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304 Barry’s Advanced Construction of Buildings require any great degree of skill, can be quickly completed. The disadvantages of this connection are that the bolts do not make a tight fit into the holes to which they are fitted and there is the possibility of some slight movement in the connection. For this reason, black bolts are presumed to have less strength than fitted bolts and their strength is taken as 80 N/mm 2 . These bolts are little used today for structural steel connections. Turned and fitted bolts To obtain more strength from a bolted connection, it may be economical to use steel bolts that have been accurately turned. These bolts are fitted to holes of the same diameter as their shank, and the bolt is driven home by hammering and then secured with a nut. Because of their tight fit, the strength of these bolts is taken as 95 N/mm 2 . These bolts are more expensive than black bolts and have largely been superseded by high-strength friction grip (hsfg) bolts. High-strength friction grip bolts These bolts are made from high-strength steel, which enables them to suffer greater stress due to tightening than ordinary bolts. The combined effect of the greater strength of the bolt itself and the increased friction due to the firm clamping together of the plates being joined makes these bolts capable of taking greater loads than ordinary bolts. Bolts are tightened with a torque wrench, which measures the tightness of the bolt by reference to the torque applied, which in turn gives an accurate indication of the strength of the connection. Hand tightening would give no measure of strength. Though more expensive than ordinary bolts, these bolts and their associated washers are commonly used. Strength of bolted connections – single shear, double shear Bolted connections may fail under load for one of two reasons. First they may fail by the shearing of their shank. Shear is caused by the action of two opposite and equal forces acting on a material. The simplest analogy is the action of the blades of a pair of scissors or shears on a sheet of paper. As the blades close they exert equal and opposite forces which tear through the fibres of the paper, forcing one part up and the other down. In the same way, if the two plates joined by a bolt move with sufficient force in opposite directions, then the bolt will fail in single shear, as illustrated in Figure 5.28. The strength of a bolt is determined by its resistance to shear in accordance with the strengths previously noted. Where a bolt joins three plates, it is liable to failure by the movement of adjacent plates in opposite directions, as illustrated in Figure 5.28. It will be seen that the failure is caused by the shank failing in shear at two points simultaneously, hence the term double shear. It is presumed that a bolt is twice as strong in double as in single shear. Bearing strength A second type of failure that may occur at a connection is caused by the shank of a bolt bearing so heavily on the metal of the member or members it is joining that the metal becomes crushed, as illustrated in Figure 5.29. The strength of the mild steel used in the majority of steel frames and the connections, in resisting crushing, is taken as 200 N/mm 2 . The bearing area of a bolt on the mild steel of a connection is the product of the diameter of the bolt and the thickness of the thinnest member of the joint. When selecting the diameter and the number of bolts required for a connection, the shear resistance of the bolts and the bearing area of the thinnest plate have to be taken into account.
Structural Steel Frames 305 Bolt failing in single shear Single shear failure Bolt failing in double shear Double shear failure Figure 5.28 Shear failure. Bolt bears so heavily that it crushes steel Figure 5.29 Bearing failure. Bolt pitch (spacing) If bolts are too closely spaced, they may bear so heavily on the section of the members around them that they tear through the metal, with the result that, instead of the load being borne by all, it may be transferred to a few bolts which may then fail in shear. To prevent the possibility of this type of failure, it is usual to space bolts at least two and a half times their diameter apart. The distance apart is measured centre to centre. Bolts should be at least one and three quarter times their diameter from the edge of the steel member. 5.5 Welding The word ‘welding’ describes the operation of running molten weld metal into the heated junction of steel plates or members so that, when the weld metal has cooled and solidified,
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BARRY’S ADVANCED CONSTRUCTION OF
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This edition first published 2014 T
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vi Contents 6 Structural Concrete F
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Acknowledgements Over the years our
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1 Introduction In Barry’s Introdu
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Introduction 3 Photograph 1.1 Frame
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Introduction 5 (2) Positional toler
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Introduction 7 some of the factors
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Introduction 9 Photograph 1.2 Artif
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Introduction 11 on legislation, oth
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Introduction 13 allow for innovatio
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2 Scaffolding, Façade Retention an
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Scaffolding, Façade Retention and
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3 Ground Stability, Foundations and
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Ground Stability, Foundations and S
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Where the ground is susceptible to
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Heavy pad reinforcement Reinforceme
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Photograph 3.3 Driven precast concr
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(a) (b) Photograph 3.6 (a) A drop a
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Working direction Hopper and cellul
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Infill concrete packing applies pre
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Reinforced structural concrete base
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4 Single-Storey Frames, Shells and
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Single-Storey Frames, Shells and Li
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Portal rafter Plate welded to rafte
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Zed purlins Washer plate bolted to
