The slopes of the piles of loose granular material are stabilize by constructing theretaining walls adjoining them and the walls suffered the pressure exerted by this retainedmaterial. A retaining wall 7.5 m high with its vertical face supported dry cohesion lessbackfill. Water table encountered at the bottom one-third (1/3rd) portion of the backfill.The backfill has a total unit weight of 18.1 kN/m' and the angle of internal resistanceequal to 28°. Angle of internal resistance remains unchanged due to submergence. Thenatural ground surface is horizontal and level with the top of the wall having uniformlydistributed load of 32 kN/m. Assuming the saturated unit weight of soil 21.9 kN/m',answer the following:i. Calculate resultant of the active earth pressure and its line of action on the wall.ii. Draw Earth Pressure Diagrams (EPD) to show your results.

The height of the retaining wall is H=7.5 m. The bulk unit weight is γ=18.1 kN/m3. The saturated…

Answered: The slopes of the piles of loose…

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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PLEASE ANSWER ASAP A frictionless vertical retaining wall has a height of 4 meters and retains a horizontal surcharge of 11 kPa. The unit weight of the backfill is 15 kN/m3 with cohesion of 8 kN/m2 and an angle of friction of 260. Compute the active force (in kN) after the tensile crack.
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(a) A retaining wall with a sandy soil as backfill is shown as in FIGURE Q4(a). It is very important that the retaining wall is design accordingly to avoid failure. (i) Design the size of the retaining wall. (ii) Since the consultant want to use pile as a foundation, proposed the others stability of the retaining wall. 0.1 H Soil properties for backfill y = 18 kN/m³ p' = 32° 6.0 m 0.1 H 0.15 H Soil properties below the cantilever wall Y = 17.1 kN/m³ p' = 28° 0.7 H FIGURE Q4 (a) : Retaining wall
Q.12 Two soil profile are used as backfill defined a retaining wall as shown in figure, where y, is total unit weight and d' and ' are effective shear parameters. Find the resultant active earth pressure is kN/m 2m 2m TKK 3 = 18 kN/m 3 1/2 = 20 kN/m c'= 0, 6 =30° d' = 0, & =40°
Consider the given retaining wall with backfill. The active earth pressure at base of wall is kN/m2. (upto two decimal places) 2m 5m 1m Į II (III) G=2.65 e = 0.85 = 0.08 w = 15° c=15 kN/m² G=2.7 c=0.8 $=10° c=20 kN/m² G=2.7 e=0.6 $ = 20° c=12 kN/m² A
ASAP
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
is 7 m high with a horizontal backfill. For 12.4 A vertical retaining wall the backfill, assume that y = 16.5 kN/m', ' 26°, and c' = 18 kN/m2. Determine the Rankine active force per unit length of the wall after the occurrence of the tensile crack. For the retaining wall, determine the Rankine active force per unit length of the wall and the location of the line of action of the 12.5 resultant. 12.6 For the retaining wall, H = 8 m, h' = 36°, a = 10°, y = 17 kN/m', and e' = 0. a. Determine the intensity of the Rankine active force at z 2 m, 4 m, and 6 m. b. Determine the Rankine active force per meter length of the wall and also the location and direction of the resultant. 12.7 Given: H = 7 m, y = 18 kN/m', ' = 25°, c' = 12 kN/m2, and a = 10°. Calculate the Rankine active force per unit length of the wall after the occurrence of the tensile crack. YI H Groundwater table H Figure P12.2
Please solve under Geotechnology II Engineering.
You are reviewing the stability of the gravity wall when the backfill has properties with: Φ' = 35° and γt = 16.5 kN/m3. The soils in front of the wall is ignored in the stability analysis, and the drainage blanket has no influence. Assume the coefficient of the base friction is, μ = 0.3, and the unit weight of concrete is γc = 23.5 kN/m3. a) draw the lateral earth pressure diagram and determine the total active lateral force. b) determine the factor of safety against overturning. c) determine the factor of safety against sliding.
Problem #2 Refer to the braced cut shown below. Given: unit weight = 17 kN/m³, Friction angle = 35degrees, and c = 0. The struts are located at 3 m center-to-center in the plan. a. Draw the earth-pressure envelope and determine the strut loads at levels A, B, and C. b. Determine the sheet-pile section modulus c. Determine the section modulus of the wales at level B Assume that all = 170 MN/m². -3.5 m 1m 2m 2 m 1.5 m A B Sand y = 17 kN/m³ $'= 35° c'=0
EXAMPLE 2 A gravity retaining wall shown below, is required to retain 5 m of soil. The backfill is a course-grained soil with y =18 kN/m3 and o' = 30. the existing soil below the base has the following properties; y = 20 kN/m3 and ' = 36. The ground water table below the base of the wall. 0.6 m Drainage blanket a) Determine the stability of the wall. b) If the drainage system becomes clogged during several days of a storm and the groundwater rises to the surface. Determine the stability 5 m Backfill of the wall. 1m 4.2 m Concrete, Y. = 24 kN/m

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