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

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85Figure 49: Cement type I compoundBy partially grouting aggregate piers, the effect of grout mixtures was evaluated on theamount of reinforcement provided to the piers and overall pier modulus results. The image ofthe aggregate pier mixed with cement Type I is provided in Figure 50.Figure 50: 1/10 th scaled aggregate pier material mixed with cement type IGrout Piers - Type KType K cement is known for its expansive nature where it has been found to be four timesmore expansive than type I cement (Pittman, 2009). The application of the material is very
86useful when corrosion is of a great concern. Moreover the use of the compound has beenproven to reduce the wear of the concrete surface by 30 to 40 percent (Flax, 2005). The typeK cement material for this research was obtained from CTS KSC company and the image ofthe dry compound is provided in Figure 51.Figure 51: Cement type K compoundLength ChangeContraction ExpansionMoist CureAir DryType K CementType I Cement1 week 1 yearAgeFigure 52: Volumetric changes of type I and type K cements (reproduced per Mehtaand Monteiro, 2006).
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Engineering behavior of small-scale
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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
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7MAKECAVITYPLACESTONE ATBOTTOM OFCA
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9Normal Stress, kPaShear Stress. kP
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11pier element for a maximum of 25
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13savings provided by the system (A
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15The bearing capacity accredited t
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17Equation 12: Load resistance prov
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19Soil conditions at the site were
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Settlement (mm)Settlement (mm)10202
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23Site soil conditions were describ
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25Article#ReferenceTable 2: Case st
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27Article#7ReferenceHughes andWithe
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29replaced with method of freezing
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UNREINFORCED COLUMNNO COLUMNREINFOR
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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 70 and 71: 15881556144815591597154915271586158
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 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 120 and 121: 105Settlement (mm)024681012Applied
Page 122 and 123: 107to the maximum displacement of 1
Page 124 and 125: 109The failure mechanism of other p
Page 126 and 127: 1113000Measured Bearing Capacity (k
Page 128 and 129: 113Applied stress at bottom of the
Page 134 and 135: 119Settlement (mm)0246810Applied st
Page 136 and 137: 121The group efficiency results wer
Page 138 and 139: 123Pier typeAggregate PierUnit Cell
Page 146 and 147: 131Applied stress at bottom of the
Page 148 and 149: 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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