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108Bowles, J. E. (1996). Foundation Analysis and Design. 5 th Edition, McGraw-Hill BookCompany, 1004.Bullock, P. J. (1999). Pile Friction Freeze: A Field and Laboratory Study, Vol. 1. Ph.D.Dissertation, University of Florida, FL.Bullock, P. J., Schmertmann, J. H., McVay, M. C., and Townsend, F. C. (2005a). ―SideShear Setup I: Test Piles Driven in Florida.‖ Journal of Geotechnical andGeoenvironmental Engineering, 131(3), ASCE, pp. 292-300.Bullock, P. J., Schmertmann, J. H., McVay, M. C., and Townsend, F. C. (2005b). ―SideShear Setup II: Results From Florida Test Piles.‖ Journal of Geotechnical andGeoenvironmental Engineering, 131(3), ASCE, pp. 301-310.Camp, W. M., and Parmar, H. S. (1999). ―Characterization of Pile Capacity with Time in theCooper Marl: A Study of the Applicability of a Past Approach to Predict Long-TermPile Capacity.‖ Transportation Research Record 1663, Paper No. 99-1381,Transportation Research Board, Washington, D.C., pp. 1-19.Cannon J. G. (2000) ―The Application of High Strain Dynamic Pile Testing to Screwed SteelPiles.‖ In J. Beim & S. Niyama (Eds), Application of Stress-Wave Theory to Piles:Quality Assurance on Land and Offshore Piling: At Taylor & Francis, BalkemaRotterdam, September, pp. 393-398.Cheney, R. S. and Chassie, R. G. (1993). Soils and Foundations Workshop Manual. 2 ndEdition, Report No. HI-88-009, U. S. Department of Transportation, Federal HighwayAdministration, Office of Engineering, Washington, D.C., pp. 353-362.Chiesura, Guido (1998). ―Some Dynamic Parameters of Drilled Piles under Low-and High-Energy Tests. Correlation with the Static Pattern.‖ Proceeding of the 7 thInternational Conference and Exhibition on Piling and Deep Foundations, DeepFoundation Institute, 15 th to 17 th June, Palais, Ferstel, Vienna, Austria, pp. 1.5.1-1.5.11.Chow, F. C., Jardine, R. J., Brucy, F., and Nauroy, J. F. (1998). ―Effect of Time on Capacityof Pipe Piles in Dense Marine Sand.‖ Journal of Geotechnical and GeoenvironmentalEngineering, 124(3), ASCE, pp. 254-264.Coduto, D. P. (2001). Foundation Design: Principles and Practices. 2 nd Edition, Prentice Hall,
109New Jersey.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, TX, August.Coyle, H. M. and Gibson, G. C. (1970). ―Empirical Damping Constants for Sands andClays.‖ Journal of Soil Mechanics and Foundation Division, ASCE, Vol. 96, No.SM3, May, pp. 949-965.Denver, H. and Skov, R. (1988). ―Investigation of the Stress-Wave Method by InstrumentedPiles.‖ Proceedings of the 3 rd International Conference on the Application of Stress-Wave Theory to Piles, BiTech Publisher, Ottawa, Canada, pp. 613-625.Esrig, M. E. and Kirby, R. C. (1979). ―Advances in General Effective Stress Method for thePrediction of Axial Capacity for Driven Piles in Clay.‖ Proceedings, 11 th AnnualOffshores Technology Conference, pp. 437-449.Faber, M. H. (2001). ―Methods of Structural Reliability Theory – An Introduction.‖ SwissFederal Institute of Technology, Lectures Notes on Risk and Reliability in CivilEngineering, pp. 1-11.Fellenius, B. H. (1991). Foundation Engineering Handbook. 2 nd Edition. H.S. Fang, Editor,Van Nostrand Reinhold Publisher, NY.Fellenius, B. H. (1996). Basics of Foundation Design. BiTech Publishers, Richmond, BritishColumbia, 134 p.Fellenius, B. H. (1999). Using the Pile Driving Analyzer. Pile Driving ContractorsAssociation, PDCA, Annual Meeting, San Diego, February 19-20, pp. 1-4.Fellenius, B. H. (2008). ―Effective Stress Analysis and Set-up for Shaft Capacity of Piles inClay.‖ From Research To Practice In Geotechnical Engineering, GSP No. 180,ASCE, pp. 384-406.Fellenius, B. H. and Altaee, A. (2001). ―Pile Dynamics in Geotechnical Practice – Six CaseHistories.‖ ASCE, International Deep Foundation Congress, An InternationalPerspective on Theory, Design, Construction, and Performance, Geotechnical SpecialPublication GSP No. 116, Edited by M.W. O’Neill, and F.C. Townsend, Orlando,Florida, February 14-16, 2002, Vol. 2, pp. 619-631.
Page 1:
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
Page 75 and 76: 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: 107Factors for LRFD Foundation Stre
Page 129 and 130: 111Hannigan, P. J. and Webster, S.
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
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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
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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
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
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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
Page 305 and 306:
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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