A storage tank of diameter of 30 m and gross (total)weight 105 kN is to beconstructed on site shown below. To construct the tank 5 m of the dense sand layerwill be excavated and the tank will be built as shown .a) Calculate the increase instress in the clay layer under the center of the tank . b) Calcuate the finalconsolidation settlement due to the tank. C) how much settlement that would beexpected to occure 1 year, 5 years and 20 years after the tank is completed. d)-Assume that the silty clay were originally overconsolidated (OCR=1.4), howwould be the ultimate consolidations settlements be different?Given c0.03%3DDense Sand, G,-2.80;e=0.5510m0.95Saturated nomiallyconsolidated silty clayC43 10" m day20 mG267:Drained permicable sandstone

Assume unit wt of the water γw=9.81 KN/m3Unit wt of sand γs =G+Se1+eγw=2.8+0×e1+0.55×9.81=17.72…

Answered: A storage tank of diameter of 30 m and…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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Q2-A) A normally consolidated clay layer is 5 m thick (one-way drainage). From the application of a given pressure, the total anticipated primary consolidation settlement will be 160 mm. a. What is the average degree of consolidation for the clay layer when the settlement is 50 mm? b. If the average value of c, for the pressure range is 0.003 cm²/sec, how long will it take for 50% settlement to occur? c. How long will it take for 50% consolidation to occur if the clay layer is drained at both top and bottom?
The layer is subjected to a uniform vertical stress increase of 100 kPa. The singly-drained clay layer has a coefficient of consolidation of 20 ft2 /yr. Determine the value of the excess pore pressure at point A 2 years after the application of the load. Also given is the chart giving the local degree of consolidation. a)4.4 kPa b)44 kPa c)88 kPa d)96 kPa
Refer to Figure 2, estimate the primary consolidation settlement in the clay layer. Given: Ag = 85 kN/m²; Hi = 2 m; H2 = 4 m; and H3= 6 m. Soil characteristics are as follows: Sand: ydx 14 kN/m³, Ysat 18 kN/m³ Clay: LL = 54; e = 0.98; Ysat 19 kN/m'; Cs =- Cc 150 kN/m? H3 Sand Clay ョ→
The following figure show the relationship between the voids ratio and effective stress for a soil sample collected from the mid depth of a 6 m thick clay layer. The Cc and Cr values have been determined to be 0.3 and 0.04 respectively. For the given information: If the current effective stress at the mid depth is 70 kPa, calculate the ultimate consolidation settlement when the effective stress at mid depth increases by 10 kPa due to an applied load. If the coefficient of consolidation is 0.555 m2/s and the clay layer is single drained, calculate the time taken to reach 45% consolidation.
It is known that a particular deposit of clay has the following shear strength parameters: c' = 15 kPa, o' = 23°; Cu = 10 kPa, cu = 13° A sample of this clay is consolidated in a triaxial cell to an all-round pressure (03) of 250 kPa. The sample is then sheared by increasing 0₁, keeping 3 constant and the drainage valve closed. What is: i) ₁ at failure? ii) Pore water pressure inside the sample at failure? iii) Final values of 0₁' and 03'? iv) Value at failure of Skempton's pore pressure coefficient A?
layer. 2. A project with excavation and construction stages will take place at your site. The profile contains a saturated clay On March 1, the effective stress at point A (in the middle of the clay layer) is 150 kPa, and the overconsolidation ratio is 1. On April 1, the effective stress at point A is 140 kPa. On May 1, the effective overconsolidation ratio on May 1? Show your work and circle your answer. stress at point A is 290 kPa. What is the
Refer to Figure below. Estimate the primary consolidation settlement in the clay layer. Given: Δσ = 150 kN/m2; H1 = 3 m; H2 = 4 m; and H3= 5 m. Soil characteristics are as follows: • Sand: γdry = 15 kN/m3, γsat = 19 kN/m3 • Clay: LL = 65; e = 0.65; γsat = 18 kN/m3; ; Cs =1/6cc σʹc = 200 kN/m2
In a consolidation test, a fully saturated clay sample was subjected to a load of 500 kN/m2. After 12 hours, the average pore pressure was found to be 200 kN/m2. The time (in hours, rounded off to two decimal places) required for 50% consolidation to take place is
For a laboratory consolidation test on a clay specimen (drained on both sides), the followingresults were obtained. (7.5)Thickness of the clay layer = 25 mmP1= 100 kN/m2 e1= 0.81P2= 200 kN/m2 e2= 0.73Time for consolidation (t50) = 3.4 minDetermine the hydraulic conductivity of the clay for the loading range
A large oil storage tank 90 meters in diameter is to be constructed on the soil profile shown in the figure below. The average depth of the oil in the tank is 18 meters, and the specific gravity of the oil is 0.92. Consolidation test showed that the clay is normally consolidated with Ccε = 0.154, Crε = 0.0112, and σ'p = 260 kPa. Estimate the total consolidation settlement of the tank. Neglect any settlements in the sand (ρd,sand = 1.71 Mg / m3). Perform this estimation by: a. Assuming conditions at the mid-depth of the clay are typical of the entire clay layer. b. Dividing the clay layer into four thinner layers with a thickness of 5 meters each, computing the settlement of each thin layer, and summing up using the included equation for sc. Assume that σ'p = σ'vo when σ'vo > σ'p. Hint: the load applied by the tank is given by qo = ϒoilhoil
A consolidated-undrained triaxial test was conducted on a dense sand with a chamberconfining pressure of 138 kN/m2. Results showed that ’ = 24° and  = 31°. Determine thedeviator stress and the pore water pressure at failure. If the sand were loose, what would havebeen the expected behavior? Explain
In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 lb/in2 and friction angle is 21°. Calculate the effective confining pressure at failure.? a) 21 lb/in2 b) 22.2 lb/in2 c) 25.4 lb/in 2 d) 17.9 lb/in2

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