Answered: SITUATION 3: A 6 m high wall retains… | bartleby

Principles of Foundation Engineering (MindTap Course List)

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter15: Braced Cuts

Section: Chapter Questions

Problem 15.6P

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9. Determine the thrust on the wall in
kN per linear meter if due to clogged to
a level of 2.5 m below the ground
surface.
a. 194.453 kN
C. 152.220 kN
b. 182.567 kN
d. 108.765 kN

SITUATION 3:
A 6 m high wall retains dry sand whose
dry density is 1.95 g/cc and the angle
of shearing resistance is 32°. Specific
gravity is 2.65. Using Rankine Theory.

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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°
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).
1) The fill behind the brickworks retaining wall in Figure 1 has a density of 1800kg/m³. A live load surcharge of 10kN/m? is at level shown in the Figure. The density of the brickworks is 1900Kg/m³, the coefficients of lateral active and passive pressures are 0.33and 3.0. The coefficient of friction between soil and base of wall is 0.4. a) Check the stability of the wall. Calculate the factor of safety against sliding and overturning for the retaining wall, if (i) Water table is at c, and surcharge w= 10KN/m? (ii) Surcharge w = 0, and water table is at surface level b [There is no drainage facility]. (All measurements in centimeters) Surcharge, w (Variable) Water Table (Variable) 4545 457 45 365 '906
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Given: 1. Structural Component: Beam 300 mm x 400 mm Column 400 mm x 400 mm Slab thickness 110 mm 2. Dead Load: Super Imposed dead load = 4.5 KPa (including slab weight) CHB = 3.11 KPa 3. Seismic Parameter: Soil Profile - Sb Closest distance to the source - 10 km Ductility Coefficient R = 8.0 Seismic Zone Z=0.40 Ct = 0.0731 A. Compute TOTAL LATERAL FORCES in the 2nd floor? B. Compute LATERAL FORCES in the 3rd floor?
A 60 cm Cl main pipe leads from a reservoir whose water surface is at Elev. 1590 m. Below the ground surface level, the main pipe is horizontally positioned at Elev. 1410 m. Assuming static condition, what is the stress in the pipewall if the wall thickness is 12.50 mm and the soil pressure is 520 kPa? a. 18.2 MPa O b. 20.5 MPa O . 28.7 MPa O d. 32.6 MPa
A soil profile is shown. Dry Sand 2m Gr-203 C0.50 A Se Clay 2rne of Capillery rise 2.5m S-50% ground yater table e-0,75 S425 B- Clay 3.5m Gs=2.72 e=0.95 C Rock a) Compute the effective stress right below В. b) Compute the effective stress at C. c) Compute the effective stress at D. Scanned with CamScanner
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If the tubular shaft has an allowable shear stress of 65MPa, determine the required wall thickness of the shaft. The outer diameter of the shaft is150mm.
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