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1
Xiang, Li. "Seismic performance evaluation of French Creek Bridge based on Canadian Highway Bridge Design Code 2015." Thesis, University of British Columbia, 2016. http://hdl.handle.net/2429/57917.
Full textAbstract:
Built in 1993, the French Creek Bridge is located on highway 19 on Vancouver Island, BC, Canada. The bridge is part of the British Columbia Smart Infrastructure Monitoring System (BCSIMS), funded by the Ministry of Transportation and Infrastructure (MoTI) BC, Canada. The BCSIMS is a real-time seismic monitoring program that continuously assesses the seismic conditions of the selected bridges in BC. As part of this seismic monitoring program, the seismic performance and nonlinear dynamic behavior of the FCB was evaluated by developing the 3D Finite Element (FE) model of the bridge in SAP2000. The model was updated based on the modal properties extracted from an Ambient Vibration (AV) test. The nonlinear behavior of the bridge was modeled by adding plastic hinges on the ductile components.
Then the FE model was used to perform the seismic performance evaluation in accordance with the latest Canadian Highway Bridge Design Code 2015. The evaluation result shows that during major earthquake, no primary members of the bridge were damaged, the bridge will maintains repairable and operational, and should be capable of supporting the dead load and live load after earthquake.Applied Science, Faculty of
Civil Engineering, Department of
Graduate
2
Kabir, Md Rashedul. "Critical seismic performance assessment of concrete bridge piers designed following Canadian Highway Bridge Design Code." Thesis, University of British Columbia, 2017. http://hdl.handle.net/2429/63369.
Full textAbstract:
Performance-based design (PBD) method is gradually taking over the traditional force-based design (FBD) for designing bridges in North America. Considering the importance of bridge structures in the transportation network, quantitative performance criteria were adopted in Canadian Highway Bridge Design Code (CHBDC) in 2014 and a supplement to CHBDC 2014 was published in 2016. In this study, a lifeline bridge pier is designed following the FBD method from CHBDC 2010 and PBD approach following CHBDC 2014 and the supplement to CHBDC 2014 to understand the impression of changes in bridge design codes. The dominating performance criteria in the new supplement to CHBDC 2014 for a lifeline bridge is the maintenance of repairable damage at a seismic event of 975 years return period. The performances of the designed bridge piers are assessed using 20 near-fault ground motions through incremental dynamic analysis. Fragility curves for the bridge piers are plotted to perform the seismic vulnerability analysis of the bridge piers designed following three different alternatives. A lifeline bridge pier is also designed following PBD from CHBDC 2014 using different ASTM grade steel of varying strength and fracture elongation in combination with different concrete strength. Performances of the designed bridge piers are evaluated for site-specific ground motion suits. Moreover, the impact of changing reinforcement strength on the designed bridge piers' seismic behavior is checked by fragility analysis. PBD from the supplement to CHBDC 2014 shows the highest damage probability. Whereas, the FBD from CHBDC 2010 and the PBD from CHBDC 2014 substantially reduce the risk of damage and improve the performance of the bridge pier. Practicing high strength steel reinforcement (HSR) in PBD of bridge piers can reduce the required percentage of reinforcement by 50% compared to conventionally used Grade 60 reinforcement. Construction difficulties can be avoided due to less congestion of rebars and cost of construction can be cut down without compromising the seismic performance. Damage vulnerability related to longitudinal steel strain reduces remarkably, and the collapse performance decreases when HSR are practiced in the design of bridge piers. Incorporation of high strength concrete can marginally improve the collapse performance.Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
3
Rahman, Muhammad Mostafijur. "Seismic Design of Reinforced Concrete Buildings Using Bangladesh National Building Code (BNBC 1993) and Comparison with Other Codes (ASCE 7-10 And IS 1893-2002)." University of Cincinnati / OhioLINK, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=ucin150487859306952.
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4
Kostecki, Jodi. "Comparison of simulated ground motion peak accelerations with the 2006 International Building Code design response spectra for the New Madrid Seismic Zone /." Available to subscribers only, 2008. http://proquest.umi.com/pqdweb?did=1594486011&sid=4&Fmt=2&clientId=1509&RQT=309&VName=PQD.
