S - Kam Ng PhD Dissertation Final.pdf - Digital Repository of CCEE ...

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52of a match quality (MQ). The match quality is calculated by summing the absolute values ofthe relative differences between measured (F m ) and computed (F c ) signals at individual pointsin time divided by the maximum pile top signal (F x ) given by Eq. (2.29). Also, due to thedifference between measured and computed hammer blow counts, the match quality ispenalized by a blow count penalty (BCP). The signal matching is improved as the MQ valuereduces closer to zero.∑ ∑ | | (2.29)where,BCP = blow count penalty (BCP = 0 if ∆ set < 1 mm, or BCP = ∆ set ‒ 1 if ∆ set ≥ 1mm), and∆ set= absolute difference between measured and computed pile sets.In order to reduce the analytical time required to achieve a reasonably good signalmatching, default and automated CAPWAP (AC) matching procedure is normally usedduring practices. Referred to Figure 2.11, the AC procedure simultaneously adjusts theresistance at each pile segment shown in Window 2 and dynamic soil parameters listed inWindow 3 until the best MQ value shown in Window 1 is achieved. The summation of theresistances for all pile segments yields the total shaft resistance (R s ) as indicated in Window2. The total end bearing is equal to the summation of all resistances at the Toe, Toe2, andToe3. Toe2 and Toe3 refer to as second and third toe cross sections of a composite pile. Theaddition of the total shaft resistance and end bearing gives the ultimate pile resistance (R ult ),which is considered as the total pile resistance estimated using CAPWAP. The limitationswith AC procedure are described below:1. Unrealistic high resistance near pile top may be generated,2. Unrealistic low resistance near pile bottom may be generated,3. The estimated soil resistance distribution may not represent the actual soil profileand properties,
534. Constant dynamic soil parameters, such as shaft damping factor (J S or SS inCAPWAP) and shaft quake (q S or QS in CAPWAP) as shown in Window 3, areassigned for the entire embedded pile length regardless of different soil layers,and5. Non-unique solution is generated from matching the same measured PDA signaldue to the indeterminate nature of the AC procedure.Window 1TotalShaftResistanceTotal PileCapacityWindow 2Window 3TotalEndBearingFigure 2.11: Windows of CAPWAP analysis
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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
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
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: ̇̇̇̇51= pile bottom velocity at
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 and 118: 99Based on about 70 test piles at m
Page 119 and 120: 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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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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