses, 2000. http://wwwlib.umi.com/cr/ucsd/fullcit?p9975893.

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10

Salman, Firas, and Mouhammed Hussain. "Earthquake Resistant Wooden House." Thesis, Linnaeus University, School of Engineering, 2010. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-5908.

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Wood-stud shear walls are commonly used to provide lateral stability against horizontal forces in wood houses. Therefore, accurate predictions of the deformation properties of shear walls are necessary in order to improve the design of wood frame houses against earthquake loading. The aim of this thesis is to increase damping capacity of wood-stud shear walls and hence improve wood frame houses resistance against earthquake.

The starting point has been the laboratory experiments of nail joint’s deformation properties. Purpose of the experiments was to determine material properties of a nail joint. The material properties have later been used as material input data in the finite element (FE) model of wood-stud shear wall elements under alternating lateral loading.  FE results have shown that wood-stud shear wall element’s damping capacity is mainly dependent on nail joints properties, number of nail joints, wall dimension and the use of middle studs.


Skjuvväggar av trä används ofta för att ge stabilitet åt horisontalbelastade träshustommar. Därför är kunskaper om skjuvväggars deformationsegenskaper nödvändiga för att kunna förbättra utformningen av trästommar utsatta för jordbävningslaster. Syftet med detta examenarbete är att visa på olika sätt som ökar skjuvväggars absorberande energi eller dämpningskapacitet och som därigenom ger möjligheter att förbättra trästommars motstånd mot jordbävningslaster.

 

Utgångspunkten har varit laboratorieexperimenten avseende spikförbandens deformationsegenskaper. Syftet med experimenten var att bestämma materialegenskaper för två olika spikförband. Materialsambanden användes därefter som indata i finita element (FE) modeller av skjuvväggselement utsatta för växlande sidobelastning. FE resultaten har visat att skjuvväggars totala dämpningskapacitet beror i huvudsak på spikförbandets materialegenskaper, antal spikförband, väggdimensionen och användningen av mellanreglar.

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11

Ranf, R. Tyler. "Model selection for performance-based earthquake engineering of bridges /." Thesis, Connect to this title online; UW restricted, 2007. http://hdl.handle.net/1773/10176.

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12

Shaikhutdinov, Rustem V. "Structural damage evaluation : theory and applications to earthquake engineering /." Pasadena : California Institute of Technology, Earthquake Engineering Research Laboratory, 2004. http://caltecheerl.library.caltech.edu.

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13

Van, Dyck Jozef Frans Maria. "Statistical analysis of earthquake catalogs." Thesis, Massachusetts Institute of Technology, 1985. http://hdl.handle.net/1721.1/42969.

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Thesis (Ph. D.)--Massachusetts Institute of Technology, Dept. of Civil Engineering, 1986.
MICROFICHE COPY AVAILABLE IN ARCHIVES AND ENGINEERING
Bibliography: leaves 262-269.
by Jozef Frans Maria Van Dyck.
Ph.D.
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14

Schwartz, Richard Jay. "Analysis of prehistoric shoreline structures of Coastal South Carolina and their significance in assessing regional geological stability." Thesis, Georgia Institute of Technology, 1997. http://hdl.handle.net/1853/25804.

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15

Teakle, Geraldine Mary Reid. "Incentives for earthquake hazard mitigation /." Title page, contents and abstract only, 1998. http://web4.library.adelaide.edu.au/theses/09ENV/09envt253.pdf.

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16

Haji, Akbari Fini Siavash. "Theory and simulation of electromagnetic dampers for earthquake engineering applications." Thesis, University of British Columbia, 2016. http://hdl.handle.net/2429/57068.

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The present study develops applications of electromagnetic devices in Civil Engineering. Three different types of electromagnetic system are investigated through mathematical and numerical models. Chapter 3 deals with Coil-Based Electromagnetic Damper (CBED). CBEDs can operate as passive, semi-active and active systems. They can also be considered as energy harvesting systems. However, results show that CBEDs cannot simultaneously perform as an energy harvesting and vibration control system. In order to assess the maximum capacity of CBEDs, an optimization is conducted. Results show that CBEDs can produce high damping density only when they are considered as a passive vibration control system. Chapter 4 deals with the development of a novel Eddy Current Damper (ECD). The eddy current damper uses permanent magnets arranged in a circular manner to create a strong magnetic field, where specially shaped conductive plates are placed between the permanent magnets to cut through the magnetic fields. Detailed analytical equations are derived and verified using the finite element analysis program Flux. The verified analytical models are used to optimize the damper design to reach the maximum damping capacity. The analytical simulation shows that the proposed eddy current damper can provide a high damping density up to 2,733 kN-s/m⁴. The Hybrid Electromagnetic Damper (HEMD) are developed and designed in Chapter 5. The idea is to couple the CBED and ECD with the aim of designing a semi-active, active and energy harvesting electromagnetic damper. The simulation results show that it is feasible to manufacture hybrid electromagnetic dampers for industrial applications.
Applied Science, Faculty of
Civil Engineering, Department of
Graduate
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17

Koduru, Smitha Devi. "Performance-based earthquake engineering with the first-order reliability method." Thesis, University of British Columbia, 2008. http://hdl.handle.net/2429/883.