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5
Idir, Achour. "Justification du coefficient de comportement sismique des structures en béton armé par des approches statiques équivalentes." Châtenay-Malabry, Ecole centrale de Paris, 1997. http://www.theses.fr/1997ECAP0508.
Full textAbstract:
Le calcul des constructions vis-à-vis du séisme en prenant en compte la réponse élastique linéaire conduit le plus souvent à des dimensionnements qui ne vont pas dans le sens de l'économie. Afin de permettre à l'ingénieur de tenir compte des différentes non linéarités, la plupart des règlements modernes (règles françaises PS92, règles européennes EC8, etc. ) ont préconisé de réduire les forces issues d'un calcul élastique linéaire par un coefficient appelé : coefficient de comportement. Un logiciel d'évaluation automatique de ce coefficient a été établi, selon la méthode préconisée par les règles ps92, basée sur les critères d'égalité de déplacement et d'énergie. Dans sa phase actuelle, le logiciel traite des structures planes isostatiques encastrées à la base (type brochette). Un calcul statique équivalent est effectue. On recherche de façon itérative la valeur du coefficient de comportement qui satisfait à l'un ou l'autre des critères précédents. A chaque étape de calcul, on dimensionne le ferraillage correspondant à la valeur du coefficient de comportement Q. En plus de cette option, il est possible d'imposer un ferraillage donné et de vérifier la valeur de Q correspondante. D'autres options complémentaires, utiles au niveau de la recherche, ont été introduites. Des exemples de bâtiments à murs en béton armé et d'une pile de pont ont été traités et les valeurs du coefficient de comportement obtenues sont comparées à celles issues d'un calcul dynamique effectue à l'aide d'un programme établi antérieurement au CEBTP et à celles préconisées par les règles PS92. Le calcul statique équivalent donne des valeurs de Q dont les tendances confirment les résultats des calculs dynamiques non-linéaires. Les valeurs forfaitaires réglementaires sont soit trop sévères soit pas assez: la tendance est gouvernée par plusieurs paramètres (période, pourcentage d'armatures, contrainte moyenne de compression,). Dans la plupart des calculs, la convergence du calcul est obtenue avec un nombre d'itérations relativement bas
6
Kazaz, Ilker. "Dynamic Characteristics And Performance Assessment Of Reinforced Concrete Structural Walls." Phd thesis, METU, 2010. http://etd.lib.metu.edu.tr/upload/3/12611712/index.pdf.
Full textAbstract:
The analytical tools used in displacement based design and assessment procedures require accurate strain limits to define the performance levels. Additionally, recently proposed changes to modeling and acceptance criteria in seismic regulations for both flexure and shear dominated reinforced concrete structural walls proves that a comprehensive study is required for improved limit state definitions and their corresponding values. This is due to limitations in the experimental setups, such that most previous tests used a single actuator at the top of the wall, which does not reflect the actual loading condition, and infeasibility of performing tests of walls of actual size in actual structural configuration. This study utilizes a well calibrated finite element modeling tool to investigate the relationship between the global drift, section rotation and curvature, and local concrete and steel strains at the extreme fiber of rectangular structural walls. Functions defining more exact limits of modeling parameters and acceptance criteria for rectangular reinforced concrete walls were developed. This way a strict evaluation of the requirements embedded in the Turkish Seismic Code and other design guidelines has become possible. Several other aspects of performance evaluation of structural walls were studied also. Accurate finite element modeling strategies and analytical models of wall and frame-wall systems were developed for seismic response calculations. The models are able to calculate both the static and dynamic characteristics of wall type buildings efficiently. Seismic responses of wall type buildings characterized with increasing wall area in the plan were analyzed under design spectrum compatible normal ground motions.
7
Farsi, Mohammed Naboussi. "Identification des structures de génie civil à partir de leurs réponses vibratoires : vulnérabilité du bâti existant." Université Joseph Fourier (Grenoble), 1996. http://www.theses.fr/1996GRE10257.
