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2707.10. ReferencesComputers and Structures, Inc. (CSI). (2008). CSI Analysis Reference Manual ForSAP2000 ® , ETABS ® , and SAFE ® . Berkeley, CA.Coyle, H. M, Bartoskewitz, R. E., and Berger, W. J. (1973). ―Bearing Capacity by WaveEquation Analysis – State of Art.‖ Texas Transportation Institute, Texas A & MUniversity, August.Hannigan, P.J., Goble, G.G., Thendean, G., Likins, G.E. and Rausche, F. (1998). Design andConstruction of Driven Pile Foundations – Volumn II, FHWA-HI-97-013. NationalHighway Institute, Federal Highway Administration, U.S. Department ofTransportation, Washington, D.C.Malkawi, A. I. H. and Ayasrah, I. M. (2000). ―Identification of Soil-Pile Model InteractionParameters from Recorded Time-Displacement Signals.‖ Application of Stress-WaveTheory to Piles: Quality Assurance on Land and Offshore Piling: At Taylor &Francis, Balkema, Rotterdam, September, pp. 233-240.Mayne, P. W. (2007). Cone Penetration Test: A Synthesis of Highway Practice. NCHRPSynthesis 368, Transportation Research Board, Washington, D.C.McVay, Michael, and Ching Kuo. (1999). Estimate Damping and Quake by UsingTraditional Soil Testing. Department of Civil Engineering, University of Florida,Gainesville, FL.Ng, K. W., Suleiman, M. T., Sritharan, S., Roling, M., and AbdelSalam, S. S. (2011).Development of LRFD Design Procedures for Bridge Pile Foundations in Iowa –Field Testing of Steel Piles in Clay, Sand and Mixed soils and Data Analysis. FinalReport Vol. II. IHRB Project No. TR-573. Institute of Transportation, Iowa StateUniveristy, Ames, IA.Paikowsky, S. G., Regan, J. E., and McDonnell, J. J. (1994). A Simplified Field Method forCapacity Evaluation of Driven Piles. FHWA-RD-94-042. Federal HighwayAdministration, U.S. Department of Transportation, Washington, D.C.Pile Dynamic, Inc. (2000). CAPWAP for Windows Manual. Pile Dynamic, Inc., Cleveland,OH.Liang, Y. (2000). ―Correlation Study of Smith Damping Coefficient and SPT Blow Count.‖
271Application of Stress-Wave Theory to Piles: Quality Assurance on Land and OffshorePiling: At Taylor & Francis, Balkema, Rotterdam, September, pp. 461-467.Liang, Y. and Sheng Y. (1993). ―Wave Equation Parameters from Driven-Rod Test.‖Journal of Geotechnical Engineering, ASCE, Vol.119, No.6, June, pp. 1037-1057.Roling, M. J. (2010). Establishment of a Suitable Dynamic Pile Driving Formula for theConstruction Control of Iowa Driven Pile Foundations and its Calibration for Loadand Resitance Factor Design. Master Thesis. Department of Civil, Construction, andEnvironmental Engineering, Iowa State University, Ames, IA.Schmertmann, J.H. (1978). Guidelines for Cone Penetration Test, Performance and Design.Report No. FHWA-TS-78-209, U.S. Department of Transportation, Washington,D.C., 145 pp.Smith, E. A. L. (1962). ―Pile-Driving Analysis by the Wave Equation.‖ Journal of the SoilMechanics and Foundations Division, ASCE, Paper No. 3306, Vol. 127, Part 1, pp.1145-1193.Svinkin, M. R. and Woods, R. D. (1998). ―Accuracy of Determining Pile Capacity byDynamic Methods.‖ Proceeding of the 7th International Conference and Exhibitionon Piling and Deep Foundations, Deep Foundation Institute, 15 th to 17 th June, Palais,Ferstel, Vienna, Austria, pp. 1.2.1-1.2.8.
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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
Page 239 and 240: 219Chapter 5. The resistance factor
Page 241 and 242: 2216.4.3. Calibration methodFirst-O
Page 243 and 244: 223The LRFD resistance factors cali
Page 245 and 246: 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: 269correlation between dynamic soil
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: 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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