Laboratory 4

A series of identical samples have been tested with drained triaxial test and some of the values are given in the tabulated table 3(Below). Calculate the remaining values as in the blank box. PARAMETER |cell pressure, o3 (kPa) total axial stress, 01 (kPa) pore pressure at failure, u¡ (kPa) |change in volume, Av effective cell pressure, o3' (kPa) effective total axial stress, o,' (kPa) |difference in stress, q (kPa) CD test 150 284 i 1.8 ii i iv O i = 134; ii = 16; iii = 150; iv = 0 O i = 134; ii = 284; iii = 150; iv = 0 O i = 0; ii = 16; iii = 150; iv = 134 O i = 0; ii = 150; iii = 284; iv = 134

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Calculate the porosity

A liquid limit test on a clay was performed with the following results. The natural water content of the clay is 38% and plastic limit is 21%.   Number of Blows 6 12 20 28 32 Water content (%) 52.5 47.1 42.3 38.6 37.5   What is the liquid limit of this clay? (Use Interpolation) Group of answer choices 39.85% 39.99% 36.74% 38.63%   Please answer this asap for upvote. Thanks

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Below are tests used to determine permeability, which are :- Constant Head test Falling Head test Bore hole permeability test Pumping test

A liquid limit test on a clay was performed with the following results. The natural water content of the clay is 38% and plastic limit is 21%.   Number of Blows 6 12 20 28 32 Water content (%) 52.5 47.1 42.3 38.6 37.5   What is the liquidity index of this clay? (Use Interpolation) Group of answer choices 0.895 0.96 1.08 0.90   Please answer this asap. For upvote. Thanks

Table Q3(c) presentssamples information for point load test. Based on the data: (i) Calculate the Unconfined Compression Strength for sample A and B. (ii) Classify the strength of sample A and B based on Bieniawaski 1975 classification as given in Table Q3c(ii). (iii) As an engineer, define the reason of strength classification of sample A and B.

SITUATION 3: The following are data's taken from sieve analysis of three soil samples. Classify the soils by AASHTO classification system. Sol Sample Dia. (mm) 4.76 Percent 100 100 100 finer than No. 4 sieve Percent 92 77 98 finer than No. 10 sieve Percent 0.42 53 51 84 finer than No. 40 sieve Percent 0.074 17 33 finer than No. 200 sieve Liquid 36 46 47 limit Plastic imit 20 28 24 14. What is the classification of soil A? b. A-2-6(0) d. A-2-7(2) a. A-2-6(5) c. A-1-a(0) 15. What is the classification of soil B? a. A-2-7(1) c. A-2-6(4) b. A-2-5(1) d. A-2-4(3) 16. What is the classification of soil C? b. A-5(8) d. A-7-6(12) a. A-4(6) A-7-5(10) 2.

Outline reasons why the coefficient of permeability determined by a laboratory test procedure might be preferred over that from a field test procedure.

Question number (13) Highway Engineering civil engineering

My courses SOIL MECHANICS Summative Assessment MIDTERM EXAM-QUIZ 2 FOR CE 17 CEIT-02-601P Time left 1:24:01 Water flows at the rate of 0.09 ml/s in an upward direction through a sand sample with a coefficient of permeability of 2.7 x 10^-2 mm/s. The thickness of the sample is 120mm and the area of cross-section is 5400 mm2. Taking the saturated unit weight of the sand as 18.9 kN/m3, determine the effective pressure in Pa at the middle of the sample. O a 182 O b. 910 O C. 364 O d. 728 SHOT ON POCO F3

The following results were obtained from a liquid limit test on a clay using the Casagrande cup device. Number of blows 12 20 28 32 Water content (%) 52.5 47.1 43.2 38.6 37.0 Two determinations for the plastic limit gave water contents of 22.8% and 23.2%. Determine (a) the liquid limit and plastic limit, (b) the plasticity index, (c) the liquidity index if the natural water content is 38% and (d) the void ratio at the liquid limit if G, = 2.7. (e) What is the soil state in the field? (f) Do you expect a brittle type of failure for this soil?

