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140Ng, K.W., Suleiman, M.T., and Sritharan, S. (2011b). ―Pile Setup in Cohesive Soil withEmphasis on LRFD: Analytical Quantifications and Design Recommendations.‖Journal of Geotechnical and Geoenvironmental Engineering, ASCE (Under Review).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.Pile Dynamic, Inc. (2005). GRLWEAP Wave Equation Analysis of Pile Driving: Proceduresand Model Version 2005. Cleveland, Ohio.Randolph, M. F., Carter, J. P., and Wroth, C. P. (1979). ―Driven Piles in Clay-The Effects ofInstallation and Subsequent Consolidation.‖ Geotechnique, 29(4), pp. 361-393.Skov, R., and Denver, H. (1988). ―Time-Dependence of Bearing Capacity of Piles.‖Proceedings of 3 rd International Conference on the Application of Stress-WaveTheory to Piles, B. H. Fellenius, ed., Ottawa, Ontario, Canada, pp. 879–888.Soderberg, L. O. (1962). ―Consolidation Theory Applied to Foundation Pile Time Effects.‖Geotechnique, 12(3), pp. 217-225.Suleiman, M. T., Stevens, L. Jahren, C. T., Ceylan, H., and Conway, W. M. (2010).Identification of Practices, Design, Construction, and Repair Using TrenchlessTechnology. Institute of Transportation, Final Research Report. Iowa Department ofTransportation Project Number IHRB-06-09.Svinkin, M. R., and Skov, R. (2000). ―Set-Up Effect of Cohesive Soils in Pile Capacity.‖Proceedings of 6 th International Conference on the Application of Stress-WaveTheory to Piles, Edited by Niyama, S., and Beim, J., Sao Paulo, Brazil, pp. 107–111.Titi, H. H., and Wathugala, G. W. (1999). ―Numerical Procedure for Predicting PileCapacity-Setup/Freeze.‖ Transportation Research Record 1663, Paper No. 99-0942,Transportation Research Board, Washington, D. C., pp. 25-32.Yang, N. C. (1956). ―Redriving Characteristics of Piles.‖ Journal of Soil MechanicsDivision, 82, SM3, ASCE, 17 pp.Zheng, J. J., Lu, Y. E., Yin, J. H., and Guo, J. (2010). ―Radial Consolidation with VariableCompressibility and Permeability Following Pile Installation.‖ Computers andGeotechnics. 37(3), Elsevier Ltd., pp. 408-412.
abcTable 3.1: Summary of soil profiles and results of soil tests for all test sitesEstimated using Casagrande (1936) graphical procedure from one-dimensional consolidation test.Estimated using square root of time method from one-dimensional consolidation test.Estimated from CPT with pore pressure dissipation test using strain path method.Ch c(cm 2 /min);Depth in m--0.892; 10.8---0.192; 6.8-----0.036; 6.40.019; 6.50.009; 12.50.025; 15.4------0.008; 15.2141d Unusual high OCR due to mechanical compaction during road construction.eTestpileISU2ISU3ISU4ISU5ISU6Soil depth (m)0 to 4.884.88 to 6.16.1 to 10.9810.98 to 13.4213.42 to 17.030 to 2.352.35 to 10.3710.37 to 15.550 to 2.352.35to 2.72.7 to 6.056.05 to 6.456.45 to 12.5512.55 to 17.310 to 7.77.7 to 17.50 to 4.04.0 to 6.16.1 to 9.09.0 to 9.39.3 to 15.515.5 to 19.05USCS soil classificationClayey sand (SC)Low plasticity clay (CL)Low plasticity clay (CL)ClayLow plasticity clay (CL)Sandy low plasticity clay (CL)Sandy low plasticity clay (CL)Low plasticity clay w/ sand (CL)Sandy low plasticity clay (CL)Well graded sandy w/ clay (SW-SC)Silty sand (SM)Well graded sand (SW)Low plasticity clay w/ sand (CL)Sandy low plasticity clay (CL)Low plasticity clay (CL)Low plasticity clay w/ sand (CL)Mixed fill (SC/CL)Silty sand (SM)Sandy low plasticity clay (CL)Sandy to silty sandSandy low plasticity clay (CL)Silt (ML)Ave. SPTN-value ateach layer314344-8103-5-Unitweight(kN/m 3 )-19.122.3-23.0-19.119.019.721.220.221.6OCR a(sampledepth in m)1.0 (2.7)1.1 (6.1)1.1 (9.1)-1.0 (16.8)4.7 d (0.9)1.5 (8.2)1.3 (15.2)----1.6 (8.2)1.0 (13.7)4.5 d (2.4)1.3 (7.6)n/a e (10.7)1.2 (3.7)---1.1 (14.9)n/a e (18)The lack of concave or ―break‖ in the e-log(ζ) curve made the determination of the preconsolidation stress difficult.12138161223810212222.221.620.520.3-19.719.2-23.520.6LL(%)28.743.743.2-47.536.521.430.629.3---27.526.038.438.624.818.224.8-26.731.0PI(%)13.425.019.2-28.418.74.510.811.4---13.513.220.822.217.24.010.9-13.123.6Cv b(cm 2 /min)0.1520.0520.126-0.1130.0720.0770.041----0.0770.0760.1070.0890.0510.033---0.0390.057
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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
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 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: 139Geotechnical Special Publication
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
Page 183 and 184: 165were compared using the proposed
Page 185 and 186: 167(17 ft) well-graded sand (SW) an
Page 187 and 188: 169( )√ ( ) √ (4.10)where μ =
Page 189 and 190: 1714.8. Integration of Pile Setup I
Page 191 and 192: 173diameter smaller than 600 mm). F
Page 193 and 194: Pile Resistance (kN)175geotechnical
Page 195 and 196: 177R m , R t = Measured pile resist
Page 197 and 198: 179Field Testing of Steel Piles in
Page 199 and 200: 181Table 4.1: Summary of existing m
Page 201 and 202: 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
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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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