Full textAbstract:
Le but de ce travail est de developper des outils pour la determination des caracteristiques vibratoires des structures de genie civil, et leur application en vue d'une amelioration de la reglementation parasismique, voire d'une estimation de la vulnerabilite sismique. Une technique d'identification multi-excitations est presentee, permettant la prise en compte des couplages entre les differents types de mouvements, et egalement celle de l'interaction sol-structure. Elle est ensuite appliquee a deux types de donnees: le premier provient d'une experience sur table vibrante (donnees cassba), et le second d'un ensemble de 49 batiments californiens ayant subi divers seismes recents. L'analyses des donnees cassba montre, outre des non-linearites pour l'essentiel reversibles dependant du niveau d'excitation, un tres fort controle des mouvements par le decollement de la base. L'importance numerique du de donnees californiennes permet d'etablir des relations statistiques correlant la periode et l'amortissement des modes fondamentaux aux dimensions geometriques (dont la plus importante est la hauteur), et a la structure du batiment. Leur comparaison avec certaines formules reglementaires (ubc88, rpa88, afps90), montre clairement le caractere conservatif des formules francaises. Par ailleurs, l'analyse comparative des erreurs residuelles entre les identifications mono et multi-excitations suggere l'importance des couplages entre les mouvements transverses et longitudinaux, et, pour certains batiments, de l'interaction sol-structure. Un troisieme volet amorce une etude de vulnerabilite du bati existant dans l'agglomeration grenobloise. Les differentes methodes utilisees conduisent toutes a des resultats similaires, indiquant un risque sismique non-negligeable dans cette ville, compte tenu des phenomenes d'amplification qui affectent l'ensemble de la cuvette. En outre, les mesures de bruits de fond realises sur quelques dizaines de batiments grenoblois montrent d'une part la fiabilite de cette methode simple pour l'estimation des frequences propres et des deformees modales, et d'autre part, la meilleure representativite des formules afps90 pour les batiments a murs-voiles
8
Acar, Emre. "Comparison Of Design Codes For Seismically Isolated Structures." Master's thesis, METU, 2006. http://etd.lib.metu.edu.tr/upload/12607015/index.pdf.
Full textAbstract:
This study presents information on the design procedure of seismic base isolation systems. Analysis of the seismic responses of isolated structures, which is oriented to give a clear understanding of the effect of base isolation on the nature of the structureand discussion of various isolator types are involved in this work. Seismic isolation consists essentially of the installation of mechanisms, which decouple the structure, and its contents, from potentially damaging earthquake induced ground motions. This decoupling is achieved by increasing the horizontal flexibility of the system, together with providing appropriate damping. The isolator increases the natural period of the overall structure and hence decreases its acceleration response to earthquake-generated vibrations. This increase in period,together with damping, can reduce the effect of the earthquakes, so that smaller loads and deformations are imposed on the structure and its components. The key references that are used in this study are the related chapters of FEMA and IBC2000 codes for seismic isolated structures. In this work, these codes are used for the design examples of elastomeric bearings. Furthermore, the internal forces develop in the superstructure during a ground motion is determined
and the different approaches defined by the codes towards the &lsquo
scaling factor&rsquo
concept is compared in this perspective.
9
Dunbar, Andrew James McLean. "Seismic Design of Core-Wall Systems for Multi-Storey Timber Buildings." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2014. http://hdl.handle.net/10092/9047.
Full textAbstract:
This thesis discusses the results of experimental tests on two post-tensioned timber core-walls, tested under bi-directional quasi-static seismic loading. The half-scale two-storey test specimens included a stair with half-flight landings.
Multi-storey timber structures are becoming increasingly desirable for architects and building owners due to their aesthetic and environmental benefits. In addition, there is increasing public pressure to have low damage structural systems with minimal business interruption after a moderate to severe seismic event.
Timber has been used extensively for low-rise residential structures in the past, but has been utilised much less for multi-storey structures, traditionally limited to residential type building layouts which use light timber framing and include many walls to form a lateral load resisting system. This is undesirable for multi-storey commercial buildings which need large open spaces providing building owners with versatility in their desired floor plan. The use of Cross-Laminated Timber (CLT) panels for multi-storey timber buildings is gaining popularity throughout the world, especially for residential construction.