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Class No= 5202 A 500 g sample of sand in the SSD condition was placed in a jar, which was then filled with water. The combined weight was (your class Number + 1600) g. The weight of jar filled with water only was 1400g. Estimate the bulk specific gravity (SSD) of the sand.

Outline the practical reasons why field permeability tests to obtain a value for coefficient of permeability might be preferred over the laboratory testing method.

A sand cone test has been performed in a compacted fill performed on a soil sample. The test results were as follows: Initial mass of sand cone apparatus w/ sand -------------- 5.912 kg Final mass of sand cone apparatus w/ sand --------------- 2.378 kg Mass of soil recovered from hole ----------------------------- 2.883 kg Moisture content of soil from hole --------------------------- 7% Density of sand ---------------------------------------------------- 1300 kg/cu.m Volume of cone below valve------------------------------------ 1.114 x10 -3 cu.m Max. dry unit weight ---------------------------------------------- 19KN/cu.m   Compute: The moist unit weight The dry unit weight The relative compaction

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In a falling head permeability test the following data was recorded for a soil sample having a diameter of 150mm and a length of 200mm.        Standpipe diameter is 9mm.                                                    Initial standpipe level (h1) ----- 1200mm ------ 900mm          Final standpipe level (h2) ------ 900mm ------- 750mm        Time interval (t2 – t1) ---------- 65 sec --------- 41 sec Compute the average value of the coefficient of permeability. Thank you!

The permeability of moulding sand was determined using a standard AFS sample by passing 2000 cc of air at a gauge pressure of 10 g/cm² If the time taken for the air to escape was 1 min. Find out the permeability number.

"ll zain IQ قسم الهندسة المدنية - ميكانيك التربة - ... docs.google.com The sieve analysis has been 0/4 conducted on a soil sample and it was found that the percentage of passing from sieve number 200 is 100%. Also, the results of the liquid limit and plastic limits tests are shown in the image below. Using these information then the classification of this soil in accordance with the AASHTO system is Number of Mass of the Mass of the can + Mass of the can + blows can (g) wet soil (g) dry soil (g) 20 22.23 25.73 24.90 25 23.31 29.3 28.10 30 21.87 28.56 27.40 Number of Mass of the Mass of the can + Mass of the can + trials can (g) wet soil (g) dry soil (g) 1 23.00 28.00 27.50 2 23.00 28.20 27.70 3 23.00 27.50 27.00

Testing Procedure for the Sand Equivalent Test.

A 627-g sample of sand was found to have the following amounts of material retained on each sieve/pan: 3/8 in. = 22 g, No. 4 = 45 g, No. 8 = 96 g, No. 16 = 122 g, No. 30 = 163 g. No. 50 86 g, No. 100 = 51 g, No. 200 = 30 g, pan = 11 g a. Calculate the fineness modulus of the sand. b. Is this sieve analysis valid for acceptance purposes? Explain why. c. Does the sand meet the particle size criteria of ASTM C 33. Fully justify your answer (list and check all relevant criteria from ASTM C33)

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Task 1. Compaction test Table 1 Results of compaction test Run No Mass of sample and cylinder (g) Mass of cylinder (g) 1 2 3 4 6022 6052 6102 6074 6015 4200 4200 4200 4200 4200 Can No 12 08 F3 F4 F5 Tare mass (g) Wet mass gross (g) Dry mass gross (g) 31.12 31.04 31.31 30.83 31.53 80.17 97.9 93.68 84.28 108.81 79.07 95.71 89.93 79.91 101.29 Table 1 shows the results of compaction test on soil sample. (1) Describe the test procedure of compaction test. (2) Calculate water content and dry density in each run. (3) Plot the dry density-water content curve and zero air void line. (4) Determine the maximum dry density and optimum water content.

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Please use formula