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

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342.3.8. Interpretation and calculation of PDA resultsGoble and Likins (1996) suggested that final PDA results interpretation should beperformed by qualified engineers who understand wave propagation concept, Case method,pile design, and pile driving. Soil resistance effects on pile can be evaluated qualitativelyfrom the force and velocity records. Noted that the velocity record has been multiplied bythe pile impedance Z, and it is plotted together with the force record. Figure 2.5 illustratesthe pile responses induced by various soil resistance conditions. The pile loading sectionhappens between the time of impact when the first peak of both force and velocity recordsoccur and the time at 2L/C. The unloading section occurs after the time 2L/C. Theseparation between the force and velocity records between the time of impact and the time2L/C represents the shaft resistance, and the toe resistance is identified at the time 2L/C.Figure 2.5(a) shows a minimal separation between force and velocity within theloading section. The velocity peaks and the force decreases to negative at the time 2L/C.These typical responses indicate that only small shaft and toe resistances acting on the pilewhich is similar to a free end rod as described in Section 2.3.3. Within the unloading section,the force increase from negative to positive value and rises above the velocity record thatdecreases from positive to negative value. Similar to the loading section, the smallseparation between the force and velocity records show a small shaft resistance on the pile.Figure 2.5(b) shows a similar response as observed in Figure 2.5(a) at the loading section.However, the force increases and velocity decreases significantly at time 2L/C, indicating asmall shaft resistance and a large toe resistance on the pile. At the unloading section,because of high toe resistance, the force continues above the velocity before a dissipation ofthe force. In contrast, Figure 2.5(c) shows a large separation between the force and velocityrecords during the loading section. These typical responses show that the pile has a largeshaft resistance, and a similar observation is noticed in the unloading section. Detailedinterpretation of the PDA results can be referred to Hannigan et al. (1998) and Hussein andGoble (1987).
35ForceMinimal Shaft ResistanceMinimal Toe ResistanceForce RecordVelocity RecordVelocity x PileImpedanceTimeTime of impactLoading Section Unloading Section(a) Minimal Shaft or Toe Resistance ConditionMinimal Shaft ResistanceForceLarge Toe ResistanceVelocity x PileImpedanceTimeTime of impactLoading SectionUnloading Section(b) Large Toe Resistance ConditionLarge Shaft ResistanceForceVelocity x PileImpedanceTimeTime of impactLoading SectionUnloading Section(c) Large Shaft Resistance ConditionFigure 2.5: Typical force and velocity records for various soil resistance conditions (afterHannigan et al. 1998)
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: 33Hammer efficiency defines the per
Page 55 and 56: 372.4. Case Pile Wave Analysis Prog
Page 57 and 58: 39computation is stable only when t
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
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85f(g)βσ gFailure RegionArea = p
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87Table 2.14: AASHTO assumed random
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89(2.47)( ) ( ) (2.48)( ) ( ) (2.49
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912.7.4 Recommended LRFD resistance
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932.8. Pile Setup2.8.1 Introduction
Page 113 and 114:
Ratio of Final to Initial Pile Resi
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97be determined. The challenges wit
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99Based on about 70 test piles at m
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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
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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
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abcTable 3.1: Summary of soil profi
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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
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Page 173 and 174:
155CHAPTER 4: PILE SETUP IN COHESIV
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157proposed pile setup method in a
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159consider the immediate gain in p
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161companion paper also show that p
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1632. Accounting for the actual tim
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165were compared using the proposed
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167(17 ft) well-graded sand (SW) an
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169( )√ ( ) √ (4.10)where μ =
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1714.8. Integration of Pile Setup I
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173diameter smaller than 600 mm). F
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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
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181Table 4.1: Summary of existing m
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Table 4.3: Summary of five external
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183Soil LayerTable 4.5: Soil inform
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(R t /R EOD ) × (L EOD /L t )(R t
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Measured Pile Resistance (kN)Measur
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189Measured Pile Resistance at Time
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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
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197estimated using Eq. (5.1a), was
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199Table 5.2: Comparison of Resista
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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
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211estimation methods (e.g. Skov an
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213End-Of-Drive and Set-up Componen
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215CHAPTER 6: INTEGRATION OF CONSTR
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217Bridge Design Specifications hav
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219Chapter 5. The resistance factor
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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
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Table 6.1: Summary of data records
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Testpile IDISU1ISU2ISU3ISU4ISU5ISU6
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Table 6.4: Summary of adjusted meas
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243SourceIowaNCHRPReport 507Soilpro
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PercentPercent2459990501010.10.2STI
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PercentPercent2479990501010.51.0STI
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PercentWEAP over Blue Book with Con
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2517.2. IntroductionAlthough dynami
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253difficulty in pile setup investi
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255Liang (2000) calculated an avera
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257model shown in Figure 7.1. Based
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259which were identified as ISU2, I
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261figure, a power relationship in
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263relationship between the f s val
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2657.5.4. EOD condition for cohesio
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267were plotted against the SPT N-v
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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
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289CHAPTER 8: SUMMARY, CONCLUSIONS
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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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