Pile Design and Construction Practice, Fifth edition

More documents

Recommendations

Info

4.3 Piles in coarse-grained soils 4.3.1 General The classic formulae for calculating the resistance of piles in coarse soils follow the same form as equation 4.1. Expressed in the parameters of a coarse-grained soil (cu = 0), the total pile resistance is given by the expression: Q p � N q�� voA b � 1 2 K s�� vo tan �A s Resistance of piles to compressive loads 165 (4.16) where is the effective overburden pressure at pile base level, Nq is the bearing capacity factor, Ab is the area of the base of the pile, Ks is a coefficient of horizontal soil stress which depends on the relative density and state of consolidation of the soil, the volume displacement of the pile, the material of the pile and its shape, � is the characteristic or average value of the angle of friction between pile and soil, and As is the area of shaft in contact with the soil. The factors Nq and Ks are empirical and based on correlations with static loading tests, � is obtained from empirical correlations with field tests. The factor Nq depends on the ratio of the depth of penetration of the pile to its diameter and on the angle of shearing resistance of the soil. The latter is normally obtained from the results on tests made in-situ (see Section 11.1.4). The relationship between the standard penetration resistance N and , as established by Peck et al. (4.18) , and between the limiting static cone resistance, qc and as established by Durgonoglu and Mitchell (4.19) , are shown in Figures 4.10, and 4.11 respectively. From tests made on instrumented full-scale piles, Vesic (4.20) showed that the increase of base resistance with increasing depth was not linear as might be implied from equation 4.16, but that rate of increase actually decreased with increasing depth. For practical design purposes it has been assumed that the increase is linear for pile penetrations of between 10 and 20 diameters, and that below these depths the unit base resistance has been assumed to be at a constant value. This simple design approach was adequate for ordinary foundation work where the penetration depths of closed-end piles were not usually much greater than 10 to 20 diameters. At these depths practical refusal was usually met when driving piles into medium dense to dense coarse soils. However, the use of piled foundations for offshore petroleum production platforms has necessitated driving hollow tubular piles with open ends to very great depths below the sea bed to obtain resistance in shaft friction to uplift loading. The assumption of a constant unit base resistance below a penetration depth of 10 to 20 diameters has been shown to be overconservative (see Section 4.3.7). The value of Nq is obtained from the relationship between the drained angle of shearing resistance ( ) of the soil at the pile base and the penetration depth/breadth of the pile. The relationship developed by Berezantsev et al. (4.21) is shown in Figure 4.13. Vesic (4.20) ��vo � � � �� stated that these Nq values gave results which most nearly conform to the practical criteria of pile failure. The alternative is to use the Brinch Hansen Nq factors shown in Figure 4.13. They should be multiplied by a shape factor of 1.3 to allow for the square or circular cross-section of the pile base. The Brinch Hansen factors may be over-conservative for some D/B ratios, as, for example, a D/B ratio of 20 and �� values greater than 35�. It is important to note that the values of �� obtained from SPT N-values should not be
Standard penetration resistance N, blows/300 mm 0 10 20 30 40 50 60 Very loose Loose Medium dense Dense Very dense 70 28 30 32 34 36 38 40 42 44 Angle of shearing resistance f, degrees Figure 4.10 Relationship between standard penetration test N-values and angle of shearing resistance (after Peck et al. (4.18) ). Vertical effective stress s� vo (KN/m 2 ) 100 200 300 400 500 Cone resistance, qc (MN/m2 ) 0 10 20 30 40 50 60 �� =46° 44° 42° 32° 34° 36° 38° 40° Figure 4.11 Relationship between angle of shearing resistance and cone resistance for an uncemented, normally consolidated quartz sand (after Durgonoglu and Mitchell (4.19) ).
