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163Black, J.A., Sivakumar, V., Madhav, M.R., and Hanill, G.A. (2007). ―Reinforced StoneColumns in Weak Deposits: Laboratory Model Study.‖ Journal of Geotechnical andGeoenvironmental Engineering. Vol 133, No. 9, p. 1154-1161.Black, J., Sivakumar, V., and McKinley, J.D. (2007). ―Performance of Clay SamplesReinforced with Vertical Granular Columns.‖ Canadian Geotechnical Journal. Vol 44, p.89-95.Bowles, J.E. (1978). ―Engineering Properties of Soils and their Measurements.‖ McGraw-Hill, Inc. USA.Bucher, S., Bullard, J., and Parra, J.R. (2008). ―Comparison of Load results and Performanceof the Rammed Geopier System in Undocumented Fill in Urban Areas.‖ 15 th Annual GreatLakes geotechnical/Geoenvironmental Conference, Carmel, IN.Burnham, T., and Johnson, D. (1993). ―In-Situ Foundation Characterization Using theDynamic Cone Penetrometer.‖ Final Report MN/RD-93/05, Minnesota Department ofTransportation, St. Paul, MN.Construction of Great Pyramids (2002). ―Mystic Places.‖ World Mysteries.http://www.world-mysteries.com/mpl_2_1asok.htm (Oct. 30, 2009)Cox, W.R., Dixon, D.A., and Murphy, B.S. (1984). ―Lateral-load Tests on 25.4mm DiameterPiles in Very Soft Clay in Side-by-side and in-line Groups.‖ Laterally Loaded DeepFoundations: Analysis and Performance, ASTM STP 835, p. 122-139.Das, B.M. (2006). ―Principles of Geotechnical Engineering.‖ McGraw-Hill, Inc. USA.Fang, Z., and Yin, H. (2007). ―Responses of Excess Pore Water Pressure in Soft Marine Clayaround a Soil Cement Column.‖ International Journal of Geomechanics. Vol 7, No. 167, 9.167-175.
164FHWA (1999). ―Portland Cement.‖ U.S. Department of Transportation, FHWA.http://www.fhwa.dot.gov/infrastructure/materialsgrp/cement.html (Oct. 15, 2007=9).Fox, N.S., and Cowell, M.J. (1998). ―Geopier Foundation and Soil Reinforcement Manual.‖RAP Foundation Manual, RAP Foundation Company, Inc., Scottsdale, AZ.Fox, N.S., Weppler, L.R., and Scherbeck, R. (2004). ―Geopier Soil Reinforcement System –Case Histories of High Bearing Capacity Footing Support and Floor Slab Support.‖ FifthInternational Conference on Case Histories in Geotechnical Engineering, New York, NY.FitzPatrick, B.T., Wissmann, K.J., and White, D.J. (2003). ―Settlement Control forEmbankment and Transportation – Related Structures using Geopeir Soil Reinforcement.‖Technical Bulletin, No.6, Geopier Foundation Co., Inc., Scottsdale, AZ.FitzPatrick, B.T., and Wissmann, K.J. (2002). ―Geopier Shear Reinforcement for GlobalStability and Slope Stability.‖ Technical Bulletin, No.5, Geopier Foundation Co., Inc.,Scottsdale, AZ.FitzPatrick, B.T., and Wissmann, K.J. (2006). ―Vibration and Noise Levels.‖ TechnicalBulletin, No.9, GEOPIER Foundation Co., Inc., Scottsdale, AZ.GFC Newsletter (2000). ―The Ice House Hackensack, New Jersey.‖ News Letter, GEOPIERFoundation Company, Mooresville, NC. http://o.b5z.net/i/u/10034179/i/G-H001_LR.<strong>pdf</strong>(Oct. 18, 2009).Handy R.L., and Spangler, M.G. (2007). ―Geotechnical Engineering Soil and FoundationPrinciples and Practice.‖ McGraw-Hill, Inc. USA.Handy, R.L. (1973). ―Collapsible Loess in Iowa.‖ Soil Science Society of America Journal,Vol 37, Ames, IA, p. 281-284.Handy, R.L. (2001). ―Does Lateral Stress Really Influence Settlement?‖ ASCE Journal ofGeotechnical and Geoenvironmental Engineering. Vol 127, No. 7, Ames, IA, p. 623-636.
Page 1:
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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Page 114 and 115:
Page 116 and 117:
101Figure 66: Stress-settlement tes
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103Figure 68: 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
Page 128 and 129: 113Applied stress at bottom of the
Page 130 and 131: 115Figure 76: Stress-settlement tes
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 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 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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