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62for monotube piles. Furthermore, RSA cannot be performed together with two-pile analysis,two pile toe analysis, vibratory analysis, and on piles involving slacks. Likins et al. (1996)suggested that RSA is useful for piles with high blow count and not recommended for pileswith easy driving situations. Nevertheless, RSA provides better approximations than thetraditional Smith’s method on piles with residual forces.2.5.8. Soil profile input proceduresSoil type based method (ST) and SPT N-value based method (SA) are the two soilprofile input procedures customized in WEAP, which yield a rough estimate of static soilresistance. In addition, three other procedures: (1) Driven program developed by the FederalHighway Administration (FHWA) FHWA; (2) Iowa Blue Book (Iowa DOT steel pile DesignChart); and (3) the Iowa DOT current procedure are enumerated here. Table 2.6 summarizesthe five soil profile input procedures with respect to different soil types.The soil type based method (ST) simplifies the soil resistance calculation and aids inthe input process for both bearing graph and driveability analyses in WEAP. The soilparameters used in the analysis are based on the Bowles (1996) and Fellenius (1991)recommendations as shown in Table 2.7 and Table 2.8 for non-cohesive soils and cohesivesoils, respectively. This method uses the β-method, an effective stress method, to estimatethe unit shaft and toe resistances for non-cohesive soils. However, a modified α-method, atotal stress method, is used to predict the unit shaft and toe resistances for cohesive soils.The SPT N-value based method (SA) is based on soil types, soil unit weights, and SPTuncorrected N-values, which are limited to 60. The correlation between all these input soilparameters can be referred to Bowles (1988) as shown in Table 2.9 and Table 2.10 forgranular soils and cohesive soils respectively. Table 2.6 shows that the unit shaft resistancefor sands, gravels and clays can be calculated based on the basic theory of soil mechanicsgiven by Eq. (2.40). The toe unit resistances for sands, gravels and clays are calculated basedon SPT uncorrected N-value. In addition, Bjerrum-Borland β-method is used to calculate
Table 2.6: Summary of static analysis methods using five soil input proceduresSoil TypesClay(Cohesive, undrained)Unit ToeModified α-method basedon unconfined compressivestrength54 N≤ 3240 kPa63ko tan(δ) ζ ' vNt ζ ' v ≤Nt ζ ' v ≤9Suko tan(δ) ζ ' v9SuOptionsST(Soil TypeBasedMethod)SA(SPT N-ValueBasedMethod)DRIVEN(FHWA,Mathias andCribbs,1998)Blue Book(Iowa DOTDesignChart )Iowa DOTcurrentpracticeSand(Non-cohesive, drained)Unit Shaftβ-methodUnit Toe(Esrig and Kirby 1979)≤ 250 kPaNordlund(1963,1979)Thurman(1964)Meyerhoff'ssemiempiricalmethod200 N ≤12000 kPaNordlund/Thurmanlimited byMeyerhof(1976)WaveEquationConceptUsing SPTN-valuesSilt(Non-cohesive, drained)Unit Shaftβ-methodUnit Toe(Esrig and Kirby 1979)Bjerrum-Borlandβ-method (Basedon Fellenius 1996linearinterpolation of β)Nordlund(1963,1979)Thurman (1964)Meyerhoff's semiempiricalmethod6000 kPa(Nt fromFellenius1996)Nordlund/Thurmanlimited byMeyerhof(1976)WaveEquationConceptUsing SPTN-valuesSilt(Cohesive, drained)Unit ShaftUnit ToeModified α-method based onunconfined compressive strengthBjerrum-Borlandβ-method(Based onFellenius 1996linearinterpolation of β)α-method(Tomlinson 1971)α-method(Tomlinson 1971)6000 kPa(Nt fromFellenius1996)(Tomlinson1971)WaveEquationConceptUsing SPTN-valuesUsed SPT N-values and variable pile profile option in the WEAPUnit Shaft≤ 75 kPaα-method(Tomlinson1971)α-method(Tomlinson1971)(Tomlinson1971)WaveEquationConceptUsing SPTN-values
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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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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: 61where,a ij= acceleration at a pil
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.
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113Theory to Piles, Petaling Jaya,
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115PDCA Specification 102-07, PDCA
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117Soderberg, L. O. (1962). ―Cons
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119Driven Piles in Clay.‖ Canadia
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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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