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72Table 2.11: Correlation studies between PDA and static load testsCase Reference Pile type123456Holm et al.(1984)Seitz J. M.(1984)Abe et al.(1990)Wei at al.(1991)York et al.(1994)Lee et al.(1996)10.6 × 10.6in precastconcretepiles2.3 ft, 4 ft,and 5 ftconcretebored pilesHP12 × 53steel pileVaries steelH-piles14 inmonotubepiles14 to 19.7in outsidediametersoil-cementinjectedprestressedconcretespuncylinderpilesNumberof testdatabase(N)53SoilprofileLoosesiltysandandsandMediumdensesandabovegravelDaysdelay(ahead) ofSLT afterPDAAve.ratio ofPDAandSLTCOV21 to 28 1.283 0.24Somemonths2.132 0.1941 Silt N/A 0.986 N/A35510Variessoiltypes(sandysilt,clayeysilt ormarineclay)GlacialsandwithfinegravelWaterbornesandwithgraveldeposit4 to 33 0.876 0.09Close 0.734 0.123(20) to (2)=5 piles, 1to 27 =5piles1.435 0.319RemarksUsed J c = 0.2;Settlementlimit methodwas used asSLT failurecriteriaPDAperformedsome monthsafter SLT;Use J c = 0.1Hammer ICE640 was usedfor re-strikeat one dayafter EODSites inSingapore;The staticload test isbased on theelastic-plasticsoil modelthat is similarto dynamicformulaenergyconceptJFK airportproject atNew York;Ground waterfrom 4 to 8 ftThe cementfilled was notconsidered inthe CAPWAPanalysis;Korea
73Case Reference Pile type7891011Lee et al.(1996)Lee et al.(1996)McVay et al.(2000)Long et al.(2002)Sellountouand Roberts(2007)14 to 17.7inprestressedconcretespuncylinderpilesThree 20 inand one 24in diameterSteelcylinderpilesMixture ofconcreteand steelpilesHP12 × 53steel pile14 insquareprecastprestressedconcretepilesTable 2.11: (continue)Numberof testdatabase(N)9448(EOD)42(BOR)13SoilprofileWaterbornesandwithgraveldepositWaterbornesandwithgraveldepositVariessoiltypesSix soillayersfrom 23ft siltyclay to20 ftsandytill withtillbelow13 ftsandyclay on10 ftsiltysandand75 ftstiffclay/sandy clayDaysdelay(ahead) ofSLT afterPDA(6) to (1)= 3 piles,1 to 15 =6pilesAve.ratio ofPDAandSLTCOV1.304 0.1504 to 11 1.310 0.171N/A0.744(EOD)0.965(BOR)0.329(EOD)0.322(BOR)0 1.077 N/A(15) 0.815 N/A(180) 0.870 0.059RemarksFloridaperspectiveSLT 22days afterEODPiles weredriven intomainly clayand sandyclay atLouisiana;BORperformed6 monthsafter SLTAverage 1.118 0.200
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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
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: 71methods is obscure and it cannot
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 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
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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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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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