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Performance-based earthquake engineering is an emerging field of study that complements the prescriptive methods that the design codes provide to ensure adequate seismic performance of structures. Accounting for uncertainties in the performance assessments forms an important component in this area. In this context, the present study focuses on two broad themes; first, treatment of uncertainties and the application of the first-order reliability method (FORM) in finite-element reliability analysis, and second, the seismic risk assessment of reinforced concrete structures for performance states such as, collapse and monetary loss. In the first area, the uncertainties arising from inherent randomness (“aleatory uncertainty”) and due to the lack of knowledge (“epistemic uncertainty”) are identified. A framework for the separation of these uncertainties is proposed. Following this, the applicability of FORM to the linear and nonlinear finite-element structural models under static and dynamic loading is investigated. The case studies indicate that FORM is applicable for linear and nonlinear static problems. Strategies are proposed to circumvent and remedy potential challenges to FORM. In the case of dynamic problems, the application of FORM is studied with an emphasis on cumulative response measures. The limit-state surface is shown to have a closed and nonlinear geometric shape. Solution methods are proposed to obtain probability bounds based on the FORM results. In the application-oriented second area of research, at first, the probability of collapse of a reinforced concrete frame is assessed with nonlinear static analysis. By modelling the post-failure behaviour of individual structural members, the global response of the structure is estimated beyond the component failures. The final application is the probabilistic assessment of monetary loss for a high-rise shear wall building due to the seismic hazard in the Cascadia subduction zone. A 3-dimensional finite-element model of the structure with nonlinear material models is subjected to stochastic ground motions in the reliability analysis. The parameters for the stochastic ground motion model are developed for Vancouver, Canada. Monetary losses due to the damage of structural and non-structural components are included.
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18

Su, Jimmy Chi-yi. "Structural engineering for northern Pakistan : indigenous architecture and earthquake resistance." Thesis, Massachusetts Institute of Technology, 1995. http://hdl.handle.net/1721.1/70253.

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Thesis (M.S.)--Massachusetts Institute of Technology, Dept. of Architecture, 1995.
Includes bibliographical references (p. 151-152).
In the Fall of 1993, a joint project began between architectural designers and engineers, for the design of houses in Karimabad, located in the Northern Areas of Pakistan. This thesis records the author's involvement as structural engineer, and how quantitative engineering work was shaped by qualitative considerations of architectural design issues, and the unique culture of Karimabad. The broad range of structural design challenges in the area was assessed, and included earthquake loading, cultural precedents for building types and spatial use (i.e. live loads on the roofs), material availability, and appropriate technologies. Seismic loads were the main structural concern, and the behavior of single story, masonry buildings under seismic loads was investigated. Houses constructed from reinforced stone masonry with a timber roofing system were selected as the most appropriate technology for the region. Processes to quantify the necessary wall reinforcement were found and developed, and one architectural design was engineered to illustrate these processes, and to gain a general idea of how much steel would be needed in one house. Construction guidelines for all parts of a house, including roofs and foundations, were also researched and developed. The teamwork between architects and engineers throughout this project was evaluated and discussed. Principles of effective interaction that were learned, and the exchanges that occurred between the architects and engineers in the course of this project, are presented. The purpose of this record is to help future projects, between architects and engineers, to achieve a working relationship which effectively synthesizes the two professions, and produces better designs.
by Jimmy Chi-yi Su.
M.S.
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19

Liao, Samson Sim Cheng. "Statistical modelling of earthquake-induced liquefaction." Thesis, Massachusetts Institute of Technology, 1986. http://hdl.handle.net/1721.1/14976.

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Thesis (Ph. D.)--Massachusetts Institute of Technology, Dept. of Civil Engineering, 1986.
MICROFICHE COPY AVAILABLE IN ARCHIVES AND ENGINEERING
Includes bibliographies.
by Samson Sim Cheng Liao.
Ph.D.
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20

McHattie, Samuel Alexander. "Seismic Response of the UC Physics Building in the Canterbury Earthquakes." Thesis, University of Canterbury. Civil and Natural Resource Engineering, 2013. http://hdl.handle.net/10092/8801.

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The purpose of this thesis is to evaluate the seismic response of the UC Physics Building based on recorded ground motions during the Canterbury earthquakes, and to use the recorded response to evaluate the efficacy of various conventional structural analysis modelling assumptions. The recorded instrument data is examined and analysed to determine how the UC Physics Building performed during the earthquake-induced ground motions. Ten of the largest earthquake events from the 2010-11 Canterbury earthquake sequence are selected in order to understand the seismic response under various levels of demand. Peak response amplitude values are found which characterise the demand from each event. Spectral analysis techniques are utilised to find the natural periods of the structure in each orthogonal direction. Significant torsional and rocking responses are also identified from the recorded ground motions. In addition, the observed building response is used to scrutinise the adequacy of NZ design code prescriptions for fundamental period, response spectra, floor acceleration and effective member stiffness. The efficacy of conventional numerical modelling assumptions for representing the UC Physics Building are examined using the observed building response. The numerical models comprise of the following: a one dimensional multi degree of freedom model, a two dimensional model along each axis of the building and a three dimensional model. Both moderate and strong ground motion records are used to examine the response and subsequently clarify the importance of linear and non-linear responses and the inclusion of base flexibility. The effects of soil-structure interaction are found to be significant in the transverse direction but not the longitudinal direction. Non-linear models predict minor in-elastic behaviour in both directions during the 4 September 2010 Mw 7.1 Darfield earthquake. The observed torsional response is found to be accurately captured by the three dimensional model by considering the interaction between the UC Physics Building and the adjacent structure. With the inclusion of adequate numerical modelling assumptions, the structural response is able to be predicted to within 10% for the majority of the earthquake events considered.
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21

Rockaway, Thomas D. "Spatial assessment of earthquake induced geotechnical hazards." Diss., Georgia Institute of Technology, 1997. http://hdl.handle.net/1853/20038.

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22

McCormack, Thomas C. "A Methodology for Regional Seismic Damage Assessment and Retrofit Planning for Existing Buildings." PDXScholar, 1996. https://pdxscholar.library.pdx.edu/open_access_etds/1239.

