Bundle: Principles Of Foundation Engineering, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
9th Edition
ISBN: 9781337947060
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 3, Problem 3.26P
To determine
Find the soil present at given depths.
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A normally consolidated soil was subjected to tri-axial test with the following data: cell pressure= 320kPa; The specimen failed when the deviator stress is 460 kPa. Compute the angle of resistance in degrees.
A cohesionless soil sample was subjected to a triaxial test. The sample failed when the minor principle stress was 1200 lbs/ft2 and the deviator stress applied was 3000 lbs/ft2. Find the internal angle of friction of this soil. (answer in degrees)
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…
Chapter 3 Solutions
Bundle: Principles Of Foundation Engineering, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
Ch. 3 - Prob. 3.1PCh. 3 - Prob. 3.2PCh. 3 - Prob. 3.3PCh. 3 - Refer to Figure P3.3. Use Eqs. (3.10) and (3.11)...Ch. 3 - Prob. 3.5PCh. 3 - Prob. 3.6PCh. 3 - Prob. 3.7PCh. 3 - Prob. 3.8PCh. 3 - Prob. 3.9PCh. 3 - Prob. 3.10P
Ch. 3 - Prob. 3.11PCh. 3 - Prob. 3.12PCh. 3 - Prob. 3.13PCh. 3 - Prob. 3.14PCh. 3 - Prob. 3.15PCh. 3 - Prob. 3.16PCh. 3 - Prob. 3.17PCh. 3 - Prob. 3.18PCh. 3 - Prob. 3.19PCh. 3 - Prob. 3.20PCh. 3 - Prob. 3.21PCh. 3 - Prob. 3.22PCh. 3 - Prob. 3.23PCh. 3 - Prob. 3.24PCh. 3 - Prob. 3.25PCh. 3 - Prob. 3.26PCh. 3 - Prob. 3.27PCh. 3 - Prob. 3.28PCh. 3 - Prob. 3.29PCh. 3 - Prob. 3.30PCh. 3 - Prob. 3.31P
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- A sample of dry sand is tested in direct shear. Theshear box holding the sample has a circular crosssection with a diameter of 50 mm. The normal(compressive) load imposed is 200 N. The sam-ple shears when the shear force is 130 N.(a) Determine the test normal stress and shearstress at failure.(b) Determine the angle of internal frictionfor this soil.(c) What is the probable condition of the testedsample (dense, loose, etc.)?arrow_forwardQuestion 5 Identify the in situ test that is good for estimating Elastic Modulus of Soil. Standard Penetration Test (SPT) oCone Penetrometer Test (CPT) b. Dilatometer (DMT) Vane Shear Test (VST) Od.arrow_forwardA flexible steel platform has a footprint of 75 feet by 75 feet and supports equipment having a total weight of 2,250 kips. The platform is located at the ground surface. The soil profile below the platform consists of 30 feet of stiff clay over bedrock. The groundwater table is located 5 feet below the ground surface. The clay has a unit weight of 120 pcf above the water table and 125 pcf below the water table. Laboratory consolidation test results for a sample of the clay at a depth of 15 feet below the ground surface reveal a preconsolidation stress of 2,400 psf, compression index of 0.5, recompression index of 0.1 and initial void ratio of 0.66. Assume the bedrock is incompressible. Part A Plot effective vertical stress versus depth (to scale) before and after installation of steel platform and equipment. Part B Calculate the primary consolidation settlement at the center of the platform and at the corner of the platform AND report the differential settlement between these two…arrow_forward
- A cohesive soil sample is subjected to an unconfined compression test. The sample fails at a pressure of 3850 lbs/ft2, (the unconfined compressive strength (qu) is 3850 lbs/ft2). Determine the soil's cohesion. (answer in lbs/ft2)arrow_forwardA triaxial test was performed on a dry. cohesionless sand. The sample fails when the confining stress (minor principal) is 45 kPa and the axial stress (major principal) is 89 kPa. Determine the angle of internal friction Φ for the soil. Adjust your answer to TWO decimal places.arrow_forwardFollowing are possible testing to determine the shear strength of clay in the laboratory, please choose the correct and appropriate combination for lab testing. * I. Direct shear test II. Unconfined Compressive Strength III. Vane Shear test IV. Standard Penetration Test V. Consolidated Isotropic Drained triaxial test VI. Dutch Cone penetrometer O All above O 1,1l and III O I,II and VI O IV, V, VIarrow_forward
- A sand deposit has been identified beneath a site located adjacent to a river. The sand deposit is 30 feet thick and the top of the layer is 24 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 30 feet. The standard penetration resistance of the layer has been determined to be 20 blows per foot and a sampler without liners was used; a drill rig with a safety hammer with an efficiency of 60% was used. The length of the drill rod is 5 meters and the borehole diameter is 7.87 inches (200 mm). The design earthquake has been designated as a moment magnitude 7.5 event on a nearby fault and the maximum ground acceleration is expected to be 0.60 g. The wet unit weight of the clay soils is 200 pounds per cubic foot and the wet unit weight of the sand soils is 250 pounds per cubic foot. The sands have 45% fines content according to a grain size analysis. Determine the magnitude scaling factor, MSF.…arrow_forward2. A soil specimen is subjected to a tri-axial test. The soilspecimen is cohesionless. If the shear stress that causesfailure is 280 kPa and the normal stress at failure is only480 kPa.a) Determine the angle of shearing resistance,b) Determine the angle that the failure planemeasured from the major principal plane.c) Determine the total axial stress at which failure isexpected to occur.arrow_forwardDefine the Correlation between Relative Density (Dr)and qc for Sand ?arrow_forward
- A 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. Determine the magnitude scaling factor, MSF. Express…arrow_forward3- A sand sample is subjected to drainage cutting test with a hollow cylinder device. Rupture occurs with increasing internal pressure while external pressure is constant. At the moment of rupture, the external stress is 200 kPa and the internal stress is 300| Kilopascals - be. Internal and external radii of the sample are 40 and 60 mm. A) Obtain the angle of soil friction. B) At the moment of rupture, what is the axial stress applied to the sample?arrow_forwardA normally consolidated soil was subjected to tri-axial test with the following data: cell pressure= 320 kPa; The specimen failed when the deviator stress is 460 kPa. Compute the shear stress in kPa on the failure plane. Include fbd.arrow_forward
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