Given Figure E1, draw the active earth pressure distribution. Use Yw = 9.81 kN/m³. Determine the magnitude and location of the active thrust. Surcharge q=20 kN/m² 6m R75R2 3 m 3 m Figure El Soil 1 Y = 16 kN/m² '=30° c'=0 Soil 2 1 = 20 kN/m² $' = 36° c'=0
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- The dam shown has a base of which 2 m. below the ground surface. The pressure distribution diagram at the base of the dam can be obtained from the equipotential lines as follows: P! +15 mt K = 4.5 m/day. If H = 8 m, Compute the uplift force per unit length. Select the correct response: 809.3 kN/m 882.9 kN/m 829.7 kN/m 735.8 kN/mFor the loaded area shown in figure below: 1- Draw the distribution of total, effective, and pore water pressures through the soil. 2- Find the normal pressure at point A due to external pressure. 1m m 3 m 3 m 5m 3m 1 m Point ldad 6 m Plane Point A 1m 3 m s00 kN 50 kN/m length 20 kN/m Profile s0kN/m? V=18.9 kN/m e=0.565 D1=1.0mm 2m Sandy soil Gs-2.65 factor c=0.283 cm ZW.T 1.5 m Silty clay soil Ysat =20 kNm? Capillàry Zone Clayey soil 7sat=18.5 kNAn Peint A(a) Calculate and draw the active earth pressure distribution acting on the smooth wall shown in Figure 4. The water table is at the interface of the soil layers; 2 m 4 m Sand 1: c= 0, += 30° 7 = 16 kN/m³ Sand 2: c= 0, += 38° Figure 4 sat = 21 kN/mm³
- Given Figure E1, draw the active earth pressure distribution. Use gw = 9.81 kN/m3. Determine the magnitude and location of the active thrust.Calculate the change in vertical stress on a drainage pipe caused by a rectangular surcharge of size 2x4m (See figure). Use Westergaard equation. q = 8 T/m? 2 m Well graded sand, SW 6 m Y = 1.90 T/m3 v = 0.3 Drainage pipe 0.861 T/m2 0.108 T/m2 0.792 T/m2 0.099 T/m2Ex2: An embankment shown in the figure is constructed. compute the vertical stress increment under Points A, B, and C at z 10 m 10 m 12 m 10 m Y19.2 kN/m 6 m
- B) For the soil profile shown in Figure (2), the rate of downward water flow is 0.4 m³/hr.m². Calculate: Peizometric reading at point C. Total head loss. Effective stress at point B. m 4 6 m A C K=1.0 m/ sec Ys = 18.0 kN/m³ e-1.2 K=0.5 m/sec Ys=20.0 kN/m³ em 0.6 Datum Fig.(2) PiezometerQ1) calculate stress tensor of a reservoir if you were given the following information: S1= 70 MPa, S2= 80 MPa, S3= 35 MPa and the SHmax is oriented to the North?EXAMPLE 10.15 An embankment is shown in Figure 10.29a. Determine the stress increase under the embankment at points A₁ and A₂. 14 m- 5m 11.5 m- 5 m č A₂ At point A₁ -14 m- → 5m → ← 5m 5 m A₂ 11.5 m At point A₂ H=7m ► 5 m 8 A₁ 5m+¦+ H=7m >· 5 m X A₁ 14 m 16.5 m 5 m 14 m EXAMPLE 10.15 An embankment is shown in Figure 10.29a. Determine the stress increase under the embankment at points A, and A₂. 14 m 16.5 m y= 17.5 kN/m³ 5m9 = (2.5 m) x (17.5 - A₂ H A0₂ (1) kN/m³) = 43.75 kN/m2 Aσ₂ (1) y= 17.5 kN/m² B A₁ 1 90 = 122.5 kN/m2 + + T 5m 9=(7 m) x (17.5 kN/m³)= 122.5 kN/m² % = 122.5 kN/m² A₂ 2.5 m →→ ● A0₂ (2) A₁ 14 m- A₂ (2) 9 (4.5 m) x (17.5 kN/m³)= 78.75 kN/m² Aar: (33) A₂ 14 m 9 m ➜ 14 m 1
- An embankment shown in the figure is constructed. Compute and plot the distributions of the vertical stress increment (a) under the center, and (b) under the toe of the embankment, down to the depth z = 10 m in both cases. 10 m 12 m 10 m Yt = 19.2 kN/m3 6 m A! BPlan of an existing structure rests on a soil shown in figure (1) below. 1- Draw the distribution of total, effective and pore water pressure through the soil. 2- Fined the change in normal pressure at point A due to external pressure. 8 m 100 kN/m2 8 m Plan 4 m Point A 200 kN/m² 0.5 m 1.5 m 3.0 m Sand soil Ym=17 kN/m³ Profile V G.W.T Ym.=17.5 kN/m³ Ysat.=18.2 kN/m³ 3.5 m Clayey soil Point AA concrete dam with a triangular cross section is shown in the figure. Consider 1m strip. Neglect the hydrostatic uplift. Given: B = 41.8 m H = 61.8 m Concrete, Yconc = 24 kN/m³ H Concrete >> dam Water B Calculate the maximum soli pressure (kPa) at the base of the dam. Express your answer in whole number.