Page 2 and 3:
Pile Design and Construction Practi
Page 4 and 5:
Pile Design and Construction Practi
Page 6 and 7:
Contents Preface to fifth edition i
Page 8 and 9:
7.3 Designing piles to resist drivi
Page 10 and 11:
Preface to fifth edition Piling rig
Page 12:
Preface to fifth edition xi Pearson
Page 16 and 17:
Chapter 1 General principles and pr
Page 18 and 19:
(a) Backfill Bulb of pressure Appli
Page 20 and 21:
are allowed to be used by Eurocode
Page 22 and 23:
application of different load facto
Page 24 and 25:
Load transfer The contractor’s gu
Page 26 and 27:
(7) Jacked-down steel tube with clo
Page 28 and 29:
Types of pile 13 needed to avoid cr
Page 30 and 31:
(a) (b) Precast concrete Head of ti
Page 32 and 33:
Table 2.2 Modification factor K 2 b
Page 34 and 35:
4d d 10 mm M.S. plate sleeve tarred
Page 36 and 37:
Table 2.3 Working loads and maximum
Page 38 and 39:
Cement content �300 kg/m3 �325
Page 40 and 41:
Types of pile 25 Table 2.5 BS 8004
Page 42 and 43:
(a) (b) (c) (d) Cast iron or cast s
Page 44 and 45:
Sheathing Bottom boards Figure 2.9
Page 46 and 47:
Misplaced bearers Lifting holes Cra
Page 48 and 49:
Section Bayonet plug Plan Locking p
Page 50 and 51:
Existing foundation Precast pile ca
Page 52 and 53:
Types of pile 37 Where very long le
Page 54 and 55:
Types of pile 39 rotate during driv
Page 56 and 57:
Types of pile 41 Because of their r
Page 58 and 59:
(a) (b) Types of pile 43 Figure 2.2
Page 60 and 61:
(a) (b) Welds Welds Types of pile 4
Page 62 and 63:
(a) M.S. plate shoe Welds (b) 2.2.6
Page 64 and 65:
Types of pile 49 brittle fracture r
Page 66 and 67:
(a) (b) (c) Hammer Driving tube Con
Page 68 and 69:
Types of pile 53 all cast-in-place
Page 70 and 71:
Figure 2.28 The TaperTube pile.
Page 72 and 73:
(a) (b) Figure 2.29 (a) The ScrewSo
Page 74 and 75:
Types of pile 59 The simplest form
Page 76 and 77:
Types of pile 61 Transverse reinfor
Page 78 and 79:
Types of pile 63 completion the res
Page 80 and 81:
Types of pile 65 permanently in the
Page 82 and 83:
Types of pile 67 (3) Construction o
Page 84 and 85:
Types of pile 69 can withstand fair
Page 86 and 87:
Chapter 3 Piling equipment and meth
Page 88 and 89:
Piling equipment and methods 73 A r
Page 90 and 91:
Maximum height 26.32 m Usable leade
Page 92 and 93:
Figure 3.4 Liebherr LRH 400 48 m lo
Page 94 and 95:
Piling equipment and methods 79 the
Page 96 and 97:
Piling frame Single-acting hammer S
Page 98 and 99:
Guides for engaging leaders Steam o
Page 100 and 101:
Table 3.1 Characteristics of some s
Page 102 and 103:
Table 3.2 Characteristics of some h
Page 104 and 105:
Piling equipment and methods 89 Tab
Page 106 and 107:
Table 3.4 Characteristics of some d
Page 108 and 109:
Figure 3.16 Driving a pile casing w
Page 110 and 111:
Table 3.5 Continued Piling equipmen
Page 112 and 113:
Soil resistance to driving (MN) 25
Page 114 and 115:
Figure 3.19 Noise-abatement tower u
Page 116 and 117:
Dolly M.S. plate Plastics Hardwood
Page 118 and 119:
Standard elbow bend Detachable scre
Page 120 and 121:
Figure 3.24 Discharging concrete in
Page 122 and 123:
Piling equipment and methods 107 Fi
Page 124 and 125:
Piling equipment and methods 109 Fi
Page 126 and 127:
Table 3.6 Continued Piling equipmen
Page 128 and 129:
Figure 3.30 Top-hinged under-reamin
