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114Testing.‖ Proceeding of the 7 th International Conference on the Application of StressWave Theory to Piles, Petaling Jaya, Selangor, Malaysia, August, pp.415-421.Ng, K. W., Suleiman, M. T., Sritharan, S., Roling, M., and AbdelSalam, S. S. (2011).Development of LRFD Design Procedures for Bridge Piles in Iowa – SoilInvestigation and Full-Scaled Pile Tests. Final Report Vol. II. IHRB Project No. TR-573. Institute of Transportation, Iowa State Univeristy, Ames, Iowa.Nordlund, R. L. (1963). ―Bearing Capacity of Piles in Cohesionless Soils.‖ ASCE, SM&FJournal SM-3.Nordlund, R. L. (1979). ―Point Bearing and Shaft Friction of Piles in Sand.‖ 5 th AnnualFundamentals of Deep Foundation Design, University of Missouri-Rolla.Nowak, A. (1999). NCHRP Report 368: Calibration of LRFD Bridge Design Code.Transportation Research Board, Washington, D.C.Paikowsky, S.G. with Contributions from Birgisson from Birgisson, B., McVay, M., Nguyen,T., Kuo, C., Baecher, G., Ayyab, B., Stenersen, K., O’Malley, K., Chernauskas, L.,and O’Neill, M. (2004). Load and Resistance Factor Design (LRFD) for DeepFoundations, NCHRP Report 507, Transportation Research Board, Washington, D.C.Paikowsky, S. G., Regan, J. E., and McDonnell, J. J. (1994). A Simplified Field Method forCapacity Evaluation of Driven Piles. Publication No. FHWA-RD-94-042. NationalHighway Institute, Federal Highway Administration, U.S. Department ofTransportation, Washington, D.C.Pei, J., and Wang, Y. (1986). ―Practical Experiences on Pile Dynamic Measurement inShanghai.‖ Proceedings of International Conference on Deep Foundations, Beijing,China, pp. 2.36-2.41.Perez, A.P. (1998). Load Resistance Factor Design (LRFD) for Driven Piles Based onDynamic Methods with Assessment of Skin and Tip Resistance from PDA Signals.MS. Thesis, University of Florida, FL.Pestana J. M., Hunt, C. E., and Bray, J. D. (2002). ―Soil Deformation and Excess PorePressure Field Around A Closed-Ended Pile.‖ Journal of Geotechnical andGeoenvironmental Engineering, ASCE, Vol. 128, No. 1, January 1, pp.1-12.Pile Driving Contractors Association (2007). Installation Specification for Driven Piles
115PDCA Specification 102-07, PDCA Technical Committee, January.Pile Dynamic, Inc. (1996). Pile Driving Analyzer Manual; Model PAK, Cleveland, OH.Pile Dynamics, Inc. (2000). CAPWAP for Windows Manual 2000, Cleveland, OH.Pile Dynamics, Inc. (2001). Pile Driving Analyzer-W Help: For use with PDA Models PAKand PAL, Version: July, Cleveland, OH.Pile Dynamics, Inc. (2005). GRLWEAP Wave Equation Analysis of Pile Driving:Procedures and Models Version 2005, Cleveland, OH.Priem, M. J., March, R., and Hussein, M. (1989). ―Bearing Capacity of Piles in Soils withTime Dependent Characteristics.‖ Piling and Deep Foundations, Vol. 1, pp. 363-370.Poulos, H. G. and Davis, E. H. (1980). Pile Foundation Analysis and Design. John Wileyand Sons, NY. .Randolph, M. F. and Wroth, C. P. (1978). ―Analysis of Deformation of Vertically LoadedPiles.‖ Journal of Geotechnical Engineering Division, ASCE, 104(12), pp. 1465-1488.Rausche, F., and Goble, G. G. (1979). ―Determination of Pile Damage by TopMeasurements.‖ American Society for Testing and Materials, Philadelphia, PA, pp.500-506.Rausche, F., Goble, G. G. and Likins, G. E. (1985). ―Dynamic Determination of PileCapacity.‖ Journal of Geotechnical Engineering, ASCE, Vol. III, No.3, Reston, VA,January, pp. 367-383.Rausche, F., Goble, G. G. and Likins, G. E. (1992). ―Investigation of Dynamic SoilResistance on Piles using GRLWEAP.‖ Proceeding of the 4 th InternationalConference on Application of Stress-Wave Theory to Piles, Frans B. J. Barends, ed.,A. A. Balkema, The Hague, The Netherlands, pp. 137-142.Rausche, F., Likins, G. E., and Goble, G. G. (1994). ―A Rational and Usable Wave EquationSoil Model Based on Field Test Correlation.‖ Proceedings Design and Constructionof Deep Foundations, Federal Highway Administration, Washinton, D. C.Rausche, F., Robinson, B., and Likins, G. E. (2004). ―On The Prediction of Long Term PileCapacity from End of Driving Information.‖ Current Practices and Future Trends inDeep Foundations, Geotechnical Special Publication No. 125, Di Maggio, J.A. and
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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
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 and 130: 111Hannigan, P. J. and Webster, S.
Page 131: 113Theory to Piles, Petaling Jaya,
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
Page 181 and 182: 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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