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169Yeh, Y.K., and Mo, Y.L. (2005). ―Shear Retrofit of Hollow Bridge Piers with Carbon Fiber-Reinforced Polymer Sheets.‖ ASCE Journal of Composites for Construction, Vol 9, No. 4,Taipei, Taiwan, p. 327-336.
170APPENDIXSample CalculationsUltimate bearing capacity for single pierLong Aggregate Pier (Table 25)σ' v = H shaft γ dry loess = 0.1m x 1,556kg/m 3 x 9.81m/s 2 / 1000 = 1.5kPaσ' r.lim = σ' r.o + C u (1+In(E/(2C u (1+µ)))) = 2σ' v + 5.2C u =2 x 1.5kPa + 5.2 x 33kPa == 175kPaq ult AGGREGATE PIER = σ' r.lim tan 2 (45+ φ p AGGREGATE PIER /2) = 175kPa x tan 2 (45+44/2) == 970kPaShort Aggregate Pier (Table 26)f s = σ' v avg tan(φ s )k p,s = (d f +H shaft /2)γtan(φ p loess )tan 2 (45+φ p loess /2) = (25mm+305mm/2) /1,000 x 1,588kg/m 3 x tan(30) x tan 2 (45+30/2) = 489kg/m 2q shaft = 4f s d shaft H shaft /d 2 nominal = 4 x 489kg/m 2 x 9.81m/s 2 / 1,000 x 305mm x 84mm / 76 2 mm 2 =85kPaq tip =C u N c + 0.5d shaft γN γ + σ' v N q = 40kPa x 37 + 0.5 x 84mm / 1,000 x 9.81m/s 2 x1,588kg/m 3 x 19 / 1000 + 0.305m x 1,588kg/m 3 x 9.81m/s 2 / 1,000 x 22.5 = 1,480kPa +12.4kPa + 107kPa = 1,606kPaq ult = q shaft + q tip = 85kPa + 1,606kPa = 1,690kPaLoess (Table 26)q u =1.3c’N c + σ' v N q + 0.3d steel cap γN γ = 1.3 x 40kPa x 37.2 + 1,550kg/m 3 x 0.0254m x9.81m/s 2 / 1,000 + 0.3 x 76mm / 1,000 x 1,550 kg/m 3 x 9.81m/s 2 / 1,000 x 19 = 1,451kPa +0.4kPa + 6.6kPa = 1,460kPa
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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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101Figure 66: 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
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113Applied stress at bottom of the
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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: 125Figure 82: Stress-settlement tes
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 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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