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100Table 2.19: Summary of piling projects implemented by Skov and Denver (1988)Case Location Pile Type12Albory,GermayHamburg,Germany250×250 mmconcrete piles762 mm φsteel pipe pilePile Length(m)SoilType19 (a) and 21 (b) Clay33.7 SandHammerNo. ofRestrikesDelay ofSLT(day)UDCOMBH5H3 29MRB600 (c)andDelmag1 7D46-02 (d)Nykobing F, 300×300 mm311 Chalk BANUT 6 14Denmark concrete pilesHamburg, 350×350 mmUDCOMB421 Sand4 19Germany concrete pilesH5H(a) – Piles selected for restrikes; (b) – Pile selected for a static load test; (c) – Hammer used duringdriving; and (d) – Hammer used during the restrike.7.006.005.00Note: Open markers refer to SLT data andclosed markers refer to restrike datat o = 5 days; A = 5.0Case 1 (Clay)Case 3 (Chalk)Case 4 (Sand)R/R o4.003.002.00t o = 1 day; A = 0.6t o = 0.5 day; A = 0.21.000 0.5 1 1.5 2 2.5Log 10 (t/t o )Figure 2.19: The development of Skov and Denver (1988) pile setup relationshipThe determination of t o and A values is challenging, and they are usually assumedfrom literature, or back-calculated from experimental results (Komurka et al. 2003). Bullock(1999) noted that the setup parameter (A) is a function of the t o value, or vice-versa.
101Komurka et al. (2003) noted that the t o value is a function of soil type and pile size. Forinstance, Camp and Parmer (1999) concluded that piles with larger diameter have larger t ovalues. Due to the variability of soil and pile types, Svinkin et al. (1994), Bullock et al.(2005a), and Yang & Liang (2006) reported A values ranging from 0.1 to 1.0. For practicalapplication, Bullock et al. (2005b) recommended using a conservative and default value ofA=0.1 for piles embedded in mixed soil profiles without performing restrikes. The nonuniquenessof the A value, which is usually determined from restrikes, has not beensuccessfully correlated with soil properties, which limits the general application of thisequation. In order to improve the estimation of setup using the estimated pile resistance atEOD, Long et al. (1999) and Svinkin and Skov (2000) respectively proposed the use of 0.01day and 0.1 day for t o .Using pile load tests conducted at five separate sites in the Chicagoland area with fourcompression tests and one tension test, Lukas and Bushell (1989) estimated pile setup inclayey soils by first determining average undrained shear strength (S u ) along the pile. Next,they found that the soil-pile adhesion (S a ) at short period of time after driving can beapproximated by the remolded shear strength (S r ), which is the ratio of S u and soil sensitivity(S t ). Based on the field test results, the long term S a values corresponding to the timebetween 30 and 80 days did not reach the measured S u value. For this reason, the long termS a value was suggested as the product of S u and an adhesion factor (AF). The increase in pileresistance (∆R) was estimated by summing the product of the gain in adhesion (differencebetween long-term and short-term S a values) and the corresponding segmental pile shaftsurface area given by Eq. (2.61). They suggested the adhesion factors of 0.83 and 0.64 forstiff clay and soft to medium clay soils, respectively. The challenge with this approach is thedetermination of a suitable adhesion factor at a time of consideration unless field pile loadtests are performed over a period of time.∑[ ( ) ( )] (2.61)
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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,
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: 99Based on about 70 test piles at m
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 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
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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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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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