150 In comparison, black <strong>clays</strong> from field locations representing sample No. SA2-70cm alone have a swelling pressure <strong>of</strong> SP = 82,46 kPa, <strong>an</strong>d would therefore require <strong>an</strong> external load <strong>of</strong> 15,54 kPa to permit the same amount <strong>of</strong> percentage swelling, S% = 2, i.e. P (kPa) = (18,85 * 82,46)/100 = 15,54 Other extents <strong>of</strong> external loading necessary to give certain permissible percentage swelling could be similarly calculated if the swelling pressure (SP) <strong>of</strong> the <strong>clays</strong> is already known. Tsiambaos <strong>an</strong>d Tsaligopoulos (1995) investigated swelling characteristics <strong>of</strong> exp<strong>an</strong>sive <strong>clays</strong> based on examples from Greece. As a way <strong>of</strong> estimating the swelling characteristics, they suggested plotting the ratio <strong>of</strong> percentage swelling (w.r.t original specimen height, Ho) to corresponding load decrement, S (%)/P (kPa) on log scale, against the ratio <strong>of</strong> load decrement to swelling pressure, [P (kPa)/SP (kPa)] * 100%. Results <strong>of</strong> such a relationship as applied to data <strong>of</strong> black <strong>clays</strong> obtained in this study are presented in Table (7.25) <strong>an</strong>d Fig.(7.38). Table 7.25. Computed values <strong>of</strong> ratio S(%)/P <strong>an</strong>d P/SP (%) (according to Greek method) for black <strong>clays</strong> in this study. Sample No. P (kPa) SP = Pmax (kPa) Smax (mm) S (%) S (%) / P P (%) = (P/SP)*100 82,46 0,00 0,01 100 41,23 0,96 0,02 50 SA2/70cm 19,99 82,46 1,036 2,30 0,12 24 10,00 2,92 0,29 12 5,00 4,90 0,98 6 2,50 6,59 2,64 3 37,48 0,00 0,01 100 18,74 0,49 0,03 50 SB1/70cm 10,00 37,48 0,425 1,15 0,12 27 5,00 1,79 0,36 13 2,50 2,54 1,02 7 36,23 0,00 0,01 100 17,49 0,60 0,03 48 SC25/50cm 8,75 36,23 0,475 1,45 0,17 24 5,00 2,36 0,47 14 2,50 3,15 1,26 7 44,98 0,00 0,01 100 22,49 0,55 0,02 50 SC29/50cm 11,24 44,98 0,493 1,35 0,12 25 5,00 2,42 0,48 11 2,50 3,24 1,30 6 Average value: 50,29 0,607(5,52%)
151 Black <strong>clays</strong>: Greek method P% = (P/SP) * 100 120 100 80 60 40 20 n = 21 P/SP = -17,32Ln(S/P) + 1,18 R 2 = 0,85 S/P vs P/SP (%) 0 0,00 0,50 1,00 1,50 2,00 2,50 3,00 S (%)/P (kPa) Fig. 7.38a. Correlation between ratios S(%)/P <strong>an</strong>d P/SP (%), i.e. Greek method, for combined sample results <strong>of</strong> black <strong>clays</strong> ( S% derived w.r.t initial specimen height Ho). Black <strong>clays</strong>: Greek method P% = (P/SP) * 100 120 100 80 60 40 20 n = 21 P/SP = -17,32Ln(S/P) + 1,18 R 2 = 0,85 S/P vs P/SP (%) 0 0,01 0,10 1,00 10,00 S (%)/ P (kPa) Figure 7.38b. Correlation between S(%)/P on log scale <strong>an</strong>d P/SP (%) for combined sample results <strong>of</strong> black <strong>clays</strong>, based on the Greek method (S% w.r.t initial specimen height, Ho). Correlations using the Greek method resulted in the following relationship, i.e. P (%) = -17.32Ln(S/SP) + 1,18 (7.51) Where S (%) = percentage swelling in relation to initial specimen height, Ho mm. P (kPa) = load decrement SP (kPa) = swelling pressure P% = [P(kPa)/SP (kPa)] * 100
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AN ENGINEERING GEOLOGICAL CHARACTER
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i Contents Page Acknowledgements Su
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iii Chapter 8. Distribution of inde
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v 7.29 - 7.33 Correlation between s
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vii 136 139 7.13 Compressibility cl
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ix Acknowledgements I would like to
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1 Chapter 1 Introduction 1.1 Scope
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Figure1.1 Map of Nairobi region sho
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5 Plates 1.2 (a) & (b) Strong shrin
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7 Available literature in the form
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9 slopes. The northern boundary bet
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11 1.6 Climate The Nairobi area and
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13 marked daily range of relative h
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15 Chapter 2 Previous works 2.1 Sum
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17 Table 2.1 Stratigraphic correlat
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19 Chapter 3 Geology 3.1 Introducti
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21 metamorphic minerals sillimanite
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25 and prismatic apatite occur as a
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27 Table 3.2 Chemical analyses of s
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29 caused by partial segregation of
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32 could otherwise lead to erroneou
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34 The red soils in this study occu
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36 17 16 15 14 13 12 11 10 9 8 7 6
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38 4.4 Vane test 4.4.1 Introduction
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40 Table 4.1 Classification of soft
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42 The variation of vane shear stre
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44 And thirdly, the field vane appa
