A square footing (1.5 m x 1.5 m) is located at a depth of 1.0 m in a clay deposit consisting of two layers. The top layer is 1 m thick and has C₁ = = 150 kN/m² and y₁ 16 kN/m³. The bottom layer has c₂ = 50 kN/m² and y₂ = 15 kN/m². The net bearing capacity is: =
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- A mat foundation is shown in Figure P8.6. The design considerations are L = 12 m, B = 10 m, Df = 2.2 m, Q = 30 MN, x1 = 2 m, x2 = 2 m, x3 = 5.2 m, and preconsolidation pressure σ'c < 105 kN/m2. Calculate the consolidation settlement under the center of the mat.A footing of size 2m x 2m transferring a pressure of 200 kN/m2, is placed at depth of 1.5 m below the ground as shown in the figure (not drawn to the scale). The clay stratum is normally consolidated. The clay has specific gravity of 2.65 and compression index of 0.3. 200 kN/m? 1.5 m GWT Ya = 15 kN/m 18 kN/m elemiu 1 m Silty Sand Ysat = 10.5 m 1.5 m Clay Yat = 17 kN/m Dense Sand Consideration 2:1 (vertical to horizontal) method of load distribution and yw primary consolidation settlement (in mm, round off to two decimal places) of the clay stratum is 10kN/m, the8.4 A rectangular foundation is shown in Figure P8.2, given B= 2 m, L=4m q=240 kN/m², H=6m, and D; =2 m. (a) Assuming E = 3800KN/m², calculate the average elastic settlement. Use Eq. (8.24). (b) If the clay is normally consolidated, calculate the consolidation settlement. Use Eq. (8.35) and yat = 17.5 kN/m², C¸ = 0.12, and e, = 1.1.
- 8.4 A rectangular foundation is shown in Figure P8.2, given B=2m, L=4m q = 240 kN/m², H = 6m, and D; = 2 m. (a) Assuming E = 3800KN/m², calculate the average elastic settlement. Use Eq. (8.24). (b) If the clay is normally consolidated, calculate the consolidation settlement. Use Eq. (8.35) and y,t = 17.5 kN/m’, C, = 0.12, and e, = 1.1. %3D G.W.T. D,=2 m = 240 kN/m² Clay e. = .IO H= 6 m 1. Rock Figure P8.2 S,(average) = µ,M0 qB (v = 0.5) E (8.24) (8.35)A square column foundation with base of 1.38 m is shown in the figure. It carries an axial load of 479 kN and has its bottom resting on the ground water table located h1 - 1.5 m. below the ground surface. h2=0.8 m and h3 - 2.4 m. Compute the settlement of the clay layer in millimeter caused by primary consolidation if the preconsolidation pressure of the clay is 98 kPa. |P Dry Sand Wet Sand Clay h3 Soil Properties; A Unit Weight of Dry Sand= 15.6 KN/m3 Saturated Unit Weight of Sand - 19.6 KN/m3 Saturated Unit Weight of Clay = 18.7 KN/m3 Compression Index = 0.255 Void Ratio of Clay = 0.69 Swell Index 1/5Cc X ✓ I tak 2 h1 FEEF HERThe 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.
- (b) Figure Q2 (b) shows the ring foundation to support a silo. Given R1 = 3 m while R2 =6 m. The total vertical load is 7500 kN. (i) Calculate and plot the vertical stress increase with depth up to 7 m (use 1 minterval) under the centre of the ring (point O).(ii) Determine the maximum vertical stress increase and its location.X Check the factor of safety against shear failure (bearing capacity) for the rectangular footing shown in Fig. () (F.S = 2.5) and calculate consolidation settlement of the foundation 3 m W.T 1-1 Fine Silty 6 m 1.m V = 1000 kN Ycon. = 24 kN/m³ Y₁ = 19 kN/m³ =25° G₁=2.7 Y₁ = 18 kN/m³ Cu = 60 kN/m² G₁ = 2.65 Dense Sand y= 20 kN/m³ =35° G.S m 10 m 6 mA sandstone rock specimen has quc= 50 MN/m2 and ∅' =35°. Find c'.
- H.Q 3 A flexible circular area is subjected to a uniformly distributed load of 150 kN/m2. The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0, 0.4 m, 0.8 m, and 1 m. Use Boussinesq's solution. %3Dplase help question is clear please dont other answer for question A flexible rectangular area is subjected to a uniformly distributed load of q = 225 kN/m². Determine the increase in vertical stress, Aoz at a depth of z = 2 m at Point A. %3D 0.5 m 1m 0.5 m 1 m Point AQl- 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).