Previous experimental testing has been done on the in-plane behaviour of single and coupled post-tensioned timber walls at the University of Canterbury and elsewhere. However, there has been very little research done on the 3D behaviour of timber walls that are orthogonal to each other and no research to date into post-tensioned CLT walls.
The “high seismic option” consisted of full height post-tensioned CLT walls coupled with energy dissipating U-shaped Flexural Plates (UFPs) attached at the vertical joints between coupled wall panels and between wall panels and the steel corner columns. An alternative “low seismic option” consisted of post-tensioned CLT panels connected by screws, to provide a semi-rigid connection, allowing relative movement between the panels, producing some level of frictional energy dissipation.
10
Sadashiva, Vinod Kota. "Quantifying structural irregularity effects for simple seismic design." Thesis, University of Canterbury. Civil and Natural Resources Engineering, 2010. http://hdl.handle.net/10092/5309.
Full textAbstract:
This study was initiated to quantify the effect of different degrees of irregularity on
structures designed for earthquake using simplified analysis. The types of irregularity
considered were:
(a) Vertical Irregularity
• Mass
• Stiffness -Strength
(b) Horizontal (Plan) Irregularity
• Diaphragm Flexibility
Simple models were used to allow many analyses to be conducted in a relatively short
time. For vertical irregularity studies, simple shear-type structures were designed
according to the New Zealand design Standard, NZS1170.5, firstly as regular
structures, and then they were redesigned as irregular structures to the same target
drift. Both regular and irregular structures were then subjected to a suite of records,
and vertical irregularity effects evaluated from the difference in response. For the
flexible diaphragm effect study, simple models of structures were developed with: (a)
a rigid diaphragm assumption; and (b) a flexible diaphragm assumption. Flexible
diaphragm effects were evaluated by conducting time-history analyses and comparing
the responses of structures with rigid and flexible diaphragms. A mechanics based
approach was developed to quantify flexible diaphragm effects, which was shown to
produce consistent results with those from time-history analyses.
Relationships between the degree of irregularity and the change in behaviour were
developed. This information facilitates designers and plan checkers to rapidly
evaluate the likely effect of irregularity on structures. It provides guidance as to: (a)
when the effect of structural irregularity can be ignored, and (b) the change in
demands for different degrees of structural irregularity. The relations developed also
provide a rigorous technical basis for future regularity provisions in the NZS1170.5
and other world-wide seismic design codes.
11
Abdul, Hamid Nor Hayati. "Seismic damage avoidance design of warehouse buildings constructed using precast hollow core panels." Thesis, University of Canterbury. Civil Engineering, 2006. http://hdl.handle.net/10092/1153.
Full textAbstract:
Precast prestressed hollow core units are commonly used in the construction of the flooring system in precast buildings. These units without transverse reinforcement bars are designed to resist seismic loading as replacement for fixed-base precast wall panels in the construction of warehouse buildings. Thus, this research seeks to investigate the seismic performance of the units constructed as a subassemblage (single wall) subjected to biaxial loading and as a superassemblage (multi-panel) subjected to quasi-static lateral loading. A design procedure for warehouse building using precast hollow core walls under Damage Avoidance Design (DAD) is proposed. In addition, a risk assessment under Performance-Based Earthquake Engineering (PBEE) is evaluated using the latest computational tool known as Incremental Dynamic Analysis (IDA). A comparative risk assessment between precast hollow core walls and fixed-base monolithic precast wall panels is also performed. Experimental results demonstrate that rocking precast hollow core walls with steelarmouring do not suffer any non-structural damage up to 2.0% drift and minor structural damage at 4.0% drift. Results revealed that the wall with unbonded fuse-bars and 50% initial prestressing of unbonded tendons performed the best compared with other types of energy dissipators. Furthermore, 12mm diameter of fuse-bar is recommended as there is no uplifting of the foundation beam during ground shaking. Hence, this type of energy dissipator is used for the construction of seismic wall panels in warehouse buildings. One of the significant findings is that the capacity reduction factor (Ø ) which relates to global uncertainty of seismic performance is approximately equal to 0.6. This value can be used to estimate the 90th percentile of the structures without performing IDA. Therefore, the structural engineers are only required to compute Rapid-IDA curve along with the proposed design procedure.