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Recent geologic research has shown that earthquakes more destructive than formerly expected are likely to occur in the Pacific Northwest. To mitigate catastrophic loss, planners are gathering information to make decision on implementing regional seismic retrofit programs. This research develops a model to estimate regional earthquake losses for existing buildings, and determine optimal retrofit priorities and budgets. Fragility curves are developed to provide earthquake damage estimates for a range of seismic intensities. The published earthquake damage estimates of a large group of prominent earthquake engineering experts are extended to include the combined effect of structure type, earthquake-sensitive variations in building design, site-specific soil conditions, and local seismic design practice. Building inventory data from a rapid visual screening survey of individual buildings form the basis for modeling structural variations. Earthquake Hazard Maps are the basis of modeling the effect on building damage of ground motion amplification, soil liquefaction, and slope instability. Published retrofit effectiveness estimates and retrofit cost data are used to estimate post-retrofit damage avoided, lives saved, and retrofit cost. A Building Classification System is formulated to aggregate buildings with similar retrofit benefit magnitudes. A cost-benefit analysis is used as the basis for a retrofit prioritization and efficiency analysis, to establish the cut-off point for an optimal retrofit program. Results from an Expected Value and a Scenario Earthquake Event are compared. Regional Earthquake Loss and Retrofit Analysis Program (REAL-RAP) software was developed, and used to make a loss estimate for more than 7,500 buildings inventoried in the 1993 Portland Seismic Hazards Survey. One hundred percent of the loss of life is attributed to only 10-percent of the buildings. A retrofit analysis is made for a Design Basis Earthquake. Twelve-percent of the building inventory was identified for the optimal retrofit program, wherein 98-percent of the loss of life is avoided at less than one-quarter the cost of retrofitting all the buildings. An alternate optimal retrofit program was determined using an Expected Value Analysis. Most of the buildings in the Design Basis Earthquake optimal retrofit program are also contained in the alternate program.
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23

Guillaud, Lucile M. (Lucile Marie). "Probability of derailment under earthquake conditions." Thesis, Massachusetts Institute of Technology, 2006. http://hdl.handle.net/1721.1/38236.

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Thesis (S.M.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2006.
Includes bibliographical references (leaves 141-144).
A quantitative assessment of the probability of derailment under earthquake conditions is presented. Two derailment modes are considered: by vibratory motion - during the ground motion - and by permanent track deformation - after the motion ended. Criteria for derailment that apply to both modes are derived in terms of peak transversal acceleration and peak transversal displacement. This allows a direct comparison between the two causes of derailment. We find that the first mode of derailment (by vibratory motion) dominates over the second mode (by track damage). The model considers the effect of spatial non-homogeneities in soil and structural characteristic and the incoherence of the ground motion into the assessment of derailment risk. The lateral motion experienced by the train under non-synchronous vibration of the track is obtained as the superposition of two contributions: one is the track motion at a fixed location and the other is the motion as the train travels on deformed tracks. Under linear elastic conditions, a method to obtain the power spectral density function for ground acceleration is presented and used to obtain acceleration and displacement response spectra.
(cont.) The second component of motion depends on speed. It is found that the train motion due to track deformation has small effects at ordinary speeds but that it becomes noticeable as the speed increases and the support spacing decreases. In general, it is shown that changes in soil and structural properties present a higher risk for derailment by vibratory motion. In some cases, the second component of train motion may increase the acceleration due to track motion at a single location by a factor of two. The analysis is first done assuming linear behavior of the soil and structure and then nonlinearities and permanent deformations are included. The elastic analysis is found to be adequate, except for structures with natural periods exceeding 1 second where the elastic analysis yields conservative estimates in comparison with the inelastic case.
by Lucile M. Guillaud.
S.M.
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24

Pilette, Claude F. "Behavior of earthquake resistant squat shear walls." Thesis, University of Ottawa (Canada), 1988. http://hdl.handle.net/10393/5358.

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25

Bommer, J. J. "The design and engineering application of an earthquake strong-motion database." Thesis, Imperial College London, 1991. http://hdl.handle.net/10044/1/7145.

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26

Assimaki, Dominic 1975. "Topography effects in the 1999 Athens earthquake : engineering issues in seismology." Thesis, Massachusetts Institute of Technology, 2004. http://hdl.handle.net/1721.1/30048.

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Thesis (Sc. D.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2004.
Includes bibliographical references.
It is well known that irregular topography can substantially affect the amplitude and frequency characteristics of seismic motion. Macroseismic observations of destructive earthquakes often show higher damage intensity at the tops of hills, ridges and canyons than at lower elevations and on flat areas. Systematic seismic motion amplification over convex topographies has been confirmed by instrumental studies and also predicted by theoretical and numerical simulations of wave diffraction. Nonetheless, for the most part, the former have been limited to weak motion data and the later have treated topographic asperities as simple geometric irregularities on the surface of homogeneous, linearly elastic halfspaces. Despite the qualitative agreement between theory and observations on topography effects, there is still much uncertainty concerning the actual severity of amplification near topographic irregularities, inasmuch as predictive methods are still lacking on the quantitative aspects of seismic amplification near such features. Focusing of seismic rays by convex topographies does play a significant role as shown theoretically, yet it is not the only physical phenomenon involved. On the other hand, weak motion data may not be applicable to describe topography effects for strong shaking, and indeed there exist very few- if any- well documented case studies demonstrating the severity of topographic effects for strong ground motion. In this dissertation, we find that topography and local soil conditions need to be accounted for simultaneously for the prediction of site amplification factors, especially when earthquake motions are strong enough to elicit clear nonlinear soil behavior.
(cont.) We examine how local stratigraphy, material heterogeneity and nonlinear soil response can alter the focusing mechanism at the vertex of cliff-type topographies, and how the free-field response is further modified on account of soil-structure interaction. By means of a case-study from the Athens 1999 earthquake, we validate the effects of local soil conditions by comparison with weak motion data, and illustrate the effects of nonlinear soil behavior and soil-structure interaction on strong motion amplification. Our finite-element, nonlinear simulations seem to explain the uneven distribution of severe damage in the community of Adàmes that borders the crest of the Kifissos river canyon at its deepest point. They also resolve in part previously unexplained discrepancies, often observed between strong amplification during actual earthquakes and moderate values predicted by simple theoretical models. Combining our findings with earlier published results, we propose a period- and space-dependent factor, referred to as Topographic Aggravation Factor (TAF), which can be used in engineering design to modify site-specific design spectra of seismic code provisions to account for topography effects.
by Dominic Assimaki.
Sc.D.
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Ojaghi, Seyed Mobin Makhzan. "The development of real-time distributed hybrid testing for earthquake engineering." Thesis, University of Oxford, 2010. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.543043.

