S - Kam Ng PhD Dissertation Final.pdf - Digital Repository of CCEE ...

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Depth below ground (m)Depth below ground (m)Shaft Damping Factor, Js (s/m)Depth below ground (m)Depth below ground (m)28000224466881010121214141616SPT N-value0 5 10 15SPT N-value20 250 5 10 15Fill (ML/SC) 20 25GWTGWTSC/CLSC/CLMixed (SC-ML)CLCLCLCL18SPT N-value18Damping Factor (Proposed)Damping Factor (AC) (Default)200.00 0 0.50 0.5 1.001 1.50 1.5 2.00 2Shaft Damping Factor, J s (s/m) Js (s/m)SPT N-value18Shaft Quake (Proposed)Shaft Quake (AC)200 1 2 2 3 3 4 4 5 566Shaft Quake, q s (mm) qs (mm)(a) J s versus SPT N-value(b) q s versus SPT N-valueFigure 7.7: SPT N-values versus (a) shaft damping factors; and (b) shaft quake values alongthe embedded pile length <strong>of</strong> ISU500224466881010121214 1416 16SPT N-value0 5 10 15SPT N-value20 250 5 10 15 20Fill (ML/SC)25Mixed (SC-ML)GWTGWTCL/SCSC/CLCLCLCLCL1.401.201.00Liang (2000)Smith (1962)Hannigan et al. (1998)All Sites-EODISU5 & ISU6-BOR (8 to 10 days)J s = 0.0052 N 1.7327R² = 0.8024 (BOR)0.800.600.400.20J s = 0.016 N 1.1838R² = 0.8253 (EOD)Robert Liang (2000), J s =2.089 N62.5 + N0.000 2 4 6 8 10 12 14 16 18 20 22 24 26SPT N-valueFigure 7.8: Relationship between shaft damping factor for cohesive soils and SPT N-value
Shaft Quake Value, qs (mm)Shaft Damping Coefficient, c s (kN-s/m)2811009080All Sites-EOD (Proposed Js Eqn)All Sites ( Liang (2000) Js Eqn)ISU5 & ISU6-BOR (8 to 10 days)c s = 0.4966 N 1.6217R² = 0.6605 (BOR)70605040c s = 0.3099 N 1.4844R² = 0.8221 (EOD)3020100c s = 0.7671 N 1.1656R² = 0.788( Liang Js Eqn)0 2 4 6 8 10 12 14 16 18 20 22 24 26SPT N-valueFigure 7.9: Relationship between shaft damping coefficient for cohesive soils and SPT N-value1412Smith (1962)Hannigan et al. (1998)All Sites-EODISU5 & ISU6-BOR (8 to 10 days)108q s = 9.1664e -0.13 NR² = 0.9001 (EOD)q s = -6.944ln(N) + 24.177R² = 0.6881 (BOR)64200 2 4 6 8 10 12 14 16 18 20 22 24 26SPT N-valueFigure 7.10: Relationship between shaft quake value for cohesive soils and SPT N-value
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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
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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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Page 251 and 252: 231modified resistance factor (Пξ
Page 253 and 254: 233Furthermore, these LRFD recommen
Page 255 and 256: 235Revisions, Washington, D.C.Abdel
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: Upward Traveling Wave, W u (kN)F(t)
Page 303 and 304: Depth Below Ground (m)Depth Below G
Page 305 and 306: Shaft Quake Value, q s (mm)Smith's
Page 307 and 308: Shaft Dampinf Factor, J s (s/m)Shaf
Page 309 and 310: 289CHAPTER 8: SUMMARY, CONCLUSIONS
Page 311 and 312: 291increased immediately and rapidl
Page 313 and 314: 293improved. The regionally-calibra
Page 315 and 316: 295relationship was conclusively dr
Page 317: 297ACKNOWLEDGMENTSI was one of the
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