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: 118 kN/m² 6-30- 6=27, concrete 2m 4m 2-0 psl

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: 118 kN/m² 6-30- 6=27, concrete 2m 4m 2-0 psl

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter7: Ultimate Bearing Capacity Of Shallow Foundations: Special Cases

Section: Chapter Questions

Problem 7.16P

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Figure shows the geometry of a strip footing supporting the load bearing walls of a three storied building and the properties of clay layer. モ S G Y bulk = 18 kN/m³ Y GWT 1m Strip footing + 1.2 m → Clay layer 6 m C. = 0.08, e, = 0.40 Y sat = 20 kN/m³ Hard stratum If the elastic modulus and the Poisson's ratio of the clay layer are respectively 50x10° kPa and 0.4 and if the influence factor for the strip footing is 1.75, the elastic settlement of the footing will be
A building with a rectangular footing is constructed as the following figure. The design building load to the footing is 12800 kN. The unit weight of soil and consolidation test parameters of the Clay layer are provided. Calculate the clay consolidation settlement along the center of footing due to the loading. The initial void ratio, eo, is 1.15. Use DM 7.01 manual to find the influence factor and one sublayer approach for the clay formation. 5m 3.5m Sand 4m Ysand = 13.5 kN/m3 Clay C, = 0.072 Cc = 0.379 102 kPa Yclay = 16.2 kN/m3 i 10m Pp %D Sand Bedrock Center of footing
The footing shown in Figure (1) carries (24 columns) spaced at (5 m) center to center. The vertical load and overturning moment on each column are (850 kN) and (340 kN.m), respectively. Calculate: A. The safety factor against soil shear failure. B. The settlement below the centerline due to the elastic deformation of the first layer. C. The maximum consolidation settlement. 0.5 Section A-A 0.5 mt 6.0 m ) 4.0 m A A Silty Sand Sand Silty Clay Plan 850 V 3 m 340 M 3 y = 18 kN/m³, c = 0, p=30° Gs=2.7, v=0.3, Es = 10 MPa y = 19 kN/m³, L.L=0.3, Gs=2.8 Y = 18 kN/m³ Fig.1 W.T 0.5
Reg No= 418
Prob. 3) Referring to the figure below: A) Compute the average increase in stress Ao below the centre of the footing for the clay layer 2. B) Compute the elastic settlement of the clay assuming a shallow foundation. OCR=3, P.I-30%, C-120 kPa, us=0.5. P= 1350 kN G.S. ydry= 17.7 kN/m³ 3 m Clay1 3.mx6 m. 2 m W.T. 2 m ysat= 20 kN/m3 4 m Clay2 ysat= 21 kN/m3 Rigid rock CS Scanned with CamScanner
A 1.2-meter wide long strip footing carries a wall loading of 48 kN per meter of wall length. Whatvertical stress increase results below the center of the footing at depths of 1 meter, 2 meters, and 4 meters, assuming:(a) Boussinesq conditions apply.(b) Westergaard conditions apply. (c) Show all hand calculation
a 300 mm thick footing slab supports a 300 mm thick concrete wall carrying uniform service dead load of 214.31 kN/m and service live load of 145.94 kN/m. the base of the wall footing slab is 1.2 m from the ground surface. design parameters are as follows: ysoil = 16 kN/m^3, yconci = 24 kN/m^3. qa = 215.46 kPa. f'c = 27 MPa and fy = 420 MPa. 1. calculate the required center to center spacing of 16 mm bars for flexure if the maximum factored moment in the slab is 75 kN.m a. 150 mm b. 180 mm c. 210 mm d. NOTA 52. calculate the ultimate beam shear stress on the footing slab if the footing slab is 2.1 m wide. a. 1.25 MPa b. 0.74 MPa c. 0.87 MPa d. 0.96 MPa
a 300 mm thick footing slab supports a 300 mm thick concrete wall carrying uniform service dead load of 214.31 kN/m and service live load of 145.94 kN/m. the base of the wall footing slab is 1.2 m from the ground surface. design parameters are as follows: ysoil = 16 kN/m^3, yconci = 24 kN/m^3. qa = 215.46 kPa. f'c = 27 MPa and fy = 420 MPa. 1. calculate the net allowble bearing capacity of soil in kPa. a. 192.17 b. 189.06 c. 117.32 d. 176.26 2. calculate the minimum required width of the wall footing slab. a. 1.9 m b. 2 m c. 1.8 m d. 1.7 m 3. calculate the maxium ultimate moment (kN.m) in the slab if the width of the footing slab is 2.1 m. a. 82.64 b. 94.63 c. 128.80 d. 111.32
Answer 4 then use the answer from 4 to answer 5
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 following results were obtained from CU tests on a clay soil that is the foundation material for an embankment. σ, (kPa) 300 400 600 0₁-0₂ (kPa) 331 420 487 Au (kPa) 111 160 322 (a) Determine the total and effective principal stresses for all three tests (You may summarize them in a table). (b) Recommend the shear strength parameters to be used for short-term and long-term analyses. The maximum confining pressure (cell pressure) at the depth of interest is 300 kPa. (Note: the clay is a normally consolidated one).