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Metzger, Michael D. (Michael David) 1981. "Formulating earthquake response modes in Iran." Thesis, Massachusetts Institute of Technology, 2004. http://hdl.handle.net/1721.1/28450.

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Thesis (M. Eng.)--Massachusetts Institute of Technology, Dept. of Electrical Engineering and Computer Science, 2004.
Includes bibliographical references (leaves 50-51).
The objective of this paper was to try and find the optimal distribution of rescuers after an earthquake with a very large magnitude caused major damage in two different cities. A model was developed to optimally divide all of the available rescuer workers such that the expected number of lives saved was maximized. When the method was tested on random sets of data on average a 5% improvement in lives saved was found. However it was also determined that there was a positive relationship between percent improvement and severity of the earthquake. This shows that the method is especially effective when extreme amounts of damage occur.
by Michael D. Metzger.
M.Eng.
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Sheikh, MD Neaz. "Seismic assessment of buildings in Hong Kong with special emphasis on displacement-based approaches." Thesis, Click to view the E-thesis via HKUTO, 2005. http://sunzi.lib.hku.hk/hkuto/record/B31456662.

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Madabhushi, S. P. Gopal. "Response of tower structures to earthquake perturbations." Thesis, University of Cambridge, 1991. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.387115.

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31

Alexander, Scott C. M. Eng Massachusetts Institute of Technology. "Supply chain strategy in post-earthquake Haiti." Thesis, Massachusetts Institute of Technology, 2011. http://hdl.handle.net/1721.1/68818.

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Thesis (M. Eng. in Logistics)--Massachusetts Institute of Technology, Engineering Systems Division, 2011.
Cataloged from PDF version of thesis.
Includes bibliographical references (p. [41]-[42]).
Introduction: Partners In Health (PIH) is an international, non-profit healthcare organization with operations in several countries on multiple continents. PIH focuses on providing healthcare treatment to people living in some of the poorest places in the world, and has been operating in Haiti since 1985. At that time, PIH established a small community clinic in the central Haiti village of Cange. Today that facility has grown to become an entire medical complex, featuring a 104-bed, full-service hospital with two operating rooms, adult and pediatric wards, and clinics treating a variety of diseases and issues, from women's health to infectious diseases. In addition, Zamni Lasante ("Partners In Health" in Haitian Creyeol) has also expanded its operations to 11 other sites across Haiti's Central Plateau and beyond (Figure 1). Today, ZL ranks as one of the largest nongovernmental health care providers in Haiti - serving a catchment area of 1.2 million across the Central Plateau and the Lower Artibonite. ZL employs over 4,000 people, almost all of them Haitians, including doctors, nurses and community health workers (Zamni Lasante/ Haiti). From its beginnings 25 years ago, PIH/ZL has grown tremendously, and recent years have been no exception. Since 2004, patient encounters have increased almost threefold, from 0.9 million to 2.6 million, and the number of clinical sites has almost doubled. This growth has corresponded to an increase in drugs and supplies. In 2006, approximately 1000 m3 of drugs and supplies were moved through the system. Only two years later, in 2008, that number had more than doubled to 2200 m3 . This significant increase has greatly strained the underlying supply chain.
by Scott C. Alexander.
M.Eng.in Logistics
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32

Nguyen, Quan Viet. "Seismic Energy Dissipation of Steel Buildings Using Engineered Cladding Systems." Amherst, Mass. : University of Massachusetts Amherst, 2009. http://scholarworks.umass.edu/theses/373/.

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33

Monir, Habib Saeed. "A new energy absorber for earthquake resistant buildings." Thesis, City University London, 2001. http://openaccess.city.ac.uk/8283/.

