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Toe Damping Factor at EOD, J T (s/m)Toe Quake Value at EOD, q T (mm)Shaft Damping Factor at EOD, J S (s/m)Shaft Quake Value at EOD, q S (mm)2781.81.61.4McVay&Kuo (Non-cohesive)McVay&Kuo (Limestone)ISU (Cohesive)Hannigan et al. (1998)-CohesiveHannigan et al. (1998)-non-cohesive987McVay&Kuo (Non-cohesive)McVay&Kuo (Limestone)McVay&Kuo (Cohesive)ISU (Cohesive)Hannigan et al. (1998)1.2610.80.60.40.254321000 10 20 30 40 50 60 70 0 10 20 30 40 50 60 70SPT N-valueSPT N-value(a) J s versus SPT N-value(b) q s versus SPT N-valueFigure 7.3: SPT N-values versus (a) shaft damping factors; and (b) shaft quake values2.221.81.61.4McVay&Kuo (Non-cohesive)McVay&Kuo (Limestone)McVay&Kuo (Cohesive)ISU (Cohesive)Hannigan et al. (1998)2015McVay&Kuo (Non-cohesive)McVay&Kuo (Limestone)McVay&Kuo (Cohesive)ISU (Cohesive)Hannigan et al. (1998)1.21100.80.60.40.25D/60D/120000 10 20 30 40 50 60 70 0 10 20 30 40 50 60 70SPT N-valueSPT N-value(a) J T versus SPT N-value(b) q T versus SPT N-valueFigure 7.4: SPT N-values versus (a) toe damping factors; and (b) toe quake values
Upward Traveling Wave, W u (kN)F(t)=0F(t)=0Damping Factor, J (s/m)Quake Value, q (mm)27921.81.61.4Shaft Damping Factor (Js)Toe Damping Factor (JT)Hannigan et al. (1998) for JsHannigan et al.(1998) for JT161412Shaft Quake (qs)Toe Quake (qT)Hannigan et al. (1998) for qsHannigan et al. (1998) for qT1.21010.80.60.40.28642D/60D/12000.0001 0.01 100.0001 0.01 1Time After EOD (Day)Time After EOD (Day)(a) J versus Time(b) q versus TimeFigure 7.5: Time measured after EOD versus (a) damping factors; and (b) quake valuesobtained from recently completed field tests using CAPWAP for cohesive soils180016001400120010008006004002000-200t=2L/CReboundingUnloading0 20 40 60 80 100 120 140Time, t (ms)Figure 7.6: Typical upward traveling wave force (W u ) collected from the field tests
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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
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xiiresistances using the proposed p
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xivLIST OF TABLESTable 2.1: Summary
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xviABSTRACTBecause of the mandate i
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xviiiFurthermore, using these calib
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2soil strength. The gain in effecti
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4check pile integrity; (5) evaluate
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6confidently accounted for in curre
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8Board (IHRB) sponsored research pr
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10collected undisturbed soil sample
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12correction factors to estimated p
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15Chapter 7 - An Improved CAPWAP Ma
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17Procedures and Models Version 200
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19Section 2.8.2.2. Historical Summa
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21A = pile cross sectional area at
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23compressive force pulse expands d
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25When a uniform free end rod is im
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27RTLR sC vJ cv b= total soil resis
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29For a pile with very hard driving
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Force∆R∆u31( )(2.12)where,BTA =
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33Hammer efficiency defines the per
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35ForceMinimal Shaft ResistanceMini
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372.4. Case Pile Wave Analysis Prog
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39computation is stable only when t
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41,( ) ( ) - (2.17)( ) ( ) ( ) (2.1
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43been carried by many researchers
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Table 2.5: Summary 2 of dynamic soi
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472.4.3.1. Pile modelPile Dynamics,
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49Pile Segment iSoil Segment kJ kR
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̇̇̇̇51= pile bottom velocity at
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534. Constant dynamic soil paramete
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(a) Schematic (b) ModelExternal Com
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572.5.4. Pile modelPile model is di
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59model calculates the dynamic soil
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61where,a ij= acceleration at a pil
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Table 2.6: Summary of static analys
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65Table 2.9: Empirical values for
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Ultimate Capacity (kips)Stroke (ft)
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69blows/ft) or less is required to
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71methods is obscure and it cannot
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73Case Reference Pile type7891011Le
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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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Depth Below Ground (m)Depth Below G
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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
Page 247 and 248: 227for the Iowa Blue Book. To evalu
Page 249 and 250: 229Book method computed by AbdelSal
Page 251 and 252: 231modified resistance factor (Пξ
Page 253 and 254: 233Furthermore, these LRFD recommen
Page 255 and 256: 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
Page 265 and 266: 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
Page 275 and 276: 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
Page 281 and 282: 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: Soil Resistance (R)Soil DampingResi
Page 301 and 302: Shaft Quake Value, qs (mm)Shaft Dam
Page 303 and 304: Depth Below Ground (m)Depth Below G
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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