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[null,"1.","Record Nr.",null,"UNINA9911004697303321"]
[null,null,"Autore",null,"Takewaki Izuru"]
[null,null,"Titolo",null,"Critical excitation methods in earthquake engineering / / Izuru Takewaki"]
[null,null,"Pubbl/distr/stampa",null,"Amsterdam ; ; Oxford, : Elsevier, 2007"]
[null,null,"ISBN",null,"1-280-74675-0"]
[{"$nulls":4},"9786610746750"]
[{"$nulls":4},"0-08-046762-8"]
[null,null,"Descrizione fisica",null,"1 online resource (287 p.)"]
[null,null,"Disciplina",null,"624.1762"]
[null,null,"Soggetti",null,"Earthquake engineering"]
[{"$nulls":4},"Engineering"]
[null,null,"Lingua di pubblicazione",null,"Inglese"]
[null,null,"Formato",null,"Materiale a stampa"]
[null,null,null,"Livello bibliografico","Monografia"]
[null,null,null,"Note generali","Description based upon print version of record."]
[null,null,null,"Nota di bibliografia","Includes bibliographical references and index."]
[null,null,"Nota di contenuto",null,"Front Cover; Critical Excitation Methods in Earthquake Engineering; Copyright Page; Contents; Preface; Permission Details; Chapter 1: Overview of Seismic Critical Excitation Method; 1.1 What is critical excitation?; 1.2 Origin of critical excitation method (Drenick's approach); 1.3 Shinozuka's approach; 1.4 Historical sketch in early stage; 1.5 Various measures of criticality; 1.6 Subcritical excitation; 1.7 Stochastic excitation; 1.8 Convex models; 1.9 Nonlinear or elastic-plastic SDOF system; 1.10 Elastic-plastic MDOF system; 1.11 Critical envelope function; 1.12 Robust structural design"]
[{"$nulls":4},"1.13 Critical excitation method in earthquake-resistant designChapter 2: Critical Excitation for Stationary and Non-stationary Random Inputs; 2.1 Introduction; 2.2 Stationary input to single-degree-of-freedom model; 2.3 Stationary input to multi-degree-of-freedom model; 2.4 Conservativeness of bounds; 2.5 Non-stationary input to SDOF model; 2.6 Non-stationary input to MDOF model; 2.7 Numerical examples for SDOF model; 2.8 Numerical examples for MDOF model; 2.9 Conclusions; Chapter 3: Critical Excitation for Non-proportionally Damped Structural Systems; 3.1 Introduction"]
[{"$nulls":4},"3.2 Modeling of input motions3.3 Response of non-proportionally damped model to non-stationary random excitation; 3.4 Critical excitation problem; 3.5 Solution procedure; 3.6 Critical excitation for acceleration (proportional damping); 3.7 Numerical examples (proportional damping); 3.8 Numerical examples (non-proportional "]
[{"$nulls":4},"damping); 3.9 Numerical examples (various types of damping concentration); 3.10 Conclusions; Chapter 4: Critical Excitation for Acceleration Response; 4.1 Introduction; 4.2 Modeling of input motions"]
[{"$nulls":4},"4.3 Acceleration response of non-proportionally damped model to non-stationary random input4.4 Critical excitation problem; 4.5 Solution procedure; 4.6 Numerical examples; 4.7 Model with non-proportional damping-1; 4.8 Model with non-proportional damping-2; 4.9 Model with proportional damping; 4.10 Conclusions; Chapter 5: Critical Excitation for Elastic-Plastic Response; 5.1 Introduction; 5.2 Statistical equivalent linearization for SDOF model; 5.3 Critical excitation problem for SDOF model; 5.4 Solution procedure"]
[{"$nulls":4},"5.5 Relation of critical response with inelastic response to recorded ground motions5.6 Accuracy of the proposed method; 5.7 Criticality of the rectangular PSD function and applicability in wider parameter ranges; 5.8 Critical excitation for MDOF elastic-plastic structures; 5.9 Statistical equivalent linearization for MDOF model; 5.10 Critical excitation problem for MDOF model; 5.11 Solution procedure; 5.12 Relation of critical response with inelastic response to recorded ground motions; 5.13 Accuracy of the proposed method; 5.14 Conclusions"]
[{"$nulls":4},"Chapter 6: Critical Envelope Function for Non-stationary Random Earthquake Input"]
[null,null,null,"Sommario/riassunto","Since the occurrence of earthquakes and their properties are very uncertain even with the present knowledge, it is too difficult to define reasonable design ground motions especially for important buildings.  In the seismic resistant design of building structures, the concept of 'performance-based design' has become a new paradigm guaranteeing the maximum satisfaction of building owners.  The quality and reliability of the performance-based design certainly depend on the scientific rationality of design ground motions.  In order to overcome this problem, a new paradigm has to be posed.  To the"]