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Design of Steel Structures for Buildings in Seismic Areas


Design of Steel Structures for Buildings in Seismic Areas

Eurocode 8: Design of Structures for Earthquake Resistance. Part 1: General Rules, Seismic Action and Rules for Buildings
1. Aufl.

von: ECCS - European Convention for Constructional Steelwork, Associação Portuguesa de Construção

CHF 60.00

Verlag: Ernst & Sohn
Format: EPUB
Veröffentl.: 25.05.2018
ISBN/EAN: 9783433609217
Sprache: englisch
Anzahl Seiten: 350

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Beschreibungen

This volume elucidates the design criteria and principles for steel structures under seismic loads according to Eurocode 8-1. Worked Examples illustrate the application of the design rules. Two case studies serve as best-practice samples.
<p>FOREWORD XIII</p> <p>PREFACE XVII</p> <p><b>Chapter 1 SEISMIC DESIGN PRINCIPLES IN STRUCTURAL CODES 1</b></p> <p>1.1 Introduction 1</p> <p>1.2 Fundamentals of seismic design 2</p> <p>1.2.1 Capacity design 2</p> <p>1.2.2 Seismic design concepts 6</p> <p>1.3 Codification of seismic design 11</p> <p>1.3.1 Evolution of seismic design codes 11</p> <p>1.3.2 New perspectives and trends in seismic codification 19</p> <p><b>Chapter 2 EN 1998-1: GENERAL AND MATERIAL INDEPENDENT PARTS 25</b></p> <p>2.1 Introduction 25</p> <p>2.2 Performance requirements and compliance criteria 27</p> <p>2.2.1 Fundamental requirements 27</p> <p>2.2.2 Ultimate limit state 32</p> <p>2.2.3 Damage limitation state 34</p> <p>2.2.4 Specific measures 35</p> <p>2.3 Seismic action 36</p> <p>2.3.1 The fundamentals of the dynamic model 36</p> <p>2.3.2 Basic representation of the seismic action 40</p> <p>2.3.3 The seismic action according to EN 1998-1 46</p> <p>2.3.4 Alternative representations of the seismic action 52</p> <p>2.3.5 Design spectrum for elastic analysis 54</p> <p>2.3.6 Combinations of the seismic action with other types of actions 56</p> <p>2.4 Characteristics of earthquake resistant buildings 58</p> <p>2.4.1 Basic principles of conceptual design 58</p> <p>2.4.2 Primary and secondary seismic members 60</p> <p>2.4.3 Criteria for structural regularity 61</p> <p>2.5 Methods of structural seismic analysis 70</p> <p>2.5.1 Introduction 70</p> <p>2.5.2 Lateral force method 72</p> <p>2.5.3 Linear modal response spectrum analysis 75</p> <p>2.5.4 Nonlinear static pushover analysis 84</p> <p>2.5.5 Nonlinear time-history dynamic analysis 90</p> <p>2.6 Structural modelling 94</p> <p>2.6.1 Introduction 94</p> <p>2.6.2 Modelling of masses 96</p> <p>2.6.3 Modelling of damping 98</p> <p>2.6.4 Modelling of structural mechanical properties 101</p> <p>2.7 Accidental torsional effects 107</p> <p>2.7.1 Accidental eccentricity 107</p> <p>2.7.2 Accidental torsional effects in the lateral force method of analysis 109</p> <p>2.7.3 Accidental torsional effects in modal response spectrum analysis 110</p> <p>2.7.4 Accidental torsional effects in nonlinear static pushover analysis 111</p> <p>2.7.5 Accidental torsional effects in linear and nonlinear dynamic time history analysis 114</p> <p>2.8 Combination of effects induced by different components of the seismic action 114</p> <p>2.9 Calculation of structural displacements 117</p> <p>2.10 Second order effects in seismic linear elastic analysis 118</p> <p>2.11 Design verifications 121</p> <p>2.11.1 Safety verifications 121</p> <p>2.11.2 Damage limitation 126</p> <p><b>Chapter 3 EN 1998-1: DESIGN PROVISIONS FOR STEEL STRUCTURES 129</b></p> <p>3.1 Design concepts for steel buildings 129</p> <p>3.2 Requirements for steel mechanical properties 133</p> <p>3.2.1 