an engineering geological characterisation of tropical clays - GBV

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40 Table 4.1 Classification of soft soils based on vane shear strength (BS 1377: 1975). General descriptive term Maximum shear stress for strength (kN/m²) Very soft 20 Soft 40 Soft to firm 60 Firm 90 4.4.3 Results of study Results of field vane shear tests performed in this study are summarised in Tables 4.2, 4.3 and 4.4 as shown below. The variations of vane shear strength with soil depth are presented in Figure 4.4. Table 4.2 Results of field vane shear tests in soft black clays at Madaraka West, Nairobi. Date: 14.01.2001 Spring = Tr/ θf i.e. K = 1333,33 Location: Madaraka West Constant, K Nmm/deg. Soil type: Black clays Depth, Moisture Bulk Angle of Torque, Vane shear Soil Dp (m) Content, density Rotation, θf Tr (Nmm) Strength, strength Wn (%) (g/cm³) (degrees) c (kPa) description 0,3 40,53 1,56 10,6 14166,67 30,94 Soft 0,6 40,46 1,74 14,3 19000,00 41,50 soft to firm 1,0 24,68 1,78 45,6 60833,33 132,86 firm to stiff 1,5 28,23 1,78 60,6 80833,33 176,53 Stiff The soft and sensitive clay soils are characterised by a very soft to firm consistency, up to depths of 1 m for black clays and 3 m for red soils. The black clay variants exhibit undrained vane shear strength of 30,94 – 41,50 kPa; while the red soil equivalents have values of 10,92 – 87,36 kPa. There is a general increase in the undrained shear strength with depth, in both soil types. This is probably due to preconsolidation of deeper soil horizons by overburden material above, so that bulk density of the soils generally increases with depth (Tables 4.2, 4.3 & 4.4). Table 4.3 Results of field vane shear tests in soft red soils at Arboretum, Nairobi. Date: 11.01.2001 Spring = Tr/ θf i.e. K = 1333,33 Location: Arboretum Constant, K Nmm/deg. Soil type: Red friable clays Depth, Moisture Bulk Angle of Torque, Vane shear Soil Dp (m) Content, density Rotation, θf Tr (Nmm) Strength, c strength Wn (%) (g/cm³) (degrees) (kPa) description 0,3 39,44 1,37 3,8 5000,00 10,92 very soft 1,0 24,03 1,41 30,0 40000,00 87,36 Firm 2,0 24,25 1,41 36,5 48616,47 106,18 firm to stiff 3,0 25,07 1,52 38,3 51020,39 111,43 firm to stiff
41 Table 4.4 Results of field vane shear tests in soft red soils at Kenya High School, Nairobi. Date: 11.01.2001 Spring = Tr/ θf i.e. K = 1333,33 Location: Kenya High Constant, K Nmm/deg. Soil type: Red friable clays Depth, Dp Moisture Bulk Angle of Torque, Vane shear Soil (m) Content, density Rotation, θf Tr (Nmm) strength, c strength Wn (%) (g/cm³) (degrees) (kPa) description 0,3 37,85 1,36 5,7 7555,19 16,50 very soft 1,0 26,86 1,40 15,1 20147,16 44,00 soft to firm 2,0 27,05 1,43 21,4 28558,60 62,37 Firm 3,0 27,78 1,68 22,7 30220,74 66,00 Firm The variation of vane shear strength with soil depth tends to fit closely to a logarithmic relationship (Fig. 4.6), with relatively strong correlation, i.e.R = 0,94 for black clays; and R = 0,97 – 1,0 for red soils. Vane shear strength (kPa)/ depth (m) 200,00 180,00 c = 95,496Ln(Dp) + 126,71 R 2 = 0,8766 Vane shear strength c (kPa) 160,00 140,00 120,00 100,00 80,00 60,00 40,00 c = 44,727Ln(Dp) + 72,397; R 2 = 0,9397 c = 22,33Ln(Dp) + 43,936; R 2 = 0,9901 Red soil, Kenya High Red soil, Arboretum Black clays, Madaraka Logarithmic (Kenya High) Logarithmic (Arboretum) Logarithmic (Madaraka) 20,00 0,00 0,0 0,5 1,0 1,5 2,0 2,5 3,0 3,5 Depth Dp (m) Figure 4.6 Variation of field vane shear strength with soil depth for the soft red friable clays and soft black clays.
