10.17 A 4.0 m thick fill is to be made of a soil with a Proctor maximum dry unit weight of19.4 kN/m² and an optimum moisture content of 13.0%. This fill will be compacted atoptimum moisture content to an average relative compaction of 92%. The underlyingsoils are as shown in Figure 10.26. Consolidation tests were performed at Points A and B,with the following results:SampleAСс0.59Cr ୧୦0.19 1.90σ (kPa)75B0.37 0.141.21100The silty sand is normally consolidated.Using hand computations, determine theultimate consolidation settlement due to the weight of this fill.

Answered: 10.17 A 4.0 m thick fill is to be made…

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter11: Compressibility Of Soil

Section: Chapter Questions

Problem 11.16P

See similar textbooks

Similar questions

The results of a laboratory consolidation test on a clay sample are given below: Pressure, p (kN/m²) Void ratio, e 23.94 1.112 47.88 1.105 95.76 1.080 191.52 0.985 383.04 0.850 766.08 0.731 (43) a) Draw an e-log p plot. (44) b) Determine the pre-consolidation pressure, p. . (45) c) Find the compression index, Ce. Appendix For ø=35°, N¸=57.8, N,=41.4, and N,=41.1. o,'=0;'tan²| 45°+ +2c tan| 45°+
The laboratory consolidation test is conducted on a clay sample. The following data results were obtained P1 =55 kPa P2 = 130 kPa e1= 0.95 e2= 0.80 Thickness of the sample of clay= 35mm Time for 50% consolidation = 3.0 min Tv= 0.197 a. Find the coefficient of volume compressibility b. Determine the coefficient of consolidation if a sample of clay was drained on both sides c. Compute the hydraulic conductivity of the clay
Two identically clay samples of the same size designated as A and B are subjected to consolidation under identical conditions. Drainage takes place through one face in sample A and through both the faces in sample B. 50% consolidation of sample A occurs in 10 minutes. The time required for 50 % consolidation to occur in sample B in minutes will be. (a) 40 (c) 5 (b) 10 (d) 2.5
A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, &₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (sµ). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.
3. A stratum of normally consolidated clay is 25 feet thick and the water content is measured as 50% (Gs=2.7). Consolidation tests on undisturbed samples of the clay indicate Ce = 0.68. On top of the clay is 5 feet of sand with a total unit weight of 120 pcf. To build a parking lot, 8 feet of fill is now placed on top of the sand. Tests on the fill indicate that the average water content is 10% and the average dry unit weight is 115 pef. The water table is located 2 ft below the ground surface. Calculate the settlement of the clay due to the added weight of the fill. Treat the clay as one layer and compute the stresses and change in void ratio at mid-depth in the clay.
Question 2 The result presented in Table Q2a were obtained from a consolidated drained (CD) triaxial test on a normally consolidated clay sample of 75mm height x 38mm diameter tested at a confining pressure of 50 kPa. Table Q2a. CD triaxial test result Axial strain (%) 1 2 5 10 15 Applied force (kN) 0.01 0.03 0.05 0.08 0.10 Page 3 of 6 (a) Draw the Mohr circle for each stress state in the sample and the total stress path (TSP) throughout the test and determine the slope of the TSP to the horizontal.
4.1.5 A 2m high sandy fill material was placed loosely at a relative density of 47%. Laboratory studies indicated that the maximum and minimum void ratios of the fill material are 0.92 and 0.53, respectively. Construction specifications required that the fill be compacted to a relative density of 80%. If Gs = 2.65 determinea) the dry unit weight of the fill before and after compactionb) the final height of the fill after compaction
The results of two consolidated-undrained triaxial tests on an over-consolidated clay soil are as follows: Test Number o1 U (all in kPa) 03 1 190 65 35 2 340 130 60 Determine the total (C/o) and effective (C'/o') strength parameters in kPa (C) and angle degrees ().
Results of two consolidated-drained triaxial tests on a clayey soil are as follows: o1 (fallure) (kN/m²) Test no. (kN/m?) 104 320 2 207 517 16. Determine the angle of friction and cohesion in undrained condition 17. Determine the angle of friction and cohesion in drained condition if the porewater pressure is 150 kPa
A series of consolidated-drained (CD) triaxial tests were performed on the soil with same initial density. Each test was continued until failure. Following data was recorded. Test Number 1 03' (kPa) 200 300 400 0₁' (kPa) 570 875 1162 Plot the relevant Mohr stress circles and determine effective/drained shear strength parameters.
A site is underlain by a saturated clay layer with thickness = 5m. A sample extracted from the center of the clay layer was recently tested for consolidation parameters. The results indicate that the compression index is 0.33, the recompression index is 0.09, and the void ratio is 1.2. The results also indicate that the layer is normally consolidated. Calculate the preconsolidation stress of the clay. Express your answer in kPa. Note: this is a short problem; read the problem statement carefully. Use unit water weight = 10 kN/m3.
The vertical soil profile shown below is loaded with a uniform surcharged pressure of 60 kPa on the ground surface. If the water table is at the ground surface, calculate the total consolidation settlement at the ground surface? Note: Clay Properties from laboratory consolidation on clay sample taken from these clay layers are: - Ot - Uw 7 o=(20x3)-(9.8x3) z o=30.6 kPa oc=80 kPa, Cs 1+ eo Sol: 1- Clay layer -1 (consider mid depth) oo + Ao' =30.6+60=90.6 kPa - σ' + Δσ'>σ 907 80 Therefore, the soil is overconsolidated 1 Sc 9.4 mm... Clay layer -2 ( Cc 1+eo = 0.01 oven حمل = 0.1 -6.0 m 2m- خارف 80.0 Sc= 0.01 x 1 x log. 30.6 20 ميسي تأثريا لا سلام Ю Δισ S. - (H/ (Glog & + Culog ²% + An) Sc 1+% oc Sand Y = 20 kN/m² Clay layer -1 7 = 20 kN Sand Yar = 20 kN m² Clay layer -2 Sand Yar = 20 kN Ys 20 kN m Rock +0.1 x 1.0 x log; 90.6 80.0 (20) 3x20) + (6 +22) + (20 +22A VA -3

SEE MORE QUESTIONS

Recommended textbooks for you

Principles of Geotechnical Engineering (MindTap C…

Civil Engineering

ISBN:

9781305970939

Author:

Braja M. Das, Khaled Sobhan

Publisher:

Cengage Learning