Design of Joints in Steel and Composite Structures E-Book

• Herausgeber: Wiley-VCH
• Kategorie: Wissenschaft und neue Technologien
• Sprache: Englisch

Seitenzahl: 427

Veröffentlichungsjahr: 2016

Beschreibung

This book details the basic concepts and the design rules included in Eurocode 3

• Design of steel structures: Part 1-8
• Design of joints
• Joints in composite construction are also addressed through references to Eurocode 4
• Design of composite steel and concrete structures
• Part 1-1: General rules and rules for buildings.

Attention has to be duly paid to the joints when designing a steel or composite structure, in terms of the global safety of the construction, and also in terms of the overall cost, including fabrication, transportation and erection. Therefore, in this book, the design of the joints themselves is widely detailed, and aspects of selection of joint configuration and integration of the joints into the analysis and the design process of the whole construction are also fully covered.

Connections using mechanical fasteners, welded connections, simple joints, moment-resisting joints and lattice girder joints are considered. Various joint configurations are treated, including beam-to-column, beam-to-beam, column bases, and beam and column splice configurations, under different loading situations (axial forces, shear forces, bending moments and their combinations).

The book also briefly summarises the available knowledge relating to the application of the Eurocode rules to joints under fire, fatigue, earthquake, etc., and also to joints in a structure subjected to exceptional loadings, where the risk of progressive collapse has to be mitigated.

Finally, there are some worked examples, plus references to already published examples and to design tools, which will provide practical help to practitioners.

