Structural steel semirigid connections : theory, design, and software (Record no. 43887)
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| 000 -LEADER | |
|---|---|
| fixed length control field | 09184 a2200181 4500 |
| 020 ## - INTERNATIONAL STANDARD BOOK NUMBER | |
| International Standard Book Number | 9780849374333 |
| 082 ## - DEWEY DECIMAL CLASSIFICATION NUMBER | |
| Classification number | 624.1821 |
| Item number | FAL |
| 100 ## - MAIN ENTRY--PERSONAL NAME | |
| Personal name | Faella, C. and others |
| 245 ## - TITLE STATEMENT | |
| Title | Structural steel semirigid connections : theory, design, and software |
| 260 ## - PUBLICATION, DISTRIBUTION, ETC. (IMPRINT) | |
| Place of publication, distribution, etc | Florida |
| Name of publisher, distributor, etc | CRC Press |
| Date of publication, distribution, etc | 2000 |
| 300 ## - PHYSICAL DESCRIPTION | |
| Extent | xxvi,505p. |
| 440 ## - SERIES STATEMENT/ADDED ENTRY--TITLE | |
| Title | New diraction in civil engineering Ed. by W. F. Chen |
| 9 (RLIN) | 49773 |
| 505 ## - FORMATTED CONTENTS NOTE | |
| Formatted contents note | CONTENTS<br/>Preface<br/>Notation<br/>Chapter 1: Behaviour of Semirigid Frames<br/>1.1 Introduction 1<br/>1.2 Frame classification 2<br/>1.3 Influence of joint behaviour on unbraced frame response 6<br/>1.2.1 Simplified model 6<br/>1.3.2 Period of vibration 8 <br/>1.3.3 Frame sensitivity to second-order effects 9<br/>1.3.4 Inelastic behaviour 11<br/>1.4 Influence of joint behaviour on braced frame response 19<br/>1.5 Classification of joints 21<br/>1.6 References 35 <br/>Chapter 2: Modelling of Joint Behaviour<br/>2.1 Introduction 38<br/>2.2 Methods for modelling rotational behaviour 41<br/>2.3 Mathematical representation of moment-rotation curve 44<br/>2.3.1 Generality 44<br/>2.3.2 Stiffness, resistance and shape factor based formulations 45<br/>2.3.3 Curve Fitting by regression analysis 56<br/>2.4 Methods for predicting moment-rotation curves 58<br/>2.4.1 Generality 58<br/>2.4.2 Empirical models 58<br/>2.4.3 Analytical models 67<br/>2.4.4 Mechanical models 73<br/>2.4.5 Finite element analysis 77<br/>2.4.6 Experimental testing 78<br/>2.5 References 79<br/>Chapter 3: Welded Connections<br/>3.1 Introduction 84<br/>3.2 Column web in shear 88<br/>3.3 Column web in compression 96<br/>3.3.1 Crushing resistance 96<br/>3.3.2 Buckling resistance 100<br/>3.3.3 Initial stiffness 103<br/>3.4 Column web in tension 104<br/>3.4.1 Resistance 104<br/>3.4.2 Initial Stiffness 106<br/>3.5 Considerations on local stress interaction 106<br/>3.6 Column flange in bending 110<br/>3.7 Beam flange and web in compression 114<br/>3.8 Comparison with experimental data 114<br/>3.9 Influence of strain-hardening 119<br/>3.10 Worked examples 125<br/>3.10.1Unstiffened external joint 125<br/>3.10.2 Stiffened external joint 130<br/>3.11References 132<br/>Chapter 4: Basic Component of Bolted Connections<br/>4.1 Introduction 135<br/>4.2 Axial strength of bolted T-stubs 137<br/>4.2.1 Basic formulations 137<br/>4.2.2 The influence of moment-shear interaction 143<br/>4.3 Axial stiffness of bolted T-stubs 149<br/>4.3.1 Basic principles 149<br/>4.3.2 Description of specimens and testing devices 152<br/>4.3.3 Experimental results 157<br/>4.3.4 Axial stiffness prediction of non-preloaded T-stubs 160<br/>4.3.5 Axial stiffness prediction of preloaded T-stubs 164<br/>4.4 References 170<br/>Chapter 5: Bolted End-Plate Connections<br/>5.1 Introduction 172<br/>5.2 Prediction