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The research work which has been reported in this thesis is associated with the design of an energy absorbing device. The device as well as being capable to absorb high amount of energy, possess all the necessary properties of a structural member. Most energy absorbing devices have not the necessary conditions to be used as a structural members. Their problems have been demonstrated in chapter 1 and chapter 3 of the this thesis. In order to overcome these problems an alternative kind of energy absorbing device, has been proposed. The inversion of tubes has been proposed as the basic of the work. This is a wellknown energy-absorbing principle and has been widely used in industry and many mechanical engineering cases as the basic of design. However, the device has some disadvantages and these required improvement. The following steps have been taken to improve the energy absorbing characteristics: 1- Normally the energy absorbing capacity of the device is limited due to buckling. This problem has been improved by including an adhesive within the device. 2- The second problem in this energy-absorbing device is that its elastic stiffness is very low and this is unacceptable for a structural member. The elastic stiffness has been improved by forming a stiff shell at the top of the tube. 3- The device undergoes a significant change in length during the energy absorbing process and if it is not compensated in some way, the device will be useless in the subsequent cycles of vibration. A special mechanism has been installed in the device to solve this problem. This enables the deformation to be compensated after the absorption process. Two major applications for the device have been considered to be studied in the thesis: First because of its special response at high speed loading, it has been installed in a simply supported framework. The middle member of this framework has been replaced by the energy absorbing device and the behaviour of the framework has been analysed under an explosive load. In order to determine the advantages of the installation of this device in a framework, this framework has also been analysed without the inclusion of the device. The comparison of these results showed that when the framework is equipped with the absorber, a great reduction in the forces and strains of the members of the framework have been achieved. The framework has become 2.5 times stronger, when just one device was used in the frame. In the second application of the device, its behaviour has been studied as an absorber of a first soft story method. The first soft story is one of the ideas which has been presented for the isolation of buildings from earthquake effects, however, no proper absorber has been suggested to be used in this method. This device has an excellent performance in this regard, because of its shortening ability and its compact form along with its high energy absorbing capacity. Two energy absorbing devices were inserted in the braces of a single degree freedom structure and subjected to a high rate base acceleration. For a comparison, the behaviour of the frame, when it was not equipped with the devices, was also analysed. The results indicated that by the inclusion of the absorber, the acceleration has been decreased more than three times. The forces in the members were also three times less than the frame without the device. Finally, the behaviour of a multi story building has been examined when it was equipped with two energy absorbing device in the braces of the first floor. The results showed that a great reduction in the accelerations, velocities and also the forces and moments has been achieved, as was the case in the previous example. By using this absorber in the braces, the accelerations and velocities were four times less than the case which the frame did not include any absorber. In simple words, this energy absorber is similar to the dampers, which are used in the vehicles to reduce vibrations, but with this difference that the dampers in the car are active all the time while this damper is activated only when a high rate loading is applied.
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Perera, Upul. "Seismic performance of concrete beam-slab-column systems constructed with a re-usable sheet metal formwork system /." Connect to thesis, 2009. http://repository.unimelb.edu.au/10187/4835.

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35

Gupta, Umang 1977. "Earthquake loss estimation including transportation network damage." Thesis, Massachusetts Institute of Technology, 2001. http://hdl.handle.net/1721.1/32708.

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Thesis (S.M.)--Massachusetts Institute of Technology, Dept. of Civil and Environmental Engineering, 2001.
Includes bibliographical references (leaves 145-149).
Large earthquakes have the potential of causing extensive damage and enormous economic losses. These losses are primarily attributable to the reduction in functionality of various facilities in the affected region and the rebuilding costs, and can be reduced through strategic pre- and post-earthquake decisions. This thesis describes an integrated methodology to estimate losses due to scenario earthquakes, with emphasis on the reduced functionality of the transportation infrastructure. The methodology integrates variables that were previously considered exogenous to the transportation system, through models for reduced industrial production capacity, and damage to lifelines, residential clusters and other structural components in an integrated framework. By modifying input parameters, one can evaluate the effect on the losses of various mitigating actions. The methodology is thus useful for prioritizing retrofitting efforts and in general for developing pre and post- earthquake strategies for lowering economic losses. A case study of a New Madrid scenario earthquake is presented. Future efforts needed to improve the loss estimation capability of this methodology are identified.
by Umang Gupta.
S.M.
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36

Martin, David N. "Evaluation and comparison of a non-seismic design and seismic design for a low rise office building." Master's thesis, This resource online, 1993. http://scholar.lib.vt.edu/theses/available/etd-03172010-020113/.

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37

Li, Wei. "Nonlinear effects in ground motion simulations: modeling variability, parametric uncertainty and implications in structural performance predictions." Diss., Georgia Institute of Technology, 2010. http://hdl.handle.net/1853/34658.

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While site effects are accounted for in most modern U.S. seismic design codes for building structures, there exist no standardized procedures for the computationally efficient integration of nonlinear ground response analyses in broadband ground motion simulations. In turn, the lack of a unified methodology affects the prediction accuracy of site-specific ground motion intensity measures, the evaluation of site amplification factors when broadband simulations are used for the development of hybrid attenuation relations and the estimation of inelastic structural performance when strong motion records are used as input in aseismic structural design procedures. In this study, a set of criteria is established, which quantifies how strong nonlinear effects are anticipated to manifest at a site by investigating the empirical relation between nonlinear soil response, soil properties, and ground motion characteristics. More specifically, the modeling variability and parametric uncertainty of nonlinear soil response predictions are studied, along with the uncertainty propagation of site response analyses to the estimation of inelastic structural performance. Due to the scarcity of design level ground motion recording, the geotechnical information at 24 downhole arrays is used and the profiles are subjected to broadband ground motion synthetics. For the modeling variability study, the site response models are validated against available downhole array observations. The site and ground motion parameters that govern the intensity of nonlinear effects are next identified, and an empirical relationship is established, which may be used to estimate to a first approximation the error introduced in ground motion predictions if nonlinear effects are not accounted for. The soil parameter uncertainty in site response predictions is next evaluated as a function of the same measures of soil properties and ground motion characteristics. It is shown that the effects of nonlinear soil property uncertainties on the ground-motion variability strongly depend on the seismic motion intensity, and this dependency is more pronounced for soft soil profiles. By contrast, the effects of velocity profile uncertainties are less intensity dependent and more sensitive to the velocity impedance in the near surface that governs the maximum site amplification. Finally, a series of bilinear single degree of freedom oscillators are subjected to the synthetic ground motions computed using the alternative soil models, and evaluate the consequent variability in structural response. Results show high bias and uncertainty of the inelastic structural displacement ratio predicted using the linear site response model for periods close to the fundamental period of the soil profile. The amount of bias and the period range where the structural performance uncertainty manifests are shown to be a function of both input motion and site parameters.
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38

Scott, Stephen Gerard. "Definition of hazard-consistent earthquake ground motions for engineering design and analysis." Thesis, Imperial College London, 2000. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.393016.

