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E-raamat: Non-Linear Static and Cyclic Analysis of Steel Frames with Semi-Rigid Connections

Edited by (Ove Arup and Partners (Hong Kong) Limited, (Formerly at Department of Civil and Structural Engineering, The Hong Kon), Edited by (Department of Civil and Structural Engineering, The Hong Kong Polytechnic University, Hung Hom, Kowloon, Hong Kong.)
  • Formaat: PDF+DRM
  • Ilmumisaeg: 19-May-2000
  • Kirjastus: Elsevier Science Ltd
  • Keel: eng
  • ISBN-13: 9780080537719
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Non-Linear Static and Cyclic Analysis of Steel Frames with Semi-Rigid ConnectionsSuurem pilt
  • Formaat: PDF+DRM
  • Ilmumisaeg: 19-May-2000
  • Kirjastus: Elsevier Science Ltd
  • Keel: eng
  • ISBN-13: 9780080537719
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This book is devoted to the discussion and studies of simple and efficient numerical procedures for large deflection and elasto-plastic analysis of steel frames under static and dynamic loading.

In chapter 1, the basic fundamental behaviour and philosophy for design of structural steel is discussed, emphasising different modes of buckling and the inter-relationship between different types of analysis. In addition to this, different levels of refinement for non-linear analysis are described. An introduction is also given to the well-known P-&dgr; and P-&Dgr; effects. Chapter 2 presents the basic matrix method of analysis and gives several examples of linear analysis of semi-rigid pointed frames. It is evident from this that one must have a good understanding of first-order linear analysis before handling a second-order non-linear analysis. In chapter 3, the linearized bifurcation and second-order large deflection are compared and the detailed procedure for a second-order analysis based on the Newton-Raphson scheme is described. Chapter 4 introduces various solution schemes for tracing of post-buckling equilibrium paths and the Minimum Residual Displacement control method with arc-length load step control is employed for the post-buckling analysis of two and three dimensional structures. Chapter 5 addresses the non-linear behaviour and modelling of semi-rigid connections while several numerical functions for description of moment versus rotation curves of typical connection types are introduced. The scope of the work in chapter 6 covers semi-rigid connections and material yielding to the static analysis of steel frames. Chapter 7 studies the cyclic response of steel frames with semi-rigid joints and elastic material characteristics. In the last chapter the combined effects of semi-rigid connections and plastic hinges on steel frames under time-dependent loads are studied using a simple springs-in-series model. For computational effectiveness and efficiency, the concentrated plastic hinge concept is used throughout these studies.
Foreword vii
Acknowledgements xi
Behaviour, Analysis and Design of Steel Frames
1(28)
Introduction
1(2)
Probability of failure
3(1)
Loads
3(3)
Dead loads
3(1)
Live loads
3(1)
Wind and earthquake loads
4(1)
Internal forces
4(1)
Load factor and load combinations
4(1)
Collapse load factor
4(2)
Material properties
6(2)
Plastic failure
8(1)
Instability of a structure
9(5)
Euler buckling
9(1)
Lateral buckling of beams
10(1)
Torsional buckling
11(2)
Local buckling
13(1)
The P-δ effect
14(2)
The P-Δ effect
16(1)
Design of steel structures
17(1)
Types of analysis
18(11)
Linear analysis
18(1)
Elastic bifurcation analysis
19(1)
First order elastic--perfectly plastic analysis of rigid-jointed frames
20(1)
The Merchant--Rankine's formula for collapse load of rigid-jointed frames
21(1)
Second-order elastic analysis
22(2)
Second-order inelastic analysis
24(1)
Dynamic and cyclic analysis
