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37full depth of the consolidated layer of the soil. If the piles are only extended to the quarterdistance of the full depth of a soil layer, then an even closer spacing does not significantlyimpact the reduction in the amount of settlement for a certain group of piles. Also, it wasfound that as the column penetration was to increase from 50 to 100 percent, the moduluswas found to increase proportionally by 50 percent.Having performed the study at a theoretical or empirical level, the verification was neededthrough laboratory and field testing. The interaction between reinforcing sand column andsoft soil was concluded to be extremely complex based on the parameters included in thecorrelations.Case 7 – Hughes and Withers, 1974 – Reinforcing of Soft Cohesive Soils with Stone Columns(Cambridge, United Kingdom)The study was performed on scaled stone columns at Cambridge in United Kingdom. Theresearch involved placement of stone columns composed of Leighton Buzzard sand in kaolinclay. The columns were scaled to 1/10 th scale and, therefore, were built at 12.5 mm to 38 mmdiameter and 150 mm length. The kaolin clay was one dimensionally consolidated and keptat a constant stress. For the purpose of consolidation of the clay material, the laboratory 225mm by 160 mm consolidometer was used. Also, a scaled vibroflot was utilized to form acavity in the soil. To measure displacement of a column in the soil, a radiograph of lead shotmarkers was used.The investigation revealed a significant amount of displacement developed within the matrixsoil at the distance of one and a half times the diameter of the column. The ultimate strengthof the column was found to be governed by the lateral reaction in the bulging zone. At thesame time, no movement was found at the distance of four times the diameter of the columnbelow the surface. For columns deformed through bulging the degree of bulging was foundto be dependent on the cohesion of the matrix soil. During the entire process of loading the
38lateral stress was found to continuously increase. A significant amount lateral of expansionwas found in the top portion of the columns.It was concluded that the stone columns could be successfully utilized to stiffen the matrixsoil and thus could be used in improving the bearing capacity of the foundation. However,the columns were found to be not suitable for heavy loads due to inability to transmit loads todeeper layers of soil.
Page 1: Engineering behavior of small-scale
Page 6 and 7: viLIST OF FIGURESFigure 1: Concept
Page 8 and 9: viiiFigure 62: Stress-settlement te
Page 10 and 11: xLIST OF TABLESTable 1: Stiffness m
Page 12 and 13: xiiLIST OF EQUATIONSEquation 1: Ult
Page 14 and 15: xivSymbol Description Unitsγ dry l
Page 16 and 17: 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 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 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 112 and 113:
Page 114 and 115:
Page 116 and 117:
101Figure 66: Stress-settlement tes
Page 118 and 119:
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 130 and 131:
Page 132 and 133:
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 140 and 141:
Page 142 and 143:
Page 144 and 145:
Page 146 and 147:
131Applied stress at bottom of the
Page 148 and 149:
133Table 33: Group efficiency compa
Page 150 and 151:
135Having a limited amount of exper
Page 152 and 153:
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 204 and 205:
189Aggregate Pier305mm Group of 4CB
Page 206 and 207:
191C(I) + C(K)305mm Group of 4CBR,
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