12
DEASON, JEREMY THOMAS. "SEISMIC DESIGN OF CONNECTIONS BETWEEN STEEL OUTRIGGER BEAMS AND REINFORCED CONCRETE WALLS." University of Cincinnati / OhioLINK, 2002. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1021661255.
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13
Goertz, Caleb. "Energy based seismic design of a multi-storey hybrid building : timber-steel core walls." Thesis, University of British Columbia, 2016. http://hdl.handle.net/2429/57669.
Full textAbstract:
This thesis discusses a novel timber-steel core wall system for use in multi-storey buildings in high seismic regions. This hybrid system combines Cross Laminated Timber (CLT) panels with steel plates and connections to provide the required strength and ductility to core walled buildings. The system is first derived from first principles and validated in SAP2000. In order to assess the feasibility of the system it is implemented in the design of a 7-storey building based off an already built concrete benchmark building. The design is carried out following the equivalent static force procedure (ESFP) outlined by the National Building Code of Canada for Vancouver, BC. To evaluate the design bi-directional nonlinear time history analysis (NLTHA) is carried out on the building using a set of 10 ground motions based on a conditional mean spectrum. To improve the applicability of the hybrid system an energy based design methodology is proposed to design the timber-core walled building. The methodology is proposed as it does not rely on empirical formulas and force modification factors to determine the final design of the structure. NLTHA is carried out on the proposed methodology using 10 ground motions to evaluate the suitability of the method and the results are discussed and compared to the ESFP results.Applied Science, Faculty of
Engineering, School of (Okanagan)
Graduate
14
Muhaisin, Muthana. "Displacement Based Design of Hybrid Coupled Walls with Replaceable Fuses." University of Cincinnati / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1574417559037604.
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Quezada, Eder, Yaneth Serrano, and Guillermo Huaco. "Dynamic Amplification Factor Proposal for Seismic Resistant Design of Tall Buildings with Rigid Core Structural System." Smart Innovation, Systems and Technologies, 2021. http://hdl.handle.net/10757/653773.
Full textAbstract:
El texto completo de este trabajo no está disponible en el Repositorio Académico UPC por restricciones de la casa editorial donde ha sido publicado.Currently, there is an increase in the demand for tall buildings in the city of Lima. This research proposes to reduce the dynamic amplification factor through the seismic design of tall buildings based on the requirements of Peruvian code considering that they are regular in plan and height. Minimum base shear values according to the comparison of static seismic shear and dynamic shear from the spectral modal analysis were reviewed for cases of buildings larger than 120 m. The study of 28 reinforced concrete buildings was proposed, with different heights - varying from 24 to 36 floors, with different floor configurations, as well as the arrangement of the walls considering as a rigid core structural system. Additionally, the characteristics of the materials, the loads and combinations were defined. The responses of these buildings were determined by the response spectrum analysis (RSA) and then compared with those obtained by the lineal response history analysis (LRHA), for the last analysis, five Peruvian seismic records were used and scaled to 0.45 g. The seismic responses of the LRHA procedure were taken as a benchmark. The result of this study is the analysis and proposal of the C/R factor for high-rise buildings, as well as obtaining the base shear and drift verification. Minimum base shear values can be reduced for high or long-term buildings, being regular in plan and height.
Revisión por pares
16
Mendi, H. Evgin. "Evaluation Of Architectural Consciousness And Exploration Of Architecture-based Issues In Seismic Design." Master's thesis, METU, 2005. http://etd.lib.metu.edu.tr/upload/12606480/index.pdf.
