Composite Structures of Steel and Concrete

Roger P. Johnson is Emeritus Professor of Civil Engineering at the University of Warwick. He has worked for several decades on the theory and applications of composite structures. He was sometime Convenor of the Drafting Committees for Parts 1.1 and 2 of Eurocode 4, and is a member of the BSI sub-committee for composite structures.Yong C. Wang is Professor of Structural and Fire Engineering at the University of Manchester, with about 30 years of research and specialist consultancy experience in fire resistance of structures. He is a member of the CEN Working Group overseeing revision to EN 1994-1-2 and a member of the CEN Project Team SC4.T4 developing new rules for fire resistance design of composite columns made of unprotected concrete filled tubular sections.

• Preface xiSymbols, Terminology and Units xv1 Introduction 11.1 Composite beams and slabs 11.2 Composite columns and frames 21.3 Design philosophy and the Eurocodes 31.3.1 Background 31.3.2 Limit state design philosophy 41.4 Properties of materials 81.4.1 Concrete 91.4.2 Reinforcing steel 101.4.3 Structural steel 101.4.4 Profiled steel sheeting 101.4.5 Shear connectors 111.5 Direct actions (loading) 111.6 Methods of analysis and design 121.6.1 Typical analyses 131.6.2 Non-linear global analysis 172 Shear Connection 192.1 Introduction 192.2 Simply-supported beam of rectangular cross-section 202.2.1 No shear connection 202.2.2 Full interaction 222.3 Uplift 242.4 Methods of shear connection 252.4.1 Bond 252.4.2 Shear connectors 252.4.3 Shear connection for profiled steel sheeting 292.5 Properties of shear connectors 292.5.1 Stud connectors used with profiled steel sheeting 332.5.2 Stud connectors in a ‘lying’ position 382.5.3 Example: stud connectors in a ‘lying’ position 392.6 Partial interaction 412.7 Effect of degree of shear connection on stresses and deflections 432.8 Longitudinal shear in composite slabs 442.8.1 The shear-bond test 452.8.2 Design by the m–k method 472.8.3 Defects of the m–k method 473 Simply-supported Composite Slabs and Beams 493.1 Introduction 493.2 Example: layout, materials and loadings 493.2.1 Properties of concrete 503.2.2 Properties of other materials 503.2.3 Resistance of the shear connectors 513.2.4 Permanent actions 513.2.5 Variable actions 513.3 Composite floor slabs 513.3.1 Resistance of composite slabs to sagging bending 543.3.2 Resistance of composite slabs to longitudinal shear by the partial-interaction method 563.3.3 Resistance of composite slabs to vertical shear 583.3.4 Punching shear 593.3.5 Bending moments from concentrated point and line loads 603.3.6 Serviceability limit states for composite slabs 623.4 Example: composite slab 633.4.1 Profiled steel sheeting as formwork 643.4.2 Composite slab – flexure and vertical shear 653.4.3 Composite slab – longitudinal shear 663.4.4 Local effects of point load 683.4.5 Composite slab – serviceability 693.4.6 Example: composite slab for a shallow floor using deep decking 703.4.7 Comments on the designs of the composite slab 733.5 Composite beams – sagging bending and vertical shear 733.5.1 Effective cross-section 733.5.2 Classification of steel elements in compression 743.5.3 Resistance to sagging bending 763.5.4 Resistance to vertical shear 843.5.5 Resistance of beams to bending combined with axial force 853.6 Composite beams – longitudinal shear 863.6.1 Critical lengths and cross-sections 863.6.2 Non-ductile, ductile and super-ductile stud shear connectors 873.6.3 Transverse reinforcement 903.6.4 Detailing rules 943.7 Stresses, deflections and cracking in service 953.7.1 Elastic analysis of composite sections in sagging bending 963.7.2 The use of limiting span-to-depth ratios 983.8 Effects of shrinkage of concrete and of temperature 993.9 Vibration of composite floor structures 993.9.1 Prediction of fundamental natural frequency 1013.9.2 Response of a composite floor to pedestrian traffic 1033.10 Hollow-core and solid precast floor slabs 1043.10.1 Joints, longitudinal shear and transverse reinforcement 1053.10.2 Design of composite beams that support precast slabs 1053.11 Example: simply-supported