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

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30FT2FT3ZLECstress occurs measured below gauge location, m/s or ft/s,= measured force at time T2, kN or kip,= measured force at time T3, kN or kip,= pile impedance = EA/C, kN-s/m or kip-s/ft,= pile length, m or ft,= pile modulus of elasticity, kN/mm 2 or ksi, and= pile wave speed, m/s or ft/s.If the stress limits are exceeded, the PDA will give a warning by highlighting themaximum compression stress (CSX) or the maximum tensile stress (TSX). Thus, thewarning allows the construction personnel in the field to check the driving process and toemploy the required steps to prevent any damage caused by overstressing during driving.Table 2.2: Recommended Driving Stress Limits (after Pile Dynamic, Inc. 2001)Stress TypeStress Limits inSI UnitRemarksSteel Compression 0.90 F y F y = Steel yield strengthSteel Tension0.90 F yPrestressed Concrete Compression 0.85 f′ c – f pe f’ c = Concrete 28 day strengthPrestressed Concrete Tension f pe + 0.25 (f′ c ) 0.5 f pe = Effective prestress (MPa)Regular Reinforced Concrete Compression 0.85 f′ cRegular Reinforced Concrete Tension 0.70 F y (A s /A c )A s = Steel reinforcement areaA c = Concrete areaTimber 3 MPa* *- Allowable static stress2.3.6. Structural integrityPDA can be used to check integrity of piles below ground surface. Hannigan et al.(1998) noted that the convergence between the force and velocity records occurred before2L/C indicates a reduction in the pile impedance (Z). For a uniform cross section pile, asharp reduction in pile impedance means a possible pile damage. Rausche and Goble (1979)derived the integrity factor (BTA) given by Eq. (2.12) to describe the degree of convergenceas illustrated in Figure 2.4.
Force∆R∆u31( )(2.12)where,BTA = integrity factor used in PDA, %;α = a defining term, dimensionless;∆u = the change between force and the apparent velocity at the location wherechange in pile impedance occurs, kN or kip;FT1 = the force at pile top at the time of impact, kN or kip; and∆R = the soil resistance at the time before the sudden increase in the velocitybecomes noticeable, kN or kip.KipsFT1400ForceVelocity200010 20 30 40 ms-200PileTop54 ft8.6 msExtend ApparentVelocity line ParallelTo ForceDamage240 ft38.2 msFigure 2.4: A typical pile damage force and velocity record (after Rausche and Goble, 1979)
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: 29For a pile with very hard driving
Page 51 and 52: 33Hammer efficiency defines the per
Page 53 and 54: 35ForceMinimal Shaft ResistanceMini
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
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Days (Ahead)/DelayFigure 2.15: A gr
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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
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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
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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
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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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