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189Aggregate Pier305mm Group of 4CBR, %0 2 4 6 8 10 12 14 160Aggregate Pier610mm Group of 4CBR, %0 2 4 6 8 10 12 14 160200200Depth, mm400600800Aggregate Pierdry= 1,664 kg/m3w% = 23.8%Depth, mm400600800Aggregate Pierdry top= 1,583 kg/m3w% top= 27.0%dry bot= 1,656 kg/m3w% bot= 25.0%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, mm400600800Aggregate Pierdry= 1,664 kg/m3w% = 25.0%Depth, mm400600800Aggregate Pierdrytop= 1,621 kg/m3w% top= 23.4%drybot= 1,599 kg/m3w% bot= 25.1%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= 1,598 kg/m3w% = 25.2%Depth, mm400600800drytop= 1,592 kg/m3w% top= 25.6%= 1,640 kg/m3drybotw% bot= 22.6%Figure 109: CBR for group aggregate piers: group of 4, group of 5, group of 6
190C(I) + C(K)305mm Unit CellCBR, %0 2 4 6 8 10 12 14 160C(I) + C(K)610mm Unit CellCBR, %0 2 4 6 8 10 12 14 160200200Depth, mm400600800C(I) + C(K)dry= 1,553 kg/m3w% = 24.3%Depth, mm400600800C(I) + C(K)= N/Adry topw% top= N/Adry bot= 1,631 kg/m3w% bot= 24.5%305mm Single Pier610mm Single PierCBR, %CBR, %0 2 4 6 8 10 12 14 1600 2 4 6 8 10 12 14 160200200Depth, mm400600800C(I) + C(K)dry = N/Aw% = N/ADepth, mm400600800C(I) + C(K)dry top= 1,589 kg/m3w% top= 22.8%= N/Adry botw% bot= N/A305mm Group of 2CBR, %610mm Group of 2CBR, %0 2 4 6 8 10 12 14 1600 2 4 6 8 10 12 14 160200200Depth, mm400600800dry= 1,606 kg/m3w% = 23.3%Depth, mm400600800dry top= 1,525 kg/m3w% top= 22.6%dry bot= 1,590 kg/m3w% bot= 24.5%Figure 110: CBR for group C(I) + C(K) piers: unit cell, single pier, group of 2
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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
Page 154 and 155: 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 206 and 207: 191C(I) + C(K)305mm Group of 4CBR,
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