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110Fellenius, B. H., Riker, R. E., Brien, A. O., and Tracy G. R. (1989). ―Dynamic and StaticTesting in Soil Exhibiting Set-Up.‖ The Journal of Geotechnical Engineering, Vol.115, No. 7, July, Reston, VA, pp.984-1001.Finno, R. J., Cosmao, T., and Gitskin, B. (1989). ―Results of Foundation EngineeringCongress Pile Load Tests.‖ Predicted and Observed Axial Behavior of Piles.Geotechnical special Publication No. 23, ASCE, pp. 338-355.Flaate, K. (1968). ―Bearing Capacity of Friction Piles in Clay.‖ NGF Stipend 1967-1968,Veglaboratoriet, Oslo.Fung, W. K., Kwong, M. K., and Wing, C. T. (2005). ―Observations of using the EnergyObtained from Stress Qwave Measurements in the Hiley Formula.‖ Transactions,Hong Kong Institution of Engineers, 12, pp. 19-21.Goble, G. G. and Likins, G. (1996). ―On the Application of PDA Dynamic Pile Testing.‖Fifth International Conference on the Application of Stress-Wave Theory to Piles(STRESSWAVE 96): Orlando, FL, September, pp. 263-273.Goble, G. G., Likins, G. E., and Rausche, F. (1975). Bearing Capacity of Piles fromDynamic Measurements. Final Report, Department of Civil Engineering, CaseWestern Reserve University, Cleveland, OH.Goble, G. G. and Rausche, F. (1976). Wave Equation Analysis of Pile Driving – WEAPProgram, U.S. Department of Transportation, Federal Highway Administration,Offices of Research and Development, Washington, D.C., Vols. I-IV.Goble, G. G. and Rausche, F. (1980). ―Pile Drivability Predictions by CAPWAP.‖Institution of Civil Engineers. Numerical methods in offshore piling. ICE, London,pp. 29-36.Goble, G. G., Rausche, F., and Likins, G. E. (1980). ―The Analysis of Pile Driving – A Stateof the Art.‖ Presented at the First Seminar on the Application of Stress-Wave Theoryon Piles, 4-5 th June, Stockholm, Sweden, pp.131-161.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.
111Hannigan, P. J. and Webster, S. D. (1987). ―Comparison of Static Load Test and DynamicPile Testing Results.‖ Proceedings of the 2 nd International Symposium, DFI,Luxembourg, May.Hill, R. (1950). The Mathematical Theory of Plasticity. Oxford University Press, New York,N.Y.Hirsch, T. J., Carr, L. and Lowery, L. L. (1976). Pile Driving Analysis, TTI Program, U.S.Department of Transportation, Federal Highway Administration, Offices of Researchand Development, IP-76-13, Washington, D.C., Vols. I-IV.Ho, J. and Weber, L. (1991). ―The Use of High Strength H Bearing Piles In Hong Kong.‖Proceedings of the 4 th International conference on Piling and Deep Foundations,Stresa, Italy, 7-12 th April, Vol. 1, pp. 249-254.Hou ShiTao, Gou Dian Quan G. et al. (1991). ―Effect Analysis on Static and Dynamic Testsof Pile Foundations.‖ Theory and Practice of Piling and Deep Foundations in China.Proceedings of the 4 th International Conference on Piling and Deep Foundartions,Stresa, Italy, April, pp. 161-170.Hunt, S. W. and Baker, C. N. (1988). ―Use of Stress-wave Measurements to Evaluate Pilesin High Set-up Conditions.‖ Fellenius B. (ed.), Proceedings of the 3 rd InternationalConference on the Application of Stress-Wave Theory to Piles, Bitech Publisher,Ottawa, pp. 689-705.Hussein, M. and Goble, G. G. (1987). ―Qualitative Evaluation of Force and VelocityMeasurements during Pile Driving.‖ Dynamic Response of Pile Foundations:Reston,VA, April, pp. 166-183.Hussein, M., Likins, G., and Rausche, F. (1996). ―Selection of a Hammer for High-StrainDynamic Testing of Cast-In-Place Shafts.‖ Fifth International Conference on theApplication of Stress-wave Theory to Piles (STRESSWAVE ’96): Orlando, FL, pp.759-772.Hussein, M., Sharp, M. R., and Knight, W. F. (2002). ―The Use of Superposition forEvaluating Pile Capacity.‖ Proceedings of the Conference American Society of CivilEngineers, February 14-16 th , Orlando, FL, pp. 6-21.Jeon, J. J., and Rahman, M. S. (2007). ―A Neural Network Model for Prediction of Pile
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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
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
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: 109New Jersey.Coyle, H. M, Bartoske
Page 131 and 132: 113Theory to Piles, Petaling Jaya,
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
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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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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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