Leseprobe

Table of Contents

Cover

Series

Title

Copyright

FOREWORD

PREFACE

LIST OF SYMBOLS AND ABBREVIATIONS

Chapter 1: INTRODUCTION

1.1 GENERAL

1.2 DEFINITIONS

1.3 MATERIAL CHOICE

1.4 FABRICATION AND ERECTION

1.5 COSTS

1.6 DESIGN APPROACHES

1.7 DESIGN TOOLS

1.8 WORKED EXAMPLES

Chapter 2: STRUCTURAL ANALYSIS AND DESIGN

2.1 INTRODUCTION

2.2 JOINT MODELLING

2.3 JOINT IDEALISATION

2.4 JOINT CLASSIFICATION

2.5 DUCTILITY CLASSES

Chapter 3: CONNECTIONS WITH MECHANICAL FASTENERS

3.1 MECHANICAL FASTENERS

3.2 CATEGORIES OF CONNECTIONS

3.3 POSITIONING OF BOLT HOLES

3.4 DESIGN OF THE BASIC COMPONENTS

3.5 DESIGN OF CONNECTIONS

Chapter 4: WELDED CONNECTIONS

4.1 TYPE OF WELDS

4.2 CONSTRUCTIVE CONSTRAINTS

4.3 DESIGN OF WELDS

4.4 DISTRIBUTION OF FORCES IN A WELDED JOINT

Chapter 5: SIMPLE JOINTS

5.1 INTRODUCTION

5.2 STEEL JOINTS

5.3 COMPOSITE JOINTS

5.4 COLUMN BASES

Chapter 6: MOMENT RESISTANT JOINTS

6.1 INTRODUCTION

6.2 COMPONENT CHARACTERISATION

6.3 ASSEMBLY FOR RESISTANCE

6.4 ASSEMBLY FOR ROTATIONAL STIFFNESS

6.5 ASSEMBLY FOR DUCTILITY

6.6 APPLICATION TO STEEL BEAM-TO-COLUMN JOINT CONFIGURATIONS

6.7 APPLICATION TO STEEL COLUMN SPLICES

6.8 APPLICATION TO COLUMN BASES

6.9 APPLICATION TO COMPOSITE JOINTS

Chapter 7: LATTICE GIRDER JOINTS

7.1 GENERAL

7.2 SCOPE AND FIELD OF APPLICATION

7.3 DESIGN MODELS

Chapter 8: JOINTS UNDER VARIOUS LOADING SITUATIONS

8.1 INTRODUCTION

8.2 COMPOSITE JOINTS UNDER SAGGING MOMENT

8.3 JOINTS IN FIRE

8.4 JOINTS UNDER CYCLIC LOADING

8.5 JOINTS UNDER EXCEPTIONAL EVENTS

Chapter 9: DESIGN STRATEGIES

9.1 DESIGN OPPORTUNITIES FOR OPTIMISATION OF JOINTS AND FRAMES

9.2 APPLICATION PROCEDURES

BIBLIOGRAPHIC REFERENCES

Annex A: Practical values for required rotation capacity

Annex B: Values for lateral torsional buckling strength of a fin plate

End User License Agreement

List of Illustrations

Chapter 1: INTRODUCTION

Figure 1.1 – Classification of joints according to stiffness

Figure 1.2 – Modelling of joints (case of elastic global analysis)

Figure 1.3 – Elastic distribution of bending moments in a simple portal frame

Figure 1.4 –

M

−

ϕ

characteristics for member cross section and joint

Figure 1.5 – Ductility or rotation capacity in joints

Figure 1.6 – Schematic of the proportion of effort for global analysis and for ULS checks

Figure 1.7 – Different types of joints in a building frame

Figure 1.8 – Joints and connections

Figure 1.9 – Sources of joint deformability

Figure 1.10 – Loading of the web panel and the connections

Figure 1.11: Deformability of a minor axis joint

Figure 1.12 – Loading of a double-sided minor axis joint

Figure 1.13 – Example of a 3-D joint

Figure 1.14 – Deformation of a beam splice

Figure 1.15 – Deformation of a column splice

Figure 1.16 – Deformation of a beam-to-beam joint

Figure 1.17 – The two connections in a column base

Figure 1.18 – Particular response of a composite joint configuration

Figure 1.19 – Definition of design resistance, gap and overlap of a K joint

Figure 1.20 – Lamellar tearing

Figure 1.21 – Examples of steel beam-to-column joints, beam-to-beam joints and beam splices joints covered by Eurocode 3 Part 1-8

Figure 1.22 – Examples of composite joints covered by Eurocode 4 Part 1-1

Figure 1.23 – Design sheets (CRIF

et al

)

Chapter 2: STRUCTURAL ANALYSIS AND DESIGN

Figure 2.1 – Various ways for the global analysis and design process

Figure 2.2 – Flexural characteristic of the rotational spring

Figure 2.3 – Definition of the transformation parameter

β

Figure 2.4 – Forces applied at the periphery of a web panel

Figure 2.5 – Definition of the level arm

z

Figure 2.6 – Shear force in a column web panel

Figure 2.7 – Extreme cases for

β

values

Figure 2.8 – Definition of the transformation parameter

β

Figure 2.9 – Bi-linearisation of moment-rotation curves

Figure 2.10 – Linear representation of a

M

−

ϕ

curve

Figure 2.11 – Rigid-plastic representation of a

M – ϕ

curve

Figure 2.12 – Non-linear representations of a

M – ϕ

curve

Figure 2.13 – Stiffness classification boundaries

Figure 2.14 – Strength classification boundaries

Figure 2.15 – Shape of joint

M – ϕ

characteristics

Figure 2.16 – Plastic rotation capacity

Chapter 3: CONNECTIONS WITH MECHANICAL FASTENERS

Figure 3.1 – Bolt assemblies

Figure 3.2 – Bolted connection

Figure 3.3 – Symbols for end and edge distances and spacing of fasteners

Figure 3.4 – Shear-tension interaction of bolts

Figure 3.5 – Load transfer in a non-preloaded and a preloaded connection in a shear connection

Figure 3.6 – Load-deformation diagram of a shear connection

Figure 3.7 – Force triangle in a tension connection

Figure 3.8 – HRC systems: Principle of tightening

Figure 3.9 – Direct tension indicator

Figure 3.10 – Principle of tightening with a direct tension indicator

Figure 3.11 – Failure modes for a plate in bearing

Figure 3.12 – Block tearing failure

Figure 3.13 – Injection bolts in a double lap joint

Figure 3.14 – Geometrical requirements for pin ended members

Figure 3.15 – Design bending moment

M

Ed

in a pin

Figure 3.16 – Flow drill connection for joining end plates to RHS

Figure 3.17 – Flow drill process

Figure 3.18 – Lindapter “HolloFast”

