3. A 4.5 m cantilever retaining wall has to be designed to retain soil to increase the useable areas on a site. Design a suitable cross-section and Calculate the Factors of Safety for overturning, sliding and bearing capacity. | The soil with a unit weight of 18 kN/m³ and angle of internal friction = 30°. The coefficient of friction between the soil and the base is 0.55 and the ultimate bearing capacity of the soil is 131 kN/m². The unit weight of the wall is 41 kN/ m³

3. A 4.5 m cantilever retaining wall has to be designed to retain soil to increase the useable areas on a site. Design a suitable cross-section and Calculate the Factors of Safety for overturning, sliding and bearing capacity. | The soil with a unit weight of 18 kN/m³ and angle of internal friction = 30°. The coefficient of friction between the soil and the base is 0.55 and the ultimate bearing capacity of the soil is 131 kN/m². The unit weight of the wall is 41 kN/ m³

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter6: Shallow Foundations: Ultimate Bearing Capacity

Section: Chapter Questions

Problem 6.14P: A 2 m 3 m spread footing placed at a depth of 2 m carries a vertical load of 3000 kN and a moment...

See similar textbooks

Similar questions

3. A cantilever retaining wall is installed in soil having a cohesion of 36 kPa. The slip surface of a trail soil wedge is 29 m long, and the weight of the soil above the slip surface is 23 kN/m. The angle of failure plane is 17° from the horizontal, and the angle of internal friction is 31°. What is the available shear resistance per foot of soil? Answer in units of kN/m. 4. Limited laboratory studies indicate that for a certain silt soil, the effective pore size for height of capillary rise is 1/5 of D10 is the 10 percent particle size from the grain-size distribution curve. If the D10 size for such a soil is 0.02 mm, estimated the height of capillary rise. 5. The results of a constant-head permeability test for a fine sand sample having a diameter of 150 mm and a length of 300 mm are as follows:
A 5-ft wide, 8-ft long, 3-ft deep footing supports a downward load of 200k and a horizontal shear load of 25k. The shear load acts parallel to the 8-ft dimension. The underlying soils have cr=500 lb/ft2, Φr=28o, γ =123 lb/ft3. Using a total stress analysis, compute the factor of safety against a bearing capacity failure.4. A 1 m square, 0.5 m deep footing carries a down
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
A footing 2.5 × 2.5 m carries a pressure of 400 kPa at a depth of 1m in sand. The saturated unit weight of the sand is 20 kN/m3 and the unit weight of the sand above the water table is 17 kN/m3 . The design shear strength parameters are ?′ = 0 kPa and ?′ = 40o .Determine the bearing capacity of the footing for the following cases using EC7 - Design Approach 1:a. The water table is 5 m below ground levelb. The water table is 1 m below ground levelc. The water table is at ground level with vertical seepage upwards under ahydraulic gradient of 0.2.
A bearing wall carries a total unfactored load of 200 kN/m. It is to be supported on a 400 mm deep continuous footing. The underlying soils are medium sands with c'=0 and o' =37, and yt=19.0 kN/m3. For the dry case, ydry=17.0 kN/m3. The groundwater table is at a significant depth. After the footing with the factor of safety of 2.5 against a bearing capacity failure was built, the groundwater table rose to the ground surface. 1) Evaluate whether the footing design is still acceptable using the ASD method and the minimum safety factor of 2.5 against a bearing capacity failure. 2) If the footing fails, improve the footing design, and propose a new foundation width.
For the retaining wall shown below carries a surcharge of q= 10 kN/m'. The concrete unit weight y. 25 kN/m'. The ultimate bearing capacity of the foundation soil is (q) - 250 kN/m The backfill soil properties are : Unit weight y, -18 kN/m', 38", C, 0 The foundation soil properties are: · Unit weight y-19 kN/m', -30", C- 20 kN/m Assume Rankin active case, and (k, = k; = 2/3), 8 (2/3 ) Required: 1- The pressure diagram 2- F.S against overturning failure 3- F.S. against sliding failure 4- F.S. against B/C failure 0.4m 10kPa 5m 0.5m virtual plane" 1.4 m 0.4m 3m (a) Wall geometry
Given below is an earth retaining structure. The friction between the base and the soil below is 40°. Through geotechnical investigation it was found that the soil on-site had an ultimate bearing capacity of 360 kPa. Use unit weight of concrete = 24 kN/m³. Y= 15 kN/m³ 9 = 27° c = 0 kPa 2 m 3.5 m y = 16.5 kN/m³ 9 = 35° c = 10 kPa Y= 13 kN/m³ 9 = 11° c = 21 kPa 1.2 m 0.6 m 1.5 m 0.6 m 3 m a) What is the factor of safety against sliding? b) What is the factor of safety against overturning? c) What is the factor of safety against bearing capacity?
A square footing (1.5 m x 1.5 m) is located at a depth of 1.0 m in a clay deposit consisting of two layers. The top layer is 1 m thick and has C₁ = 150 kN/m² and y₁ 16 kN/m³. The bottom layer has c₂ = 50 kN/m² and y₂ = 15 kN/m². The net bearing capacity is:
Use EC7A strip footing 1.5 m wide is located at a depth of 0.75 m (equal to the foundationthickness) in a sand of unit weight 18 kN/m 3 , the water table being well belowfoundation level. The shear strength parameters are ?k ′ = 0 and ? k ′ = 38º. Thefooting carries a characteristic load of 300 kN/m Gk (including the footing weight) and200 kN/m Q k . Verify the design with respect to strength ifa. the load is verticalb. the Q k is inclined at 10 º to the vertical
A wall footing is to be constructed on a clay soil 0.70 m below the ground. The footing isto support a wall that imposes a load of 135 kN per meter of wall length. ConsideringGeneral shear failure, what footing width should be provided to have a safety factor of3.0∂soil = 17.3 kn/m3 , c = 14 KPa, Nc = 35, Nq = 22, N∂ = 19
A column is to be supported by a square footing, 2.00 m on a side, on a founding depth of 1.00 m into a cohesionless soil deposit. The unit weight of the soil is 16 kN/m³ and the angle of internal friction of 25 deg. Nq= 12.7 Ny= 8.34 Evaluate the contribution of the depth of embedment to the ultimate bearing capacity of the soil, in kPa. 2 Evaluate the contrbution of the footing dimension to the ultimate bearing capacity of the soil, in kPa. 3 Evaluate the concentric load, in kN, that the footing can safely support, using a factor of safety of 3.0 against bearing capacity failure.
2. A spread footing of 1.2 x 1.8 m (B = 1.2 m, L = 1.8 m) is loaded with a resultant force at its center, inclined at 20° to the vertical in the plane perpendicular to the footing length. Calculate the bearing capacity of this footing in MN. Use Prandtl/Reissner/Hansen bearing capacity factors. 20° P Y = 16.0 kN/m' c' = 0 d' = 32° D 1.5 m 1.20 m y = 19.0 kN/m Y = 20.0 kN/m' c' = 0 kPa d' = 340 1.00 m