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where,Table 2.4: Summary 1 of dynamic soil parameters for Smith’s soil modelSwann andAbbs (1984)N/AN/A0.16 s/m (gravel &sand), 0.33s/m to0.49 s/m (silt), 0.66s/m (clay)0.16 s/m to 0.33 s/m(gravel); 0.33 s/m to0.66 s/m (sand); 0.33s/m to 1.64 s/m (silt);0.03 s/m to 3.28 s/m(clay)44ν = soil poisson’s ratioE = soil Young’s modulusPy = yielding stress on cavityqb = stress intensity at pile toeIb = influence coefficient,Pd = peak dynamic loadPs = peak static loadfs = unit shaft resistancero = radius of pile,rm = radius of the influence zoneDescriptionQuake Shaft(qS)Quake Toe(qT)Smith ShaftDampingFactor(JS)Smith ToeDampingFactor(JT)D = pile diameterHill (1950)N/AN/AN/A( )Smith(1962)2.5 mm2.5 mm0.16s/m0.49s/mTimoshenko andGoodier (1970)N/A( )N/AN/A0.78 to 0.5D = pile diameterE = soil Young’s modulus.Coyle andGibson (1970)N/AN/AN/A( )Coyle et al.(1973)2.5 mm2.5 mm0.66 s/m(clay), 0.16s/m (sand),0.33 s/m(silt)0.03 s/m(clay), 0.49s/m(sand &silt)v = velocity of soildeformationN = exponential powermodification, 0.2 (sand)and 0.18 (clay)Randolphand Wroth(1978)N/AN/AN/A( )G = average shear modulus in theinfluence zone
Table 2.5: Summary 2 of dynamic soil parameters for Smith’s soil modelCoduto (2001)2.5 mm per 300mm of pilediameter2.5 mm per 300mm of pilediameterN/AN/A45where,ρ = soil density,fT = unit toe resistance,vp = pile penetration velocity,Vpd = pile penetration rate under dynamic condition, andVps = pile penetration rate under quasistatic condition.Dynamic soilpropertiesQuake Shaft(qS)Quake Toe(qT)Smith Shaft DampingFactor(JS)Smith Toe DampingFactor(JT)̇ = pile penetration acceleration,Robert Liang and Sheng(1992)(N/AN/AN/Ȧ)Robert Liang andAbdullah I. Husein(1993)N/AN/AN/A( )Hannigan et al.(1998)2.5 mmD/120 for verydense and hardsoil; D/60 for softmaterials; D ininches0.66 s/m forcohesive soil,0.16 s/m for noncohesivesoil0.49 s/m for allsoils
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Pile Setup, Dynamic Construction Co
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v2.5.8. Soil profile input procedur
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viii6.2. Introduction .............
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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 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: 43been carried by many researchers
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
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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
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271Application of Stress-Wave Theor
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273Table 7.4: Summary of measured s
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275Table 7.5: Summary of measured s
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Soil Resistance (R)Soil DampingResi
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Upward Traveling Wave, W u (kN)F(t)
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Shaft Quake Value, qs (mm)Shaft Dam
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Page 305 and 306:
Shaft Quake Value, q s (mm)Smith's
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Shaft Dampinf Factor, J s (s/m)Shaf
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289CHAPTER 8: SUMMARY, CONCLUSIONS
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291increased immediately and rapidl
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293improved. The regionally-calibra
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295relationship was conclusively dr
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297ACKNOWLEDGMENTSI was one of the
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