G MS THESIS_final version_Maxim Prokudin.pdf - Digital Repository ...

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1588155614481559159715491527158615881554151715541559155415121572156416131464155915361566305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm305 mm610 mm55dried until the weight of the sample was found to change by a margin of 0.02 g for everysubsequent drying cycle.The test bed loess undrained shear strength results for one 305 mm sample and two 610 mmsamples for all testing stages are provided in Table 10, Table 13, Table 15 and Table 17.Table 9: UC loess sample γ dry and w% for single piers compacted via various beveledheadsAggregate PierBeveled HeadsPier type 305 mm 610 mmγ dry (kg/m 3 ) 1456 N/Aw (%) 14.7 N/A* Piers compacted various beveled headTable 10: Top UC loess sample C u for single piers compacted via various beveled headsAggregate PierBeveled HeadsPier type 305 mm 610 mmC u top kPa) 120 N/AC u bot kPa) - N/A* Piers compacted various beveled headTable 11: Top nuclear density gauge loess γ dry and w% for single piers mixesAggregate Aggregate AggregatePier - Pier Pier Loess + Loess +truncatedConew/cem.Bulbw/cem.Top 0.1mFiber CementLoess+Fiber +CementC (I) +C (K)C (I) +C (I) +C (K) +Sand AVERAGEC (NS7)C (NS7)ST.DEV.COVPiertypeγ dry(kg/m 3 )52 20 3 1w (%) 20.2 23.4 23.8 22.3 22.1 23.6 21.8 23.2 22.3 22.5 21.6 21.0 22.1 22.8 24.6 23.0 22.4 20.6 23.4 22.1 22.4 22.5 1 1 6 4* Aggregate piers and loess mix piers were compacted using truncated cone beveled head* Cement mix piers were cast in place
56Pier typeAggregatePier -TruncatedCone305 610mm mmTable 12: Top and bottom UC loess sample γ dry and w% for single pier mixesAggregate AggregateLoess +Pier w/cem. Pier w/cem. Loess + FiberCementBulb Top 0.1m305 610 305mm mm mm610 305 610mm mm mm305 610 305mm mm mmLoess+ FiberC (I) + C (K) C (I) +C (I) + C (K) Sand AVERAGE ST. DEV. COV+ Cement+ C (NS7) C (NS7)610 305 610mm mm mm305 610 305mm mm mm610 305 610mm mm mm305 610 305mm mm mm610 305 610mm mm mmγ dry top(kg/m 3 )1601 1600 1567 1580 1627 1600 1579 1575 1626 1620 1571 1615 1610 1588 1597 1604 1566 1606 1561 1577 1591 1597 25 16 2 1w top (%) 23.7 24.4 25.0 24.7 22.3 23.2 24.8 25.1 24.4 25.3 24.8 23.2 23.0 24.3 25.2 24.1 23.9 23.9 24.9 24.3 24.2 24.3 1 1 4 3γ dry bot(kg/m 3 )- 1602 - 1609 - 1587 - 1630 - 1632 - N/A - 1561 - 1604 - 1574 - 1600 - 1600 - 23 - 1w bot (%) - 22.2 - 24.3 - 23.5 - 24.6 - 23.2 - N/A - 23.6 - 22.8 - 23.2 - 23.1 - 23.4 - 1 - 3* Aggregate piers and loess mix piers were compacted using truncated cone beveled head* Cement mix piers were cast in placeAggregatePier -truncatedConeAggregatePierw/cem.BulbAggregateTable 13: Top and bottom UC loess sample C u for single pier mixesPier Loess + Loess +w/cem. Fiber CementTop 0.1mLoess+C (I) + CC (I) + CC (I) +Fiber +(K) + CSand AVERAGE ST. DEV. COV(K)C (NS7)Cement(NS7)Pier305610305610305610305610305610305610305610305610305610305610305610305610305610typemmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmmC u top(kPa)40 35 31 41 52 37 31 42 43 42 39 41 41 42 35 45 44 43 35 39 39 41 6 3 17 7C u bot(kPa)- 30 - 32 - 32 - 31 - 41 - 44 - 40 - 43 - 42 - N/A - 37 - 6 - 16* Aggregate piers and loess mix piers were compacted using truncated cone beveled head* Cement mix piers were cast in place
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Engineering behavior of small-scale
Page 6 and 7:
viLIST OF FIGURESFigure 1: Concept
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viiiFigure 62: Stress-settlement te
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xLIST OF TABLESTable 1: Stiffness m
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xiiLIST OF EQUATIONSEquation 1: Ult
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xivSymbol Description Unitsγ dry l
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1CHAPTER 1: INTRODUCTIONIndustry Pr
Page 22 and 23: 7MAKECAVITYPLACESTONE ATBOTTOM OFCA
Page 24 and 25: 9Normal Stress, kPaShear Stress. kP
Page 26 and 27: 11pier element for a maximum of 25
Page 28 and 29: 13savings provided by the system (A
Page 30 and 31: 15The bearing capacity accredited t
Page 32 and 33: 17Equation 12: Load resistance prov
Page 34 and 35: 19Soil conditions at the site were
Page 36 and 37: Settlement (mm)Settlement (mm)10202
Page 38 and 39: 23Site soil conditions were describ
Page 40 and 41: 25Article#ReferenceTable 2: Case st
Page 42 and 43: 27Article#7ReferenceHughes andWithe
Page 44 and 45: 29replaced with method of freezing
Page 46 and 47: UNREINFORCED COLUMNNO COLUMNREINFOR
Page 48 and 49: 33The load carrying capacity was fo
Page 50 and 51: 35Case 5 - Bachus and Barksdale, 19
Page 52 and 53: 37full depth of the consolidated la
Page 54 and 55: 39CHAPTER 3: RESEARCH METHODOLOGYCr
Page 56 and 57: 41itself was designed to be support
Page 58 and 59: 43While it is obvious that the chan
Page 60 and 61: 45To perform all the required testi
Page 62 and 63: 47In the areas where access was lim
