Contents -- Preface to the Third Edition -- Acknowledgements -- The Authors -- Notation -- 1 Introduction -- 1.1 Present structural forms -- 1.2 Examples of structural layout suiting masonry -- 1.3 Reinforced and post-tensioned masonry -- 1.4 Arches and vaults -- 1.5 The robustness of masonry structures -- 1.6 Prefabrication -- 1.7 Future tradesmen -- 1.8 Engineering education -- 2 Advantages and disadvantages of structural masonry -- 2.1 Advantages -- 2.1.1 Cost -- 2.1.2 Speed of erection -- 2.1.3 Aesthetics -- 2.1.4 Durability -- 2.1.5 Sound insulation -- 2.1.6 Thermal insulation -- 2.1.7 Fire resistance and accidental damage -- 2.1.8 Capital and current energy requirements -- 2.1.9 Resistance to movement -- 2.1.10 Repair and maintenance -- 2.1.11 Ease of combination with other materials -- 2.1.12 Availability of materials and labour -- 2.1.13 Recyclability -- 2.2 Disadvantages -- 2.2.1 Lack of education in masonry -- 2.2.2 Increase in obstructed area over steel and reinforced concrete -- 2.2.3 Problems with some isolated details -- 2.2.4 Foundations -- 2.2.5 Large openings -- 2.2.6 Beams and slabs -- 2.2.7 Control joints -- 2.2.8 Health and safety considerations -- 3 Design philosophy -- 3.1 Strength of material -- 3.2 Exploitation of cross-section -- 3.3 Exploitation of essential building elements -- 4 Limit state design -- 5 Basis of design (1): Vertical loading -- 5.1 Compressive strength of masonry -- 5.2 Characteristic strength and characteristic load -- 5.3 Partial safety factors for loads, γf -- 5.4 Characteristic compressive strength of masonry, fk -- 5.4.1 Brickwork -- 5.4.2 Blockwork -- 5.4.3 Natural stone masonry and random rubble masonry -- 5.4.4 Alternative construction techniques -- 5.5 Partial safety factors for material strength, γm -- m 5.5.1 Manufacturing control (BS 5628, clause 27.2.1) -- 5.5.2 Construction control.

5.6 Slenderness ratio -- 5.7 Horizontal and vertical lateral supports -- 5.7.1 Methods of compliance: Walls - horizontal lateral supports -- 5.7.2 Methods of compliance: Walls - vertical lateral supports -- 5.8 Effective height or length: Walls -- 5.9 Effective thickness of walls -- 5.9.1 Solid walls -- 5.9.2 Cavity walls -- 5.10 Loadbearing capacity reduction factor, β -- 5.11 Design compressive strength of a wall -- 5.12 Columns -- 5.12.1 Slenderness ratio: Columns -- 5.12.2 Columns formed by openings -- 5.12.3 Design strength -- 5.12.4 Columns or walls of small plan area -- 5.13 Eccentric loading -- 5.14 Combined effect of slenderness and eccentricity of load -- 5.14.1 Walls -- 5.14.2 Columns -- 5.15 Concentrated loads -- 6 Basis of design (2): Lateral loading - tensile and shear strength -- 6.1 Direct tensile stress -- 6.2 Characteristic flexural strength (tensile) of masonry, fkx -- 6.2.1 Orthogonal ratio -- 6.3 Moments of resistance: General -- 6.3.1 Moments of resistance: uncracked sections -- 6.3.2 Moments of resistance: Cracked sections -- 6.4 Cavity Walls -- 6.4.1 Vertical twist ties -- 6.4.2 Double-triangle and wire butterfly ties -- 6.4.3 Selection of ties -- 6.4.4 Double-lead (collar-jointed) walls -- 6.4.5 Grouted cavity walls -- 6.4.6 Differing orthogonal ratios -- 6.5 Effective eccentricity method of design -- 6.6 Arch method of design -- 6.6.1 Vertical arching -- 6.6.2 Vertical arching: Return walls -- 6.6.3 Horizontal arching -- 6.7 Free-standing walls -- 6.7.1 General -- 6.7.2 Design bending moments -- 6.7.3 Design moment of resistance -- 6.8 Retaining walls -- 6.9 Panel walls -- 6.9.1 Limiting dimensions -- 6.9.2 Design methods -- 6.9.3 Design bending moment -- 6.9.4 Design moments of resistance -- 6.9.5 Design of ties -- 6.10 Propped cantilever wall design -- 6.10.1 Geometric and other sections in shear.

