A layered soil is depicted in the following figure. Make reasonable assumptions on the hydraulic conductivity on each layer and estimate the equivalent permeability, keq, for direction of water flow #1 and #2. Direction of water flow #1 H, = 3.5 m, dense gravel %3D H, = 7.2 m, soft clay %3D Direction of water flow #2 H, = 6.8 m, medium dense sand H = 2.9 m, dense sand %3D 4

A layered soil is depicted in the following figure. Make reasonable assumptions on the hydraulic conductivity on each layer and estimate the equivalent permeability, keq, for direction of water flow #1 and #2. Direction of water flow #1 H, = 3.5 m, dense gravel %3D H, = 7.2 m, soft clay %3D Direction of water flow #2 H, = 6.8 m, medium dense sand H = 2.9 m, dense sand %3D 4

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

.In the given soil profile detemine the 6,µ and 6' of the points A,B.C and D. Show the variations in a diagram, Considering NO seepage. H1 = 4.0 m e = 0.4 H1 Layer 1 Gs = 2.65 Ground water H2 = 5.0 m e= 0.6 H2 Layer 2 Gs = 2.68 H3 = 3.0 m H3 Layer 3 e = 0.81, Gs = 2.73 %3D
Q3. A soil in its natural state is partially saturated having a water content of 17.5% and a void ratio of 0.870. Assume Gs = 2.65 and determine: NIVERSI a). b). the degree of saturation. the porosity. the moist unit weight. the dry unit weight. the saturated unit weight. ials you d for this co aterials to r professor. the mass of water required to saturate 10 m³ of dry soil. TÉ D'OTTAWA - CON LE DROIT D'AUTE MATERIAL IVERSITY OF OTTAWA - C
13. Water flows the rate of 0.09 m³/s in an upward direction through a sand sample with a coefficient of permeability of 27 cm/s. The thickness of the soil sample is 0.24 m. and the area of cross section is 0.54 m². Saturated unit weight of sand is 18.9 kN/m³. a) Compute the hydraulic gradient, b) Compute the effective stress at the middle of the sample. c) Compute the effective stress at the bottom of the sample.
2: For the soil profile shown in figure below, determine total and effective vertical stresses and pore water pressure at points A, B, C, and D. 2m 3m 1m E'E 1m 3m د اما ما B Gs=2.7 D Gs=2.66 e=0.72 w=9% - sand —— silt e=0.66 S=60% S-100% S=100% clay Gs=2.72 e=0.6 2-
Q-1: A soil profile consisting of three layers is shown in the following figure. a) Calculate the values of o, u and o' at points A, B, C, and D Layer no. 1 2 3 ↑ H₁ H₂ H₂ Thickness H, = 2.1 m H₂ = 3.66 m H₂ = 1.83 m Dry sand Soll parameters Y₁ = 17.23 kN/m³ Ysat 18.96 kN/m³ Ysat 18.5 kN/m³ Sand Clay Rock Layer 1 Groundwater table Layer 2 Layer 3 ⒸDengage Learning 2014 b) Calculate the effective stress at c when water table drops by 2m (consider x 16.5 for layer 2). c) Calculate the effective stress at c when water table rises by 2m above layer 1 due to flooding (consider Ysa 18.5 for layer 1).
3. A layered soil deposit is shown in the figure below with anisotropic values of the coefficient of hydraulic conductivity in the horizontal (x) and vertical (y) directions. Calculate the equivalent homogeneous values of the coefficient of hydraulic conductivity in the horizontal and vertical direction. kx,eg: cm/sec ky,eq: cm/sec TIRSURIT WASUKSIT 1.5 m k,= 1.2 x 10³ cm/s, k, = 2.4 x 10 cm/s 2.0 m k, = 2.8 x 10 cm/s, k, = 3.1 x 105 cm/s 2.5 m k₁=5.5 x 10-5 cm/s, k, = 4.7 x 10 cm/s
How soil is compressed below the pile toe and dragged down along the sides of a pile during installation?
Figure 1.4 shows the zone of capillary rise within a clay layer above the groundwater table. Table 1.2 Layer No. Thickness, H Soil Parameters e = 0.58, Gs = 2.52 e = 0.50, Gs = 2.65, S = 68% w = 20%, e = 0.50 1 6.2 ft 2 2.0 ft 3.52 m %3D H3 Figure 1.4 Dry sand Clay; zone of capillary rise Clay Rock Determine: a. Effective stress at ground water surface, in psf. b. Effective stress at the immediate zone of capillary at clay layer below the dry sand, in psf. c. Effective stress at the interface of clay and rock layer, in psf.
4. In a consolidated-drained triaxial test on a clay that is normally consolidated, the results are as follows: O3 = 15 lb/in 2 (Aoa)f = 11 lb/in? (Aua)f = 7.2 lb/in? a) Determine the consolidated-undrained friction angle. %3D b) Calculate the drained friction angle.
P 2: A soil profile is shown in Figure below. Note the zone of capillary in the sand layer overlying clay. In the zone the average degree of saturation and the moisture content are 60% and 17.6kN/m³, respectively. Calculate and plot the variation of o, u and o' with depth at points A, B, C and D. Sand 3m Y = 16.5kN/m³ Zone of capillary rise y = 17.6kN/m² S,= 60% 1m Sand Ysat = 18.9kN/m³ Sáturated clay 3m Rock ANSWERS: o' At A =0, at B before capillary =49.5kPa, at B after capillary = 55.4kPa, at C = 67.1kPa , at D=94.4kPa
Q4 A 0.7m long soil specimen is subject to a steady-state flow, as shown in Figure Q4. The saturated unit weight of the soil is 20 kN/m³. Determine the following: Water 0.3 m 0.8 m А 0.3 m Datum 0.4 m Y Figure Q4 d) Total stress (kPa) at point A, B and C. e) Porewater pressure (kPa) at point A, B and C.
Consider the soil profile shown in the figure below, and an initial groundwater depth of 5 feet below the ground surface. Assuming the soil above the water table is dry, then Ground Surface Ya = 115 Ib/ft G.= 2.65 5 ft SAND 15 ft Ysat = 120 Ib/ft3 e,- 1.1 C = 0.5 C, = 0.05 o- 2.8 ksf 15 ft CLAY ROCK a. The in-situ effective vertical stress in the middle of the clay layer is psf. b. If a uniform permanent load of 500 psf is applied on the ground surface, the estimated primary consolidation settlement of the clay layer is inches. c. If the groundwater table is lowered to the top of the clay layer at a final depth of 20 feet below the ground surface after the consolidation settlement in part (b) is completed, the effective vertical stress increase in the middle of the clay layer is psf.