Table A4. Consolidation parameters for black <strong>clays</strong>, Sample No. SB42-50cm. Calculation sheet Sample No.: SB42-50cm P (kPa) DH (mm) E (%) e av ( m²/kN) mv (m²/MN) t50 (min) Cv (m²/year) K (m/s) Cc Cs Cα 0 0,000 0,000 0,732 - - - - - - 100 1,123 8,021 0,593 0,001389 0,80 9,50 0,494 1,229E-10 0,005 200 2,041 14,579 0,480 0,001136 0,71 20,00 0,200 4,430E-11 0,009 400 3,098 22,129 0,349 0,000654 0,44 24,00 0,142 1,939E-11 0,024 800 4,075 29,107 0,228 0,000302 0,22 50,00 0,056 3,916E-12 0,34 0,03 0,017 1600 4,972 35,514 0,117 0,000139 0,11 70,00 0,033 1,168E-12 0,021 2400 5,404 38,600 0,064 0,000067 0,06 95,00 0,021 3,941E-13 0,009 1600 5,338 38,129 0,072 400 4,732 33,800 0,147 100 4,155 29,679 0,218 25 3,677 26,264 0,277 12 3,075 21,964 0,352 Table A5. Consolidation parameters for black <strong>clays</strong>, Sample No. SC17-50cm Calculation sheet Sample No.: SC17-50cm P (kPa) DH (mm) E (%) e av ( m²/kN) mv (m²/MN) t50 (min) Cv (m²/year) K (m/s) Cc Cs Cα 0 0,000 0,000 0,728 - - - - - - - - 100 0,244 1,743 0,698 0,000301 0,17 9,00 0,556 3,006E-11 0,006 200 1,067 7,621 0,596 0,001016 0,60 30,00 0,154 2,862E-11 0,007 400 1,999 14,279 0,481 0,000575 0,36 18,00 0,225 2,508E-11 0,009 800 2,889 20,636 0,371 0,000275 0,19 50,00 0,069 3,991E-12 0,016 1600 3,962 28,300 0,239 0,000166 0,12 65,00 0,045 1,674E-12 0,44 0,040 0,020 2400 4,386 31,329 0,187 0,000065 0,05 120,00 0,021 3,424E-13 0,012 1600 4,317 30,836 0,195 400 3,810 27,214 0,258 70 3,043 21,736 0,352 Table A6. Consolidation parameters for black <strong>clays</strong>, Sample No. SC29-50cm. Consolidation test calculation sheet Sample No: SC29-50cm P (kPa) DH (mm) E (%) e av ( m²/kN) mv (m²/MN) t50 (min) Cv (m²/year) K (m/s) Cc Cs Cα 0 0,000 0,000 0,901 - - - - - - 100 0,466 3,329 0,838 0,000633 0,33 2,50 1,971 2,034E-10 0,003 200 1,061 7,579 0,757 0,000808 0,44 5,50 0,828 1,129E-10 0,004 400 1,791 12,793 0,658 0,000496 0,28 15,00 0,274 2,397E-11 0,009 800 2,553 18,236 0,555 0,000259 0,16 35,00 0,104 5,027E-12 0,013 1600 3,418 24,414 0,437 0,000147 0,09 38,00 0,083 2,431E-12 0,014 2400 3,807 27,193 0,384 0,000066 0,05 80,00 0,035 4,995E-13 0,38 0,065 0,008 1600 3,735 26,679 0,394 400 3,256 23,257 0,459 50 2,585 18,464 0,550
Table A7. Consolidation parameters for red soils, Sample No. RD1-30cm Consolidation test calculation sheet Sample No.: RD1-30cm P (kPa) DH (mm) E (%) e av ( m²/kN) mv (m²/MN) t50 (min) Cv (m²/year) K (m/s) Cc Cs Cα 0 0,000 0,000 1,560 - - - - - - - - 12 1,205 8,607 1,340 0,018365 7,17 0,30 15,56 3,459E-08 0,002 25 1,537 10,979 1,279 0,004671 2,00 0,35 11,85 7,331E-09 0,003 50 1,770 12,643 1,237 0,001705 0,75 1,05 3,77 8,750E-10 0,003 100 2,338 16,700 1,133 0,002078 0,93 1,25 2,97 8,547E-10 0,004 200 2,990 21,357 1,014 0,001192 0,56 1,50 2,23 3,860E-10 0,004 400 3,720 26,571 0,880 0,000668 0,33 1,60 1,84 1,892E-10 0,004 800 4,490 32,071 0,739 0,000352 0,19 1,85 1,38 7,988E-11 0,004 1600 5,174 36,957 0,614 0,000156 0,09 2,20 0,99 2,769E-11 0,003 2400 5,523 39,450 0,550 0,000080 0,05 3,90 0,50 7,646E-12 0,42 0,030 0,003 1600 5,503 39,307 0,554 400 5,410 38,643 0,571 100 5,323 38,021 0,587 25 5,185 37,036 0,612 12 5,092 36,371 0,629 Table A8. Consolidation parameters for red soils, Sample No. RD1-100cm. Consolidation test calculation sheet Sample No.: RD1-100cm P (kPa) DH (mm) E (%) e av ( m²/kN) mv (m²/MN) t50 (min) Cv (m²/year) K (m/s) Cc Cs Cα 0 0,000 0,000 1,607 - - - - - - - - 12 0,513 3,664 1,511 0,007961 3,05 0,16 30,69 2,905E-08 0,003 25 1,029 7,350 1,415 0,007391 2,94 0,98 4,67 4,258E-09 0,005 50 1,816 12,971 1,269 0,005862 2,43 1,00 4,11 3,094E-09 0,007 100 2,781 19,864 1,089 0,003594 1,58 1,11 3,21 1,575E-09 0,008 200 3,787 27,050 0,902 0,001873 0,90 1,40 2,13 5,928E-10 0,008 400 4,693 33,521 0,733 0,000844 0,44 1,50 1,65 2,270E-10 0,006 800 5,462 39,014 0,590 0,000358 0,21 1,75 1,18 7,574E-11 0,005 1600 6,095 43,536 0,472 0,000147 0,09 2,10 0,84 2,404E-11 0,4 0,030 0,004 2400 6,396 45,686 0,416 0,000070 0,05 3,80 0,41 6,071E-12 0,004 1600 6,383 45,593 0,418 400 6,288 44,914 0,436 100 6,164 44,029 0,459 25 6,033 43,093 0,484 12 5,952 42,514 0,499