Page 130 and 131: Piling equipment and methods 115 Fi
Page 132 and 133: Rotary table Hydraulic motor Water
Page 136 and 137: Piling equipment and methods 121 sl
Page 138 and 139: Pile head Pile base 2 holes ∅ 4 m
Page 140 and 141: Piling equipment and methods 125 Ca
Page 142 and 143: Piling equipment and methods 127 sm
Page 146 and 147: Piling equipment and methods 131 Th
Page 148 and 149: Piling equipment and methods 133 th
Page 150 and 151: Piling equipment and methods 135 Pi
Page 152 and 153: Piling equipment and methods 137 ve
Page 154 and 155: Chapter 4 Calculating the resistanc
Page 156 and 157: O C Settlement A Reloading Load B U
Page 158 and 159: Resistance of piles to compressive
Page 160 and 161: for spread foundations in various c
Page 164 and 165: structural actions and A2 to geotec
Page 166 and 167: Geometrical data are concerned with
Page 168 and 169: Figure 4.3 Failure surfaces for com
Page 170 and 171: Depth below ground level in m 5.6 1
Page 172 and 173: (a) (b) Peak adhesion factor a p Le
Page 174 and 175: orehole or test profile over the pe
Page 178 and 179: Effective length Shaft friction not
Page 182 and 183: Depth below ground surface (m) Resi
Page 184 and 185: Depth of penetration (m) 0 0 5 10 1
Page 186 and 187: using standard penetration tests or
Page 188 and 189: � � Resistance of piles to comp
Page 194 and 195: Safety factors generally used in th
Page 196 and 197: Depth to NAP datum (m) Cone resista
Page 198 and 199: The conditions at the interface can
Page 200 and 201: The shear modulus G in equation 4.3
Page 204 and 205: 2.0 OD tubular steel pile with clos
Page 206 and 207: where Resistance of piles to compre
Page 208 and 209: eached the point of ultimate resist
Page 210 and 211: (4) Obtain the safe end-bearing loa
Page 212 and 213: Vertical force, t t-z curve Vertica
Page 214 and 215: where the bearing capacity factor:
Page 216 and 217: and RQD of the rock as shown in Tab
Page 218 and 219: Depth below ground level (m) 0 5 10
Page 220 and 221: settlement of the pile are summariz
Page 222 and 223: Rock socket reduction factor a 1.0
Page 224 and 225: Table 4.17 � and � values of we
Page 228 and 229: Influence factor, l p 2.0 1.6 1.2 0
Page 230 and 231:
(a) (b) No load on pile head Residu
Page 232 and 233:
Resistance of piles to compressive
Page 234 and 235:
Page 236 and 237:
Page 238 and 239:
Page 240 and 241:
a closed end into a deep deposit of
Page 242 and 243:
Average shearing strength along pil
Page 244 and 245:
It is assumed that the shear streng
Page 246 and 247:
Depth below ground level (m) Figure
Page 248 and 249:
Figure 4.45 Depth below ground leve
Page 250 and 251:
Depth of h(m) Segment (m bql) � h
Page 252 and 253:
For a wall thickness of 19 mm in mi
Page 254 and 255:
Page 256 and 257:
Pile groups under compressive loadi
Page 258 and 259:
24.0 m 16.0 m The comparative group
Page 260 and 261:
where c � cohesion intercept of s
Page 262 and 263:
Inclination factor, i c Inclination
Page 264 and 265:
Page 266 and 267:
z/B 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7
Page 268 and 269:
Compressive stress 1.5 q n q n B A
Page 270 and 271:
E u/c u 3000 2500 2000 1500 1000 50
Page 272 and 273:
0 0 1 2 3 4 H/B 5 6 7 8 9 0 1 2 3 4
Page 274 and 275:
Page 276 and 277:
D LB LB D 0.50 0 0.1 0.2 0.3 0.4 0.
