Example 8.2Refer to the e log o' curve shown in Figure 8.12.a. Determine the preconsolidation pressure, o.b Find the compression index, Ce1.00.9-0.80.70.60310Effective pressure, o (ton/t) (log scale)Figure 8.12

Given, It is e log graph. Our aim is to calculate, 1.pre consolidation pressure 2.compression…

Refer to the elog o' curve shown in Figure 8.12. a. Determine the preconsolidation pressure, o. h Find the compression index, Ce 1.0 0.9- 0.8 0.7- 0.6 03 3. 10 Effective pressure, or (ton/ft-) (log scale) Figure 8.12 Void ratio, e

Refer to the elog o' curve shown in Figure 8.12. a. Determine the preconsolidation pressure, o. h Find the compression index, Ce 1.0 0.9- 0.8 0.7- 0.6 03 3. 10 Effective pressure, or (ton/ft-) (log scale) Figure 8.12 Void ratio, e

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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م السبت ۲۹ مابو اليوم Refer to the soil profile shown in figure below CALCULATE EFFECTIVE STRESS (o'c) AT POINT C G.W.T Sand 5m Y sat = 20.9 Clay 4m Ysat = 17. 8 Let the point A at depth "0". point B at depth "Sm", and point C at depth 9m Select one: O a. 88.23 KN/M2 b. 80.34 KN/M2 c. 87.41 KN/M2 d. 79.88 KN/M2
Figure B: Stress diagram Total Stress (6) Pore Water Pressure (u) Effective Stress (o') 26.2 kPa -2.0 m 26.2 kPa 71.2 kPa 25 kPa i) ?? kPa -4.5 m -9.0 m jii) ?? kPa 70 kPa 90.3 kPa Figure B Stress diagram Choose the correct combination for each value required based on the stress distribution diagram figure B. O i = 46.2 kPa; ii = 160.3 kPA O i = 96.2 kPa; ii = 20.3 kPA O i = 20.3 kPa; ii = 96.2 kPA O i = 160.3 kPa; ii = 46.2 kPA
Triaxial compression test (CU) is conducted on a normally consolidated clay at a confining pressure of 100 kPa. The deviator stress at failure is 80 kPa, and the pore-water pressure measured at failure is 50 kPa. Determine the angle of internal friction.
Q3) You are in charge of drilling operations in a sedimentary basin. The figure bellow gives the setting. Prior to drilling you have performed a numerical analysis. The table below states the necessary information at the bottom of the shale layer and at the top of the sandstone layer. Assume hydrostatic pore pressure throughout the reservoir. Stress results from your numerical models at 2250m: To [MPa] Rock layer Sy [MPa] S [MPa] S, [MPa] [deg] So [MPa] Shale Sandstone 55.2 55.2 65 40 30 20 10 0.25 30 25 30 10 5 0.25 planned wellpath Shale thickness- 2250m Sandstone: thidkness 250m A. Your drilling crew on the rig wants to drill with a setting P-Po through the shale. Will you approve this and give permission? Prove your decision by calculating the necessary stresses and show a Mohr Circle construction so that the driller can understand your reason. If unsafe, which borehole failure mechanism do we expect? ; B. Should they increase, decrease P, or stay with P=Po? Why? C. Determine the…
2. Text Ishibashi Soil Mechanics Fundamentals and Applications- Ishibashi 420 PAGES.pdf - Adobe Acrobat Reader DC (64-bit) File Edit View Sign Window Help Home Tools 2. Text Ishibashi So... x 199 (225 of 420) 9.3 Terzaghi's consolidation theory assumes (1) specimen is fully saturated, (2) water and solid components are incompressible, (3) Darcy's law is strictly applied, and (4) the flow of water is one dimensional. What will be the most critical shortcomings of these assumptions when the theory is applied to real field conditions? 9.4 A clay specimen was tested in a laboratory consolidation device, which was 12.7 mm (1/2 in.) thick and the top and the bottom boundaries were drained. A 50% consolidation time on the specimen was obtained as 28.4 minutes. Determine the following: (a) Time for 50% consolidation in the field with this soil with a 2.5 m thickness where only the top layer is drained (b) Time for 90% consolidation in the field with this soil with a 2.5 m thickness where only…
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2. A compression test was conducted on a soil sample under drained conditions. The deviator stress at failure was recorded as 55 lb/in? and the angle of internal friction was 27°. Determine the value of confining pressure at failure.
Н.W 1. For the one-dimensional consolidation test result shown in Figure below, determine my. 1.0 0.9 0.8 Void ratio 0.7 0.6 0.5 0.4 10,000 Vertical effective stress (log scale) - psf 100 1000 100,000 2- The following readings were taken for an increment of vertical stress of 400 psf in a one-dimensional consolidation test on a saturated clay sample 3 in diameter and 0.75 in thick. Drainage was permitted from the top and bottom boundaries. Determine the coefficient of consolidation using the root time method. Time (min) 0.25 ΔΗ (in) 1 2.25 4 9. 16 25 36 64 144 24 hours 0.0047 0.009 0.0133 0.0169 0.023 0.0268 0.0291 0.03 0.032 0.033 0.035
Hello, Good Day , kindly answer the problem attached image below. Thank you.
|!;9 ELABORATE Try solving the following problem: Practice Problem: The following are the results of a consolidation test on a sample soil: a. Plot the e-log o' curve b. Using Casagrande's method, determine the preconsolidation pressure. c. Calculate the compression index, Cc e 1.1 1.085 1.055 1.01 0.94 0.79 0.63 Pressure, o' (ton /ft²) 0.25 0.50 1.00 2.00 4.00 8.00 16.00
A soil profile is shown in the figure below. If a foundation load Ao=1000 lb/ft² is applied, estimate the primary consolidation settlement of the clay layer. The preconsolidation pressure oc'=2600 lb/ft² and C, =÷Cc. Use the Skempton equation to estimate the 6. compression index. Ao =110 lb/ft³ Y dry V Ground water table Sand Y=1:15 lb/ft sat Y-120 lb/ft³ sat Le=0.9 | Clay| LL=50 - - - Sand 17 ft.- 15 ft.- ft.-
Along the depth for the floor profile given below; Plot graphically the total vertical stress, pore pressure and effective vertical stress values. Find the effective vertical stress values to occur at the midpoints of each layer. (Take g = 10m / sn2.)