24(1)
Advanced analysis
25(1)
Objectives and structure of this book
26(1)
References
27(2)
First-Order Linear Elastic Analysis for Rigid and Semi-Rigid Frames
29(26)
Introduction
29(1)
Linear analysis
30(2)
Coordinate systems
32(4)
The global coordinate system
32(1)
The local coordinate system
32(4)
The principle of the total potential energy for element stiffness formulation
36(5)
Element stiffness for semi-rigid jointed members
41(4)
Assembling of the stiffness matrix
45(2)
Member force determinations
47(1)
Checking of equilibrium
48(1)
Examples
48(4)
The bending moment of a sway portal
49(1)
Analysis of a six-storey frame
50(2)
Conclusions
52(3)
References
52(3)
Second-Order Elastic Analysis by the Newton--Raphson Method
55(22)
Introduction
55(3)
Bifurcation analysis versus load-deflection analysis
58(1)
General solution methods for non-linear analysis
59(9)
The direct iterative method
59(1)
The pure incremental method
60(2)
Combined incremental--iterative method: the Newton--Raphson procedure
62(1)
The physical concept of the Newton--Raphson method
62(6)
The tangent stiffness matrix
68(2)
The secant stiffness matrix
70(2)
Design application
72(1)
Examples
73(2)
Elastic buckling load of a simple strut
73(1)
Second-order elastic analysis of a 4-storey moment-resistant frame
74(1)
Conclusions
75(2)
References
75(2)
Non-Linear Solution Techniques
77(16)
Introduction
77(2)
Genuinely large deflection analysis
79(1)
Basic formulation
79(8)
The current stiffness parameter
80(1)
Displacement control method
81(2)
The constant work method
83(1)
The arc-length method
83(2)
The minimum residual displacement method
85(2)
Numerical examples
87(4)
The William's toggle-frame
87(1)
The shallow arch
88(1)
The right angle frame
89(1)
The three-dimensional hexagonal frame
90(1)
Conclusions
91(2)
References
91(2)
Connection Behaviour and Models
93(30)
Introduction
93(1)
Static monotonic loading tests
94(1)
Connection behaviour
95(3)
Classification of connection models
98(2)
Analytical models
98(1)
Mathematical models
99(1)
Mixed models
99(1)
Formulation of connection models
100(13)
Linear model
100(1)
Multi-linear model
101(1)
Polynomial model
101(2)
Cubic B-spline model
103(2)
Power model
105(2)
Bounding-line model
107(1)
Exponential model
108(3)
Ramberg-Osgood model
111(1)
Richard-Abbott model
112(1)
Connection spring element
113(2)
Modified element stiffness matrix accounting for semi-rigid joints
115(2)
Conclusions
117(6)
References
118(5)
Non-Linear Static Analysis Allowing for Plastic Hinges and Semi-Rigid Joints
123(72)
Abstract
123(1)
Introduction
123(2)
Literature review
125(2)
Existing inelastic analysis methods
127(14)
Plastic hinge approach
128(9)
Plastic zone approach
137(4)
Proposed refined-plastic hinge method
141(11)
The full and initial yield surfaces by section assemblage method
142(3)
Refined-plastic hinge method based on the section assemblage concept
145(2)
The elastic-plastic hinge method based on the section assemblage method
147(1)
Element stiffness formulation accounting for plasticity effect
148(1)
Checking of element stiffness in extreme conditions
149(3)
Correction of force point movement on full yield surface
152(1)
Combined effect of joint flexibility and material yielding-the springs-in-series model
152(7)
Numerical examples
159(31)
Linear analysis of space frame
159(1)
Effect of semi-rigid connections in truss analysis
160(6)
Buckling loads of semi-rigid simple portal frame
166(3)
Fixed-end beam
169(1)
Single storey braced frame
170(4)
Gable frame
174(2)
Inelastic response of simple semi-rigid jointed portal frame
176(2)
Inelastic limit load of a two-storey braced and unbraced semi-rigid frame with various support conditions
178(8)
Vogel six-storey frame
186(4)
Conclusions
190(5)
References
191(4)
