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Settlement (mm)Settlement (mm)102020303040405050606070P 2 - tell top taleP 12 - top tell taleP 1 - tell top taleP 1- tell tale21Applied load at top of the pier (kN)Applied load at top of the pier (kN)0 100 200 300 40000 100 200 300 400010P 2- top708080 P 1: L=2.79m, P 2: L=5.10m90 P 1: L=2.79m, P 2: L=5.10m90Figure 9: Measured load-settlement curves for single pier (reproduced per White et al.,2007)Applied load at top of the footing (kN)Applied load at top of the footing (kN)0 200 400 600 800 1000 1200 1400 1600 180000 200 400 600 800 1000 1200 1400 1600 180001010202030304040G 2- top50 G top2- tell tale50 G 2 tell tale1- top60G top601- tell taleG 1- tell tale70708080 P 1: L=2.79m, P 2: L=5.10m90 P 1: L=2.79m, P 2: L=5.10mFigure 10: 90Measured load-settlement curves for group of four pier footing (reproducedper White et al., 2007)Settlement (mm)Settlement (mm)
2.0m22The major findings showed the group efficiency to be equal to 1.0 for group of four piersloaded under 150 kN, while at loads larger than 150 kN the efficiency rapidly increased to4.7. Under high loads the piers were found to develop higher level of movement at the piertip, while longer piers were confirmed to fail through the process of bulging. Stiffness of anindividual pier was approximately of the same magnitude as the stiffness of the pier within agroup.Case 3 – Wissmann et al., 2007 – Load Test comparisons for Rammed Aggregate Piers andPier Groups (Salt Lake City, Utah)A new alignment of interstate I-15 was proposed in Salt Lake City, Utah. The aggregate piersoil reinforcement system was determined to be the most economical for the application and,therefore, was proposed to be used at the site.Aggregate piers were to be constructed at 0.61 m in diameter and 2.4 m in length. Stiffnessmodulus tests were to be performed on individual piers, as well as, footings supported by agroup of five piers. Well graded base coarse stone was used for the construction of the shaftportion of the aggregate pier, and open graded base coarse stone was used to build the bulbportion of the pier.2.0m2.0m0.61m DIA.GEOPIERELEMENT2.4mGEOPIERELEMENTSOFT SILTY CLAY(a)(b)Figure 11: Subsurface profile at Utah site – group of five piers (a) top view and (b)profile view (reproduced per Wissmann et al., 2007)
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 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 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
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71space in the test bed (See Figure
Page 88 and 89:
73(a)(b)(c)Figure 42: Test bed grou
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75CHAPTER 4: MATERIALSThe materials
Page 92 and 93:
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
Page 108 and 109:
93Applied stress at top of pier (kP
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95Figure 60: Stress-settlement test
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Page 114 and 115:
Page 116 and 117:
101Figure 66: Stress-settlement tes
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Page 120 and 121:
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
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
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121The group efficiency results wer
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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
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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
Page 162 and 163:
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
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
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177Sand305mm Single PierDCPI, mm/bl
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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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