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Sheeting rails for cladding Steel r
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Photograph 4.12 Lattice column to b
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Side lap of sheeting Sheeting screw
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Page 265 and 266: Single-Storey Frames, Shells and Li
Page 281 and 282: Outline of straight line limited hy
Page 285 and 286: 5 Structural Steel Frames Structura
Page 287 and 288: Structural Steel Frames 275 penetra
Page 289 and 290: Structural Steel Frames 277 calcula
Page 291 and 292: Structural Steel Frames 279 The lim
Page 293 and 294: Structural Steel Frames 281 420.5-
Page 295 and 296: Structural Steel Frames 283 no stro
Page 297 and 298: Structural Steel Frames 285 Channel
Page 299 and 300: One-way span floor and roof slabs R
Page 301 and 302: Structural Steel Frames 289 A disad
Page 303 and 304: Structural Steel Frames 291 Rib bea
Page 305 and 306: Structural Steel Frames 293 Timber
Page 307 and 308: Structural Steel Frames 295 Horizon
Page 309 and 310: Structural Steel Frames 297 Concret
Page 311 and 312: Beam End plate welded to beam Colum
Page 313 and 314: Structural Steel Frames 301 Cap pla
Page 315: Structural Steel Frames 303 Bearing
Page 319 and 320: Structural Steel Frames 307 Electro
Page 321 and 322: Structural Steel Frames 309 Types o
Page 323 and 324: Structural Steel Frames 311 Weld fa
Page 325 and 326: Structural Steel Frames 313 beam en
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Page 329 and 330: A timber profile is cut to the same
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Page 335 and 336: Structural Steel Frames 323 Photogr
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Page 341 and 342: Structural Steel Frames 329 Strengt
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Page 359 and 360: Structural Concrete Frames 347 Work
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Structural Concrete Frames 355 Comp
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Structural Concrete Frames 357 Beam
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Structural Concrete Frames 359 cant
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Structural Concrete Frames 361 Clos
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Structural Concrete Frames 363 Rein
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Structural Concrete Frames 365 Stee
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Structural Concrete Frames 367 Sold
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Structural Concrete Frames 369 Hand
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Structural Concrete Frames 371 Conc
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Structural Concrete Frames 373 Edge
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Figure 6.23 Prop and deck floor pos
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Structural Concrete Frames 377 Main
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Structural Concrete Frames 379 Edge
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Handrail protects workers when pour
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Structural Concrete Frames 383 calc
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Structural Concrete Frames 385 Wire
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Structural Concrete Frames 387 Thru
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Structural Concrete Frames 389 ❏
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Structural Concrete Frames 391 Expo
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Structural Concrete Frames 393 Balc
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Structural Concrete Frames 395 In s
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Structural Concrete Frames 401 comp
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Structural Concrete Frames 403 Stee
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Structural Concrete Frames 405 The
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Structural Concrete Frames 407 Wrap
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Structural Concrete Frames 409 alte
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7 Cladding and Curtain Wall Constru
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Cladding and Curtain Wall Construct
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Stainless steel restraint cramps fi
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15 mm Cladding and Curtain Wall Con
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Roof support Roof or eaves level La
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Prefabrication and Off-Site Product
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The finished hospital looks no diff
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Lifts and Escalators 515 ❏ ❏
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Lifts and Escalators 517 will be bu
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Lifts and Escalators 519 hydraulic
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Lifts and Escalators 521 ❏ ❏
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Lifts and Escalators 523 FFL Lift c
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Lifts and Escalators 525 Climbing f
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Lifts and Escalators 527 Above 30 m
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Lifts and Escalators 529 Photograph
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Fit Out and Second Fix 531 cabinets
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Fit Out and Second Fix 533 ❏ ❏
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Fit Out and Second Fix 535 Four-way
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Fit Out and Second Fix 537 Services
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Fit Out and Second Fix 539 Wire han
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Fit Out and Second Fix 541 tiles ar
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Fit Out and Second Fix 543 Metal st
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Fit Out and Second Fix 545 Multiple
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11 Building Obsolescence and Revita
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Building Obsolescence and Revitalis
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Appendix B: Additional References C
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Index Access from heights, 42 Acces
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Index 567 Innovation, 505 Inspectio
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Index 569 Suspended frameless glazi
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