Figure 3.19 – Nailed connection

Figure 3.20 – Local eccentricities in a bolted angle

Figure 3.21 – Angle connected by one leg (one bolt line)

Figure 3.22 – Single and double overlap joints (lap joints)

Figure 3.23 – Bolted and welded lap joints

Figure 3.24 – Single and double bolted overlap joints

Figure 3.25 – Different stages of bolt force distribution in shear bolted connections

Figure 3.26 – T-stub geometry

Figure 3.27 – Visualisation of equivalent T-stubs in bolted connections

Figure 3.28 – Failure modes in the actual component and in the equivalent T-stubs

Figure 3.29 – Failure modes of an equivalent T-stub

Figure 3.30 – Definition of

e

min

(for example in a beam-to-column joint)

Figure 3.31 – Possible yield line mechanisms

Figure 3.32 – Type of failure according to the geometry of the T-stub

Figure 3.33 – Influence of the bolt geometry on the yield lines

Figure 3.34 – RHS flange-plate connection in tension (plate bolted on two sides)

Figure 3.35 – SHS flange-plate connection in tension (plate bolted on four sides)

Figure 3.36 – Bolted CHS flange-plate connection

Figure 3.37 – Examples of gusset plate connections using welds and bolts

Figure 3.38 – Failure modes in a gusset plate

Figure 3.39 – Block tearing failure

Figure 3.40 – Buckling lengths

Figure 3.41 – Gusset plate yielding

Figure 3.42 – Example of verification for the global failure mode

Figure 3.43 – Lap joint length

Chapter 4: WELDED CONNECTIONS

Figure 4.1 – Butt welds with full penetration

Figure 4.2 – Examples of types of bevelled edges

Figure 4.3 – Butt welds with partial penetration

Figure 4.4 – Schematic representation of various fillet weld joint configurations

Figure 4.5 – Improved corner joint

Figure 4.6 – Continuous and intermittent fillet welds

Figure 4.7 – Fillet welds all round

Figure 4.8 – Plug welds

Figure 4.9 – Weld positions

Figure 4.10 – Welds with successive runs

Figure 4.11 – Effects of the gap on weld penetration

Figure 4.12 – Examples of weld defects

Figure 4.13 – Geometry of intermittent fillet welds

Figure 4.14 – Throat thickness of a fillet weld

Figure 4.15 – Throat thickness of a deep penetration fillet weld

Figure 4.16 – Stresses on the throat section of a fillet weld (unit length)

Figure 4.17 – Butt weld with full penetration

Figure 4.18 – Butt weld with partial penetration

Figure 4.19 – Tee-butt joint with superimposed fillet welds

Figure 4.20 – End fillet and side fillet welds

Figure 4.21 – Elastic and plastic distributions of forces

Figure 4.22 – Example of elastic and plastic distributions

Figure 4.23 – Elastic distribution of shear stresses along the welds

Figure 4.24 – Effective width for unstiffened tee-joints

Figure 4.25 – Geometry of intermittent welds

Figure 4.26 – Single fillet or single-sided partial penetration butt welds

Chapter 5: SIMPLE JOINTS

Figure 5.1 – Beam-to-column joint configurations

Figure 5.2 – Beam-to-beam joint configurations

Figure 5.3 – Beam splices and possible locations of simple beam splice joints

Figure 5.4 – Bracing configuration

Figure 5.5 – Column base joint configuration

Figure 5.6 – Header plate connection

Figure 5.7 –Fin plate connection

Figure 5.8 – Web cleat connection

Figure 5.9 – Other simple connections

Figure 5.10 – Contact and evolution of the bending moment

Figure 5.11 – Geometrical characteristics of the joint and illustration of contact between the beam and the supporting element

Figure 5.12 – Contact and evolution of the bending moment

Figure 5.13 – Geometrical characteristics of the joint and illustration of the contact between the beam and the supporting element

Figure 5.14 – Forces at supporting member side

Figure 5.15 – Compression zone

Figure 5.16 – Forces on the supporting element side

Figure 5.17 – Forces on the supporting element side for cleats with long legs

Figure 5.18 – Header plate notations

Figure 5.19 – Fin plate notations

Figure 5.20 – Various composite joints

Figure 5.21 – Classical column base detailing, configured with two and four anchor bolts