Page 64 and 65: 49CBR from DCPThe California Bearin
Page 66 and 67: 305 mm610 mm305 mm610 mm305 mm610 m
Page 68 and 69: 53The process of using the Shelby t
Page 72 and 73: 57Table 14: Top and bottom UC loess
Page 74 and 75: 59Data Collection and SensorsHaving
Page 76 and 77: 61Micro Epsilon displacement transd
Page 78 and 79: 63plate down the cavity through man
Page 80 and 81: 65Beveled Tamper HeadsThe other asp
Page 82 and 83: 67All, aggregate, cementitious and
Page 84 and 85: 69DAQ Data CollectionWhile performi
Page 86 and 87: 71space in the test bed (See Figure
Page 88 and 89: 73(a)(b)(c)Figure 42: Test bed grou
Page 90 and 91: 75CHAPTER 4: MATERIALSThe materials
Page 92 and 93: 7710080LL = 31PI = 7Pass. #200 = 98
Page 94 and 95: 79the second stage of testing. Mois
Page 96 and 97: 81Knowing the gradation characteris
Page 98 and 99: 83More importantly, the performed d
Page 100 and 101: 85Figure 49: Cement type I compound
Page 102 and 103: 87As the expansive and contractive
Page 104 and 105: 89Figure 55: 19 mm polypropylene fi
Page 106 and 107: 91CHAPTER 5: TEST RESULTS AND ANALY
Page 108 and 109: 93Applied stress at top of pier (kP
Page 110 and 111: 95Figure 60: Stress-settlement test
Page 116 and 117: 101Figure 66: Stress-settlement tes
Page 118 and 119: 103Figure 68: Stress-settlement tes
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105Settlement (mm)024681012Applied
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107to the maximum displacement of 1
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109The failure mechanism of other p
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1113000Measured Bearing Capacity (k
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113Applied stress at bottom of the
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115Figure 76: Stress-settlement tes
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Page 134 and 135:
119Settlement (mm)0246810Applied st
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121The group efficiency results wer
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123Pier typeAggregate PierUnit Cell
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Page 142 and 143:
Page 144 and 145:
Page 146 and 147:
131Applied stress at bottom of the
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133Table 33: Group efficiency compa
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135Having a limited amount of exper
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137Stiffness, kPa/mm600500400300200
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139In case with the piers consistin
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141Table 36: Stiffness ratio calcul
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143Some of the loess composition pi
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145Pier typeAggregatePierSingle Pie
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147Another observation was made, wh
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149As previously outlined, the stif
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151pier group efficiency values wer
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Stiffness Ratio1538Figure 91: Stiff
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155CHAPTER 7: SUMMARY AND CONCLUSIO
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157MaterialsLoess-CementVery intrig
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159Groups of PiersGroup of Aggregat
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161CHAPTER 8: FUTURE RESEARCHThe fu
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163Black, J.A., Sivakumar, V., Madh
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165Hanlong, L., An, D., and Yang, S
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167Randrup T.B., and Lichter, J.M.
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169Yeh, Y.K., and Mo, Y.L. (2005).
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171Group EfficiencyAggregate Pier G
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173Aggregate Pier305mm Wedge HeadDC
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175Loess + Fibers305mm Single PierD
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177Sand305mm Single PierDCPI, mm/bl
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179Aggregate Pier305mm Group of 4DC
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181C(I) + C(K)305mm Group of 4DCPI,
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183Aggregate Pier305mm Wedge HeadCB
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185Loess + Fibers305mm Single PierC
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187Sand305mm Single PierCBR, %0 2 4
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189Aggregate Pier305mm Group of 4CB
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191C(I) + C(K)305mm Group of 4CBR,
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