10.24 A road embankment is being placed across a shallow section of a bay. The existing profile consists of 1 m of water over a 5-m thick normally consolidated clay soil which overlies a very dense and stiff gravelly sand. A consolidation test on the clay generated the follow- ing results: C = 0.21, e0 = 1.21. The embankment material is expected to be place at a unit weight of 18.1 kN/m³. Determine the thickness of the embankment such that the final elevation of the embankment is 2 m above the water level. This will require an iterative 10. solution.
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- A long embankment 30 m wide is to be built on ground. The net vertical pressure applied by the embankment (assumed to be uniformly distributed) is 90kpa. The soil profile and stress distribution beneath the center of the embankment is also shown. The value of mv for the upper clay is 0.35m2/MN, and for the lower clay mv=0.13m2/MN. Tthe permeabilities of the cllays are 10-10m/s and 10-11m/s for the upper and lower soil respectively. Determine the final settlement under the center of the embankment due to consolidationQl- An embankment is to be constructed over a layer of soft clay 16 m thick as shown in figure 1. Construction the embankment will increase the total vertical stress in the clay layer by 110 kPa. The design requirement is that all but 25 mm of the settlement due to consolidation of the clay layer will have taken place after 6 months. Determine: A. The spacing in best pattern of 500 mm diameter sand drains to achieve the above requirement. B. Which is the best, the use of sand drains or pre-fabricated drains? Why? (25%) Embankment Clay Cy = 4.7 m2/ year Ch = 7.9 m2/ year mv= 0.25 m2/ MN 16 m Sand Figure (1).A soil profile consists of two layers of soil with clay layer underlying the sand layer. The sand layer has a unit weight of 20 kN/m^3 having a thickness of 4 m. and the unit weight of the 2.5m layer of clay is 18 kN/m^3. Compression index of the clay is 0.22 with a void ratio of 1.30. Compute the effective stress (kPa) at the mid height of clay. Calculate the final settlement of the clay layer (mm) due to an increase of pressure of 30 kPa at the mid-height of the clay. Calculate the settlement (mm) when the water table rises to the ground surface.
- The soil profile at a road construction site is as shown in figure (not to scale). A large embankment is to be constructed at the site. The ground water table (GWT) is located at the surface of the clay layers, and the capillary rise in the sandy soil is negligible. The effective stress at the middle of the clay layer after the application of the embankment loading is 180 kN/m². Take unit weight of water, Yw = 9.81 kN/m3. Embankment load boudi Sand GWT 2m y = 18.5 kN° it enit Clay Specific gravity, G̟ = 2.65 Water content, w = 45% Compession index, C. = 0.25 6m %3D %3D Impermeable layer The primary consolidation settlement (in m, round off to two decimal places) of the clay layer resulting from this loading will beSituation 3: 6. 7. 8. 9. 10. From the figure shown a soil formation with its corresponding soil properties and water table is located 2 m below the ground surface. To consolidate the ground, surcharge load at the top or dewatering are being considered. DRY SAND 2 m 4 m 18 m SAND CLAY Adry = 15.8 kN/m³ sat 19.1 kN/m³ Asat = 20.5 kN/m³ A decision has been made to consolidate the clay layer prior to site development by preloading with a sand layer 2.0 m thick. The sand fill will have a unit weight of 15 kN/m³. Find the increase in stress at the bottom of the clay layer. By dewatering 1.8 m, determine the stress increase at the bottom of the clay layer as water level is lowered down by 1.8 m. By how much should the water be lowered down to be more effective than the surcharge load? Determine the type of geosynthetic that serves as both drainage and filter material because it is composed of at least one geosynthetic product among the components combined with either another geosynthetic…A recently constructed long Embankment is shown in the figure. It was made from compacted (Rolled) earth fill with bulk density of 18 kN/m3 a) Determine the stress increase at indicated mid points on the clay layer A,B,C b) Calculate the total consolidation settlement of the clay due to embankment loading at the corresponding points A,B,C (The clay is normally consolidated with w = 55.6%, LL 68%, and PL.- 30%. G, = 2.7 12 m 12 m Rolled Fill Y-18 kN/m3 Dry Sand Y=16 kN/m3 1. WT V 3 m Soft saturated clay Sand and gravel
- The results of a consolidated undrained test, in which o3 = 392 kN/m?, on a normally consolidated clay are given as: Axial strain (%) Ao(kN/m²) ug(kN/m²) 0.5 0.75 156 196 226 235 250 245 240 235 99 120 132 147 161 170 173 175 1.3 2 3 4 4.5 Draw the K; line in a P' versus q' diagram. Also draw the s tress path for this test in the diagram.Example 22 a For a normally consolidated clay (c' = 0) these are the results for a consolidated drained triaxial test Chamber pressure = 104 kN/m² Deviator stress at failure = 125 kN/m² a) Find the angle of friction, ' (Answer: 22) b) Determine the angle 9 that failure plane makes with the major principle plan (Answer: 56) TOI-OHOMAI Institute of Technology Example 3 The equation of effective stress failure envelope for normally consolidated clayey soil is Tf = o'tan 27 A drained triaxial test was conducted with the same soil at the chamber confining pressure of 100 kN/m². Calculate the deviator stress at failure (Answer: 166.3 kN/m²)A 3 meter thick fill was placed over a 9 meter thick compressible clay. Underlying the clay layer is a very hard impermeable clay. The groundwater table is located on top of the compressible clay. A circular tank 9 meters in diameter transfers a surface contact stress of 45 kPa. Assume for this problem that the settlement of the fill and the very hard clay is small compared to the settlement of the compressible clay. a) Calculate the initial void ratio and saturated density of the compressible clay. b) Divide the compressible layer into two sublayers of equal thickness. The preconsolidation pressure is 100 kPa for the upper sublayer and 160 kPa for the lower sublayer. Calculate the following at the center of each sublayer: the increase in vertical stress caused by the tank underneath its center, and the consolidation setttlement due to the combined effect of the tank and weight of fill. c) How long will it take for 0.18 meters of settlement to occur? d) After 3.6 years, what…
- 2 m 2 m 3 m Figure P2.11 A Dry sand; e = 0.5 G, = 2.65 B Water table Sand Gs = 2.65 e = 0.6 C Clay w = 36% GS = 2.75 D RockA soil formation is composed of 5 m thick clay and 5 m thick sand being the sand above the clay. The ground water table (GWT) is located at 2 m below the ground surface. 40 kPa 2 m Sand Ydry = 17.66 kN/m^3 VGWT Sand 3 m Y sat = 20.93 kN/m^3 LI = 64% PL = 20% w = 40% 5 m Clay eo = 0.60 G. = 2.60 1. Calculate the primary compression index. [ Select ] 2. Calculate the primary consolidation settlement of the normally consolidated clay layer if there is a surcharge of 40 kPa acting on the ground surface. [ Select] 3. Calculate the secondary settlement of the clay layer 5 years after the completion of the primary consolidation settlement. Time for completion of primary settlement is 2 years. Use C, = 0.02. [Select ]Compute geostatic stress at point A y= 15.0 kN/m³ V Y= 16.8 kN/m³ Y= 17.2 kN/m³ 2.0 m 2.5 m 3.6 m 10.9 m SC 1.6 m B SM Silty sand CL Clay