6.11 Eccentricity of loading in plane of wall -- 6.11.1 Design of walls loaded eccentrically in the plane of the wall -- 6.12 Walls subjected to shear forces -- 6.12.1 Characteristic and design shear strength -- 6.12.2 Resistance to shear -- 7 Strapping, propping and tying of loadbearing masonry -- 7.1 Structural action -- 7.2 Horizontal movement -- 7.3 Shear keying between wall and floors -- 7.4 Holding down roofs subject to upward forces -- 7.5 Areas of concern -- 7.6 Other factors influencing the details of connections -- 7.7 Illustrated examples of strapping and tying -- 7.8 Design examples: Straps and ties for a three-storey masonry building -- 8 Stability, accidental damage and progressive collapse -- 8.1 Progressive collapse -- 8.2 Stability -- 8.3 Accidental forces (BS 5628, clause 20) -- 8.4 During construction -- 8.5 Extent of damage -- 8.6 Design for accidental damage -- 8.6.1 Partial safety factors -- 8.6.2 Methods (options) of checking -- 8.6.3 Loadbearing elements -- 8.6.4 Protected member -- 8.6.5 General notes -- 9 Structural elements and forms -- 9.1 Structural elements -- 9.1.1 Single-leaf walls -- 9.1.2 Double-leaf collar-jointed walls -- 9.1.3 Double-leaf cavity walls -- 9.1.4 Double-leaf grouted cavity walls -- 9.1.5 Faced walls -- 9.1.6 Veneered walls -- 9.1.7 Walls with improved section modulus -- 9.1.8 Reinforced walls -- 9.1.9 Post-tensioned walls -- 9.1.10 Columns -- 9.1.11 Arches -- 9.1.12 Circular and elliptical tube construction -- 9.1.13 Composite construction -- 9.1.14 Horizontally reinforced masonry -- 9.2 Structural forms -- 9.2.1 Chimneys -- 9.2.2 Crosswall construction -- 9.2.3 Cellular construction -- 9.2.4 Column and plate floor construction -- 9.2.5 Combined forms of construction -- 9.2.6 Diaphragm wall and plate roof construction -- 9.2.7 Fin wall and plate roof construction.

9.2.8 Miscellaneous wall and plate roof construction -- 9.2.9 Spine wall construction -- 9.2.10 Arch and buttressed construction -- 9.2.11 Compression tube construction -- 10 Design of masonry elements (1): Vertically loaded -- 10.1 Principle of design -- 10.2 Estimation of element size required -- 10.3 Sequence of design -- 10.4 Design of solid walls -- 10.5 Design of cavity walls -- 10.5.1 Ungrouted cavity walls -- 10.5.2 Grouted cavity walls -- 10.5.3 Double-leaf (or collar-jointed) walls -- 10.6 Design of walls with stiffening piers -- 10.7 Masonry columns -- 10.8 Diaphragm walls -- 10.9 Concentrated loads -- 11 Design of masonry elements (2): Combined bending and axial loading -- 11.1 Method of design -- 12 Design of single-storey buildings -- 12.1 Design considerations -- 12.2 Design procedure -- 13 Fin and diaphragm walls in tall single-storey buildings -- 13.1 Comparison of fin and diaphragm walls -- 13.2 Design and construction details -- 13.3 Architectural design and detailing -- 13.3.1 Services -- 13.3.2 Sound and thermal insulation -- 13.3.3 Damp proof courses and membranes -- 13.3.4 Cavity cleaning -- 13.4 Structural detailing -- 13.4.1 Foundations -- 13.4.2 Joints -- 13.4.3 Wall openings -- 13.4.4 Construction of capping beam -- 13.4.5 Temporary propping and scaffolding -- 13.5 Structural design: General -- 13.5.1 Design principles: Propped cantilever -- 13.5.2 Calculate design loadings -- 13.5.3 Consider levels of critical stresses -- 13.5.4 Design bending moments -- 13.5.5 Stability moment of resistance, MRs -- 13.5.6 Shear lag -- 13.5.7 Principal tensile stress -- 13.6 Design symbols: Fin and diaphragm walls -- 13.7 Fin walls: Structural design Considerations -- 13.7.1 Interaction between leaves -- 13.7.2 Spacing of fins -- 13.7.3 Size of fins -- 13.7.4 Effective section and trial section -- 13.8 Example 1: Fin wall.

13.8.1 Design problem -- 13.8.2 Design approach -- 13.8.3 Characteristic loads -- 13.8.4 Design loads -- 13.8.5 Design cases (as shown in Figure 13.42) -- 13.8.6 Deflection of roof wind girder -- 13.8.7 Effective flange width for T profile -- 13.8.8 Spacing of fins -- 13.8.9 Trial section -- 13.8.10 Consider propped cantilever action -- 13.8.11 Stability moment of resistance -- 13.8.12 Allowable flexural compressive stresses, pubc, taking into account slenderness, and material, γm -- 13.8.13 Calculate MRs and compare with Mb -- 13.8.14 Bending moment diagrams -- 13.8.15 Consider stresses at level of Mw -- 13.8.16 Design flexural stress at Mw levels -- 13.8.17 Consider fins and de.ected roof prop -- 13.9 Diaphragm wall: Structural design considerations -- 13.9.1 Determination of rib centres, Br -- 13.9.2 Depth of diaphragm wall and properties of sections -- 13.9.3 Shear stress coefficient, K1 -- 13.9.4 Trial section coefficients, K2 and Z -- 13.10 Example 2: Diaphragm wall -- 13.10.1 Design problem -- 13.10.2 Characteristic and design loads -- 13.10.3 Select trial section -- 13.10.4 Determine wind and moment MRs at base -- 13.10.5 Consider stress at level Mw -- 13.10.6 Consider diaphragm with de.ected roof prop -- 13.10.7 Calculate shear stress -- 13.10.8 Stability of transverse shear walls -- 13.10.9 Summary -- 13.11 Other applications -- 14 Design of multi-storey structures -- 14.1 Structural forms -- 14.1.1 Stability -- 14.1.2 External walls -- 14.1.3 Provision for services -- 14.1.4 Movement joints -- 14.1.5 Vertical alignment of loadbearing walls -- 14.1.6 Foundations -- 14.1.7 Flexibility -- 14.1.8 Concrete roof slab/Loadbearing wall connections -- 14.1.9 Accidental damage -- 14.1.10 Choice of brick, block and mortar strengths -- 14.2 Crosswall construction -- 14.2.1 Stability -- 14.2.2 External cladding panel walls -- 14.2.3 Design for wind.

14.2.4 Openings in walls.