Compute the total vertical stress o, pore water pressure u, and then the effective vertical stress o at Points A, B, C, and D in the soil profile shown in the following figure. Plot those with the depth z. Soil 1, y, 18.0 kN/m -10 Soil 2, y = 18.5 kN/m -15 Soil 3, y, 18,3 kN/m -20 Soil 4, Y = 19,0 kN/m³ -28 D

Compute the total vertical stress o, pore water pressure u, and then the effective vertical stress o at Points A, B, C, and D in the soil profile shown in the following figure. Plot those with the depth z. Soil 1, y, 18.0 kN/m -10 Soil 2, y = 18.5 kN/m -15 Soil 3, y, 18,3 kN/m -20 Soil 4, Y = 19,0 kN/m³ -28 D

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter6: Vertical Stress Increase In Soil

Section: Chapter Questions

Problem 6.12P: Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (Δσav) below...

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7.2 Compute the total vertical stress o, pore water pressure u, and then the effective vertical stress o at Points A, B, C, and D in the soil profile shown in the following figure. Plot those with the depth z. Soil 1, y, - 18.0 kN/m' -10 Soil 2, y, - 18.5 kN/m -15 Soil 3, y, - 18.3 kN/m³ Soil 4, Y, - 19.0 kN/m³ -28 D. z (m)
2 Refer to the soil profile shown in figure below CALCULATE TOTAL STRESS (ot) AT POINT B put of 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: Select one: O a. 102.3 KN/M2 Ob. 107 KN/M2 O c. 109 KN/M2 O d. 104.5 KN/M2 Next page evious page
Q4. Compute the total vertical stress o, pore water pressure u, and then the effective vertical stress o' at Points A, B, C, and D in the soil profile shown in the following figure. Plot those with the depth z. WI---- +4 Soil 1, y = 18.0 kN/m³ B -10 Soil 2, y = 18.5 kN/m³ -23 Soil 3, y, = 19.0 kN/m³ D -28 z (m) (Y;=bult unit weight)
1. Given the figure below plot the pore pressure, total stress and effective tress at the top, bottom and midpoint of each soil layer, provide a plot with all num ical values of depth and stress in tabular form and on a depth v stress plot. Oft Sand Ymoist = 122 pcf Yut = 151 pcf 12ft 30ft Clay Yat = 144 pcf 70ft Sand Yaat = 128 pcf 120ft
For the soil profile shown in Figure 3. Find the value of the vertical stress change at point A. when the water level increases from level b-b to level c-c. fig. (3) REY Sand 84:18-14 KN/² _W_C% = 11.0% XK 3-0m *c sat=21-35 16/17 sand b. clay 18544-20-35-3.0m A Rock 3.0m b
5-4 For the given soil profile and the piezometric surfaces measured at the top of the two sand and gravel layers, determine the pore pressure and effective stress at points A, B, C, D, and E. Piezometers 2 m Ground surface 2 m Sand y = 18 kN/m3 Water table y_ 11m Y = 20 kN/m3 A 4 m Clay Y = 18 kN/m3 加。B 1Im 5 m Sand and gravel y = 22 kN/m3 2 m •D 5 m Clay Y = 19 kN/m3 Sand and gravel y = 23 kN/m3 %3D Cpyright by
Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (Δσav) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0. 0.4 m, 0.8 m, and 1 m. Use Boussinesq’s solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular area
Redo Problem 6.12 using Figure 6.15. 6.12 Refer to Problem 6.1. Using Eqs. (6.3) and (6.29), estimate the average stress increase (av) below the center of the loaded area between depths of 3 m and 6 m. 6.1 A flexible circular area is subjected to a uniformly distributed load of 150 kN/m2 (Figure 6.2). The diameter of the load area is 2 m. Determine the stress increase in a soil mass at points located 3 m below the loaded area at r = 0, 0.4 m, 0.8 m, and 1 m. Use Boussinesqs solution. Figure 6.2 Increase in pressure under a uniformly loaded flexible circular area
Situation 6 - A consolidated drained triaxial test is conducted on a normally consolidated soil with chamber confining pressure of 150 kPa. If the deviator stress at failure is 220 kPa, determine the following: w 28. Calculate the angle of friction of the soil. A. 28.32° C. 24.56° B. 25.87° D. 25.03° 29. Calculate the shear stress at failure plane in kPa. C..112.75 A. 124.36 B. 105.68 s 101 19w D. 99.67 od Jels2 011USZA 30. Calculate the normal stress at failure plane in kPa. A. 213.512 ( TRA ТАЯАО А Я С. 224.7 ИАО Uбу язуаивни B. 232.6 D. 249.9
Q: For the soil profile shown in figure. Determine: The effective stress (o') at level (A). Soil 1 k = 0.2 cm/sec Y sat = 19 kN/m³ Soil 2 k = 0.4 cm/sec Y sat = 21 kN/m³ Datum D EL + 2.0 m EL 0.0 m EL - 1.0 m EL - 4.0 m EL - 10.0 m
G,+S,e , a) Starting from the basic phase definitions (see the Appendix) show that y = 1+e b) Using the expression above, determine the distribution of the total and effective vertical stress with depth for the soil profile shown. Plot these distributions for 0 60%, T, : 1.781 – 0.933 log(100 – U%) C,H - log 1+e, o, + Ao' C,H 1+e, S = - log
تحرير The total volume of a soil specimen is 80,000 mm3 and it weighs 150 grams. The dry weight of the specimen is 130 grams and the density of the soil solids is 2680 Kg/m3. Find the WATER CONTENT IF SATURATION =100% knowing that pwater=1000kg/m3 Select one: O a. 24.2% Ob. 12.2% c. 17.2% d. 16.2%