S - Kam Ng PhD Dissertation Final.pdf - Digital Repository of CCEE ...

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38StrokeRamW1CapblockPileCap PilecapCushionPile PileK1W2K2W3K3 R3W4K4R4W5K5 R5W6K6 R6W7K7 R7W8K8 R8W9K9 R9W10K10 R10W11K11 R11W12R12SideSide FrictionalResistanceFigure 2.6: Smith’s Model (after Smith 1962)
39computation is stable only when the time increment is shorter than the critical wave traveltime of any pile segment (Pile Dynamic Inc. 2005). Because a fairly long wave is usuallyinduced during pile driving, a division of pile lengths from 1.5 m (5 ft) to 3m (10 ft) willusually produce a stable computation with an acceptable accuracy. The hammer ram asshown in Figure 2.6, is represented by a rigid, heavy and short single weight W1 without anyelasticity. The cap block is represented by a spring K1 that can only transmit compressionbut not tension. The pile cap likes the ram is represented by a single weight W2 without anyelasticity. The cushion is used under the pile cap to protect the piles from damaging and it isrepresented by a non-tensional spring K2. The pile is divided in ten sectional weights fromW3 to W12 and they are connected with springs from K3 to K11.Smith adapted Chellis’s concept of soil mechanics, which soil compresses elasticallyto a displacement called quake (q) and fails plastically with a constant ultimate static soilresistance (R u ) as illustrated with a black solid line OABC shown in Figure 2.7. Smithdeveloped a mathematical equation which accounts for both static and dynamic soilbehaviors as illustrated with a dash line OA′BC shown in Figure 2.7. The total soil resistanceat any point x′ with x deformation on the line OA′BC is given by( ) (2.16)where,RR sR dJ sv pKx= total soil resistance, kN or kip,= static soil resistance, kN or kip,= dynamic soil resistance, kN or kip,= Smith damping constant, s/m or s/ft,= instantaneous velocity of a pile segment, m/s or ft/s,= spring constant for soil model, kN/m or kip/ft, and= soil deformation, m or ft.
Page 1:
Pile Setup, Dynamic Construction Co
Page 5: v2.5.8. Soil profile input procedur
Page 8 and 9: viii6.2. Introduction .............
Page 10 and 11: xLIST OF FIGURESFigure 2.1: Typical
Page 12 and 13: xiiresistances using the proposed p
Page 14 and 15: xivLIST OF TABLESTable 2.1: Summary
Page 16 and 17: xviABSTRACTBecause of the mandate i
Page 18 and 19: xviiiFurthermore, using these calib
Page 20 and 21: 2soil strength. The gain in effecti
Page 22 and 23: 4check pile integrity; (5) evaluate
Page 24 and 25: 6confidently accounted for in curre
Page 26 and 27: 8Board (IHRB) sponsored research pr
Page 28 and 29: 10collected undisturbed soil sample
Page 30: 12correction factors to estimated p
Page 33 and 34: 15Chapter 7 - An Improved CAPWAP Ma
Page 35 and 36: 17Procedures and Models Version 200
Page 37 and 38: 19Section 2.8.2.2. Historical Summa
Page 39 and 40: 21A = pile cross sectional area at
Page 41 and 42: 23compressive force pulse expands d
Page 43 and 44: 25When a uniform free end rod is im
Page 45 and 46: 27RTLR sC vJ cv b= total soil resis
Page 47 and 48: 29For a pile with very hard driving
Page 49 and 50: Force∆R∆u31( )(2.12)where,BTA =
Page 51 and 52: 33Hammer efficiency defines the per
Page 53 and 54: 35ForceMinimal Shaft ResistanceMini
Page 55: 372.4. Case Pile Wave Analysis Prog
Page 59 and 60: 41,( ) ( ) - (2.17)( ) ( ) ( ) (2.1
Page 61 and 62: 43been carried by many researchers
Page 63 and 64: Table 2.5: Summary 2 of dynamic soi
Page 65 and 66: 472.4.3.1. Pile modelPile Dynamics,
Page 67 and 68: 49Pile Segment iSoil Segment kJ kR
Page 69 and 70: ̇̇̇̇51= pile bottom velocity at
Page 71 and 72: 534. Constant dynamic soil paramete
Page 73 and 74: (a) Schematic (b) ModelExternal Com
Page 75 and 76: 572.5.4. Pile modelPile model is di
Page 77 and 78: 59model calculates the dynamic soil
Page 79 and 80: 61where,a ij= acceleration at a pil
Page 81 and 82: Table 2.6: Summary of static analys
Page 83 and 84: 65Table 2.9: Empirical values for
Page 85 and 86: Ultimate Capacity (kips)Stroke (ft)
Page 87 and 88: 69blows/ft) or less is required to
Page 89 and 90: 71methods is obscure and it cannot
Page 91 and 92: 73Case Reference Pile type7891011Le
Page 93 and 94: 75Case Reference Pile type910111213
Page 99 and 100: Days (Ahead)/DelayFigure 2.15: A gr
Page 101 and 102: 83construction procedures used by t
Page 103 and 104: 85f(g)βσ gFailure RegionArea = p
Page 105 and 106: 87Table 2.14: AASHTO assumed random
Page 107 and 108:
89(2.47)( ) ( ) (2.48)( ) ( ) (2.49
Page 109 and 110:
912.7.4 Recommended LRFD resistance
Page 111 and 112:
932.8. Pile Setup2.8.1 Introduction
Page 113 and 114:
Ratio of Final to Initial Pile Resi
Page 115 and 116:
97be determined. The challenges wit
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99Based on about 70 test piles at m
Page 119 and 120:
101Komurka et al. (2003) noted that
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103developed by Wathugala and Desai
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105dynamic analysis methods. They s
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107Factors for LRFD Foundation Stre
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109New Jersey.Coyle, H. M, Bartoske
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111Hannigan, P. J. and Webster, S.
