Solve this using the equation for approximation.a. In footing A, compute the stress increase at thecenter of the clay layer assuming that the pressurebeneath the footing is spread at an angle of 2 verticalto 1 horizontal. (in kPa)b. Determine the size of the footing B so that thesettlement in the clay layer is the same beneathfooting A and B. footing A is 1.5x1.5. (in m)c. Determine the primary settlement for normallyconsolidated clay beneath footing A. (in mm) Two footings rest in layer of sand 2.7m thick. The bottomof the footings are 0.9m below the ground surface.Beneath the clay layer is hard pan. The water table is at adepth of 1.8m below the ground surface.P-450 kNP, = 900 kN0.90 m0.90 mY418,50 kN/m'Sand0.90 m20.80 kN/mSandy=18.80-kN/me=1.03, C,= 0.301.80 mClaySolve this using the equation for approximation.a. In footing A, compute the stress increase at the

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Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter17: Settlement Of Shallow Foundations

Section: Chapter Questions

Problem 17.12P

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FDE 006. The square footing shown carries a load of 3500 KN. Assume that the stress below the footing is distributed at a slope 1H:2V. The clay layer is overconsolidated with OCR=2. Q = 3500kN Vd 17.5kN/m'. Sand- Vsat 18.3kN/m³ Ysat 17.1kN/m² eo=1.4 Refer to FDE 006. Determi the settlement of the overconsolidated clay layer. Select the correct response: 101.819 mm 73.624 mm 37.561 mm 86.241 mm Clay 3m x 3m GWT Cs= 0.06 Cc = 0.38 0.6m 0.6m 1.2m 1.2m
Q4: Use the rectangular loaded area to calculate the increase in vertical stresses at points (A) and (B) due to the loaded area of footing. Choose figure (1) or (2). 121 Top view Top view B J-2m- B CLAY 1 CLAY 1 CLAY 2 A 10 m X 10 m 9-150 kN/m² TTTTTT INCOMPRESSIBLE Figure (1) B G.W.T CLAY 1 CLAY 1 CLAY 2 YA' 10 m X 10 m 9-150 KN² INCOMPRESSIBLE Figure (2) Thm G.W.
ابعاد H.W: A rectangular footing of 3+ 4.6m is to be constructed on a silty-sand with D E, 8500kPa and μ = 0.3 at depth 5m below N.G.S, to carry a uniform pressure = of 180kPa. Estimate the elastic settlement. Assume a rock layer is at depth 8m below N.G.S. Ans. (24mm) Si Solutions
3500 kN 3 m x 3 m 0.6 m Ya = 17.5 kN/m³ Sand 0.6 m GWT Sand Ysat = 18.3 kN/m3 1.2 m Y sat = 17.1 kN/m³ C, = 0.06 Clay 1.2 m e, = 1.4 Cc = 0.38 %3D
QA 5m deep deposit of silty sand lies above a 4m deep deposit of The Uneler- gravel. gravel is lain by a deep layer of stiff clay. The ground water table is found 2m. below the ground sur lace. The Soil Properties are:- of Bal Sand below GWT = 1.75 Mg 1 m³ Pat Isat of gravel = 2.05 Mg/m³ sat of sand above G.WT = 1.7 Mg/m³ Draw The distribution of vertical total stress, Pore water pressure, and vertical effective stress with depth down to the clay layer. 0 = 8xh 8 = 1.7 Mg/m³ Sat St But = 1.95 Mg/m³ = 2.05 Mg/m³ D GWT silty sand G.L gravel clay H 5⁰m
A footing 2m square is located a depth of 4m in a stiff clay of saturated unit weight 21kN/m3. The undrained strenght of the clay at a depth of 4m is given by the 3 parameters c=120kN/m2 and φ=0o . For a factor of a safety of 3 with respect to shear failure ,What load could be carried by the footing.
Check the adequacy of the (3*8.5*1) m footing to resist the applied loads. Use Vesic's equation and FSBearing= 3. 2.25 m Тon V 80 1 m - Y = 14.5 kN/m $ =25°
A rectangular footing 3m x 2m exerts a pressure of 100kN/m2on a cohesive soil Es= 5x104 kN/m2and µ = 0.5. Estimate the immediatesettlement at the centre, assuming(a) the footing is flexible (b) the footing is rigid (ii) Write about influence of water table in determination of bearing capacity.
R for the circular footing (Sm elim). fined the thickness f fwotie if F.S. 3.0. 8500 ku Silty saned. - 30 4= 15 k
8. A loaded footing ABCD with q = 200 kN/m² on the ground is shown in the figure below. Compute Aoz under Points E, F, B, and G at a depth of 5 m 3 m 2 m D H q = 200 kN/m² IĘ %3! 2 m A F G
Two footing "A" and “B" rest in a layer of sand 2.7 m thick. The bottom of the footings are 0.90m below the ground surface. Beneath the sand layer is 1.8m clay layer. Beneath the clay layer is a hard pan. The water table is at a depth of 1.8m below the ground surface. The layer of granular soil is composed of material having a saturated unit weight of 20.46 kN/m³ and a unit weight of 18.45 kN/m³. The clay saturated unit weight is 16.52 kN/m³. A laboratory compression test indicates that the clay has a pre-consolidation pressure of 67 kPa. Compression index is 0.30 and the value of swell index is 0.05. Void ratio of clay is 1.50. Determine: 1. The stress increase at the center of clay layer assuming that footing "A", with a dimension 2m x 1.8m, distributes a pressure at an angle of 2 vertical to 1 horizontal. The load of the footing is 350OKN. 2. The size of the square footing “B" so that the settlement of the clay layer is the same beneath footing "A" and "B". 3. Determine the…
10-) Determine the factor of safety for the figure below and state that if the design is acceptable or not. Qal e = 0.35m 0.5m Yd = 15 kN/m³ WG.W.T 1.5 m 3m 009. + = 30° C = 30 kN/m² Y sar = 21 kN/m³ rectangular footing (2.5m x 3m) 410 kN/m² 9max =

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