Page 278 and 279:
Page 280 and 281:
Page 282 and 283:
Page 284 and 285:
Initial tangent constrained modulus
Page 286 and 287:
factor N for which Schmertmann sugg
Page 288 and 289:
Page 290 and 291:
0 0 2 4 H/B 6 8 10 Influence factor
Page 292 and 293:
Page 294 and 295:
Overall loading 100 kN/m2 (a) (b) (
Page 296 and 297:
Page 298 and 299:
(a) (b) (c) (d) Pile groups under c
Page 300 and 301:
Page 302 and 303:
Page 304 and 305:
Page 306 and 307:
Depth below ground level in m 5 10
Page 308 and 309:
For the arrangement of the piles sh
Page 310 and 311:
Page 312 and 313:
Soft clay Sand B/2 5 11.2 m Figure
Page 314 and 315:
Page 316 and 317:
Unit negative skin friction at top
Page 318 and 319:
Page 320 and 321:
Chapter 6 The design of piled found
Page 322 and 323:
(a) Tie rod Wholly compression Whol
Page 324 and 325:
esistance of cylindrical augered fo
Page 326 and 327:
in the ground is assumed to be equa
Page 328 and 329:
Section 3.3.1. Enlargements cannot
Page 330 and 331:
Piles to resist uplift and lateral
Page 332 and 333:
Spacer Top of hard rock Drilling pi
Page 334 and 335:
where m is the modular ratio of ste
Page 336 and 337:
Table 6.3 Examples of bond stress b
Page 338 and 339:
Top of rock 30˚ 30˚ Figure 6.15 F
Page 340 and 341:
(b) P/n & �Vm Vc 2.0 1.8 1.6 1.4
Page 342 and 343:
Table 6.4 Partial resistance factor
Page 344 and 345:
and adjustment, starting with a ver
Page 346 and 347:
Coefficient of subgrade modulus var
Page 348 and 349:
where e is the height from the grou
Page 350 and 351:
and Thus from Figure 6.24 deflectio
Page 352 and 353:
(a) Deflection coefficient Ay (c) D
Page 354 and 355:
(a) (b) (c) Depth coefficient Z 0 1
Page 356 and 357:
Horizontal load H; Bending moment =
Page 358 and 359:
Methods of drawing sets of p-y curv
Page 360 and 361:
Calculations to determine the ultim
Page 362 and 363:
(a) (b) Pressure Soil reaction p Ps
Page 364 and 365:
Z�x/R 0 1.0 2.0 3.0 4.0 5.0 M(z)
Page 366 and 367:
(a) yroGc H0 Ep Gc 1/7 (b) 0 0 0.1
Page 368 and 369:
(a) determining the compressive and
Page 370 and 371:
A X Z B R A Resultant R R B Y C D R
Page 372 and 373:
6.8 FREEMAN, C. F., KLAJNERMAN, D.,
Page 374 and 375:
Thus the load to be carried by anch
Page 376 and 377:
If high-tensile steel (which has a
Page 378 and 379:
sustained horizontal load which can
Page 380 and 381:
Calculating the allowable horizonta
Page 382 and 383:
Pile cap (Weight�2475 kN) F E D C
Page 384 and 385:
The resultant of the vertical and h
Page 386 and 387:
The Brinch Hansen bearing capacity
Page 388 and 389:
Modulus of elasticity of pile � 2
Page 390 and 391:
Chapter 7 Some aspects of the struc
Page 392 and 393:
(a) (b) (c) Lifting rope Lifting po
Page 394 and 395:
7.3 Designing piles to resist drivi
Page 396 and 397:
Structural design of piles and pile
Page 398 and 399:
Page 400 and 401:
should not arise if the piles are d
Page 402 and 403:
(a) (b) (c) M.S.plate cover M.S.cap
Page 404 and 405:
45˚ Structural design of piles and
Page 406 and 407:
X Column Y9 Y9 Y Critical section f
Page 408 and 409:
7.9 The design of pile capping beam
Page 410 and 411:
Damp-proof course Cranked vent Grou
Page 412 and 413:
Page 414 and 415:
(a) (b) Deck of wharf Fender Rubber
Page 416 and 417:
(a) (b) y y e z f A The bending mom
Page 418 and 419:
Piling for marine structures 403 th
Page 420 and 421:
Pipe trunkways Hose handling platfo
Page 422 and 423:
Piling for marine structures 407 8.
