A 4m slope failed nearby congested urban road. The structure on the top of the slope contributes to 10kN/m² and counted as surcharge. The cross section of the area is shown in Figure 1. Suggest suitable dimension for the reinforced retaining wall if the thickness of the base of retaining wall, h = 400mm. The requirement for dimension for each retaining wall section is shown in Figure 2. The shape of the retaining wall is subjected to student's prerogative. Please make sure the steps of design and calculation are shown clearly. Unit weight =19ki Cohesion = 0 kN/r Friction angle = 35 degree %3D H = 4m FIGURE 1 Coefficient of frict with concrete = 0. Ultimate bearing capacity is 200kN_ road Failed slope 3m

A 4m slope failed nearby congested urban road. The structure on the top of the slope contributes to 10kN/m² and counted as surcharge. The cross section of the area is shown in Figure 1. Suggest suitable dimension for the reinforced retaining wall if the thickness of the base of retaining wall, h = 400mm. The requirement for dimension for each retaining wall section is shown in Figure 2. The shape of the retaining wall is subjected to student's prerogative. Please make sure the steps of design and calculation are shown clearly. Unit weight =19ki Cohesion = 0 kN/r Friction angle = 35 degree %3D H = 4m FIGURE 1 Coefficient of frict with concrete = 0. Ultimate bearing capacity is 200kN_ road Failed slope 3m

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Soil with an internal angle of friction of 40° and a cohesion of 10 kPa is excavated to a depth of 6 m prior to the placement of a retaining wall. The stability of a trial wedge with a horizontal angle of 25° is being investigated. The soil above the wedge weighs 12 kN/m of wall. 12 kN/m 6 m as=25° What is most nearly the available shearing resistance along the indicated slip plane? O A. 70 kN/m B. 140 kN/m O C. 150 kN/m OD. 180 kN/m
Using Rankine's earth pressures and neglecting the passive resistance, determine the factor of safety with respect to sliding and overturning for the gravity retaining wall shown in Figure below. The unit weight of the concrete is 24 kN/m³. Take 8' as (2/3) 6'. 0.5 m 60 m 2.5 m Sand y-18.0 kN/m
6. Details of a retaining wall are shown in the figure below. The unit weight of the wall material is 23 kN/m³. Assume a reduction factor K = 2/3 to consider the cohesion and friction angle at the base slab. Check the stability of the wall in terms of overturning and sliding failure. Use Rankine's theory to compute the active earth pressure. Soil 2 Y2 = 17 kN/m³ 6.5 m Im 2 m <-1.5m - Yc = 23 kN/m³ c₂ = 10 kN/m² 92 = 25° a = 15⁰ Soil 1 Y₁ = 16 kN/m³ c₁ = 0 kN/m² P₁ = 30°
please explain!!
A gravity retaining wall is being designed to retain 10.0 m of soil consisting of 7.0 m of sand and 3.0 m of clay as shown in Fig. 4. Assuming the entire soil is in active state, determine and sketch the lateral earth pressure distribution along the wall height. The soil properties are as shown. Sand Y = 17.5 kN/m³ 0' = 35° Sand Ysat 19.5 kN/m³ = o' = 35° Clay 5 m 2 m Ysat 20.5 kN/m² 3 m 0' = 24° c' = 11 kN/m²
Q3. For the retaining wall shown below, the foundation and the backfill soils have the same properties. Use Rankine analysis to calculate the following: (a) Calculate the active lateral earth pressures distribution. (b) Determine the FS against sliding. 100 kN/m² NOT TO SCALE (c) Determine the FS against overturning SAND: y=18 kN/m² 8=27, concrete 2m 4m
indicate the final answer in 3 decimal places.
Subject : Geotechnical Engineering Note: Read the question carefully and give right solutions according to three conditions. End of the question 10% is water content not the grade.
Problem (1) For the cantilever retaining wall shown in Figure, let the following data be given: H = 6 m, x1 = 0.3 m, x2 = 0.7 m, x3 = 1.6 m, x4 = 3.6 m, X5 = 0.8 m %3D Y1 = 17 kN/m³, Ø,' = 30, Y2 = 18 kN/m3,02' 31, c 0, c = 40 kN/m2 Calculate the factor of safety with respect to overturning, sliding, and bearing capacity. %3D D = 1.8 m, a = 10 , Yconcrete = 24 kN/m2, k = k2 = P, = 0 %3D %3D 3' c= 0
A vertical wall 6 m high above the water table, retains a 20° soil slope, the retained soil has a unit weight of 18 kN/m², the appropriate shear strength parameters are c = 0 and o= 40°. The coefficient of active earth pressure to be used in estimating the active pressure acting on the wall is
(i). Calculate lateral earth pressure for the basement structure. Use the following data, depth of wall 8m, cohesion = 0, angle of friction = 25°, soil type = clay, OCR=2.0, bulk unit weight = 19 kN/m3. (ii)What will change if we would have coarse sand behind the retaining wall instead of clay? Assume compacted coarse sand behind retaining wall and get the recommended values of Cohesion and friction for sand from literature and calculate lateral earth pressure for wall with dimensions given in section (i) and compare both results.