Figure 5.22 – Various types of anchoring systems

Figure 5.23 – Components in a simple column base

Figure 5.24 – Flexible base plate modelled as a rigid plate of equivalent area

Figure 5.25 – Concrete block geometrical dimensions

Figure 5.26 – T-stub under compression

Figure 5.27 – Stress distribution in the grout

Figure 5.28 – T-stub idealisation (case with prying effects)

Figure 5.29 – Effective length of an embedded anchor bolt

Figure 5.30 – Column bases in shear

Figure 5.31 – Column base loaded by shear and tension force

Chapter 6: MOMENT RESISTANT JOINTS

Figure 6.1 – “Column sway” buckling mode of an unstiffened web

Figure 6.2 – Spread of compression stresses to the column web

Figure 6.3 – Reduction factor

k

wc

Figure 6.4 – Equivalent T-stub flange representing a column flange in bending

Figure 6.5 – Modelling a stiffened column flange as separate T-stubs

Figure 6.6 – Values for

α

for effective length of bolt-rows adjacent to a stiffener

Figure 6.7 – Modelling an extended end-plate as separate T-stub

Figure 6.8 – Influence of the gap between the beam and the column

Figure 6.9 – Concentrated force

F

c

and compression force

F

Figure 6.10 – Strut-tie model [Fig 8.2 from EC4]

Figure 6.11 – Example of joint with contact plates in compression

Figure 6.12 – Joint with one bolt-row in tension

Figure 6.13 – Joint with more than one bolt-row in tension

Figure 6.14 – Joint with a thick end-plate

Figure 6.15 – Joint with a thin end-plate

Figure 6.16 – Plastic distribution of forces

Figure 6.17 – Elasto-plastic distribution of internal forces

Figure 6.18 – Plastic mechanisms

Figure 6.19 – Flow-chart for the assembly procedure

Figure 6.20 – Joint with a symmetrical geometry

Figure 6.21 –

M-N

resistant curve for a joint proposed in EN 1993-1-8

Figure 6.22 – Example of row numbering with an extended end-plate connection

Figure 6.23 – Possible group effects between three bolt rows

Figure 6.24 – Example of a

M-N

resistance interaction curve obtained for a four bolt row joint

Figure 6.25 – Successive steps for the evaluation of (black and white dots respectively)

Figure 6.26 – Definition of the weld section

Figure 6.27 – Possible stress distributions in the weld section and position of neutral axis

Figure 6.28 – Spring model for an unstiffened welded joint

Figure 6.29 – Spring model for a beam-to-column end-plated joint with more than one bolt-row in tension

Figure 6.30 – Non-linear response of a joint

Figure 6.31 – Plane deformation of the joint section

Figure 6.32 – Classification criteria for the rotational ductility of bolted joints

Figure 6.33 – Classification criteria for the rotational ductility of welded joints

Figure 6.34 – Bolted endplate joints with various reinforcing stiffeners

Figure 6.35 – Weak axis beam-to-column joints with H or I members

Figure 6.36 – Beam splice with endplate connection exhibiting four bolts per row

Figure 6.37 – Beam-to-column joints with RHS members

Figure 6.38 – Bolted flange plate connection in a beam-to-column joint with an RHS column

Figure 6.39 – Beam-to-column connections with a continuous RHS beam

Figure 6.40 – Simplified design model for bending resistance

Figure 6.41 – Lever arm for simplified method

Figure 6.42 – Joint in a steel building frame and joint detailing

Figure 6.43 – Bolt rows and groups of bolt rows

Figure 6.44 – Bolt rows and groups of bolt rows

Figure 6.45 – Loads which can be supported individually by the rows

Figure 6.46 – Maximum loads which can be supported by the rows, taking into account of the group effects

Figure 6.47 – Final loads which can be supported by the rows

Figure 6.48 – Common splice configurations (Moreno

et al

, 2011)

Figure 6.49 – Bearing type splices (Moreno

et al

, 2011)

Figure 6.50 – Non-bearing type splices (Moreno

et al

, 2011)

Figure 6.51 – Typical column bases (Moreno

et al

, 2011)