Page 424 and 425:
Piling for marine structures 409 sh
Page 426 and 427:
In SI units, equation 8.8 becomes f
Page 428 and 429:
The natural frequency of the member
Page 430 and 431:
The empirical equation of Korzhavin
Page 432 and 433:
Piling for marine structures 417 re
Page 434 and 435:
Table 8.3 Minimum safety factors fo
Page 436 and 437:
Piling for marine structures 421 th
Page 438 and 439:
Piling for marine structures 423 sh
Page 440 and 441:
8.21 GERWICK, B. C. Construction of
Page 442 and 443:
Soil resistance p in kN per m of de
Page 444 and 445:
From Figures 6.29a and b the comput
Page 446 and 447:
giving 9.7y � 0.26, y � 0.26
Page 448 and 449:
From �7.5 to �3.0 m: no increas
Page 450 and 451:
Miscellaneous piling problems 435 W
Page 452 and 453:
9.2 Piling for underpinning Miscell
Page 454 and 455:
Miscellaneous piling problems 439 B
Page 456 and 457:
Miscellaneous piling problems 441 T
Page 458 and 459:
Miscellaneous piling problems 443 p
Page 460 and 461:
Longitudinal reinforcement is provi
Page 462 and 463:
Light-gauge steel lining tubes Stow
Page 464 and 465:
When inspecting the geological cond
Page 466 and 467:
Miscellaneous piling problems 451 f
Page 468 and 469:
natural ‘freeze-back’ around th
Page 470 and 471:
Miscellaneous piling problems 455 b
Page 472 and 473:
Miscellaneous piling problems 457 w
Page 474 and 475:
Drainage layer 8.0 m 6.0 m Fill 1.0
Page 476 and 477:
p m/c u 10.5 2p 0 and the mean hori
Page 478 and 479:
Bridge abutment support piles Emban
Page 480 and 481:
Figure 9.23 Drilling equipment for
Page 482 and 483:
Max. water level +16 m Min. water l
Page 484 and 485:
2-4 m marine clay dredged out MHW R
Page 486 and 487:
Miscellaneous piling problems 471 o
Page 488 and 489:
Miscellaneous piling problems 473 c
Page 490 and 491:
The ground temperature around the p
Page 492 and 493:
9.40 URANOWSKI, D. D., DODDS, S., a
Page 494 and 495:
The durability of piled foundations
Page 496 and 497:
and European Standards as shown in
Page 498 and 499:
Page 500 and 501:
martesia with some teredo, and at C
Page 502 and 503:
Page 504 and 505:
Page 506 and 507:
Page 508 and 509:
Page 510 and 511:
Page 512 and 513:
economics, taking into account the
Page 514 and 515:
Depth of borehole 1.5 B 1 in 4 B Gr
Page 516 and 517:
Ground investigations, contracts an
Page 518 and 519:
Page 520 and 521:
(a) DCP n (blows/100 mm) 40 35 30 2
Page 522 and 523:
Page 524 and 525:
Page 526 and 527:
Page 528 and 529:
Page 530 and 531:
Table 11.2 Daily pile record for dr
Page 532 and 533:
Paper fixed to pile by adhesive tap
Page 534 and 535:
Page 536 and 537:
Page 538 and 539:
Page 540 and 541:
Figure 11.10 Patented arrangement f
Page 542 and 543:
following expressions: (11.1) Load
Page 544 and 545:
(b) Settlement of pile head in mm S
Page 546 and 547:
(a) Settlement � (mm) 0 0 4 8 Gro
Page 548 and 549:
Page 550 and 551:
Page 552 and 553:
experience to give reasonably relia
Page 554 and 555:
Appendix Properties of materials A.
Page 556:
Subdivisions of Grades A to C chalk
Page 559 and 560:
544 Name index Davis, E. H. 354 Dav
Page 561 and 562:
546 Name index Schaaf, S. A. 424 Sc
Page 563 and 564:
548 Subject index contiguous piles
Page 565 and 566:
550 Subject index Pali Radice piles
show all

Pile Design and Construction Practice, Fifth edition

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?