Page 1 and 2: AN ENGINEERING GEOLOGICAL CHARACTER
Page 3 and 4: i Contents Page Acknowledgements Su
Page 5 and 6: iii Chapter 8. Distribution of inde
Page 7 and 8: v 7.29 - 7.33 Correlation between s
Page 9 and 10: vii 136 139 7.13 Compressibility cl
Page 11 and 12: ix Acknowledgements I would like to
Page 13 and 14: 1 Chapter 1 Introduction 1.1 Scope
Page 15 and 16: Figure1.1 Map of Nairobi region sho
Page 17 and 18: 5 Plates 1.2 (a) & (b) Strong shrin
Page 19 and 20: 7 Available literature in the form
Page 21 and 22: 9 slopes. The northern boundary bet
Page 23 and 24: 11 1.6 Climate The Nairobi area and
Page 25 and 26: 13 marked daily range of relative h
Page 27 and 28: 15 Chapter 2 Previous works 2.1 Sum
Page 29 and 30: 17 Table 2.1 Stratigraphic correlat
Page 31 and 32: 19 Chapter 3 Geology 3.1 Introducti
Page 33: 21 metamorphic minerals sillimanite
Page 37 and 38: 25 and prismatic apatite occur as a
Page 39 and 40: 27 Table 3.2 Chemical analyses of s
Page 41 and 42: 29 caused by partial segregation of
Page 44 and 45: 32 could otherwise lead to erroneou
Page 46 and 47: 34 The red soils in this study occu
Page 48 and 49: 36 17 16 15 14 13 12 11 10 9 8 7 6
Page 50 and 51: 38 4.4 Vane test 4.4.1 Introduction
Page 54 and 55: 42 The variation of vane shear stre
Page 56 and 57: 44 And thirdly, the field vane appa
Page 58: 46 horizon, most probably a result
Page 61 and 62: 49 The red friable clays on the who
Page 63 and 64: 51 Results of chemical analyses of
Page 65 and 66: 53 Results of previous soil classif
Page 67 and 68: 55 neighbouring metamorphic areas a
Page 69 and 70: 57 Table 5.10. Profile description
Page 71 and 72: 59 The presence of BaO in the red a
Page 73 and 74: 61 resulted most probably from supp
Page 75 and 76: 63 800 Impulse 700 600 500 SC 17 -5
Page 77 and 78: 65 sericite and chlorite (see next
Page 79 and 80: 67 Q: Quartz (1%) H: Haematite K: K
Page 81 and 82: 69 Plate 6.3. K-feldspar phenocryst
Page 83 and 84: 71 The trachytes generally show a r
Page 85 and 86: 73 Plate 6.16. Organic matter (rema
Page 87 and 88: 75 Plate 6.24. Solution pores/ cavi
Page 89 and 90: 77 Plate 6.29. Iron concretion with
Page 91 and 92: 79 The CS-225 is a micro-processor
Page 93 and 94: 81 The red soils generally exhibit
Page 95 and 96: 83 Chapter 7 Laboratory soils index
Page 97 and 98: 85 According to Johnson and Degraff
Page 99 and 100: 87 Table 7.2. Results of index test
Page 101 and 102: 89 Plate 7.2a. Apparatus for liquid
Page 103 and 104:
91 Activity chart Plasticity index
Page 105 and 106:
93 Table 7.3 (continued). Atterberg
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95 where 7.1.4.4 Results V = volume
Page 109 and 110:
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
Page 117 and 118:
105 Plate 7.7a. Shear testing showi
Page 119 and 120:
107 Shear stress / Displacement Cur
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109 Table 7.10. Distribution and/ o
Page 123 and 124:
111 illustrated in Figures 7.6, 7.7
Page 125 and 126:
113 Black clays Cohesion c´ (kN/m
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115 7.4 Oedometer consolidation tes
Page 129 and 130:
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
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
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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
Page 153 and 154:
141 Black clays Swelling pressure S
Page 155 and 156:
143 Black clays: P (kPa) vs S (%) P
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145 The same relationship is repres
Page 159 and 160:
147 Alternatively, percentage swell
Page 161 and 162:
149 Combined sample results: S % vs
Page 163 and 164:
151 Black clays: Greek method P% =
Page 165 and 166:
153 partly produced by effects of w
Page 167 and 168:
155 Chapter 8 Distribution of index
Page 169 and 170:
157 the study area, respectively. R
Page 171 and 172:
159 Liquid limit variation; 0,50m a
Page 173 and 174:
161 Liquid limit (LL) variation (>
Page 175 and 176:
163 (8.6). The few isolated patches
Page 177 and 178:
165 Similarly, soil thicknesses of
Page 179 and 180:
167 Free swell variation; 0,50m dep
Page 181 and 182:
169 fraction at the two depth inter
Page 183 and 184:
171 Variation of fines (%), < 0,50m
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173 %coarse % coarse fraction varia
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175 1°19´S 22 Shear angle variati
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177 9.2 Grain size distribution The
Page 191 and 192:
179 rapid dissipation of pore water
Page 193 and 194:
Chapter 10 181 Correlation of index
Page 195 and 196:
183 Black clays; plasticity index/
Page 197 and 198:
185 On the other hand, laboratory m
Page 199 and 200:
187 Red clays; measured/ calculated
Page 201 and 202:
189 These two relationships could b
Page 203 and 204:
191 Diagram: PImeasured/ PIcalculat
Page 205 and 206:
193 Table 10.5, continued. Calculat
Page 207 and 208:
195 Table 10.6. Calculated and labo
Page 209 and 210:
197 The swelling capability in term
Page 211 and 212:
199 Free swell/ clay fraction Free
Page 213 and 214:
201 There has also been a decrease
Page 215 and 216:
203 PI = 1,88*LS A comparison of pl
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205 cc = 0,0099(122-LL) for black c
Page 219 and 220:
207 Chapter 12 Recommendations Anal
Page 221 and 222:
209 cc = 0,0099(122-LL) for black c
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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 and 232:
Appendix A: Oedometer consolidation
Page 233 and 234:
Table A7. Consolidation parameters
Page 235 and 236:
Results of swelling tests on black
Page 237 and 238:
Appendix D Distribution/ variation
Page 239 and 240:
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
Page 259 and 260:
Appendix E Geotechnical soil map of
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