A 6 m high unyielding retaining wall having a backfill of submerged clay in its over consolidated state with over consolidation ratio of 3. The porosity and specific gravity of the backfill material is 0.35 and 2.6 respectively. The Poisson's ratio of the backfill is 0.23 for normally consolidated state. The earth pressure at the bottom of the retaining wall (Water table is at ground level) is

A 6 m high unyielding retaining wall having a backfill of submerged clay in its over consolidated state with over consolidation ratio of 3. The porosity and specific gravity of the backfill material is 0.35 and 2.6 respectively. The Poisson's ratio of the backfill is 0.23 for normally consolidated state. The earth pressure at the bottom of the retaining wall (Water table is at ground level) is

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

The intact rock that follows the Mohr–Coulomb failure criterion has c = 15 MPa and ϕ = 27°. Estimate the uniaxial compres sive strength σc, the uniaxial tensile strength σt and the Brazilian indirect tensile strength σ′ t . Give an estimate of the point load strength index Is(50) and suggest a realistic range for the Young’s modulus E.
Fground surface Y-15.6 kN/m Year-16.6 KN/m 4 m waler table Clay 5 m Y=17,8 kN/m Compute the effective stress at the bottom of the clay. a) 120.53 kPa b) 102.35 kPa e) 112.65 kPa d) 121.56 kPa If the water table rises to the level of the soll surface, what is the effective stress at the bottom of the clay? a) 66.55 kPa b) 78.11 kPa c) 67.11 kPa d) 48.19 kPa
NEED ASAP PLS.
Find h ?if the effective stress at bottom=200.85 kN/m². clay Y=18 kN/m³ @=12% 3m 3m 4m Silt G-2.71 S= 70% e = 0.6 Silt Capilary layer.zone Sand RF 72% n = 33% G= 2.68 max = 0.75 e
A 6 m. layer of clay is underlain by a layer of sand 4 m. in thickness. Due to the weight of soil above the mid-height of the clay it produces at geostatic pressure of 50 kPa. Void ratio of clay = 1.20 Compression index, Cc = 0.20 Determine the primary consolidation settlement if an additional stress of 28 kPa is applied to the constructed structure above the layers of soil.
The profile of a soil consists of a soil layer 3.9 meters below the ground surface. The weight of the soil is 19.59 KN/m³. The water table is located 1.9 below the ground surface. The angle of friction of the soil 21° and a cohesion of 28 KPa. The saturated unit weight of soil below the water table is 18.13 KN/m³. Compute the neutral stress in KPa at a depth of 3.9 meters below the ground surface.
Quickl please
An 8 m tall retaining wall holds cohesionless sand with a density and angle of internal friction of 1.85 Mg/m3 and 33°, respectively. If the surface of the backfill slopes upwards at 86° to the vertical, Use Rankine’s conditions to find the force per unit length of the wall and its location for (a) Active State (b) Passive State Please draw the pressure diagram neatly for both cases
5. Calculate the vertical stress at a depth of 14m at a location where a 5m bed of clay with a unit weight of 36.4 KN/m³ and a 5m bed of sandstone with a unit weight of 25.2 kN/m³ overlies a thick shale bed with a unit weight of 27.5 kN/m³.
A dense silt layer has the following properties: e =0.406 D10= 10.1 um Capillary constant = 0.209 sq.cm Free ground water level is 8m below the ground surface. 1.) Find the height of capillary rise in the siltin meters. 2) Find the vertical effective stress at 6m depth. Assume ys = 26.51 kn/m3 and the soil above capillary action rise and ground surface is partially saturated at 79%.
A stratum of clay is 2m thick and has an initial vertical effective stress of 50 KN/m2. The foundation load caused an increased pressure of 40 KN/m2 at the mid-layer of clay. Consolidation test revealed the following results: overconsolidation ratio (OCR) = 1.5 Compression index = 0.25 Recompression index = 0.05 Secondary compression index = 0.02 Initial void ratio = 0.90 Determine the following a. the primary consolidation settlement of the clay layer (in mm). b. If the primary consolidation settlement took 2 years to achieve in the field, calculate the secondary consolidation settlement after a period of 5 years (in mm). c. the preconsolidation pressure (in KPa. Note: Kindly give all right solutions with clear calculations.