Strength and ductility 133</p> <p>3.2.2 Toughness 135</p> <p>3.3 Structural typologies and behaviour factors 137</p> <p>3.3.1 Structural types 137</p> <p>3.3.2 Behaviour factors 141</p> <p>3.4 Design criteria and detailing rules for dissipative structural behaviour common to all structural types 145</p> <p>3.4.1 Introduction 145</p> <p>3.4.2 Design rules for cross sections in dissipative members 145</p> <p>3.4.3 Design rules for non-dissipative connections 147</p> <p>3.4.4 Design rules and requirements for dissipative connections 148</p> <p>3.4.5 Design rules and requirements for non-dissipative members 148</p> <p>3.5 Design criteria and detailing rules for moment resisting frames 149</p> <p>3.5.1 Code requirements for beams 149</p> <p>3.5.2 Code requirements for columns 152</p> <p>3.5.3 Code requirements for beam-to-column joints 153</p> <p>3.6 Design criteria and detailing rules for concentrically braced frames 158</p> <p>3.6.1 Code requirements for braces 158</p> <p>3.6.2 Code requirements for beams and columns 162</p> <p>3.7 Design criteria and detailing rules for eccentrically braced frames 164</p> <p>3.7.1 Code requirements for seismic links 164</p> <p>3.7.2 Code requirements for members not containing seismic links 171</p> <p>3.7.3 Code requirements for connections of the seismic links 172</p> <p><b>Chapter 4 DESIGN RECOMMENDATIONS FOR DUCTILE DETAILS 173</b></p> <p>4.1 Introduction 173</p> <p>4.2 Seismic design and detailing of composite steel-concrete slabs 174</p> <p>4.3 Ductile details for moment resisting frames 182</p> <p>4.3.1 Detailing of beams 182</p> <p>4.3.2 Detailing of beam-to-column joints 186</p> <p>4.3.3 Detailing of column bases 210</p> <p>4.4 Ductile details for concentrically braced frames 215</p> <p>4.4.1 Introduction 215</p> <p>4.4.2 Detailing of brace-to-beam/column joints 216</p> <p>4.4.3 Detailing of brace-to-beam midspan connections 228</p> <p>4.4.4 Detailing of brace-to-brace connections 230</p> <p>4.4.5 Detailing of brace-to-column base connections 235</p> <p>4.4.6 Optimal slope, constructional tolerances and local details for braces 236</p> <p>4.5 Ductile details for eccentrically braced frames 239</p> <p>4.5.1 Detailing of links 239</p> <p>4.5.2 Detailing of link lateral torsional restraints 241</p> <p>4.5.3 Detailing of diagonal brace-to-link connections 244</p> <p>4.5.4 Detailing of link-to-column connections 245</p> <p><b>Chapter 5 DESIGN ASSISTED BY TESTING 247</b></p> <p>5.1 Introduction 247</p> <p>5.2 Design assisted by testing according to EN 1990 248</p> <p>5.2.1 Introduction 248</p> <p>5.2.2 General overview of EN 1990 250</p> <p>5.2.3 Testing 252</p> <p>5.2.4 Derivation of design values 254</p> <p>5.3 Testing of seismic components and devices 262</p> <p>5.3.1 Introduction 262</p> <p>5.3.2 Quasi-static monotonic and cyclic testing 262</p> <p>5.3.3 Pseudo-dynamic testing 275</p> <p>5.3.4 Dynamic testing 277</p> <p>5.4 Application: experimental qualification of buckling restrained braces 278</p> <p>5.4.1 Introduction and scope 278</p> <p>5.4.2 Test specifications 279</p> <p>5.4.3 Test specimens 280</p> <p>5.4.4 Test setup and loading protocol for ITT 280</p> <p>5.4.5 Results 281</p> <p>5.4.6 Fabrication Production Control tests 283</p> <p><b>Chapter 6 MULTI-STOREY BUILDING WITH MOMENT RESISTING FRAMES 285</b></p> <p>6.1 Building description and design assumptions 285</p> <p>6.1.1 Building description 285</p> <p>6.1.2 Normative references 287</p> <p>6.1.3 Materials 288</p> <p>6.1.4 Actions 289</p> <p>6.1.5 Pre-design 292</p> <p>6.2 Structural analysis and calculation models 293</p> <p>6.2.1 General features 293</p> <p>6.2.2 Modelling assumptions 