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113Theory to Piles, Petaling Jaya,
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115PDCA Specification 102-07, PDCA
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117Soderberg, L. O. (1962). ―Cons
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119Driven Piles in Clay.‖ Canadia
Page 139 and 140:
1213.2. IntroductionMany researcher
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123with CAPWAP analysis at differen
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125Disturbed soil samples were coll
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1273.4.3. InstrumentationAll test p
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129embedded length before and after
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131(R EOD ) from CAPWAP analyses. T
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133due to restrike and SLT as well
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1353.5.6. Quantitative studies betw
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1373. The experimental investigatio
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139Geotechnical Special Publication
Page 159 and 160:
abcTable 3.1: Summary of soil profi
Page 161 and 162:
TestpileISU2ISU3ISU4ISU5ISU6HammerD
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1453.02.82.6Reported Soil Informati
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Vertical Coefficient of Consolidati
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Depth Below Ground (m)Depth Below G
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Percent Increase in Total Resistanc
Page 171 and 172:
Page 173 and 174:
155CHAPTER 4: PILE SETUP IN COHESIV
Page 175 and 176:
157proposed pile setup method in a
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159consider the immediate gain in p
Page 179 and 180:
161companion paper also show that p
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1632. Accounting for the actual tim
Page 183 and 184:
165were compared using the proposed
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167(17 ft) well-graded sand (SW) an
Page 187 and 188:
169( )√ ( ) √ (4.10)where μ =
Page 189 and 190:
1714.8. Integration of Pile Setup I
Page 191 and 192:
173diameter smaller than 600 mm). F
Page 193 and 194:
Pile Resistance (kN)175geotechnical
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177R m , R t = Measured pile resist
Page 197 and 198:
179Field Testing of Steel Piles in
Page 199 and 200:
181Table 4.1: Summary of existing m
Page 201 and 202:
Table 4.3: Summary of five external
Page 203 and 204:
183Soil LayerTable 4.5: Soil inform
Page 205 and 206:
(R t /R EOD ) × (L EOD /L t )(R t
Page 207 and 208:
Measured Pile Resistance (kN)Measur
Page 209 and 210:
189Measured Pile Resistance at Time
Page 211 and 212:
Ratio of Measured and Predicted Pil
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193surrounding the pile and the con
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195Method (FORM) to calculate resis
Page 217 and 218:
197estimated using Eq. (5.1a), was
Page 219 and 220:
199Table 5.2: Comparison of Resista
Page 221 and 222:
Percent201E(g) = expected value or
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203( ( )) ( ̅) ( ) (5.7)( ) ( ) (5
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205φ setup values. At a fixed dead
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207conditions and design practices,
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209procedure in pile designs. Two c
Page 231 and 232:
211estimation methods (e.g. Skov an
Page 233 and 234:
213End-Of-Drive and Set-up Componen
Page 235 and 236:
215CHAPTER 6: INTEGRATION OF CONSTR
Page 237 and 238:
217Bridge Design Specifications hav
Page 239 and 240:
219Chapter 5. The resistance factor
Page 241 and 242:
2216.4.3. Calibration methodFirst-O
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223The LRFD resistance factors cali
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225a. For sand and mixed soil profi
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227for the Iowa Blue Book. To evalu
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229Book method computed by AbdelSal
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231modified resistance factor (Пξ
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233Furthermore, these LRFD recommen
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235Revisions, Washington, D.C.Abdel
Page 257 and 258:
Table 6.1: Summary of data records
Page 259 and 260:
Testpile IDISU1ISU2ISU3ISU4ISU5ISU6
Page 261 and 262:
Table 6.4: Summary of adjusted meas
Page 263 and 264:
243SourceIowaNCHRPReport 507Soilpro
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PercentPercent2459990501010.10.2STI
Page 267 and 268:
PercentPercent2479990501010.51.0STI
Page 269 and 270:
PercentWEAP over Blue Book with Con
Page 271 and 272:
2517.2. IntroductionAlthough dynami
Page 273 and 274:
253difficulty in pile setup investi
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255Liang (2000) calculated an avera
Page 277 and 278:
257model shown in Figure 7.1. Based
Page 279 and 280:
259which were identified as ISU2, I
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261figure, a power relationship in
Page 283 and 284:
263relationship between the f s val
Page 285 and 286:
2657.5.4. EOD condition for cohesio
Page 287 and 288:
267were plotted against the SPT N-v
Page 289 and 290:
269correlation between dynamic soil
Page 291 and 292:
271Application of Stress-Wave Theor
Page 293 and 294:
273Table 7.4: Summary of measured s
Page 295 and 296:
275Table 7.5: Summary of measured s
Page 297 and 298:
Soil Resistance (R)Soil DampingResi
Page 299 and 300:
Upward Traveling Wave, W u (kN)F(t)
Page 301 and 302:
Shaft Quake Value, qs (mm)Shaft Dam
Page 303 and 304:
Page 305 and 306:
Shaft Quake Value, q s (mm)Smith's
Page 307 and 308:
Shaft Dampinf Factor, J s (s/m)Shaf
Page 309 and 310:
289CHAPTER 8: SUMMARY, CONCLUSIONS
Page 311 and 312:
291increased immediately and rapidl
Page 313 and 314:
293improved. The regionally-calibra
Page 315 and 316:
295relationship was conclusively dr
Page 317:
297ACKNOWLEDGMENTSI was one of the
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