composite beam 1073.11.1 Composite beam – full-interaction flexure and vertical shear 1083.11.2 Composite beam – partial shear connection, non-ductile connectors and transverse reinforcement 1103.11.3 Composite beam – deflection and vibration 1133.12 Shallow floor construction 1173.13 Example: composite beam for a shallow floor using deep decking 1193.14 Composite beams with large web openings 1224 Continuous Beams and Slabs, and Beams in Frames 1294.1 Types of global analysis and of beam-to-column joint 1294.2 Hogging moment regions of continuous composite beams 1334.2.1 Resistance to bending 1334.2.2 Vertical shear, and moment-shear interaction 1374.2.3 Longitudinal shear 1384.2.4 Lateral buckling 1394.2.5 Cracking of concrete 1444.3 Global analysis of continuous beams 1494.3.1 General 1494.3.2 Elastic analysis 1504.3.3 Rigid-plastic analysis 1544.4 Stresses and deflections in continuous beams 1564.5 Design strategies for continuous beams 1574.6 Example: continuous composite beam 1584.6.1 Data 1584.6.2 Flexure and vertical shear 1604.6.3 Lateral buckling 1624.6.4 Shear connection and transverse reinforcement 1644.6.5 Check on deflections 1654.6.6 Control of cracking 1684.7 Continuous composite slabs 1695 Composite Columns and Frames 1715.1 Introduction 1715.2 Composite columns 1735.3 Beam-to-column joints 1735.3.1 Properties of joints 1735.3.2 Classification of joints 1795.4 Design of non-sway composite frames 1805.4.1 Imperfections 1805.4.2 Elastic stiffnesses of members 1825.4.3 Methods of global analysis 1835.4.4 First-order global analysis of braced frames 1845.4.5 Outline sequence for design of a composite braced frame 1865.5 Example: composite frame 1875.5.1 Data 1875.5.2 Design action effects and load arrangements 1885.6 Simplified design method of EN 1994-1-1, for columns 1895.6.1 Introduction 1895.6.2 Detailing rules, and resistance to fire 1905.6.3 Properties of column lengths 1915.6.4 Resistance of a cross-section to combined compression and uniaxial bending 1925.6.5 Verification of a column length 1935.6.6 Transverse and longitudinal shear 1955.6.7 Concrete-filled steel tubes 1965.7 Example (continued): external column 1975.7.1 Action effects 1975.7.2 Properties of the cross-section, and y-axis slenderness 1985.7.3 Resistance of the column length, for major-axis bending 2015.7.4 Resistance of the column length, for minor-axis bending 2025.7.5 Checks on shear, and closing comment 2045.8 Example (continued): internal column 2055.8.1 Global analysis 2055.8.2 Resistance of an internal column 2075.8.3 Comment on column design 2075.9 Example (continued): design of frame for horizontal forces 2075.9.1 Design loadings, ultimate limit state 2085.9.2 Stresses and stiffness 2095.10 Example (continued): joints between beams and columns 2095.10.1 Nominally-pinned joint at external column 2095.10.2 End-plate joint at internal column 2105.11 Example: concrete-filled steel tube with high-strength materials 2165.11.1 Loading 2165.11.2 Action effects for the column length 2165.11.3 Effect of creep 2175.11.4 Slenderness 2185.11.5 Bending moment 2185.11.6 Interaction polygon, and resistance 2185.11.7 Discussion 2196 Fire Resistance 223Yong C.Wang6.1 General introduction and additional symbols 2236.1.1 Fire resistance requirements 2246.1.2 Fire resistance design procedure 2256.1.3 Partial safety factors and material properties 2266.2 Composite slabs 2266.2.1 General calculation method 2266.2.2 Tabulated data 2276.2.3 Tensile membrane action 2276.3 Composite beams 2296.3.1 Critical temperature method 2296.3.2 Temperature of protected steel 2326.3.3 Load-carrying capacity calculation method 2346.3.4 Appraisal of different calculation methods for composite beams 2386.3.5 Shear resistance 2386.4 Composite columns 2396.4.1 General calculation method and methods for different types of columns 2406.4.2 Concrete-filled tubes 2416.4.3 Worked example for concrete-filled tubes with eccentric loading 244A Partial-interaction theory 247A.1 Theory for simply-supported beam 247A.2 Example: partial interaction 250References 253Index 259

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