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234Furthermore, the procedure of incorporating pile setup into the LRFD framework asdescribed in Chapter 5 was employed to determine different resistance factors (φ EOD andφ setup ) for the initial pile resistance at EOD (R EOD ) estimated using either WEAP orCAPWAP, and the pile setup resistance (R setup ) estimated using the proposed SPT-basedsetup equation. The consideration of pile setup in LRFD further elevates the efficiency ofbridge foundations attaining the economic advantages of a pile setup. Due to the tremendousbenefits of the proposed LRFD recommendations, the results presented in this paper will beadopted by the Iowa DOT as part of the bridge foundation design guidelines.6.8. AcknowledgmentsThe authors would like to thank the Iowa Highway Research Board for sponsoringthe research presented in this paper. We would like to thank the members of the TechnicalAdvisory Committee: Ahmad Abu-Hawash, Bob Stanley, Curtis Monk, Dean Bierwagen,Gary Novey, John Rasmussen, Ken Dunker, Kyle Frame, Lyle Brehm, Michael Nop, andSteve Megivern of this research project for their guidance. Special thanks are due to SherifS. AbdelSalam, Matthew Roling, and Douglas Wood for their assistance with the field testsand to Donald Davidson and Erica Velasco for their assistance with the laboratory soil tests.6.9. ReferencesAmerican Association of State Highway and Transportation Officials. (AASHTO). (2001).LRFD Bridge Design Specifications. Washington, D.C.American Association of State Highway and Transportation Officials. (AASHTO). (2003)LRFD Bridge Design Specifications. Customary U.S. Units, 2 nd Edition, Washington,D.C.American Association of State Highway and Transportation Officials. (AASHTO). (2007)LRFD Bridge Design Specifications. Customary U.S. Units, 4 th Edition, 2008Interim, Washington, D.C.American Association of State Highway and Transportation Officials. (AASHTO). (2010)LRFD Bridge Design Specifications. Customary U.S. Units, 5 th Edition, 2010 Interim
235Revisions, Washington, D.C.AbdelSalam, S., Sritharan, S., Suleiman, M. T., Ng, K. W., & Roling, M. J. (2010).Development of LRFD Procedures for Bridge Pile Foundations In Iowa - Volume III:Recommended Resistance Factors with Consideration to Construction Control andSetup. Institute of Transportation, Iowa State Univeristy, Ames, IA.AbdelSalam, S., Sritharan, Sri, and Suleiman, T. M. (2011). ―LRFD Resistance Factors forDesign of Driven H-Piles in Layered Soils.‖ Journal of Bridge Engineering, ASCE.(under review).Allen, T. M. (2005). Development of the WSDOT Pile Driving Formula and Its LRFDCalibration. FHWA Report, Washington State DOT, WA.Anderson, T. W., and Darling, D. A. (1952). ―Asymptotic Theory of Certain "Goodness-of-Fit" Criteria Based on Stochastic Processes.‖ Annals of Mathematical Statistics, 23,pp. 193-212.Barker, R., Duncan, J., Rojiani, K., Ooi, P., Tan, C., and Kim, S. (1991). NCHRP Report343: Manuals for the Design of Bridge Foundations. Transportation ResearchBoard,Washington, D.C.Davisson, M. (1972). ―High Capacity Piles.‖ Soil Mechanics Lecture Series on Innovationsin Foundation Construction, ASCE, Chicago, IL, pp. 81-112.Dirks, K. and Kam, P. (1989). Foundation Soils Information Chart. Iowa Department ofTransportation, Office of Road Design, Ames, IA.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.Long, James H., Hendrix, Joshua, and Baratta, Alma. (2009). Evaluation/Modification ofIDOT Foundation Piling Design and Construction Policy. Research Report FHWA-ICT-09-037, Illinois Center for Transportation, University of Illinois at Urbana-Champaign, IL, March.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: Soil Investigationand Full-Scaled Pile Tests. Final Report Vol. II. IHRB Project No.TR-573. Institute
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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
Page 203 and 204: 183Soil LayerTable 4.5: Soil inform
Page 205 and 206: (R t /R EOD ) × (L EOD /L t )(R t
Page 207 and 208: Measured Pile Resistance (kN)Measur
Page 209 and 210: 189Measured Pile Resistance at Time
Page 211 and 212: Ratio of Measured and Predicted Pil
Page 213 and 214: 193surrounding the pile and the con
Page 215 and 216: 195Method (FORM) to calculate resis
Page 217 and 218: 197estimated using Eq. (5.1a), was
Page 219 and 220: 199Table 5.2: Comparison of Resista
Page 221 and 222: Percent201E(g) = expected value or
Page 223 and 224: 203( ( )) ( ̅) ( ) (5.7)( ) ( ) (5
Page 225 and 226: 205φ setup values. At a fixed dead
Page 227 and 228: 207conditions and design practices,
Page 229 and 230: 209procedure in pile designs. Two c
Page 231 and 232: 211estimation methods (e.g. Skov an
Page 233 and 234: 213End-Of-Drive and Set-up Componen
Page 235 and 236: 215CHAPTER 6: INTEGRATION OF CONSTR
Page 237 and 238: 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: 233Furthermore, these LRFD recommen
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 and 290: 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
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
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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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