http://www.loc.gov/mods/v3 http://www.loc.gov/standards/mods/v3/mods-3-2.xsd
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 S960 ultra-high strength welded I-section components is restricted, to some extent, by the lack of appropriate design rules, since the current international design standards can only be applicable to steel components with material grades lower than S700 (or S690). Therefore, the applicability of the current design rules for high strength steel structures to ultra-high strength steel counterparts is evaluated and the relating efficient design approaches are proposed in this book, putting the basis for the development of current design codes.
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.
Woodhead Publishing series in civil and structural engineering