S960 ultra-high strength steel welded I-section structural members /
S960 Ultra-High Strength Steel Welded I-Section Structural Members focuses on the structural behaviour and design of S960 ultra-high strength welded I-section components under different loading cases, with detailed introduction on experimental and numerical programme presented. The actual use of S96...
| Main Authors: | , , , |
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| Format: | eBook |
| Language: | English |
| Published: |
Cambridge, MA :
Woodhead Publishing is an imprint of Elsevier,
2025.
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| Series: | Woodhead Publishing series in civil and structural engineering.
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| Subjects: | |
| Online Access: | Connect to the full text of this electronic book |
Table of Contents:
- Font Cover
- S960 Ultra-High Strength Steel Welded I-Section Structural Members
- S960 Ultra-High Strength Steel Welded I-Section Structural Members
- Copyright
- Contents
- Preface
- 1
- Introduction
- 1.1 Background
- 1.1.1 Advantages of high and ultra-high strength steels
- 1.1.1.1 Mechanical properties
- 1.1.1.2 Green and low-carbon construction
- 1.1.1.3 Modular construction
- 1.1.1.4 Structural and cost efficiency
- 1.1.2 Limitations of high and ultra-high strength steels
- 1.1.2.1 Ductility
- 1.1.2.2 Design code
- 1.2 Structural applications and the purpose of this book
- References
- 2
- Material properties and membrane residual stresses of S960 ultra-high strength steel welded I-sections
- 2.1 Introduction
- 2.2 Material properties
- 2.2.1 Testing coupons
- 2.2.2 Testing programme
- 2.3 Membrane residual stress measurements
- 2.3.1 Testing specimens
- 2.3.2 Testing programme
- 2.3.3 Discussion on test results
- 2.4 Conclusions
- References
- 3
- Cross-sectional behaviour and design of S960 ultra-high strength steel welded I-section stub columns
- 3.1 Introduction
- 3.2 Testing programme
- 3.2.1 Testing specimens
- 3.2.2 Material properties and membrane residual stresses
- 3.2.3 Initial geometric imperfection measurements
- 3.2.4 Stub column tests
- 3.3 Numerical modelling programme
- 3.3.1 General
- 3.3.2 Development of FE models
- 3.3.3 Validation of FE models
- 3.3.4 Parametric studies
- 3.4 Evaluation of existing design codes
- 3.4.1 General
- 3.4.2 Slenderness limits for cross-section classification
- 3.4.3 Cross-section compression resistances
- 3.5 Conclusions
- References
- 4
- Buckling behaviour and design of S960 ultra-high strength steel welded I-section long columns
- 4.1 Introduction
- 4.2 Testing programme
- 4.2.1 Testing specimens
- 4.2.1.1 Non-slender columns.
- 4.2.1.2 Slender columns
- 4.2.2 Material properties and membrane residual stresses
- 4.2.3 Initial geometric imperfection measurements
- 4.2.4 Pin-ended column tests
- 4.3 Numerical modelling programme
- 4.3.1 General
- 4.3.2 Development of FE models
- 4.3.3 Validation of FE models
- 4.3.4 Parametric studies
- 4.3.4.1 Non-slender columns
- 4.3.4.2 Slender columns
- 4.4 Evaluation of existing design codes
- 4.4.1 General
- 4.4.2 EN 1993-1-12 (EC3)
- 4.4.2.1 Non-slender columns
- 4.4.2.2 Slender columns
- 4.4.3 ANSI/AISC 360-16 (AISC)
- 4.4.3.1 Non-slender columns
- 4.4.3.2 Slender columns
- 4.4.4 AS 4100 (AS)
- 4.4.4.1 Non-slender columns
- 4.4.4.2 Slender columns
- 4.4.5 Revised EC3 design approach
- 4.4.5.1 Non-slender columns
- 4.4.5.2 Slender columns
- 4.5 Conclusions
- References
- 5
- Local buckling behaviour and design of S960 ultra-high strength steel welded I-section stub columns under combi ...
- 5.1 Introduction
- 5.2 Testing programme
- 5.2.1 Testing specimens
- 5.2.2 Material properties and membrane residual stresses
- 5.2.3 Initial geometric imperfection measurements
- 5.2.4 Eccentric compression tests
- 5.3 Numerical modelling programme
- 5.3.1 General
- 5.3.2 Development of FE models
- 5.3.3 Validation of FE models
- 5.3.4 Parametric studies
- 5.3.4.1 Non-slender sections
- 5.3.4.2 Slender sections
- 5.4 Evaluation of existing design codes
- 5.4.1 General
- 5.4.2 EN 1993-1-12 (EC3)
- 5.4.2.1 Non-slender sections
- 5.4.2.2 Slender sections
- 5.4.3 ANSI/AISC 360-16 (AISC)
- 5.4.3.1 Non-slender sections
- 5.4.3.2 Slender sections
- 5.4.4 AS 4100 (AS)
- 5.4.4.1 Non-slender sections
- 5.4.4.2 Slender sections
- 5.4.5 New design approach
- 5.5 Conclusions
- References
- 6
- Buckling behaviour and design of S960 ultra-high strength steel welded I-section beam-columns
- 6.1 Introduction.
- 6.2 Testing programme
- 6.2.1 Testing specimens
- 6.2.2 Material properties and membrane residual stresses
- 6.2.3 Beam-column tests
- 6.3 Numerical modelling programme
- 6.3.1 General
- 6.3.2 Development of FE models
- 6.3.3 Validation of FE models
- 6.3.4 Parametric studies
- 6.3.4.1 Non-slender beam-columns
- 6.3.4.2 Slender beam-columns
- 6.4 Evaluation of existing design codes
- 6.4.1 General
- 6.4.2 EN 1993-1-12 (EC3)
- 6.4.2.1 Non-slender beam-columns
- 6.4.2.2 Slender beam-columns
- 6.4.3 ANSI/AISC 360-16
- 6.4.3.1 Non-slender beam-columns
- 6.4.3.2 Slender beam-columns
- 6.4.4 Improved design approach
- 6.5 Conclusions
- References
- 7
- In-plane flexural failure of S960 ultra-high strength steel welded I-section beams
- 7.1 Introduction
- 7.2 Testing programme
- 7.2.1 Testing specimens
- 7.2.2 Material properties and membrane residual stresses
- 7.2.3 Measurements of initial local geometric imperfections
- 7.2.4 Four-point bending tests
- 7.3 Numerical modelling programme
- 7.3.1 General
- 7.3.2 Development of FE models
- 7.3.3 Validation of FE models
- 7.3.4 Parametric studies
- 7.4 Evaluation of existing design codes
- 7.4.1 General
- 7.4.2 EN 1993-1-12 (EC3)
- 7.4.2.1 EC3 slenderness limits
- 7.4.2.2 EC3 cross-section bending capacities
- 7.4.3 AS 4100(AS)
- 7.4.3.1 AS slenderness limits
- 7.4.3.2 AS cross-section bending capacities
- 7.4.4 ANSI/AISC 360-16 (AISC)
- 7.4.4.1 AISC slenderness limits
- 7.4.4.2 AISC cross-section bending capacities
- 7.5 Conclusions
- References
- 8
- Conclusions and suggestions for future work
- 8.1 Conclusions
- 8.2 Suggestions for future work
- References
- Index
- B
- C
- E
- F
- G
- I
- N
- P
- R
- S
- T
- U
- Back Cover.