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112Setup.‖ Journal of the Transportation Research Board, No. 2004, TransportationResearch Board, Washington, D.C., pp. 12-19.Karlsrud, K., Clausen, C. J. F., and Aas, P. M. (2005). ―Bearing Capacity of Driven Piles inClay, the NGI Approach.‖ Proceedings of 1 st International Symposium on Frontiersin Offshore Geotechnics, Balkema, Perth, Australia, pp.775-782.Kim, Kyung Jun. (2002). Development of Resistance Factors for Axial Capacity of DrivenPiles in North Carolina. PhD Dissertation submitted to the Graduate Faculty of NorthCarolina State University. 272 pp.Komurka, V. E., Wagner, A. B., and Edil, T. B. (2003). Estimating Soil/Pile Set-Up. FinalReport Submitted to the Wisconsin Department of Transportation, September,Wisconsin Highway Research Program #0092-00-14, 55 pp.Koutsoftas, D. C. (2002). ―High Capacity Piles in Very Dense Sands.‖ Deep FoundationCongress, Geotechnical Special Publication, No. 116, Vol. 1, ASCE, Reston, VA, pp.632-646.Lee, W., Lee, I. M., Yoon, S. J., and Choi, Y. J. (1996). ―Bearing Capacity Evaluation of thesoil-Cement Injected Pile Using CAPWAP.‖ Proceedings of the 5 th InternationalConference on the Application of Stress-Wave Theory to Piles, Orlando, Universityof Florida, pp.409-419.Lehane, B. M., and Jardine, R. J. (1994). ―Displacement-Pile Behavior in a Soft MarineClay.‖ Canadian Geotechnical Journal, Vol. 31, pp. 181-191.Likins, G., DiMaggio, J., Rausche, F., and Teferra, W. (1992). ―A Solution for HighDamping Constants in Sands.‖ Proceedings of the 4 th International Conference on theApplication of Stress-Wave Theory to Piles: The Netherlands, September, pp. 117-120.Likins, G., Piscsalko, G., Rausche, F., and Hussein, M. (2004). ―Real-Time MonitoringSolutions for Deep Foundation Testing.‖ Compendium of Papers CD-ROM, 83 rdAnnual Transportation Research Board Meeting: Washington, D.C., January, pp. 1-18.Likins, G. and Rausche, F. (2004). ―Correlation of CAPWAP with Static Load Tests.‖Proceedings of the 7 th International Conference on the Application of Stress-Wave
113Theory to Piles, Petaling Jaya, Selangor, Malaysia, August, pp. 153 – 165.Likins, G., Rausche, F., Thendean, G., and Svinkin, M. (1996). ―CAPWAP CorrelationStudies.‖ Proceedings of the 5 th International Conference on the Application ofStresswave Theory to Piles. University of Florida, Orlando, FL.Liu, C., Lin, Q., and Shi, F. (1996). ―Determining the Bearing Capacity of Large-DiameterBored Cast-In-Situ Piles by High Strain Dynamic Pile Testing.‖ Proceedings of the5 th International Conference on the Application of Stress-Wave Theory to Piles,Orlando, University of Florida, pp.409-419.Lo, S. R., Li, K. S., and Lam J. (2008). ―Driven High Capacity H-Piles in Hong KongSaprolites: A Reliability Evaluation of Two Methods.‖ Canada Geotechnical Journal,Vol. 45, pp. 124-130.Long, J. H., Kerrigan, J. A., and Wysockey, M. H. (1999). ―Measured Time Effects for AxialCapacity of Driving Piling.‖ Transportation Research Record 1663, Paper No. 99-1183, Transportation Research Board, Washington, D.C., pp. 8-15.Long, J. H., Maniaci, M. and Samara, E. A. (2002). ―Measured and Predicted Capacity of H-Piles.‖ Geotechnical Special Publication No.116, Deep Foundations, An InternationalPerspective on Theory, Design, Construction, and Performance, Vol. 1, Proceedingsof the International Deep Foundations, Congress 2002, 14-16 th February, Orlando,FL, ASCE, pp. 542-558.Mathias, Dean and Cribbs, Michelle (1998). Driven 1.0: A Microsoft Windows TM BasedProgram for Determining Ultimate Vertical Static Pile Capacity. Publication No.FHWA-SA-98-074, National Highway Institute, Federal Highway Administration,U.S. Department of Transportation, Washington, D.C.McVay, M., Birgisson, B., Zhang, L., Perez., A, and Putcha, S. (2000). ―Load andResistance Factor Design (LRFD) for Driven Piles Using Dynamic Methods – AFlorida Perspective.‖ Geotechnical Testing Journal, Vol. 23, No.1, pp. 55-66.Meyerhof, G. G. (1976). ―Bearing Capacity and Settlement of Pile Foundations.‖ Journal ofGeotechnical Engineering Division, ASCE, Vol. 102, No. GT3, Proc. Paper 11962,pp. 195-228.Morgano, C. M., and White, B. A. (2004). ―Identifying Soil Relaxation from Dynamic
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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
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
Page 115 and 116: 97be determined. The challenges wit
Page 117 and 118: 99Based on about 70 test piles at m
Page 119 and 120: 101Komurka et al. (2003) noted that
Page 121 and 122: 103developed by Wathugala and Desai
Page 123 and 124: 105dynamic analysis methods. They s
Page 125 and 126: 107Factors for LRFD Foundation Stre
Page 127 and 128: 109New Jersey.Coyle, H. M, Bartoske
Page 129: 111Hannigan, P. J. and Webster, S.
Page 133 and 134: 115PDCA Specification 102-07, PDCA
Page 135 and 136: 117Soderberg, L. O. (1962). ―Cons
Page 137 and 138: 119Driven Piles in Clay.‖ Canadia
Page 139 and 140: 1213.2. IntroductionMany researcher
Page 141 and 142: 123with CAPWAP analysis at differen
Page 143 and 144: 125Disturbed soil samples were coll
Page 145 and 146: 1273.4.3. InstrumentationAll test p
Page 147 and 148: 129embedded length before and after
Page 149 and 150: 131(R EOD ) from CAPWAP analyses. T
Page 151 and 152: 133due to restrike and SLT as well
Page 153 and 154: 1353.5.6. Quantitative studies betw
Page 155 and 156: 1373. The experimental investigatio
Page 157 and 158: 139Geotechnical Special Publication
Page 159 and 160: abcTable 3.1: Summary of soil profi
Page 161 and 162: TestpileISU2ISU3ISU4ISU5ISU6HammerD
Page 163 and 164: 1453.02.82.6Reported Soil Informati
Page 165 and 166: Vertical Coefficient of Consolidati
Page 167 and 168: Depth Below Ground (m)Depth Below G
Page 169 and 170: Percent Increase in Total Resistanc
Page 171 and 172: Depth Below Ground (m)Depth Below G
Page 173 and 174: 155CHAPTER 4: PILE SETUP IN COHESIV
Page 175 and 176: 157proposed pile setup method in a
Page 177 and 178: 159consider the immediate gain in p
Page 179 and 180: 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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Depth Below Ground (m)Depth Below G
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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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