A rectangular footing 1 m x 2 m is placed at a depth of 2 m in a saturated clay behaving an unconfined compressive strength of 100 kN/m2. According to Skempton, the net ultimate capacity is
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- 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 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 15.4A 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.
- 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 footing of size 2m x 2m transferring a pressure of 200 kN/m2, is placed at 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. 200 kN/m? 1.5 m GWT Ya = 15 kN/m 18 kN/m elemiu 1 m Silty Sand Ysat = 10.5 m 1.5 m Clay Yat = 17 kN/m Dense Sand Consideration 2:1 (vertical to horizontal) method of load distribution and yw primary consolidation settlement (in mm, round off to two decimal places) of the clay stratum is 10kN/m, theThe 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•
- A proposed office building will include a 10 ft x10 ft square, 3 ft deep (the footing height is also 3 feet) spread footing. The normally consolidated clay has the following engineering properties: Ydry = 115.0 pcf $'=24° c'=90.0 psf Cc/(1+eo) = 0.15 The soil stratum extends to a great depth, and the ground water table is 50 ft below the ground surface. Using the classical piece-wise log-linear method, estimate the total settlement of this footing considering only the allowable bearing pressures using ASD approach. The unit weight of concrete is 150 pcf. State any assumptions made.Problem 1 A 3m x 3m square footing is constructed at a depth of 2m in a 26m deep clay layer with following soil properties: g =16.5kN/m3, Normally Consolidated Clay, eo= 0.65, Cc = 0.25,ms=5 and Es= 6.0 MN/m2. If there is a 1000kN structural load on the footing, calculate the consolidation settlement of the footing. 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 gsat = 19.25kN/m3 and gt = 7kN/m3, and for clay eo= 0.65, Cc = 0.25, Cs = 0.06, s’p = 200kN/m2 and gsat =19.25kN/m3. A 1882kN load is carried by a 2.6m x 2.6m square footing at a depth of 1.4m in a 30 m deep sand layer. Given the following soil properties for soil calculate the total settlement of the footing after 10 years. Where soil properties are: g = 15.9…It is proposed to build an 8-story building with a footprint of 20 m x 30 m, resting on a mat foundation of the same dimensions, in a saturated clay with undrained shear strength of 60 kPa. Assume approximately 12.5 kPa per floor for dead and live loads. Unit weight of soil is 18kN/m3 . a) At what depth would you place the mat to make this a fully compensated foundation?b) What would be the depth of this mat foundation for the net factor of safety of 5?c) What is the gross factor of safety for the depth determined in the answer to question b)?
- A 1.5 m x 1.5 m footing is carrying a 400 kN load as shown in the figure below. Depth (m) 0.0 1.0 2.0 3.5 6.0 Df P Groundwater table (w 9.81 kN/m³): Stiff Clay (OCR = 2) Sandy soil Bedrock Yt 16.5 kN/m³ E = 9,000 kPa Ysat 17.5 kN/m³ E = 15,000 kPa Ysat 18.0 kN/m³ eo = 0.8 Cc = 0.15, C₂ = 0.02 Cr Eu = 40,000 kPa น Сс = (a) Estimate the immediate settlement beneath the center of the footing. Assuming that Poisson's ratios of sand and soft clay are 0.3 and 0.5, respectively. Use numerical integration approach. For the calculations, use layers (below the bottom of the footing) of thicknesses: 1 m; 1.5 m, and 2.5 m. (b) Determine the primary consolidation settlement beneath the center of the footing. Note: Use the 2:1 method to determine the stress increase below the footing.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 = %3DAn office building is to be supported on 150 ft : 300 ft mat foundation. The sum of the columnloads plus the weight of the mat will be 90,000 k. According to a settlement analysis conductedusing the techniques described in Chapter 8, the total settlement will be 1.8 in. The groundwatertable is at a depth of 10 ft below the bottom of the mat. Using the pseudo-coupled method,divide the mat into zones and composite each zone. Then indicate the high-end and low-endvalves of ks that should be used in the analysis.