A fall cone test was carried out using cones of masses 80 grams and 240 grams. The following results were obtained.Parameter 80 gram conePenetration (mm)5.98.415.621.330.7Water content (%)41.74853.564.969.8Parameter 240 gram conePenetration (mm)12.716.7825.7835.7Water content (%)2836.443.5652.4If the natural water content is 35%, compute1. PI (2 LI(3. If (

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Answered: A fall cone test was carried out using…

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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The followings are data from the unconfined compression test. Use these data to determine the unconfined compression strength of the soll and the undrained cohesion. Diameter of sample = 1.6 cm; Length of sample= 4.0 cm; Dial gauge factor = 0.02 mm Reading 0 20 Load (kN) 40 60 80 0.000 0.004 0.007 0.009 0.011 100 0.012 120 140 160 0.013 0.014 0.015 180 200 220 240 260 0.016 0.016 0.016 0.016 280 0.016 0.016
What are the engineering applications of each of these tests? a. flash point test b. RTFO procedure c. rotational viscometer test d. dynamic shear rheometer test e. Bending beam rheometer testf. penetration test.
Q24 Please provide justified answer asap
The table below shows the results of CU test for a soil sample (h=76 mm, and D= 38 mm), Find the X value, if you know the decrease in VO=2.5 % in consolidation stage. Shearing stage (ho=75 mm) Axial dial gauge reading (F=0.01 mm/div.) Corrected area mm 30 75 120 no one O 1133 mm2 1105 mm2 O 1110 mm2 O 1176 mm2
d. A plastic and liquid test was conducted to determine the plasticity of a clay soil. The mass of water and dry soil from plastic limit test are 2.65 g and 12.35 g respectively. The table below gives the test result of liquid limit tests conducted in using fall cone method. Determine the level of plasticity of the clay soil.
2. SPT test was performed at a shallow site composed of uniform granular soil with a unit weight = 20 kN/m³ (shown below are N60). a) Convert to (N1)60. b) Estimate the range of friction angles at depths between 20 and 40 ft. Use various correlations. Compare the differences. SPT N-values (bpf) 10 20 30 40 50 10 Silty Sand (SM): Piedmont Residuum 30 40 50 60 Depth (feet)
sand deposit has been identified beneath a site located adjacent to a river. The sand deposit is 15 feet thick and the top of the layer is 12 feet below the ground surface and overlain by a very stiff clay and is underlain by bedrock. The water level has been measured to be at a depth of 10 feet. The standard penetration resistance of the layer has been determined to be 12 blows per foot and a standard sampler was used; a drill rig with a safety hammer with an efficiency of 60% was used. The length of the drill rod is 10 meters and the borehole diameter is 5 inches (127 mm). The design earthquake has been designated as a moment magnitude 6-3/4 event on a nearby fault and the maximum ground acceleration is expected to be 0.40 g. The wet unit weight of the clay soils is 150 pounds per cubic foot and the wet unit weight of the sand soils is 180 pounds per cubic foot. The sands have 35% fines content according to a grain size analysis. Compute the factor of safety against liquefaction of…
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The following results are obtained from a series of cone penetrometer tests. Mass of empty can, g 18.4 19.3 51.5 45.6 Mass of empty can + wet soil sample, g Mass of empty can+dry soil sample, g 37.8 35.8 Cone penetration, mm 25 16 Determine the liquid limit in percent. Round off to two decimal places.
A Cone Penetrometer Test (CPT) produces a continuous record of tip and sleeve resistance as well as pore pressure induced behind the cone tip. At a certain depth, the following are recorded: Cone Tip Resistance = 17 tsf; Friction Ration (Rf) = 2.6% The soil is most likely a O a Clayey Sit Ob Clay Sand Od Silt

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