Full textAbstract:
The task of &lsquoearthquake resistant design&rsquo
of buildings is generally considered as the province of engineering profession. Although there exists considerable number of publications related to seismic design (documentations, articles, theses, books, and earthquake codes), most of them are addressed to structural engineers rather than architects. However, earthquake affects whole building and all professionals involved in construction process should have their own roles and responsibilities for earthquake resistance. This thesis is about the roles and responsibilities of architects for being one of the professionals related to building construction and, particularly, the designers of them. Exposure of the level of awareness of architects related to the importance of their architectural designs having significant effects on seismic performance of buildings, and the level of general knowledge of them related to architecture-based seismic design issues is aimed. In this thesis, firstly, terminology related to &lsquo
earthquake&rsquo
phenomena is concisely introduced. Then, the present state of attitudes (interest, awareness and consciousness) of architectural community, architects working in the architectural offices of Ankara, towards earthquake and architecture-based seismic design issues is questioned and evaluated with a survey in the form of questionnaires. The evaluation of the results is presented with the help of statistical software called SPSS. Finally, the architecture-based issues in seismic design are re-explored and introduced for the use of architects. Thus, general idea or basic knowledge is formed, which is inferred from the survey as being one of the ways to enhance the incorporation of architecture-based seismic design issues into architectural design process.
17
XUAN, GANG. "PERFORMANCE-BASED DESIGN OF A 15-STORY REINFORCED CONCRETE COUPLED CORE WALL STRUCTURE." University of Cincinnati / OhioLINK, 2006. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1133636553.
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18
Ding, Yao. "Evaluation of New Seismic Performance Factors for Special Hybrid Coupled Core Wall Systems with Steel Coupling Beams." University of Cincinnati / OhioLINK, 2019. http://rave.ohiolink.edu/etdc/view?acc_num=ucin1573225104906633.
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19
Al, Ateah Ali H. "NUMERICAL STUDY OF MULTIPLE ROCKING SELF-CENTERINGROCKING CORE SYSTEMS WITH BUCKLING-RESTRAINED COLUMNSFOR MID-RISE BUILDINGS." University of Akron / OhioLINK, 2017. http://rave.ohiolink.edu/etdc/view?acc_num=akron1511816354436547.
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20
RONG-CAN-WU and 吳榮燦. "「The Seismic Design Code of 2005 Edition」for Discussing on Seismic Design." Thesis, 2006. http://ndltd.ncl.edu.tw/handle/18317724432267384134.
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21
Kwen-Shiung, Guo, and 郭坤雄. "Impacts of Revised Seismic Design Code of Buildings in Taiwan." Thesis, 2005. http://ndltd.ncl.edu.tw/handle/21064768952846250359.
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22
Silva, Virgílio Augusto Matos. "Influence of Code Design and Detailing Requirements on Seismic Risk of Reinforced Concrete Frame Buildings." Dissertação, 2020. https://hdl.handle.net/10216/126645.
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Silva, Virgílio Augusto Matos. "Influence of Code Design and Detailing Requirements on Seismic Risk of Reinforced Concrete Frame Buildings." Master's thesis, 2020. https://hdl.handle.net/10216/126645.
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24
Zeng, Min Yan, and 曾民諺. "An examination on seismic design codes for nonstructural compoments." Thesis, 1994. http://ndltd.ncl.edu.tw/handle/11721270713915554384.
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25
Chou, Cheng-Li, and 周政立. "Comparison of Seismic Coefficients Based on the Design Codes in 2000 and 2009." Thesis, 2013. http://ndltd.ncl.edu.tw/handle/96401781284051527059.
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26
Haldar, Sumanta. "Reliability Based Design Methods Of Pile Foundations Under Static And Seismic Loads." Thesis, 2008. http://hdl.handle.net/2005/856.
Full textAbstract:
The properties of natural soil are inherently variable and influence design decisions in geotechnical engineering. Apart from the inherent variability of the soil, the variability may arise due to measurement of soil properties in the field or laboratory tests and model errors. These wide ranges of variability in soil are expressed in terms of mean, variance and autocorrelation function using probability/reliability based models. The most common term used in reliability based design is the reliability index, which is a probabilistic measure of assurance of performance of structure. The main objective of the reliability based design is to quantify probability of failure/reliability of a geotechnical system considering variability in the design parameters and associated safety.
In foundation design, reliability based design is useful compared to deterministic factor of safety approach. Several design codes of practice recommend the use of limit state design concept based on probabilistic models, and suggest that, development of reliability based design methodologies for practical use are of immense value. The objective of the present study is to propose reliability based design methodologies for pile foundations under static and seismic loads. The work presented in this dissertation is subdivided into two parts, namely design of pile foundations under static vertical and lateral loading; and design of piles under seismic loading, embedded in non-liquefiable
and liquefiable soil. The significance of consideration of variability in soil parameters in the design of pile foundation is highlighted.
