A sand cone test has been performed in a recently compacted fill. The test resultsobtained are as follows:Initial weight of sand cone + sand = 13.51 lbFinal weight of sand cone + sand = 4.26 lbWeight of sand to fill cone = 2.12 lbWeight of soil from hole + bucket = 12.42 lbWeight of bucket = 1.21 lbMoisture content test:Mass of empty moisture content can = 23.11 gMass of moist soil + can = = 273.93 gMass of oven-dried soil + can = 250.10 gThe sand used in the sand cone had a unit weight of 81.0 lb/ft³, and the fill had amaximum dry unit weight of 121 lb/ft³ and an optimum moisture content of 11.7%, basedon the modified Proctor test. Compute the relative compaction based on the modifiedProctor test.

Relative compaction is 95.23%Explanation:

Answered: A sand cone test has been performed in…

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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For a given soil, the results of compaction test conducted in the laboratory are given in Table 1. Table 1. Moisture content % Dry Unit Weight Ya(kN/m) 12 16.34 14 16.93 16 17.5 18 17.8 16.9 20 22 16.4 After compaction of the soil in the field, sand cone tests (control tests) were conducted at five locations, the results of sand cone tests are given in Table 2. separate Table 2. Moisture content (%) Location Moist density (kg/m') 1 15.0 2050 16.2 2070 17.3 1971 4 18.9 1988 21.3 2101 The specifications require that: a) Yd must be at least 0.95 ya(max). b) Moisture content w should be within +1.5% of wopt. 1) Draw (on graph paper) the compaction curve and ZAV curve. (Gs = 2.72). 2) Show for each location either it is accepted or not according to the specifications required and give reason why?
A series of direct shear tests has been performed on a dense well-graded sand. All tests were performed on 3.00-in. diameter, 1.25 in. tall cylindrical samples, and were run slowly enough to produce drained conditions. The results of these tests are summarized in the following table: Test Number Normal Load (lb) Shear Load at Failure (lb) 1 100 84 2 200 159 3 400 319 Assuming the shear area remains constant during the test, determine the effective cohesion and effective friction angle from these test results. What values of these parameters would you expect? Are the test results consistent with your expectations? What values would you use for design?
Geotechnical Engineering Please help me answer this question, and please show your solutions write it properly. Problem 3 A soil sample with a grain specific gravity of 2.67 was filled in a 1000mL container in the loosest possible state and the dry unit weight of the sample was found to be 14.75 N. It was then filled at the densest obtainable state and the weight was found to be 17.70 N. The void ratio of the soil in the natural state was 0.63. Determine the relative density in the natural state.
A sample of saturated clay was placed in a container and weighed. The weight was 6N. The clay in its container was placed in an oven for 24 hours at 105˚C. The weight reduced to a constant value of 5N. The weight of the container is 1N. If Gs = 2.7, determine: a) Water Content b) Void Ratio c) Bulk Unit Weight d) Dry Unit Weight e) Effective Unit Weight
A field sand cone test is performed on a layer of compacted fill. determined that the fill soil has a maximum dry unit weight of approximately 120 pcf. Determine the relative compaction of the compacted fill. Unit weight of dry uniform of sand: 95 pcf Weight of sand to fill the cone: 1.10 lb weight of jar + cone + sand (before test): 16.5 lb Weight of jar + cone + sand (after test): 10.5 lb Weight of moist soil excavated from hole: 6.60 lb Moisture content of soil from hole: 10 %
Consolidation test is conducted to QI determine the consolidation properties of the soil. Table 1. Test Result The dial gauge reading after each load increment (24 hours) is given in the table. Initial sample thickness, Ho = 20 mm, Initial void ratio, e, = 0.9. Determine the following: Construct the compressibility curve and predict the past maximum stress/pressure (preconsolidation stress/pressure) (kPa) Dial gauge reading after 24 Vertical stress (kPa) hours (mm) 22.50 %3D 40 22.41 80 22.15 160 21.51 320 20.25 640 18.45
Following are the results of a field unit-weight determination test performed on the same soil by means of the sand cone method: -Calibrated dry unit weight of Ottawa sand = 15.4019 kn/m3 -Calibrated weight of Ottawa sand to fill the cone = 5.3496 N -Weightof jar + cone + sand (before use) = 74.451 N -Weightof jar + cone + sand (after use) = 46.886 N -Weight of moist soil from hole = 29.509 N -Moisture content of moist soil = 10.21% DETERMINE AND SHOW COMPLETE SOLUTION 1. Dry density of compaction in the field in kg/cu.m.
An undisturbed sample of fine sand is tested in the laboratory and found to have a dry mass of 4.63 kg, a total volume of 0.00198 m³ and a specific gravity of 2.70. Other laboratory tests are performed to determine the maximum and minimum density of the sand. At the maximum density, it is determined that the void ratio is 0.35 at the minimum density, the void ratio is 0.95. A. Compute the void ratio of the sand. B. Compute the relative density of the undisturbed sample. C. Compute the dry density in Mg/m³.
Problem Set 2: 4. A sample of gray silty clay has a mass of 126 kg. Laboratory tests results give a moist density (p) of 2.05 g/cm³, a specific gravity of solids (G,) of 2.71, and a moisture content (w) of 15.7%. First determine all entries in the phase diagram. Then determine the void ratio (e), the porosity (n), the degree of saturation (S), the dry density (Pa), the dry unit weight (ya), and the moist unit weight (y). Draw the Phase diagram.
A consolidated undrained tri-axial test was conducted on a normally consolidated clay sample and the results are as follows: chamber confining pressure = 110kpa deviator stress at failure = 96kpa pore water pressure = 66kpa these test results were used to determine the drained friction angle of the soil. compute the deviator stress in (kpa) at failure when the drained test was conducted with the chamber confining pressure changed to 163kpa.
A modified Proctor compaction test was carried out using a cylindrical moldwith a 1000 ml volume. Table 2 summarizes the results. a. Plot the compaction and ZAV curves (RD=2.75 and ρwater=1000 kg/m3)b. Determine the maximum dry density and the optimum moisture content Table 2 Moisture Content (%)Mass of WetSample (g)10.5 2033.211.8 2146.613.0 2203.514.9 2183.116.4 2147.617.6 2116.8
Q # 1. Organic soils are typically characterized by high void ratio, low specific gravity, and high compressibility. Following are the results of a consolidation test on a sample of organic soil. Pressure, o (kN/m2) Change in dial reading, AH (mm) 0.284 12 0.150 24 0.315 48 0.564 100 0.823 200 2.25 400 5.34 Given that the initial height of the specimen = 20.6 mm, mass of dry specimen = 12 g, area of specimen = 31.67 cm2 and G, = 2.49. Plot the e, log o' curve. b. Determine the preconsolidation pressure. a.

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