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

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76Case Reference Pile type15161718Paikowskyet al. (1994)York et al(1994)Thendean etal. (1996)Likins et al.(1996)All piletypesAll piletypesAll piletypesAll piletypes14 inmonotubepilesCombination of steelandconcretepiles fromGRLdatabaseMixture ofconcretepiles, steelpiles, atimber pile,and amonotubepileTable 2.12: (continue)Numberof testdatabase(N)206109Soil profileAll soiltypesAll soiltypesDaysdelay(ahead)of SLTafterCAP-WAPAnytimeAve.ratio ofCAP-WAPandSLTCOV0.732 0.390BOR 0.789 0.33683 Sand BOR 0.780 0.31623 Clay BOR 0.797 0.41159941Glacial sandwith finegravelVarious soiltypesVarious soiltypesClose 0.888 0.077≤ 3 (59piles)> 3 (40piles)0.920 0.22(3) to 3 0.950 0.15RemarksBased onall soiltypes andon anytesting timeof SLT andCAPWAPBased onall soiltypes andCAPWAPBORresultsBased onsandregions andCAPWAPBORresultsBased onclayregions andCAPWAPBORresultsUsingradiationdampingmodelBased onmeasuredPDA BORdataBased onbest matchanalysisand timeratiobetween0.33 to1.25
77Case Reference Pile type19202122232425Lee et al.(1996)Lee et al.(1996)Lee et al.(1996)Liang andZhou (1997)Liang andZhou (1997)Liang andZhou (1997)Cannon(2000)14 in to 20in outsidediametersoil-cementinjectedprestressedconcretespuncylinderpiles14 in to 18inprestressedconcretespuncylinderpilesThree 20 inand one 24in diameterSteelcylinderpilesHP10x42andHP14x89steel piles12.6 inclosed endpipe piles12 in & 14inprestressedconcretepiles6.6 in tubewith 27.6in screwpile8.6 in tubewith 33.5in screwpileTable 2.12: (continue)Numberof testdatabase(N)109421211Soil profileWater bornesand withgraveldepositWater bornesand withgraveldepositWater bornesand withgraveldepositSilty clayover till(HP10),Clayey sandover sand(HP14)Silty clayover tillSilty clayover tillDense tomediumsandWeatheredsandstoneDaysdelay(ahead)of SLTafterCAP-WAP(20) to(2) = 5piles,1 to 27=5 piles(6) to(1) = 3piles, 1to 15 =6 pilesAve.ratio ofCAP-WAPandSLTCOV1.381 0.2191.309 0.1994 to 11 1.220 0.197BOR 1.111 0.293BOR 1.029BOR 0.828 0.041N/A 0.964 N/ASomemonths1.206 N/ARemarksThe cementfilled wasnotconsideredin theCAPWAPanalysis;KoreaSydney Int.Airport.RedcliffHospital atBrisbane
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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
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: 75Case Reference Pile type910111213
Page 97 and 98: 79Case Reference Pile type333435363
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 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
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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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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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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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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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