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144TestpileISU2ISU3ISU4ISU5ISU6Table 3.4: Percent increase in pile resistance based on WEAP, CAPWAP and SLTTypeofeventTimeafterEOD, t(day)WEAP,∆R t /R EOD(%)CAPWAP, ∆R t /R EOD (%)TotalShaftEndBearing∆R t /R EOD-WEAP (%)SLT∆R t /R EOD-CAPWAP (%)Total Total ShaftEndBearingBOR1 0.17 31 % 44 % 52 % 6 %BOR2 0.92 59 % 61 % 71 % 12 %62 % 55 % 66 % 3 %BOR3 2.97 80 % 61 % 71 % 13 % (9 days after EOD)BOR1 2.85E-3 36 % 4 % 4 % 10 %BOR2 7.30E-3 36 % 6 % 5 % 16 %84 % 52 % 60 % 3 %BOR3 1.66E-2 36 % 31 % 33 % 22 %BOR4 1.11 49 % 45 % 49 % 21 %(36 days after EOD)BOR5 1.96 61 % 49 % 54 % 21 %BOR1 4.05E-3 12 % 4 % 1 % 17 %IncompleteBOR2 1.58E-2 29 % 7 % 5 % 17 % 62 % 51 %ReadingsBOR3 0.04 18 % 19 % 19 % 15 %BOR4 0.74 40 % 33 % 36 % 14 %BOR5 1.74 55 % 42 % 46 % 13 %(16 days after EOD)BOR6 4.75 63 % 51 % 57 % 14 %BOR1 5.38E-3 24 % 7 % 9 % 1 %BOR2 1.26E-2 27 % 21 % 30 % 2 % 70 % 37 % 52 % 3 %BOR3 4.78E-2 30 % 24 % 33 % 3 %BOR4 0.92 42 % 31 % 41 % 7 %BOR5 2.90 59 % 32 % 43 % 7 %(9 days after EOD)BOR6 7.92 79 % 38 % 51 % 8 %BOR1 1.60E-3 -4 % 0 % 0 % 0 %BOR2 4.36E-3 3 % 3 % 2 % 6 %Incomplete54 % 47 %BOR3 1.17E-2 10 % 2 % 1 % 7 %ReadingsBOR4 6.71E-2 20 % 22 % 24 % 11 %BOR5 0.83 43 % 29 % 32 % 12 %BOR6 2.82 57 % 36 % 40 % 15 %BOR7 6.79 73 % 46 % 51 % 17 %(14 days after EOD)BOR8 9.81 82 % 46 % 51 % 16 %Table 3.5: Summary of four best-fit trends and their coefficient of determinations for ISU6Type of TrendBest-Fit EquationNumber ofEmpirical ConstantCoefficient ofDetermination, R 2Exponential( )4 0.9124Square Root √ 3 0.9753Logarithmic ( ) 2 0.9680Rational 4 0.9818
1453.02.82.6Reported Soil InformationsLukas&Bushell (1989): SPT N-value, q uLong et al. (2002): SPT N-value, S uFellenius (2002): SPT N-valueHuang (1988): SPT N-value, q u , PILukas&Bushell (1989):HP10x42Long et al. (2002):HP12x53Fellenius (2002):HP12x74Huang (1988):HP14x117Pile Resistance Ratio, R t /R EOD2.42.2Silty Clay; N a = 62.0Silty Clay; N a = 71.8Clay; N a = 151.6Glacial Till; N a = 141.41.21.0N a = Weighted average SPT N-value0 4 8 12 16 20 24 28 32 36 40 44 48Time After End of Driving, t (Day)Figure 3.1: Summary of steel H-pile resistance ratio from literaturesWisconsin GlacialLoamy GlacialLoessPILOT DataField TestISU6AlluviumLoessISU3ISU4ISU2Loess on Top of GlacialISU5AlluviumFigure 3.2: Locations of steel H-piles tested in the state of Iowa
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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
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
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: TestpileISU2ISU3ISU4ISU5ISU6HammerD
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
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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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