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39

Goulet, Christine. "Improving the characterization of seismic hazard for performance-based earthquake engineering design." Diss., Restricted to subscribing institutions, 2008. http://proquest.umi.com/pqdweb?did=1576404241&sid=1&Fmt=2&clientId=1564&RQT=309&VName=PQD.

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40

Yilmaz, Zeynep. "Gis-based Structural Performance Assessment Of Sakarya City After 1999 Kocaeli-turkey Earthquake From Geotechnical And Earthquake Engineering Point Of View." Master's thesis, METU, 2004. http://etd.lib.metu.edu.tr/upload/12605150/index.pdf.

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The August 17, 1999 Kocaeli-Turkey Earthquake (Mw=7.4) caused severe damage to the structures and lifelines in the Marmara region. Soil liquefaction was identified as one of the major causes of this damage. The aim of this study is to determine geotechnical and earthquake engineering factors that contribute to the structural damage observed in Sakarya city after 1999 Kocaeli Earthquake. For this purpose, the results of an extensive field investigation program compiled by General Directorate of Disaster Affairs including subsurface soil characterization and documenting structural performance data were used. The database was carefully screened for poor quality data and was transferred to geographic information system (GIS) framework. Maximum likelihood methodology for the probabilistic assessment of seismically induced structural performance was chosen as the statistical tool. After series of sensitivity analyses, important geotechnical and earthquake engineering parameters of the problem were selected as i) liquefaction severity index, ii) post liquefaction volumetric settlement, iii) peak ground acceleration and, iv) spectral acceleration defined at the period range of conventional buildings. In addition to these parameters, structural performance defined as a) no damage and light, b) moderate damage, c) heavy damage and collapse, as well as the number of storeys of each structure were used as to correlate structural damage with geotechnical earthquake engineering factors. As a conclusion series of vulnerability functions specific to Adapazari shaken by Kocaeli Earthquake were developed. Performance predictions of these vulnerability functions were shown to be consistent with as high as 65 percent of the observed structural performance.
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41

Bourahla, Nouredine. "Knee bracing system for earthquake resisting steel frames." Thesis, University of Bristol, 1990. http://hdl.handle.net/1983/d4ba97ab-0a65-4469-8a69-776a009514d9.

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42

Simic, Milan. "Earthquake analysis of concrete gravity dam-foundation systems." Thesis, University of Bristol, 1994. http://hdl.handle.net/1983/418224c4-bc34-4ec8-a39e-ec5d7a6f1d4f.

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43

Inamdar, Nikhil Jayant. "Educational shaking table modules for earthquake engineering." Thesis, 2010. http://hdl.handle.net/2152/ETD-UT-2010-12-2464.

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The goal of the project is to develop, build, and test a modular steel structure that can be tested on an educational shaking table to demonstrate structural dynamic and earthquake engineering principles. The advantage of the structure is that it can be tested into its non-linear range and yielded parts can easily be replaced for subsequent tests. The steel modular structure represents a multi-story moment resisting frame and is comprised of sheet metal beams and columns bolted to “rigid” steel angles. This structure is tested on a unidirectional shaking table, viz. “Quanser Shake Table II”. The structure is designed to achieve a specific mode of failure through non-linear analysis. A non-linear pushover analysis is carried out to determine stiffness and strength of the structure as well as potential hinge locations. Eigen-value analysis is undertaken to determine all the natural periods and frequencies that will help in understanding its dynamic response. The structure is analyzed and tested for various ground motions to study the effects of an earthquake on a multi-storied frame. Educational modules provide a set of experiments that can be easily performed on the test structure.
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44

Li, Jun Jie. "Earthquake Engineering Simulation with Flexible Cladding System." 2010. https://scholarworks.umass.edu/theses/511.

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This research investigates the interaction between heavy precast cladding units attached to steel framed buildings. Cladding systems are designed as non-structural components and are not expected to contribute to the energy absorption of the primary structure. However, research has indicated that the cladding system may be designed to reduce the response of the primary structure under seismic excitations. The use of flexible connections between the cladding and primary structural frames may be able to provide beneficial effects to the entire structural response. In this study, a series of earthquake engineering simulations were conducted in OPENSEES to analyze the effects of the flexible connections of the cladding on both a 3 story and 9 story prototype structures. The research focus is on the 3 story structure. The results from 3 story and 9 story structures indicate that the flexible cladding connections have the ability to transfer hysteretic energy from the primary structure to the flexible cladding connections.
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45

Bansal, Ankush. "Performance based earthquake design." Thesis, 2012. http://ethesis.nitrkl.ac.in/3199/2/Ankush_Bansal_B.tech_Thesis.pdf.

