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

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191C(I) + C(K)305mm Group of 4CBR, %0 2 4 6 8 10 12 14 160C(I) + C(K)610mm Group of 4CBR, %0 2 4 6 8 10 12 14 160200200Depth, mm400600800C(I) + C(K)dry= 1,586 kg/m3w% = 22.3%Depth, mm400600800C(I) + C(K)dry= 1,660 kg/m3w% = 22.9%dry= 1,648 kg/m3w% = 24.4%305mm Group of 5CBR, %610mm Group of 5CBR, %0 2 4 6 8 10 12 14 1600 2 4 6 8 10 12 14 160200200Depth, mm400600800C(I) + C(K)dry= 1,597 kg/m3w% = 23.4%Depth, mm400600800C(I) + C(K)dry= 1,570 kg/m3w% = 24.2%dry= 1,556 kg/m3w% = 24.1%305mm Group of 6CBR, %610mm Group of 6CBR, %0 2 4 6 8 10 12 14 1600 2 4 6 8 10 12 14 160200200Depth, mm400600800dry= 1,531 kg/m3w% = 22.8%Depth, mm400600800drytop= 1,465 kg/m3w% top= 22.9%dry bot= 1,624 kg/m3w% bot= 25.6%Figure 111: DCPI for group C(I) + C(K) piers: group of 4, group of 5, group of 6
192ACKNOWLEDGEMENTSI would like to express my gratitudes to my major professor, guardian and excellent mentor –Dr. David J. White for his continuous support, word of encouragement and guidancethroughout every step of my research.Moreover, I would like to thank Geopier Foundation Company for being a generoussupporter of this research and involvement in innovative research and development withIowa State University.Finally, I would like to express my warmest feeling to my friends that walked this path withme and never doubted my capabilities and strength.
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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
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35Case 5 - Bachus and Barksdale, 19
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37full depth of the consolidated la
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39CHAPTER 3: RESEARCH METHODOLOGYCr
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41itself was designed to be support
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43While it is obvious that the chan
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45To perform all the required testi
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47In the areas where access was lim
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49CBR from DCPThe California Bearin
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305 mm610 mm305 mm610 mm305 mm610 m
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53The process of using the Shelby t
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15881556144815591597154915271586158
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57Table 14: Top and bottom UC loess
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59Data Collection and SensorsHaving
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61Micro Epsilon displacement transd
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63plate down the cavity through man
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65Beveled Tamper HeadsThe other asp
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67All, aggregate, cementitious and
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69DAQ Data CollectionWhile performi
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71space in the test bed (See Figure
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73(a)(b)(c)Figure 42: Test bed grou
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75CHAPTER 4: MATERIALSThe materials
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7710080LL = 31PI = 7Pass. #200 = 98
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79the second stage of testing. Mois
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81Knowing the gradation characteris
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83More importantly, the performed d
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85Figure 49: Cement type I compound
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87As the expansive and contractive
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89Figure 55: 19 mm polypropylene fi
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91CHAPTER 5: TEST RESULTS AND ANALY
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93Applied stress at top of pier (kP
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95Figure 60: Stress-settlement test
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101Figure 66: 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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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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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
Page 156 and 157: 141Table 36: Stiffness ratio calcul
Page 158 and 159: 143Some of the loess composition pi
Page 160 and 161: 145Pier typeAggregatePierSingle Pie
Page 162 and 163: 147Another observation was made, wh
Page 164 and 165: 149As previously outlined, the stif
Page 166 and 167: 151pier group efficiency values wer
Page 168 and 169: Stiffness Ratio1538Figure 91: Stiff
Page 170 and 171: 155CHAPTER 7: SUMMARY AND CONCLUSIO
Page 172 and 173: 157MaterialsLoess-CementVery intrig
Page 174 and 175: 159Groups of PiersGroup of Aggregat
Page 176 and 177: 161CHAPTER 8: FUTURE RESEARCHThe fu
Page 178 and 179: 163Black, J.A., Sivakumar, V., Madh
Page 180 and 181: 165Hanlong, L., An, D., and Yang, S
Page 182 and 183: 167Randrup T.B., and Lichter, J.M.
Page 184 and 185: 169Yeh, Y.K., and Mo, Y.L. (2005).
Page 186 and 187: 171Group EfficiencyAggregate Pier G
Page 188 and 189: 173Aggregate Pier305mm Wedge HeadDC
Page 190 and 191: 175Loess + Fibers305mm Single PierD
Page 192 and 193: 177Sand305mm Single PierDCPI, mm/bl
Page 194 and 195: 179Aggregate Pier305mm Group of 4DC
Page 196 and 197: 181C(I) + C(K)305mm Group of 4DCPI,
Page 198 and 199: 183Aggregate Pier305mm Wedge HeadCB
Page 200 and 201: 185Loess + Fibers305mm Single PierC
Page 202 and 203: 187Sand305mm Single PierCBR, %0 2 4
Page 204 and 205: 189Aggregate Pier305mm Group of 4CB
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