of flexural resistance 177<br/>5.2.1 Column web in shear 177<br/>5.2.2 Column web in compression 177<br/>5.2.3 Column flange in bending 177<br/>5.2.4 End plate in bending 182<br/>5.2.5 Column web in tension 184<br/>5.2.6 Beam flange and web in compression 185<br/>5.2.7 Beam web in tension 185<br/>5.2.8 Procedure for evaluating the joint flexural resistance 185<br/>5.2.9Comparison with experimental results 189<br/>5.3 Prediction of initial rotational stiffness 190<br/>5.3.1 Generality 190<br/>5.3.2 Column web in shear 192<br/>5.3.3 Column web in compression 192<br/>5.3.4 Column web in tension 192<br/>5.3.5 Column flange in bending and end plate in bending 195<br/>5.3.6 Bolt row in tension 195<br/>5.3.7 Comparison with experimental data 196<br/>5.3.8 The influence of the bolt preloading 199<br/>5.4 Moment-rotation curve 200<br/>5.5 Worked examples 206<br/>5.5.1Geometrical and mechanical properties 206<br/>5.5.2 Initial rotational stiffness 207<br/>5.5.3 Flexural resistance 212<br/>5.6 References 219<br/>Chapter 6: Bolted Connections with Angles<br/>6.1 Introduction 222<br/>6.2 Prediction of the flexural resistance 223<br/>6.2.1 Component identification 223<br/>6.2.2 Column web in shear 225<br/>6.2.3 Column web in compression 226<br/>6.2.4 Column web in tension and column flange in bending 227<br/>6.2.5 Top angle in bending 227<br/>6.2.6 Web angles in bending 234<br/>6.2.7 Bolts in tension 242<br/>6.2.8 Bolts in shear 242<br/>6.2.9 Plates in bearing 243<br/>6.2.10 Plate intension 243<br/>6.2.11 Plate in compression 245<br/>6.2.12 Beam web in tension 245<br/>6.2.13 Beam flange and web in compression 245<br/>6.3 Operative steps 246<br/>6.4 Comparison with experimental data 248<br/>6.5 Simplified procedure 253<br/>6.6 Prediction of rotational stiffness 254<br/>6.6.1 Identification of deformation sources 254<br/>6.6.2 Column web in shear 258<br/>6.6.3 Column web in compression 258<br/>6.6.4 Column web in tension 259<br/>6.6.5 Column flange in bending 259<br/>6.6.6 Bolt row in tension 259<br/>6.6.7 Angle in bending 260<br/>6.6.8 Bolts in shear 263<br/>6.6.9 Plate in bearing 263<br/>6.6.10 The influence of bolt preloading 263<br/>6.6.1 1 Comparison with experimental data 265<br/>6.7 Worked example 267<br/>6.7.1 Flexural resistance 267<br/>6.7.2 Rotational stiffness 279<br/>6.8 References 286<br/>Chapter 7: JMRC - Computer Program for Evaluating the Joint Moment Rotation Curve<br/>7.1 Analysed joint typologies 288<br/>7.2 Description of input data 288<br/>7.2.1 Generality 288<br/>7.2.2 Basic joint data 289<br/>7.2.3 Data for connecting elements of welded connections 296<br/>7.2.4 Data for connecting elements of end-plate connections 297<br/>7.2.5 Data for connecting elements of angle connections 298<br/>7.3 Examples of input data files 301<br/>7.3.1 Welded connections 301<br/>7.3.2 End plate connections 301<br/>7.3.3 Connections with angles 302<br/>7.4 Adopted formulations 303<br/>7.5 References 308<br/>Chapter 8: Design of Extended End-Plate Connections for Braced Frames<br/>8.1 Introduction 309 <br/>8.2 Behaviour and design of end-plate connections 312<br/>8.2.1 Parametric analysis 312<br/>8.2.2 Flexural resistance versus rotational stiffness relation 315<br/>8.2.3 End-plate thickness versus rotational stiffness relation 319<br/>8.2.4 Design abaci 326<br/>8.3 Design procedure for braced frames 332<br/>8.3.1 Design conditions 332<br/>8.3.2 Design algorithm 334<br/>8.4 Applications 338<br/>8.5 References 340<br/>Chapter 