Figure 6.52 – Stiffened column base

Figure 6.53 – Embedded column joint configuration

Figure 6.54 – Classical pinned and moment resisting joint configurations

Figure 6.55 – Equivalent rigid plate under axial compression force

Figure 6.56 – Force equilibrium under axial force

Figure 6.57 – Force equilibrium under axial force and bending moment

Figure 6.58 – Equilibrium of forces on the base plate (with the effective area under the flanges only)

Figure 6.59 – Mechanical stiffness model for a column base plate joint

Figure 6.60 – Types of joints- H- shaped column (Anderson

et al

, 1999)

Figure 6.61 – Choice of joint configurations

Figure 6.62 – Sheet and slab dimensions

Figure 6.63 – Studied double-sided composite joint configuration (dimension in [mm])

Figure 6.64 – Row numbering

Figure 6.65 – Considered reference point to compute the applied bending moment at the joint

Figure 6.66 – Definition of

z

+

and

z

−

Figure 6.67 – Computation of (dashed arrow) for the bolt rows

Figure 6.68 – Resistance interaction curves predicted through the proposed procedure (Demonceau, 2008)

Chapter 7: LATTICE GIRDER JOINTS

Figure 7.1 – Ring model for chord plastification under axial brace loading (Togo, 1967)

Figure 7.2 – Yield line model for T, Y and X joints

Figure 7.3 – Analytical model for chord shear failure

Figure 7.4 – Effective width for punching shear failure

Figure 7.5 – Effective width for brace failure

Chapter 8: JOINTS UNDER VARIOUS LOADING SITUATIONS

Figure 8.1 – Composite joint subjected to sagging moment

Figure 8.2 – Full strength optimised beam-to-column joint solution

Chapter 9: DESIGN STRATEGIES

Figure 9.1 – Two solutions: different economy

Figure 9.2 – Traditional design approach (simple/continuous joints)

Figure 9.3 – Modelling of pinned and rigid joints (elastic global analysis)

Figure 9.4 – Consistent design approach

Figure 9.5 – Optimization of rigid joints

Figure 9.6 – Example for the optimization of rigid joints

Figure 9.7 – Optimisation with semi-rigid joints

Figure 9.8 – Costs of steel structures depending on the relative joint stiffness

Figure 9.9 – Design strategy when semi-continuous joints (elastic global analysis)

Figure 9.10 – Check of the stiffness requirement for a rigid joint

Figure 9.11 – Check of stiffness requirement of a semi-rigid joint

Figure 9.12 – Beam end rotation

Figure 9.13 – Design strategy for partial-strength joints in non-sway frames

Guide

Cover

Table of Contents

Begin Reading

Pages

C1

ii

iii

iv

v

xiii

xv

xvi

xvii

xix

xx

xxi

xxii

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

88

89

90

91

92

93

94

95

96

97

98

99

100

101

102

103

104

105

106

107

108

109

110

111

112

113

114

115

116

117

118

119

120

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

139

140

141

142

143

144

145

146

147

148

149

150

151

153

154

155

156

157

158

159

160

161

162

163

164

165

166

167

168

169

170

171

172

173

174

175

176

177

178

179

180

181

182

183

184

185

186

187

188

189

190

191

192

193

194

195

196

197

198

199

200

201

202

203

205

206

207

208

209

210

211

212

213

214

215

216

217

218

219

220

221

222

223

224

225

226

227

228

229

230

231

232

233

234

235

236

237

238

239

240

241

242

243

244

245

246

247

248

249

250

251

252

253

254

255

256

257

258

259

260

261

262

263

264

265

266

267

268

269

270

271

272

273

274

275

276

277

278

279

280

281

282

283

284

285

286

287

288

289

290

291

292

293

294

295

296

297

298

299

300

301

302

303

304

305

306

307

308

309

310

311

312

313

314

315

316

317

318

319

320

321

322

323

324

325

326

327

328

329

330

331

332

333

334

335

336

337

338

339

340

341

342

343

344

345

346

347

349

350

351

352

353

354

355

356

357

358

359

360

361

362

363

364

365

366

367

368

369

370

371

372

373

374

375

376

377

378

379

380

381

382

383

385

387

388

ECCS EUROCODE DESIGN MANUALS

ECCS EDITORIAL BOARD

Luís Simões da Silva (ECCS)