Cyclic Behaviour of Flexibly Connected Elastic Steel Frames
195(70)
Introduction
195(2)
Research work on semi-rigid connections
197(1)
Modelling of connection behaviour under cyclic loading
198(5)
Independent hardening method
199(2)
Kinematic hardening method
201(1)
Bounding surface method
201(2)
Connection models used in this study
203(1)
Hybrid element with connection springs
204(2)
Numerical procedure for present non-linear transient analysis
206(10)
Assumptions
206(1)
Numerical solution method
206(1)
Derivation of shape function for beam-column element with flexible joints
207(2)
Formulation of the linear stiffness matrices
209(1)
Formulation of the geometric stiffness matrices
209(1)
Formulation of consistent mass matrix
210(1)
Formulation of viscous damping matrix
210(1)
Equations of motions
211(2)
Determination of resistant member forces
213(3)
Procedure for present vibration analysis
216(1)
Numerical examples
217(42)
Natural frequencies of beams with varying connection stiffness
217(1)
Vibration analysis of a cantilever column subjected to a varying axial load
218(1)
Vibration of two storey portals
218(3)
Linear dynamic analysis of six-storey frame
221(1)
Cantilever beam with uniformly distributed load
221(1)
Clamped-clamped beam subjected to impact point load
221(2)
Large deflection dynamic analysis of 45deg; curved cantilever beam
223(3)
Portal frame subjected to harmonic ground motion
226(2)
Single-bay two-storey frame for experimental verification
228(4)
Dynamic response of L-shaped frame
232(5)
Gravitational load effects on single-bay two-storey frame
237(1)
Buckling and vibration analysis of a portal
238(3)
Dynamic analysis of steel frames accounting for instability effect
241(2)
Static and dynamic analysis of the William's toggle frame with semi-rigid joints
243(1)
Analysis of the 3-dimensional hexagonal frame
244(2)
Large deflection analysis of 24 member dome frame with damping
246(1)
Dynamic behaviour of the Vogel two-bay six-storey frame
247(5)
Semi-rigid space frame under impulse force loading
252(1)
Seismic response of four-bay five-storey frame
253(6)
Conclusions
259(6)
References
260(5)
Transient Analysis of Inelastic Steel Structures with Flexible Connections
265(38)
Introduction
265(3)
Review on cyclic plasticity models and methods
268(3)
Strain-hardening rules
271(3)
Isotropic hardening rule
273(1)
Kinematic hardening rule
273(1)
Independent hardening rule
274(1)
Existing cyclic plasticity models
274(4)
Elastic--perfectly plastic model
274(1)
Bi-linear strain-hardening model
274(2)
Multi-linear strain-hardening model
276(1)
Inversed Ramberg-Osgood model
276(1)
Strain rate dependent model
277(1)
Proposed cyclic plasticity models used in this study
278(3)
Proposed elastic-perfectly plastic hinge model
278(1)
Proposed refined-plastic hinge model
279(2)
Beam--column connection modelling
281(2)
Numerical examples
283(16)
Elastic--plastic dynamic analysis of a simply supported beam
283(1)
Dynamic elastic--perfectly plastic response of Lee et al. steel arch
284(2)
Dynamic elastic--perfectly plastic response of Toridis-Khozeimeh frame
286(4)
Kam-Lin portal frame
290(2)
Rothert et al. frame
292(1)
Effect of yield stress on dynamic inelastic response
292(2)
Dynamic inelastic response of semi-rigid jointed steel frame
294(5)
Conclusions
299(4)
References
300(3)
Appendix A 303(8)
A.1 The 12 x 12 linear stiffness matrix, [ KL]
303(2)
A.2 The 12 x 12 geometric stiffness matrix, [ KG]
305(2)
A.3 The 12 x 12 consistent mass matrix, [ M]
307(4)
Appendix B. USER'S MANUAL OF GMNAF 311(14)
B.1 Introduction
311(1)
B.2 Data preparation
312(2)
B.3 Activation of the program
314(1)
B.4 Example
314(11)
References
323(2)
List of Symbols 325(2)
Author Index 327(6)
Subject Index 333


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