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43While it is obvious that the channels were dimensionally larger than the angles, the numberof anchor bolts supporting the channels was four times the number of anchors that the L-shape angles were supported with. A complete bearing frame design can be seen in Figure 19Hilti ® heavy duty expansion anchor bolts, 16 mm in diameter, were embedded to a depth of150 mm in the concrete walls. The process of embedding anchors into the concrete walls waspreceded by initially drilling cavities through the walls via the Hitachi hammer drill. Thewalls were internally reinforced with steel rebars and, therefore, the location of the rebars hadto be identified and taken into account when spacing the bolts and locating the holes for theC-channels. As a result, a rebar stud finder device was successfully utilized and in theprocess of construction only 3 of all 56 anchor bolts met refusal due to presence of thereinforcement bar on the way and were not embedded to a full 150 mm depth.Considering the flange of the W10x54 beam at 255 mm wide and the load distribution to be2:1 at the interface between the flange of the beam and the flange of the C-channel, the totalnumber of five anchors per every C-channel is thus engaged on each side of the beam at anypoint of load application. Therefore, every time the load is applied to the central beam, 10anchors is holding the system in equilibrium, and load distribution is of 10 percent per eachanchor. While the actual shear force imposed on each anchor bolt was estimated to besufficiently lower than the design value of 76 kN per bolt force, the design of the entiresystem was calculated to be controlled by the pull-out force of 41 kN per bolt imposed on theanchors.For this reason, the loading mechanism was not permitted to be utilized to its full designcapacity if the control beam was positioned at the very edge of the C-channel, in other words,if the central beam is placed at the back or front of the test bed, where the zone of loaddistribution at 2:1 would capture a fewer number of anchors. As a result, the use of the entireframe load system was confined by 25,000 kg maximum load that could be applied, while thecentral beam is placed no closer than 100 mm away from the edge of the C-channel.
44Test Bed Characterization MethodsTest Bed CompactionThe elevator shaft located in the geotechnical laboratory at Iowa State University (ISU) wasselected as a test bed for the purpose of placing and testing scaled piers. Western Iowa loess(loess) soil material was placed until the floor level elevation was reached. The testing had tobe performed within a confined test bed space, dimensions of which are 2.1 m in width, 1.5m in length and 2.0 m in depth.(a)(b)(c)(d)Figure 20: Test bed preparation (a) excavation, (b) finished after compaction, (c)placement of single piers and (d) testing of single piers
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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 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 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
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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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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
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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
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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
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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
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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
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173Aggregate Pier305mm Wedge HeadDC
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175Loess + Fibers305mm Single PierD
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177Sand305mm Single PierDCPI, mm/bl
Page 194 and 195:
179Aggregate Pier305mm Group of 4DC
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181C(I) + C(K)305mm Group of 4DCPI,
Page 198 and 199:
183Aggregate Pier305mm Wedge HeadCB
Page 200 and 201:
185Loess + Fibers305mm Single PierC
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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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