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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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99 Table 7.6. Viscosity and density
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101 Table 7.7, continued. Results o
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103
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105 Plate 7.7a. Shear testing showi
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107 Shear stress / Displacement Cur
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109 Table 7.10. Distribution and/ o
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111 illustrated in Figures 7.6, 7.7
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113 Black clays Cohesion c´ (kN/m
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115 7.4 Oedometer consolidation tes
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117 The compound coefficient, K/ρw
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119 Primary consolidation is a time
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121 where w (%) = moisture content
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123 Relationships between values of
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125 Plate 7.8. Oedometer consolidat
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127 Cumulative log-time/settlement
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129 Ranges of values of coefficient
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131 is most probably due to the ten
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133 The results of correlation show
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135 by differences in lithology, mi
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137 Black clays and red soils Swell
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139 Testing procedure involved cutt
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141 Black clays Swelling pressure S
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143 Black clays: P (kPa) vs S (%) P
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145 The same relationship is repres
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147 Alternatively, percentage swell
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149 Combined sample results: S % vs
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151 Black clays: Greek method P% =
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153 partly produced by effects of w
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155 Chapter 8 Distribution of index
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157 the study area, respectively. R
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159 Liquid limit variation; 0,50m a
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161 Liquid limit (LL) variation (>
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163 (8.6). The few isolated patches
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165 Similarly, soil thicknesses of
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167 Free swell variation; 0,50m dep
- Page 181 and 182: 169 fraction at the two depth inter
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- Page 189 and 190: 177 9.2 Grain size distribution The
- Page 191 and 192: 179 rapid dissipation of pore water
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- Page 205 and 206: 193 Table 10.5, continued. Calculat
- Page 207 and 208: 195 Table 10.6. Calculated and labo
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- Page 221 and 222: 209 cc = 0,0099(122-LL) for black c
- Page 223 and 224: 211 References Abebe, S. T., 2002.
- Page 225 and 226: 213 Galster, R.W., 1977. A system o
- Page 227 and 228: 215 Mitchell, J.K., 1993. Fundament
- Page 229 and 230: 217 ------,1964. Long term stabilit
- Page 231: Appendix A: Oedometer consolidation
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- Page 237 and 238: Appendix D Distribution/ variation
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- Page 259 and 260: Appendix E Geotechnical soil map of