António Lamas (Portugal)

Jean-Pierre Jaspart (Belgium)

Reidar Bjorhovde (USA)

Ulrike Kuhlmann (Germany)

DESIGN OF STEEL STRUCTURES – 2

ND

EDITION

Luís Simões da Silva, Rui Simões and Helena Gervásio

FIRE DESIGN OF STEEL STRUCTURES – 2

ND

EDITION

Jean-Marc Franssen and Paulo Vila Real

DESIGN OF PLATED STRUCTURES

Darko Beg, Ulrike Kuhlmann, Laurence Davaine and Benjamin Braun

FATIGUE DESIGN OF STEEL AND COMPOSITE STRUCTURES

Alain Nussbaumer, Luís Borges and Laurence Davaine

DESIGN OF COLD-FORMED STEEL STRUCTURES

Dan Dubina, Viorel Ungureanu and Rafaelle Landolfo

DESIGN OF JOINTS IN STEEL AND COMPOSITE STRUCTURES

Jean-Pierre Jaspart and Klaus Weynand

DESIGN OF STEEL STRUCTURES FOR BUILDINGS IN SEISMIC AREAS

Raffaele Landolfo, Federico Mazzolani, Dan Dubina, Luís Simões da Silva and Mario d’Aniello

AVAILABLE SOON

DESIGN OF COMPOSITE STRUCTURES

Markus Feldman and Benno Hoffmeister

ECCS – SCI EUROCODE DESIGN MANUALS

DESIGN OF STEEL STRUCTURES, U. K. EDITION

Luís Simões da Silva, Rui Simões, Helena Gervásio

and Graham Couchman

INFORMATION AND ORDERING DETAILS

For price, availability, and ordering visit our website www.steelconstruct.com.

For more information about books and journals visit www.ernst-und-sohn.de.

DESIGN OF JOINTS IN STEEL AND COMPOSITE STRUCTURES

Eurocode 3: Design of steel structuresPart 1-8 – Design of JointsEurocode 4: Design of composite steel and concrete structures

Part 1-1 – General rules and rules for buildings

Jean-Pierre Jaspart

Klaus Weynand

Design of Joints in Steel and Composite Structures

2016

Published by:

ECCS – European Convention for Constructional Steelwork

[email protected]

www.steelconstruct.com

Sales:

Wilhelm Ernst & Sohn Verlag für Architektur und technische Wissenschaften

GmbH & Co. KG, Berlin

All rights reserved. No parts of this publication may be reproduced, stored in a retrieval system, or transmitted in any form or by any means, electronic, mechanical, photocopying, recording or otherwise, without the prior permission of the copyright owner.

ECCS assumes no liability with respect to the use for any application of the material and information contained in this publication.

Copyright © 2016 ECCS – European Convention for Constructional Steelwork

ISBN (ECCS): 978-92-9147-132-4

ISBN (Ernst & Sohn): 978-3-433-02985-5

Photo cover credits: Klaus Weynand

FOREWORD

With this ECCS book “Joints in Steel and Composite Structures” the authors succeeded in placing the joints on the rightful place they deserve in the structural behaviour of steel and composite steel-concrete structures. The many times used word “details” for the joints in structures by far underestimates the importance of joints in the structural behaviour of buildings and civil engineering structures. In their chapter “Aim of the book” the authors clearly explain how the design and safety verification of structures runs in an integral manner where all structural components, including the joints, play balanced roles leading to economic structures.

This book can be seen as a background document for Eurocode 3 “Design of Steel Structures” and for Eurocode 4 “Design of Composite Steel and Concrete Structures” as far as it concerns structural joints. The central theme in describing the behaviour of joints is using the component method and this is leading all over in this book. The book contain many aspects such as design, fabrication, erection and costs.

In this book attention is paid on joint modelling and idealisation, joint classification for strength and stiffness and deformation capacity. This all for connections with mechanical fasteners and for welded connections, for simple joints and moment resistant joints. Also lattice girder joints are described.

The book provides the designer with design strategies to arrive at economic structures.