A brief review of literature is presented in Chapter 2 on current pile design methods under vertical, lateral and seismic loads. It also identifies the scope of the work. Chapter 3 discusses the methods of analysis which are subsequently used for the present study. Chapter 4 presents the reliability based design methodology for vertically and laterally loaded piles based on cone penetration test data for cohesive soil. CPT data from Konaseema area in India is used for analysis. Ultimate limit sate and serviceability limit state are considered for reliability based design using CPT data and load displacement curves. Chapter 5 presents the load resistance factor design (LRFD) of vertically and laterally loaded piles based on load test data. Reliability based code calibrated partial factors are determined considering bias in failure criteria, model bias and variability in load and resistance. Chapter 6 illustrates a comprehensive study on the effect of soil spatial variability on response of vertically and laterally loaded pile foundations in undrained clay. Two-dimensional finite difference program, FLAC2D (Itasca 2005) is used to model the soil and pile. The response of pile foundations due to the effect of variance and spatial correlation of undrained shear strength is studied using Monte Carlo simulation. The influence of spatial variability on the propagation and formation of failure near the pile foundation is also examined. Chapter 7 describes reliability based design methodology of piles in non-liquefiable soil. The seismic load on pile foundation is determined from code specified elastic design response spectrum using pseudo-static approach. Variability in seismic load and soil undrained shear strength are incorporated. The effects of soil relative densities, pile diameters, earthquake predominant frequencies and peak acceleration values on the two plausible failure mechanisms; bending and buckling are examined in Chapter 8. The two-dimensional finite difference analysis is used for dynamic analysis. A probabilistic approach is proposed to identify governing failure modes of piles in liquefiable soil in Chapter 9. The variability in the soil parameters namely SPT-N value, friction angle, shear modulus, bulk modulus, permeability and shear strain at 50% of modulus ratio is considered. Monte Carlo simulation is used to determine the probability of failure. A well documented case of the failed pile of Showa Bridge in 1964 Niigata earthquake is considered as case example.
Based on the studies reported in this dissertation, it can be concluded that the reliability based design of pile foundations considering variability and spatial correlation of soil enables a rational choice of design loads. The variability in the seismic design load and soil shear strength can quantify the risk involved for pile design in a rational basis. The identification of depth of liquefiable soil layer is found to be most important to identify failure mechanisms of piles in liquefiable soil. Considerations of soil type, earthquake intensity, predominant frequency of earthquake, pile material, variability of soil are also significant.
27
Binh, Nguyen Luong, and 阮良平. "Seismic Design and Detailing of Reinforced Concrete Members in Vietnam Based on EN 1998-1:2004 and ACI 318-08 Codes." Thesis, 2010. http://ndltd.ncl.edu.tw/handle/70233801857102254636.
Full textAbstract:
碩士臺灣大學
土木工程學研究所
98
Codes of practice of Europe and United States of America are shared with many countries in the world. In fields of civil and structural engineering, EN Eurocodes and ACI codes (American Concrete Institute) are commonly used and they have been constantly updated according to technology advancement of human beings. Many countries have adopted EN Eurocodes or ACI codes as their national codes. The author would like to focus this study on the common construction problems in high rise buildings encountered in Vietnam, which deals with wide beam-column joints, beam-core wall joints, coupling beams and deep beams. These construction problems are first briefly described. The related seismic design and detailing are then compared and evaluated by using the EN 1998-1:2004 and ACI 318-08 codes. This study is expected to clarify some common mistakes and to improve the construction practice in Vietnam.
28
Abdul, Hamid N. H. "Seismic damage avoidance design of warehouse buildings constructed using precast hollow core panels : a thesis submitted in partial fulfilment of the requirements for the degree of Doctor of Philosophy in Civil Engineering in the University of Canterbury /." 2006. http://library.canterbury.ac.nz/etd/adt-NZCU20070430.150657.
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