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xiiresistances using the proposed pile setup method ............................................................189Figure 4.13: Normalized pile resistance as a function of time after EOD for the test pile ISU8embedded in a mixed soil profile .....................................................................................190Figure 4.14: The confidence intervals of the proposed pile setup method for steel H-piles .......190Figure 4.15: The confidence intervals of the proposed pile setup method for other small andlarge diameter piles ..........................................................................................................191Figure 5.1: Normality test using Anderson-Darling method for setup and EOD ........................201Figure 5.2: Relationship between resistance factor and target reliability index ..........................205Figure 5.3: Relationship between resistance factor for setup and the ratio of initial pileresistance at EOD to total load (α) ...................................................................................206Figure 5.4: Relationship between resistance factors for setup and for EOD ...............................207Figure 5.5: Relationship between resistance factor for setup and dead to live load ratio for (a)α value = 1.0; and (b) α value = 1.5 .................................................................................208Figure 5.6: Dependability of various procedures to account for setup ........................................210Figure 6.1: Cumulative density functions for WEAP at sand profile ..........................................245Figure 6.2: Cumulative density functions for WEAP at clay profile ...........................................246Figure 6.3: Cumulative density functions for WEAP at mixed soil profile.................................247Figure 6.4: Cumulative density functions for CAPWAP.............................................................247Figure 6.5: Cumulative probability distribution curve of factored resistance ratios for WEAP .248Figure 6.6: Cumulative probability distribution curve of factored resistance ratios forCAPWAP .........................................................................................................................248Figure 6.7: Maximum limit of construction control factor for the Iowa Blue Book, based onWEAP (Iowa Blue Book input procedure) for a mixed soil profile ................................249Figure 6.8: Before and after applying construction control using WEAP-Iowa Blue Bookprocedure for a mixed soil profile ....................................................................................249Figure 7.1: One-dimensional soil-pile model ..............................................................................277Figure 7.2: Static and dynamic soil resistances at a pile point (after Smith, 1962) .....................277Figure 7.3: SPT N-values versus (a) shaft damping factors; and (b) shaft quake values ............278Figure 7.4: SPT N-values versus (a) toe damping factors; and (b) toe quake values ..................278Figure 7.5: Time measured after EOD versus (a) damping factors; and (b) quake valuesobtained from recently completed field tests using CAPWAP for cohesive soils ...........279Figure 7.6: Typical upward traveling wave force (W u ) collected from the field tests .................279Figure 7.7: SPT N-values versus (a) shaft damping factors; and (b) shaft quake values alongthe embedded pile length of ISU5 ...................................................................................280Figure 7.8: Relationship between shaft damping factor for cohesive soils and SPT N-value .....280
xiiiFigure 7.9: Relationship between shaft damping coefficient for cohesive soils and SPT N-value .................................................................................................................................281Figure 7.10: Relationship between shaft quake value for cohesive soils and SPT N-value ........281Figure 7.11: Relationship between shaft stiffness for cohesive soils and SPT N-value ..............282Figure 7.12: CPT unit tip resistance (q c ) versus (a) shaft damping factors; and (b) shaft quakevalues along the embedded pile length of ISU5 ..............................................................282Figure 7.13: CPT total cone tip resistance (q t ) versus (a) shaft damping factors; and (b) shaftquake values along the embedded pile length of ISU5 ....................................................283Figure 7.14: CPT unit skin friction (f s ) versus (a) shaft damping factors; and (b) shaft quakevalues along the embedded pile length of ISU5 ..............................................................283Figure 7.15: CPT friction ratio (FR) versus (a) shaft damping factors; and (b) shaft quakevalues along the embedded pile length of ISU5 ..............................................................284Figure 7.16: Shaft damping factor versus CPT friction ratio.......................................................284Figure 7.17: Relationship between shaft damping factor and a ratio of SPT N-value to CPTfriction ratio .....................................................................................................................285Figure 7.18: Shaft quake value versus CPT unit tip resistance for cohesive soils.......................285Figure 7.19: Shaft quake value versus CPT unit skin friction for cohesive soils ........................286Figure 7.20: Relationship between damping factor and SPT N-value for cohesionless soils .....286Figure 7.21: Relationship between quake value and SPT N-value for cohesionless soils ..........287Figure 7.22: Effect of pile installation on the correlation studies of (a) damping factor; and(b) quake value at three designated locations along the test pile .....................................287Figure 7.23: SPT N-value versus (a) toe damping factor; and (b) toe quake value for cohesivesoils ..................................................................................................................................288
Page 1: Pile Setup, Dynamic Construction Co
Page 5: v2.5.8. Soil profile input procedur
Page 8 and 9: viii6.2. Introduction .............
Page 10 and 11: xLIST OF FIGURESFigure 2.1: Typical
Page 14 and 15: xivLIST OF TABLESTable 2.1: Summary
Page 16 and 17: xviABSTRACTBecause of the mandate i
Page 18 and 19: xviiiFurthermore, using these calib
Page 20 and 21: 2soil strength. The gain in effecti
Page 22 and 23: 4check pile integrity; (5) evaluate
Page 24 and 25: 6confidently accounted for in curre
Page 26 and 27: 8Board (IHRB) sponsored research pr
Page 28 and 29: 10collected undisturbed soil sample
Page 30: 12correction factors to estimated p
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
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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
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932.8. Pile Setup2.8.1 Introduction
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Ratio of Final to Initial Pile Resi
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97be determined. The challenges wit
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99Based on about 70 test piles at m
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101Komurka et al. (2003) noted that
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103developed by Wathugala and Desai
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105dynamic analysis methods. They s
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107Factors for LRFD Foundation Stre
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109New Jersey.Coyle, H. M, Bartoske
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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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Page 305 and 306:
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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