296</p> <p>6.2.3 Numerical models and method of analysis 297</p> <p>6.2.4 Imperfections for global analysis of frames 301</p> <p>6.2.5 Frame stability and second order effects 303</p> <p>6.3 Design and verification of structural members 304</p> <p>6.3.1 Design and verification of beams 304</p> <p>6.3.2 Design and verification of columns 310</p> <p>6.3.3 Panel zone of beam-to-column joints 316</p> <p>6.4 Damage limitation 319</p> <p>6.5 Pushover analysis and assessment of seismic performance 320</p> <p>6.5.1 Introduction 320</p> <p>6.5.2 Modelling assumptions 321</p> <p>6.5.3 Pushover analysis 328</p> <p>6.5.4 Transformation to an equivalent SDOF system 331</p> <p>6.5.5 Evaluation of the seismic demand 333</p> <p>6.5.6 Evaluation of the structural performance 334</p> <p><b>Chapter 7 MULTI-STOREY BUILDING WITH CONCENTRICALLY BRACED FRAMES 335</b></p> <p>7.1 Building description and design assumptions 335</p> <p>7.1.1 Building description 335</p> <p>7.1.2 Normative references 337</p> <p>7.1.3 Materials 337</p> <p>7.1.4 Actions 338</p> <p>7.1.5 Pre-design 340</p> <p>7.2 Structural analysis and calculation models 342</p> <p>7.2.1 General features 342</p> <p>7.2.2 Modelling assumptions 342</p> <p>7.2.3 Numerical models and method of analysis 344</p> <p>7.2.4 Imperfections for global analysis of frames 348</p> <p>7.2.5 Frame stability and second order effects 349</p> <p>7.3 Design and verification of structural members 350</p> <p>7.3.1 Design and verification of X-CBFs 350</p> <p>7.3.2 Design and verification of inverted V-CBFs 357</p> <p>7.4 Damage limitation 365</p> <p><b>Chapter 8 MULTI-STOREY BUILDING WITH ECCENTRICALLY BRACED FRAMES 369</b></p> <p>8.1 Building description and design assumptions 369</p> <p>8.1.1 Building description 369</p> <p>8.1.2 Normative references 371</p> <p>8.1.3 Materials 371</p> <p>8.1.4 Actions 372</p> <p>8.2 Structural analysis and calculation models 374</p> <p>8.2.1 General features 374</p> <p>8.2.2 Modelling assumptions 375</p> <p>8.2.3 Numerical models and method of analysis 376</p> <p>8.2.4 Imperfections for global analysis of frames 380</p> <p>8.2.5 Frame stability and second order effects 380</p> <p>8.3 Design and verification of structural members 381</p> <p>8.3.1 Design and verification of shear links 381</p> <p>8.3.2 Design and verification of beam segments outside the link 384</p> <p>8.3.3 Design and verification of braces 384</p> <p>8.3.4 Design and verification of columns 385</p> <p>8.4 Damage limitation 388</p> <p><b>Chapter 9 CASE STUDIES 391</b></p> <p>9.1 Introduction 391</p> <p>9.2 The Bucharest Tower Centre International 393</p> <p>9.2.1 General description 393</p> <p>9.2.2 Design considerations 397</p> <p>9.2.3 Detailing 421</p> <p>9.2.4 Construction 422</p> <p>9.3 Single storey Industrial Warehouse in Bucharest 432</p> <p>9.3.1 General description 432</p> <p>9.3.2 Design considerations 435</p> <p>9.4 The Fire Station of Naples 449</p> <p>9.4.1 General description 449</p> <p>9.4.2 Design considerations and constructional details 456</p> <p>9.4.3 The anti-seismic devices 467</p> <p>REFERENCES 475</p>
Rafaelle Landolfo is Professor at the University of Naples, Institute of Contructional Engineering and Architecture.<br> Federico Mazzolani is Emeritus Professor of Structural Engineering at the University of Naples.<br> Dan Dubina is Professor at the Department of Steel Structures and Structural Mechanics, Politehnica University of Timisoara, Romania. <br> Luis Sim?es da Silva is Professor of Structural Mechanics at the Department of Civil Engineering at the University of Coimbra, Portugal.

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