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17Equation 12: Load resistance provided by the matrix soilQ m = q m A m (Equation 12)Equation 13: Stress imposed on piersq g = qR s / (R s R a – R a + 1) (Equation 13)Equation 14: Stress imposed on matrix soilq m = q g /R s (Equation 14)Group EfficiencyIn order to evaluate performance of an individual pier within a group a group of piers, anefficiency parameter is often utilized. The formula that is used for group efficiencycalculations is shown in Equation 15:Equation 15: Group efficiency in terms of single pierGroup Efficiency = Load pier group / (Load isolated pier x N piers ) (Equation 15)To evaluate the group efficiency in terms of unit cell the Equation 16 can be used:Equation 16: Group efficiency in terms of unit cellGroup Efficiency = Load pier group / (Load unit cell x N piers ) (Equation 16)Case StudiesThe following case studies present valuable information related to construction and testing offull-scale individual and groups of aggregate piers. The case studies outline behavior of asingle isolated pier, unit cell, and groups of three, four and five aggregate piers. Correlationsbetween different foundation systems, group efficiency calculations, comparison of pier
1.8m18stiffness parameters and many other factors are outlined in the described projects, and aretargeted to benefit the proposed small-scale pier research study.Case 1 – Bucher et al., 2008 – Comparison of Load results and Performance of the RAPSystem in Undocumented Fill in Urban Areas (Chicago, Illinois)Construction of a 13,000 m 2 retail store was proposed in the vicinity of Chicago, Illinois. Thepresence of contaminated soils at the proposed site created a need for a more economicalsolution than conventional overexcavation and replacement method. Therefore, reinforcingexisting in-situ soils was proposed to be completed with aggregate piers.Aggregate piers were constructed at 0.76 m in diameter and spaced at 3.5 m on center. Thepiers were extended to a depth varying between 2.1 m and 7.6 m. Recycled concrete wasused to construct the piers, which enabled Leadership in Energy and Environmental Design(LEED) certification of the project. The instrumentation for this project included tell-taleplates, total stress cells, and aggregate pier load test frame. Unit cell and group of three pierfootings were constructed for the purpose of modulus and load-settlement investigation(Figure 7). The goal of the pier testing was to perform full-scale field modulus tests anddetermine the load capacity and settlement of the individual and groups of aggregate piers.1.8mTOTAL STRESSCELLSCONCRETEFOOTING0.76m DIA.RAPFigure 7: Schematic of group of three footing instrumentation (reproduced per Bucheret al., 2008)
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 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 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
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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
Page 90 and 91:
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
Page 100 and 101:
85Figure 49: Cement type I compound
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87As the expansive and contractive
Page 104 and 105:
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
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
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107to the maximum displacement of 1
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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
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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
Page 148 and 149:
133Table 33: Group efficiency compa
Page 150 and 151:
135Having a limited amount of exper
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137Stiffness, kPa/mm600500400300200
Page 154 and 155:
139In case with the piers consistin
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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
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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
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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
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173Aggregate Pier305mm Wedge HeadDC
Page 190 and 191:
175Loess + Fibers305mm Single PierD
Page 192 and 193:
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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