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Every Civil Engineering structure or building is unique in nature unlike other engineering products which are produced in a massive scale using the same technique again and again. The present Project is an effort to understand Performance Based Design Approach. In this Work an four storey office building is designed using STAAD.Pro and a nonlinear static analysis is carried out using point plastic hinge model. After the building is designed it is imported to SAP platform in order to model point plastic hinges and carry out Pushover Analysis. The designed building was modeled and the hinges or possible failure locations were assigned. The stiffness of the building was increased due to the slab present and this was incorporated in the model using diaphragm. The Floor Centre of Mass was calculated and an incremental Inverted triangular loading was applied to this central load and the base shear along with displacement of this building was recorded until the building reached a state of collapse. The Displacement controlled Pushover Analysis was carried out and the Pushover Curve were obtained for the building in both the direction i.e. X and Y. The Pushover curve is analyzed for various percentage of displacement. As per FEMA 356 typical values of roof drifts for the three performance levels are as follows. i) Immediate Occupancy: Transient drift is about 1% with negligible permanent drift. ii) Life Safety: Transient drift is about 2% with 1% permanent drift. iii) Collapse Prevention: 4% inelastic drift, transient or permanent. The Capacity Spectrum, Demand Spectrum and Performance point of the building was found in both the direction using the analysis carried out in SAP 2000 (v14). From the Performance point it was found that the Base Shear carried by the building is well above the design base shear and the building can take a lateral force up to 10% of the seismic weight of the building. The Displacement obtain was less than 1% and hence the chances of crossing the elastic state for the building was very less. Very Rare chances are there for the building to cross Life safety performance level. In the collapse state the failure was due to the collapse of ground floor Columns which is a serious issue and should be looked for further research. The Building designed as per Indian standards was found to be well above Life safety performance level considering Designed Based Earthquake .
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46

Shaikhutdinov, Rustem Vil. "Structural Damage Evaluation: Theory and Applications to Earthquake Engineering." Thesis, 2004. https://thesis.library.caltech.edu/1844/1/Rustem_Thesis.pdf.

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The further development of performance-based earthquake engineering (PBEE) is on the current agenda of the earthquake engineering community. A part of assessing the seismic performance of civil engineering structures involves estimation of seismic damage. The conventional approach to damage estimation is based on fragility functions that relate some chosen parameters of structural response to incurred damage. Therefore, damage prediction is based exclusively on the knowledge of the chosen structural response parameters, meaning that damage analysis is uncoupled from the structural analysis. The structural response parameters selected for use in damage analysis are usually referred to as engineering demand parameters (EDP). In the present study, it is shown that for structural damage estimation, the uncoupled damage analysis has deficiencies that lead to less accurate damage prediction. These shortcomings originate from two sources: first, dependence of practically all EDPs on structural damage and second, inexact damage description. To overcome these deficiencies, another approach to structural damage estimation is proposed. The proposed approach, besides using an EDP, uses all information available from structural analysis that is relevant to the damage to be assessed, implying that damage analysis is coupled with structural analysis. It is shown that utilization of this additional information provides more accurate damage prediction. The difference between the two approaches is studied by comparison of results of damage estimation performed for a 2-D structural model of a reinforced-concrete frame. The results show that difference between uncoupled and coupled damage analysis estimates could be significant and that it depends on specific characteristics of the chosen structural model and the damage model in a complex way, preventing the possibility of estimating this error in a general form that is applicable to all practically possible cases. Damage estimation is performed for various damage models that include both single and multiple damage states. Since the final goal of seismic performance evaluation is estimation of decision variables such as repair cost, downtime, etc., the two approaches to damage estimation are also compared in terms of repair cost that is calculated for the reinforced-concrete frame. A case where structural damage prediction is based on observation of EDP alone, without a structural model available, is also studied. It is shown that incorporating site-specific information can significantly change the damage estimates and, therefore, may be worth doing.
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Yang, Tzu-Yi, and 楊子逸. "Study on Performance-Based Earthquake Engineering for Pile Foundations." Thesis, 2009. http://ndltd.ncl.edu.tw/handle/01984299741090409499.

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碩士
淡江大學
土木工程學系碩士班
97
This study intends to estimate the seismic performance of piles based on PBEE analysis. The PBEE analysis for geotechnical structures requires the concerns of varying earthquake, soil parameters and geology conditions. It is not only for design purpose, but also for decision making. The valuable parameters can include IM, EDP, DM and DV. One can analyze the probability of annual exceedance for these parameters from PSHA, and discuss the performance of a specific pile foundation based on PEER Framing Equation. This study adopts EQWEAP module to study the seismic performance of a specific pile at four major cities in Taiwan. With the recent representative earthquakes affecting four cities, the medium and design as well as the most concern earthquakes were studied for a certain single pile located in a typical soil profile. The largest pile displacements, selected as EDP , were examined whereas the possible failures were recorded. The maximum pile displacements at different performance levels in these metropolitans were obtained and analyzed to achieve the relationships of the annual rate exceedance and the maxim pile displacements. The influences of the esign factors were discussed. The observation are summarized as follows: (1) The pile displacement hazard in Taichung is the smallest, whereas Yilan has the highest, this is significantly dependent of the seismicity and geological conditions of the site. (2) Enhance the design by increasing the pile diameter and so for may reduce the pile displacement, however the influence in the response hazard curve may not that significant. This reveals clearly the resulting difference between deterministic design and probabilistic design. (3) The seismic hazard of the pile response is dependent of the site conditions, not only the ground stiffness but also the depth of bedrock will affect the results. The analysis must be at project level, and the damage measure of the pile should be taken into account. (4) The EQWEAP analysis is compiled well with the PSHA in this case. Modification of the work can be done with the concerns of soil-cap-pile interactions, material models and the influences of the soil parameters.
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Jhan, Min-Ni, and 詹旻霓. "Simplified Analysis Procedures for Next-Generation Performance-Based Earthquake Engineering." Thesis, 2015. http://ndltd.ncl.edu.tw/handle/71826139401397401063.