The authors based themselves on many bibliographic references covering a time span of about 65 years. Many of these references present research of the authors themselves and of the other members of the ECCS-Technical Committee TC10 “Structural Connections”.

It was really a privilege to have been the chairperson of this committee from 1998 till the end of 2012 and I thank the authors Prof. Dr. Ir. Jean-Pierre Jaspart and Dr.-Ing. Klaus Weynand for their large effort in writing this book.

Prof. ir. Frans Bijlaard

PREFACE

Steel constructions and composite steel-concrete constructions are generally erected on site by the assembly of prefabricated structural parts prepared at workshop. These parts may themselves be the result of an assembly of individual elements. An example is the assembly by bolting on site of built-up sections welded in the workshop.

In these construction types, joints and connections play a key role and recommendations and guidelines are required for engineers and constructors faced to the conception and design, the fabrication and the erection of such structures. In the Structural Eurocodes, all these aspects are mainly covered in the execution standard EN 1090-2 and in the design standards EN 1993-1-8 (Eurocode 3 for steel structures) and EN 1994-1-1 (Eurocode 4 for composite structures).

In the present book which is part of the series of ECCS Eurocode Design Manuals, the main focus is given to design aspects, but references are also made to EN 1090-2 when necessary.

In comparison to some other fields, the design procedures for joints and connections have significantly evolved in the last decades as a result of the progressive awareness by practitioners of the significant contribution of joints and connections to the global cost of structures. Design for low fabrication and erection costs and high resistance is therefore the targeted objective of modern design codes, the achievement of which has justified the development of new calculation approaches presently integrated into the two afore-mentioned Eurocodes. This situation justifies the writing of the present manual with the main goal to demystify the design by explaining the new concepts to design the joints and to integrate their mechanical response into the structural frame analysis and design process, by providing “keys” for a proper application in practice and finally by providing well documented worked examples.

To refer to “modern” or “new” design approaches and philosophies does not mean that traditional ways are old-fashioned or no more valid. It should be understood that the design methods recommended in the Eurocodes are a collection of European practices including the results of intensive research efforts carried out in the last decades and so give many options and alternatives to the engineers to elaborate safe and economic solutions.

Chapter 1 introduces generalities about joint properties, aspects of materials, fabrication, erection and costs, design approach - and especially the so-called component method - and design tools available to practitioners for easier code application. The integration of the response of the joints into the structural analysis and design process is addressed in chapter 2. In chapter 3, the attention is paid to the design of common connections with mechanical fasteners. Preloaded bolts and non-preloaded bolts are mainly considered but the use of some less classical connectors is also briefly described. Welded connections are covered in chapter 5.

The three next chapters relate to three specific types of joints, respectively simple joints, moment resisting joints and lattice girder joints. For these ones, substantial novelties are brought in the Eurocodes in comparison to traditional national codes; and more especially for simple and moment resisting joints. A significant number of pages is therefore devoted to these topics in this manual.

The design of joints under static loading, as it is addressed in the seven first chapters, is essential in all cases but further checks or different conceptual design of the joints are often required in case of load reversal, fire, earthquake or even exceptional events like impact or explosion. Chapter 8 summarises present knowledge in this field.

Traditionally joints were designed as rigid or pinned, what enabled – and still enables – a sort of dichotomy between the design of the frame, on the one hand, and the design of the joints, on the other hand. The clear economical advantage associated in many situations to the use of semi-rigid and/or partial-strength joints leads however to “structure-joints” interactions that have to be mastered by the engineer so as to fully profit from the beneficial generated cost effects. The Eurocodes do not at all cover this aspect which is not falling within the normalisation domain but within the application by engineers and constructors in daily practice. From this point of view, chapter 9 may be considered as “a première” even if the content had already been somewhat described years ago in an ECSC publication.

Before letting the reader discover the contents of this book, we would like to express acknowledgment. We are very grateful to Prof. Frans Bijlaard for all the comments, suggestions and corrections he made through the review process of the present manual. Warm thanks are also addressed to José Fuchs and Sönke Müller who helped us in preparing the drawings. Last but not least we would like to thank our wives for their patience when we worked “on our project” during innumerable evenings and week-ends.

Jean-Pierre JaspartKlaus Weynand