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

More documents

Recommendations

Info

116Hussein, M.H., Eds, ASCE, Reston, VA, August, pp. 77-95.Randolph, M. F., Carter, J. P., and Wroth, C. P. (1979). ―Driven Piles in Clay – the Effectsof Installation and Subsequent Consolidation.‖ Geotechnique 29, No.4, pp.361-393.Robert Y. Liang and Abdullah I. Husein. (1993). ―Simplified Dynamic Method for Pile-Driving Control.‖ Journal of Geotechnical Engineering, ASCE, Vol.119, No.4, April,pp. 694-713.Robert Y. Liang and Sheng, Y. (1992). ―Interpretation of Smith Model Parameters Based onCavity Expansion Theory.‖ Proceeding of the 4 th International Conference onApplication of Stress-Wave Theory to Piles, Frans B. J. Barends, ed., A. A. Balkema,The Hague, The Netherlands, pp. 111-116.Robert Y. Liang and Sheng Y. (1993). ―Wave Equation Parameters from Driven-Rod Test.‖Journal of Geotechnical Engineering, ASCE, Vol.119, No.6, June, pp. 1037-1057.Robert Y. Liang and Zhou, Jian. (1997). ―Probability Method Applied to Dynamic Pile-Driving Control.‖ Journal of Geotechnical and Geoenvironmental Engineering, Vol.123, No. 2, February, pp. 137-144.Schmertmann, J. H. (1991). ―The Mechanical Aging of Soils.‖ Journal of GeotechnicalEngineering, Vol. 117, No. 9, September, ASCE, pp. 1288-1330.Sellountou, E. A. and Robert, T. L. (2007). ―The Cost Effectiveness of Dynamic PileInstallation Monitoring: A Case Study.‖ Proceedings of the 7 th InternationalSymposium on Field Measurements in Geomechanics, ASCE, September 24-27,Boston, MA. 12 pp.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.Smith, E. A. L. (1962). ―Pile-Driving Analysis by the Wave Equation.‖ Journal of the SoilMechanics and Foundations Division, ASCE, Paper No. 3306, Vol. 127, Part 1,pp.1145-1193.Soares, M. M., Matos, S. F. D., and de Mello, J. R. C. (1984). ―Pile Driveability Studies,Pile Driving Measurements.‖ Proceedings of the 2 nd International Conference on theApplication of Stress-Wave Theory on Piles, Stockholm, May 27-30, pp.64-71.
117Soderberg, L. O. (1962). ―Consolidation Theory Applied to Foundation Pile Time Effects.‖Geotechnique, 12(3), pp.217-225.Svinkin, M. R. (1996). ―Setup and Relaxation in Glacial Sand – Discussion.‖ Journal ofGeotechnical Engineering, ASCE, 122(4), pp. 319-321.Svinkin, M. R. (1997). ―Time Dependent Capacity of Piles in Clayey Soils by DynamicMethods.‖ Proceedings of the 14 th International Conference on Soil Mechanics andFoundation Engineering, Hamburg, Germany, September, Vol.2, pp. 1045-1048.Svinkin, M. R., Morgano, C. M., and Morvant, M. (1994). ―Pile Capacity as a Function ofTime in Clayey and Sandy Soils.‖ Deep Foundation Institute, 5 th InternationalConference and Exhibition on Piling and Deep Foundations, pp. 1.11.1-1.11.8.Svinkin, M. R., and Skov, R. (2000). ―Set-Up Effect of Cohesive Soils in Pile Capacity.‖Proceedings of 6 th International Conference on Application of Stress-Waves Theoryto Piles, Niyama, S., and Beim, J., ed., Balkema, A. A., Sao Paulo, Brazil, pp.107-111.Svinkin, M. R. and Woods, R. D. (1998). ―Accuracy of Determining Pile Capacity byDynamic Methods.‖ Proceeding of the 7 th International Conference and Exhibitionon Piling and Deep Foundations, Deep Foundation Institute, 15 th to 17 th June, Palais,Ferstel, Vienna, Austria, pp. 1.2.1 – 1.2.8.Swann, L. H. and Abbs, A. F. (1984). ―The Use of Wave Equation in Calcareous Soils andRocks.‖ Proceedings of the 2 nd International Conference on the Application ofStress-Wave Theory on Piles, Stockholm, May 27-30, pp. 421-434.Thendean, G., Rausche, F., Svinkin, M. and Likins, G. (1996). ―Wave Equation CorrelationStudies.‖ Proceedings of the 5 th International Conference on the Application ofStress-Wave Theory to Piles, 1996, Orlando, University of Florida, pp. 144-162.Timoshenko, S. and Goodier, J. N. (1951). Theory of Elasticity, 2 nd Edition, McGraw- HillBook Corporation, NY.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.Thurman, A. G. (1964). Computed Load Capacity and Movement of Friction and End
Page 1:
Pile Setup, Dynamic Construction Co
Page 5:
v2.5.8. Soil profile input procedur
Page 8 and 9:
viii6.2. Introduction .............
Page 10 and 11:
xLIST OF FIGURESFigure 2.1: Typical
Page 12 and 13:
xiiresistances using the proposed p
Page 14 and 15:
xivLIST OF TABLESTable 2.1: Summary
Page 16 and 17:
xviABSTRACTBecause of the mandate i
Page 18 and 19:
xviiiFurthermore, using these calib
Page 20 and 21:
2soil strength. The gain in effecti
Page 22 and 23:
4check pile integrity; (5) evaluate
Page 24 and 25:
6confidently accounted for in curre
Page 26 and 27:
8Board (IHRB) sponsored research pr
Page 28 and 29:
10collected undisturbed soil sample
Page 30:
12correction factors to estimated p
Page 33 and 34:
15Chapter 7 - An Improved CAPWAP Ma
Page 35 and 36:
17Procedures and Models Version 200
Page 37 and 38:
19Section 2.8.2.2. Historical Summa
Page 39 and 40:
21A = pile cross sectional area at
Page 41 and 42:
23compressive force pulse expands d
Page 43 and 44:
25When a uniform free end rod is im
Page 45 and 46:
27RTLR sC vJ cv b= total soil resis
Page 47 and 48:
29For a pile with very hard driving
Page 49 and 50:
Force∆R∆u31( )(2.12)where,BTA =
Page 51 and 52:
33Hammer efficiency defines the per
Page 53 and 54:
35ForceMinimal Shaft ResistanceMini
Page 55 and 56:
372.4. Case Pile Wave Analysis Prog
Page 57 and 58:
39computation is stable only when t
Page 59 and 60:
41,( ) ( ) - (2.17)( ) ( ) ( ) (2.1
Page 61 and 62:
43been carried by many researchers
Page 63 and 64:
Table 2.5: Summary 2 of dynamic soi
Page 65 and 66:
472.4.3.1. Pile modelPile Dynamics,
Page 67 and 68:
49Pile Segment iSoil Segment kJ kR
Page 69 and 70:
̇̇̇̇51= pile bottom velocity at
Page 71 and 72:
534. Constant dynamic soil paramete
Page 73 and 74:
(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 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: 115PDCA Specification 102-07, PDCA
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
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
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 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 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
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
show all

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

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?