9: Ductility of Connections<br/>9.1 Introduction 342<br/>9.2 Plastic rotation supply of the beam-joint system 344<br/>9.3 Welded connections 349<br/>9.4 Bolted connections 351<br/>9.4.1 Generality 351<br/>9.4.2 Basis of the theoretical approach 352<br/>9.4.3 Material constitutive law 354<br/>9.4.4 Moment-curvature relationship 355<br/>9.4.5 Failure modes 357<br/>9.4.6 Ultimate plastic displacement for type-1 mechanism 357<br/>9.4.7 Ultimate plastic displacement for type-2 mechanism 361<br/>9.4.8 Ultimate plastic displacement for type-3 mechanism 370<br/>9.4.9 Bolt plastic deformation 371<br/>9.4.10 Prediction of the force-displacement curve 371<br/>9.4.11 Comparison with experimental evidence 380<br/>9.5 Parameters affecting ductility 384<br/>9.6 Ultimate plastic rotation of connections with angles 385<br/>9.7 Ultimate plastic rotation of end-plate connections 392<br/>9.8 References 395<br/>Chapter 10: Cyclic Behaviour of Beam-to-Column Joints<br/>10.1 Introduction 399<br/>10.2 Experimental evidence 402<br/>10.3 Low cycle fatigue 412<br/>10.4 Modelling of cyclic response 426<br/>10.4.1 Model classification 426<br/>10.4.2 Mathematical models 427<br/>10.4.3 Mechanical models 433<br/>10.4.4 Cyclic behaviour of bolted T-stubs 438<br/>10.5 References 444<br/>Chapter 11: Seismic Design of Semirigid Frames<br/>11.1 Introduction 449<br/>11.2 Connection and panel zone design 453<br/>11.2.1 Connection design 453<br/>11.2.2 Panel zone design 454<br/>11.3 Second-order plastic design of moment resisting frames 457<br/>11.3.1 Background on capacity design 457<br/>11.3.2 Location of plastic hinges 460<br/>11.3.3 Notation 463<br/>11.3.4 Mechanism equilibrium curves 466<br/>11.3.5 Global type mechanism 468<br/>11.3.6 Type-1 mechanisms 468<br/>11.3.7 Type-2 mechanisms 469<br/>11.3.8 Type-3 mechanisms 469<br/>11.3.9 Design conditions for failure mode control 470<br/>11.3.10 Conditions to avoid type-1 mechanisms 471<br/>11.3.11 Conditions to avoid type-2 mechanisms 474<br/>11.3.12 Conditions to avoid type-3 mechanisms 476<br/>11.3.13 Technological conditions 477<br/>11.3.14 Evaluation of the axial load in the columns at the collapse state 478<br/>11.3.15 Design algorithm 478<br/>11.4 The influence of beam-to-column joints 481<br/>11.4.1 Preliminary remarks 481<br/>11.4.2 Evaluation of joint rotational stiffness 482<br/>11.4.3 Checking serviceability requirements 483<br/>11.4.4 Design procedure 486<br/>11.5 Parametric analyses 491<br/>11.6 Dynamic inelastic analyses 492<br/>11.7 References 494<br/> |
| 600 ## - SUBJECT ADDED ENTRY--PERSONAL NAME | |
| 9 (RLIN) | 39453 |
| 890 ## - Country | |
| Country | USA |
| 891 ## - Topic | |
| Topic | FT |
| 942 ## - ADDED ENTRY ELEMENTS (KOHA) | |
| Source of classification or shelving scheme | Dewey Decimal Classification |
| Withdrawn status | Lost status | Source of classification or shelving scheme | Damaged status | Not for loan | Collection code | Withdrawn status | Home library | Current library | Date acquired | Source of acquisition | Cost, normal purchase price | Total Checkouts | Total Renewals | Full call number | Barcode | Date last seen | Date last borrowed | Cost, replacement price | Price effective from | Koha item type |
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| Dewey Decimal Classification | Faculty of Technology | CEPT Library | CEPT Library | 14/09/2016 | amazon.in | 8350.00 | 3 | 3 | 624.1821 FAL | 016460 | 28/11/2022 | 03/10/2022 | 8350.00 | 30/08/2016 | Book |