Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 17, Problem 17.16CTP
To determine
Plot the expected additional settlement against the water table rise.
Discuss the rate of rise in the additional settlement with the water table rise.
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A 1.8 m square, 2 m deep footing supports a service load of 570 kN. It is supported on a clayeysand. A dilatometer test run at the site has returned the following modulus profile.Depth (m) 2 3 4 5 6 7 8 9 10 11 12M (MPa) 7.7 8.8 10.2 14.8 15.4 10.8 11.6 11.6 13.1 13.8 13.4Compute the footing settlement.
A 10 m x 6 m mat foundation is placed at 2.0 m depth in sand where the average value of N60 is 23. Determine the allowable net pressure that would limit the settlement to 75 mm, using the following equations.
A footing of size 2m×2m transferring a
pressure of 200 kN/m², is placed at a
depth of 1.5 m below the ground as
shown in the figure (not drawn to the
scale). The clay stratum is normally
consolidated. The clay has specific
gravity of 2.65 and compression index
of 0.3.
1.5m
1m
1.5 m
200 kN/m²
Silty sand
Clay
Ya =15kN/m³
Y sat = 18kN/m³
Y sat = 17 kN/m³
GWT
$0.5 m
Dense sand
Considering 2:1 (vertical to horizontal)
method of load distribution and
Y₁ = 10kN/m³, the primary consolida-
tion settlement (in mm, round off to two
decimal places) of the clay stratum is
Chapter 17 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- 2. A 2m X 2m footing carrying 1400KN load is constructed in a site with 2.5m thick clay layer under a 2.5m thick sand layer. If the footing and the ground water table are located at 1.5m below the surface, calculate the consolidation settlement of the footing. You may assume the following soil properties: for sand sat 15.7kN/m°, and for clay eo= 0.65, Cc = 0.25, Cs = 0.06, O'p = 200kN/m² and sat =19.25KN/m³. 19.25kN/m and t = %3Darrow_forwardA footing 3 m x 3 m is supporting a concentric load of 1100 kN. Calculate the settlement in mm of the layer of clay considering the preconsolidation. CHOICES A. 8.37 mm B. 6.12 mm C. 7.28 mm D. 5.56 mmarrow_forwardابعاد 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 Solutionsarrow_forward
- The plan of a rectangular foundation shown in figure transmits a uniform contact pressure of 120 kN/m². Determine the vertical stress induced by this loading at point B under a depth of 5 m. (40 marks) 25.0- 15.0 6.0- 4.0 B•arrow_forwardA water tank is to be constructed on the soil deposit shown in the figure below. A circular footing of diameter 3 m and depth of embedment 1 m has been designed to support the tank. The total vertical load to be taken by the footing is 1500 kN. Assume the unit weight of water as 10 kN/m3 and the load dispersion pattern as 2V:1H. The expected settlement of the tank due to primary consolidation of the clay layer is mm. GL Bulk unit weight=15 kN/m 2m Silty Sand V GWT 6m Sand Saturated unit weight =18kN/m Normally consolidated clay Saturated unit weight = 18 kN/m Compression index = 0.3 Initial void ratio = 0.7 10m Coefficient of consolidation 0.004 cm/s Dense Sandarrow_forward3500 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 %3Darrow_forward
- A shallow foundation is to be constructed on a sandy soil layer underlain by clayey soil as shown in Figure 4. Find the consolidation settlement for the footing. Q = 1500 kips 5' 15' Sand 6' Y = 17 KN/m3 Clayey Silt C. = 0.25 e, = 0.90 Ymoist = 15.8 KN/m³ 15' 45' (Normally Consolidated) Ysat = 16.85 KN/m³ Figure: 4arrow_forwardA 1.8 m square, 2 m deep and 1 m high footing supports a column load of 570 kN. It is supported on a clayey sand. There is no water present at the site. Use unit weight for the concrete 24 kN/m³. A dilatometer test run at the site has returned the following constrained modulus profile: Depth (m) M (MPa) 2 7.7 3 8.8 4 5 10.2 14.8 6 15.4 Plot the modulus distribution with depth considering both the strain distribution with depth and the soil moduli, and divide soil into 5 layers, then determine the average modulus for each soil layer.arrow_forwardA 1.8 m square, 2 m deep and 1 m high footing supports a column load of 570 kN. It is supported on a clayey sand. There is no water present at the site. Use unit weight for the concrete 24 kN/m³. A dilatometer test run at the site has returned the following constrained modulus profile: Depth (m) M (MPa) 2 E 7.7 3 8.8 Calculate the settlement using Schmertman's method for the period after 50 years. Soil unit weight is 21 kN/m³. Use the correlation between elastic and constrained modulus of soil with Poisson's ration 0.33: (1 + v)(1-2v) (1 − v) 4 5 10.2 14.8 M 6 15.4arrow_forward
- Exl: A footing is uniformly loaded with q = 100 kN/m² as shown in the figure. Compute the vertical stress increments under Points A, B, at z = 10 m. 13.5 m 7.0 m Footing 12 m (Plane view) 6.0 marrow_forwardQuestion 1) For a shallow foundation measuring (1.7 m x 2.2 m) as shown below: , C. Estimate the primary consolidation settlement; when the bottom sandy layer is replacing with a 5 m thickness of a clay layer. Noting that, the propertiės of the clay are the same for the bottom sandy soil. Use yw=10 kN/m³ qnet= 1.2 MN/m2 G.S 1.5 m Sand Ya=16 kN/m³ Ysat= 17 kN/m3 %3D 2.5 m N60=52 V W.T. Silty Sand Yd=18 kN/m³ Ysat = 18.5 kN/m? N60=52 3.5 m Sand Ya=19 kN/m3 Ysat = 22 kN/m³ e, = 0.4, Ae=0.04 , o'= 194 kN/m2 5 m Cc= 0.3, Cs= 0.2 , Ca= 0.05 N60=60 CS Scanned with CamScannerarrow_forwardA soil profile is shown in the following figure. A new footing will be placed on the ground and the average vertical stress increment at the midpoint of the clay layer due to the new footing will be Ao, = 25.5 kPa. Estimate the final primary consolidation settlement of the clay layer. Assume that the clay is normally consolidated. New footing 2.8 m Ydry 18.0 kN/m³ W.T. 4.2 m Ywet = 18.6 kN/m³ 3.0 m = Ywet 18.2 kN/m³, e₁= 0.82 LL = 44, PL = 20 Sand Sand Clay Sandarrow_forward
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