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碩士
國立臺灣大學
土木工程學研究所
103
Taiwan is located on the junction of Eurasian Plate and Philippine Sea Plate, so earthquakes occur frequently, thus cause multiple casualties and the loss of property of the people. Seismic performance assessment of buildings has become one effective tool to evaluate seismic risk of buildings. This study studies and improves the procedures for next-generation seismic performance assessment developed in the ATC-58 project in the Unites States, termed the ATC-58 procedures. The ATC-58 procedures provide two levels of risk evaluation using nonlinear dynamic and linear static analyses, respectively, and this study focuses on the improvement of the procedures using linear static analysis, termed the simplified analysis herein. In the simplified analysis, the structural responses of a building are computed using linear static analysis and then multiplied by correction factors to predict the linear/nonlinear responses of the building subjected to ground motions with different intensity. The formulas and parameters of correction factor were developed using regression analysis on the responses of thirteen prototype buildings subjected to ground motions with a wide range of intensity. This study proposes a new formula for calculating the correction factor, and improves the accuracy of the results of the simplified procedures. To compare the effectiveness of the correction factors recommended by the ATC-58 project and this study, this research performed a series of nonlinear response-history analyses using a three-story, a nine-story and a twenty-story moment resisting frames. The responses were compared with the predictions of the ATC-58 project and this study. For peak floor velocity, the formula of this study better predict the responses and reduce the variability in the residuals. The correction factors for both the ATC-58 procedures and this study fail to generate acceptable results for the peak floor acceleration (PFA) when the buildings are in the elastic range. This study recommends to use the modal superposition analysis to predict PFA in the elastic range.
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Hou, Zhikun. "Nonstationary response of structures and its application to earthquake engineering." Thesis, 1990. https://thesis.library.caltech.edu/8125/1/Hou-Z-1990.pdf.

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This thesis presents a simplified state-variable method to solve for the nonstationary response of linear MDOF systems subjected to a modulated stationary excitation in both time and frequency domains. The resulting covariance matrix and evolutionary spectral density matrix of the response may be expressed as a product of a constant system matrix and a time-dependent matrix, the latter can be explicitly evaluated for most envelopes currently prevailing in engineering. The stationary correlation matrix of the response may be found by taking the limit of the covariance response when a unit step envelope is used. The reliability analysis can then be performed based on the first two moments of the response obtained.

The method presented facilitates obtaining explicit solutions for general linear MDOF systems and is flexible enough to be applied to different stochastic models of excitation such as the stationary models, modulated stationary models, filtered stationary models, and filtered modulated stationary models and their stochastic equivalents including the random pulse train model, filtered shot noise, and some ARMA models in earthquake engineering. This approach may also be readily incorporated into finite element codes for random vibration analysis of linear structures.

A set of explicit solutions for the response of simple linear structures subjected to modulated white noise earthquake models with four different envelopes are presented as illustration. In addition, the method has been applied to three selected topics of interest in earthquake engineering, namely, nonstationary analysis of primary-secondary systems with classical or nonclassical dampings, soil layer response and related structural reliability analysis, and the effect of the vertical components on seismic performance of structures. For all the three cases, explicit solutions are obtained, dynamic characteristics of structures are investigated, and some suggestions are given for aseismic design of structures.

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Oh, Chang Kook. "Bayesian Learning for Earthquake Engineering Applications and Structural Health Monitoring." Thesis, 2008. https://thesis.library.caltech.edu/4802/1/Thesis_CK.pdf.

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Parallel to significant advances in sensor hardware, there have been recent developments of sophisticated methods for quantitative assessment of measured data that explicitly deal with all of the involved uncertainties, including inevitable measurement errors. The existence of these uncertainties often causes numerical instabilities in inverse problems that make them ill-conditioned.

The Bayesian methodology is known to provide an efficient way to alleviate this ill-conditioning by incorporating the prior term for regularization of the inverse problem, and to provide probabilistic results which are meaningful for decision making.

In this work, the Bayesian methodology is applied to inverse problems in earthquake engineering and especially to structural health monitoring. The proposed methodology of Bayesian earning using automatic relevance determination (ARD) prior, including its kernel version called the Relevance Vector Machine, is presented and applied to earthquake early warning, earthquake ground motion attenuation estimation, and structural health monitoring, using either a Bayesian classification or regression approach.

The classification and regression are both performed in three phases: (1) Phase I (feature extraction phase): Determine which features from the data to use in a training dataset; (2) Phase II (training phase): Identify the unknown parameters defining a model by using a training dataset; and (3) Phase III (prediction phase): Predict the results based on the features from new data.

This work focuses on the advantages of making probabilistic predictions obtained by Bayesian methods to deal with all uncertainties and the good characteristics of the proposed method in terms of computationally efficient training, and, especially, prediction that make it suitable for real-time operation. It is shown that sparseness (using only smaller number of basis function terms) is produced in the regression equations and classification separating boundary by using the ARD prior along with Bayesian model class selection to select the most probable (plausible) model class based on the data. This model class selection procedure automatically produces optimal regularization of the problem at hand, making it well-conditioned.

Several applications of the proposed Bayesian learning methodology are presented. First, automatic near-source and far-source classification of incoming ground motion signals is treated and the Bayesian learning method is used to determine which ground motion features are optimal for this classification. Second, a probabilistic earthquake attenuation model for peak ground acceleration is identified using selected optimal features, especially taking a non-linearly involved parameter into consideration. It is shown that the Bayesian learning method an be utilized to estimate not only linear coefficients but also a non-linearly involved parameter to provide an estimate for an unknown parameter in the kernel basis functions for elevance Vector Machine. Third, the proposed method is extended to a general case of regression problems with vector outputs and applied to structural health monitoring applications. It is concluded that the proposed vector output RVM shows promise for estimating damage locations and their severities from change of modal properties such as natural frequencies and mode shapes.

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