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46 horizon, most probably a result
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49 The red friable clays on the who
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51 Results of chemical analyses of
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53 Results of previous soil classif
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55 neighbouring metamorphic areas a
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57 Table 5.10. Profile description
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59 The presence of BaO in the red a
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61 resulted most probably from supp
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63 800 Impulse 700 600 500 SC 17 -5
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65 sericite and chlorite (see next
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67 Q: Quartz (1%) H: Haematite K: K
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69 Plate 6.3. K-feldspar phenocryst
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71 The trachytes generally show a r
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73 Plate 6.16. Organic matter (rema
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75 Plate 6.24. Solution pores/ cavi
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77 Plate 6.29. Iron concretion with
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79 The CS-225 is a micro-processor
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81 The red soils generally exhibit
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83 Chapter 7 Laboratory soils index
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85 According to Johnson and Degraff
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87 Table 7.2. Results of index test
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89 Plate 7.2a. Apparatus for liquid
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91 Activity chart Plasticity index
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93 Table 7.3 (continued). Atterberg
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95 where 7.1.4.4 Results V = volume
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97 A standard classification of soi
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- Page 117 and 118: 105 Plate 7.7a. Shear testing showi
- Page 119 and 120: 107 Shear stress / Displacement Cur
- Page 121 and 122: 109 Table 7.10. Distribution and/ o
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- Page 125 and 126: 113 Black clays Cohesion c´ (kN/m
- Page 127 and 128: 115 7.4 Oedometer consolidation tes
- Page 129 and 130: 117 The compound coefficient, K/ρw
- Page 131 and 132: 119 Primary consolidation is a time
- Page 133 and 134: 121 where w (%) = moisture content
- Page 135 and 136: 123 Relationships between values of
- Page 137 and 138: 125 Plate 7.8. Oedometer consolidat
- Page 139 and 140: 127 Cumulative log-time/settlement
- Page 141 and 142: 129 Ranges of values of coefficient
- Page 143 and 144: 131 is most probably due to the ten
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- Page 147 and 148: 135 by differences in lithology, mi
- Page 149 and 150: 137 Black clays and red soils Swell
- Page 151 and 152: 139 Testing procedure involved cutt
- Page 153 and 154: 141 Black clays Swelling pressure S
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- Page 157 and 158: 145 The same relationship is repres
- Page 159 and 160: 147 Alternatively, percentage swell
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- Page 169 and 170: 157 the study area, respectively. R
- Page 171 and 172: 159 Liquid limit variation; 0,50m a
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- Page 175 and 176: 163 (8.6). The few isolated patches
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- Page 179 and 180: 167 Free swell variation; 0,50m dep
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- Page 189 and 190: 177 9.2 Grain size distribution The
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- Page 207 and 208: 195 Table 10.6. Calculated and labo
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201 There has also been a decrease
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203 PI = 1,88*LS A comparison of pl
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205 cc = 0,0099(122-LL) for black c
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207 Chapter 12 Recommendations Anal
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209 cc = 0,0099(122-LL) for black c
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211 References Abebe, S. T., 2002.
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213 Galster, R.W., 1977. A system o
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215 Mitchell, J.K., 1993. Fundament
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217 ------,1964. Long term stabilit
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Appendix A: Oedometer consolidation
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Table A7. Consolidation parameters
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Results of swelling tests on black
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Appendix D Distribution/ variation
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 1000 Distance (m) We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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4000 3000 2000 Distance (m) 1000 We
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Appendix E Geotechnical soil map of