Q2 Rankine's lateral pressure distributions against the vertical wall are include the effect of a variety of water table elevations and multiple soil layers in the backfill. Figure Q2 shows a vertical retaining wall with a horizontal backfill, which may fail in active mode. The water table elevations in front of the wall and at the back of the wall are different. (a) (b) Calculate the lateral pressures act against the wall. Support the answer with relevant diagram. Determine the total thrust force or resultant force. Support the answer with relevant point of application.

Q2 Rankine's lateral pressure distributions against the vertical wall are include the effect of a variety of water table elevations and multiple soil layers in the backfill. Figure Q2 shows a vertical retaining wall with a horizontal backfill, which may fail in active mode. The water table elevations in front of the wall and at the back of the wall are different. (a) (b) Calculate the lateral pressures act against the wall. Support the answer with relevant diagram. Determine the total thrust force or resultant force. Support the answer with relevant point of application.

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter13: Lateral Earth Pressure: At-rest, Rankine, And Coulomb

Section: Chapter Questions

Problem 13.1CTP

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Figure Question 2 depicts the design of a gravity retaining wall for carthquake condition given: Kv-0 and Kh-0.37 What should be the weight of the wall for a zero-displacement condition? Use a factor of safety of 2.4. What should be the weight of the wall for an allowable displacement of 50.95 mm? Sand $:= 35° %3D Sand $=37 3. Figure Question 2 B Give a comprehensive detail on how to analyze a retaining wall
What is flooded tension crack? Why it occurs in Clay soils and not in sandy soils? For the case in Question 3, if cohesion C = 10 KPa, what will be critical height and fill the table with calculation results. Discuss the role of cohesion in the calculation of active and passive pressure. Presence of cohesion increase or decreases the safety of the wall? Do you think Clay is a good material for backfill due to the reason it has high cohesion or there are other factors to be considered? If yes then what are those factors?
The normally consolidated clay soil will be supported by a retaining wall in active conditions. Laboratory testing of this soil revealed the following shear strength: Su = 40 kPa and c'=0, o' (friction angle )= 26° (all derived from undrained TX tests). Assume a vertical wall, no interface friction angle and GWT at the ground surface (right side only). a. Determine the total lateral earth pressure distribution for short term design (immediately after construction). b. Determine the total lateral earth pressure distribution for long term design (drained conditions). C. Discuss the magnitude differences between the two and which earth pressure provides the greatest load case for the wall, i.e., controls the wall design.
The following figure shows a section of an anchored retaining wall embedded into a saturated stiff clay layer. The sand has a unit weight of = 18 kN/m³, c' = 0 kPa and o' = 34º. The clay has a unit weight of = 20 kN/m³, c₁ = 80 kPa and = 0°. A uniform pressure of 40 kPa is applied on the soil surface. The short term stability of the wall is considered in an undrained analysis. Use the Rankin's theory of lateral earth pressure to determine the active and passive horizontal stresses. You should apply the requirements of AS 4678 and the partial factors of safety method in estimation of soil pressures. Assume the soil is in-situ and use a structural classification factor of ₁ = 1. 3m 1m Water table 1.5m 40 kPa Not to Scale Sand Clay Ta
Assume the base soil and that in front the wall is gravelly sand of Ø = 33 and γ = 18 kN/m3,overlying a soft-clay deposit at 1.0mdepth belowthe base level, as shown in the scheme below. The ground water tableis also located at the same depth. The soft clay has an average c = 20 kPa,Ø= 0 and γ = 17.5 kN/m3. Determine thesafety factor (SF) against a deep-seated shear failure (or rotational instability) for a trial cylindrical slip surface throughthe heel shown in Scheme 5.97. Assume radius of the cylindrical slip surface is 4.33 m, and its centre O located at2.87 m above the foundation level. Use the conventional method of slices (the Fellenius or Swedish solution).
Determine the stability of the cantilever gravity retaining wall shown in figure below. The existing soil is a clay and the backfill is a coarse-grained soil. The base of the wall will rest on a 50-mm-thick, compacted layer of the backfill. The interface friction between the base and the compacted layer of backfill is 25.0°. Groundwater level is 8 m below the base. 1.0 m Batter 1:20 0.4 m 1.8 m 9, = 20 kPa 8⁰ Ysat = 18 kN/m³ cs = 25° 8 = 15⁰ Backfill Drainage blanket Y = 23.5 kN/m³ 3 m Existing soil 6.1 m 0.9 mi Ysat = 19 kN/m³ = 35° % = 25°
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Calculate the passive earth pressure coefficient for the foundation soil to the right of thetoe of the wall using the Rankine Earth Pressure theory. On Figure 1, sketch the passivepressure distribution and calculate the resultant force(s). Show the resultant, and itslocation, on your sketch.AND Sketch the wall and the distribution of lateral earth pressures resulting from the backfillfor the Coulomb case, assuming good drainage. Call this “Figure 2: Coulomb Active EarthPressures from Backfill.” Calculate the resultant horizontal and vertical forces and addthem to your sketch. Indicate clearly the location of the resultant forces.
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Question 1: You are designing a retaining wall at the construction site. The friction angle of sand backfill is 28". Define the active lateral earth pressure coefficient based on Rankine's theory. Show your work and select the closest value: a) 0.30 b) 0.35 c) 0.40 d) 0.50