A cone penetration test result of a deposit of normally consolidated dry sand are given below. Estimate the drained friction angle of the sand using Kulhawy and Mayne's equation. The unit weight of the sand is 100 pcf. Depth Tip resistance of cone, qc ft 5.0 10.0 15.0 20.0 25.0 30.0 psi 300 600 800 1200 1400 1800

A cone penetration test result of a deposit of normally consolidated dry sand are given below. Estimate the drained friction angle of the sand using Kulhawy and Mayne's equation. The unit weight of the sand is 100 pcf. Depth Tip resistance of cone, qc ft 5.0 10.0 15.0 20.0 25.0 30.0 psi 300 600 800 1200 1400 1800

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

Test 1 amd test 2 are image 1 and image 2
a. A vane shear test was conducted in a saturated clay. Theheight and diameter of the rectangular vane were 4 in.and 2 in., respectively. During the test, the maximumtorque applied was 230 lb ? in. Determine the undrainedshear strength of the clay.b. The clay soil described in part (a) has a liquid limit of58 and a plastic limit of 29. What would be the correctedundrained shear strength of the clay for design purposes?Use Bjerrum’s relationship for l [Eq. (3.40a)]. Determine the overconsolidation ratiofor the clay. Use Eqs. (3.42) and (3.45). Use s9o 5 1340 lb/ft2.
SITUATION 14: After conducting a tri-axial test on a sand sample, the normal and shearing stresses on the failure plane at failure were found to be 400 kPa and 350 kPa respectively.48. Which of the following gives the angle of shearing resistance? a. 38.79 b. 41.19 c. 48.81 d. 53.949. Which of the following most nearly gives the angle of failure plane measured from the major principal plane?a. 69.41 b. 64.40 c. 71.99 d. 65.5950. Which of the following most nearly gives the major principal stress? a. 1331.51 Kpa b. 1414.58 Kpa c. 1130.37 Kpa d. 1171.32 Kp
2- Subsurface geotechnical investigations carried out in a deposit of sand provided the field standard penetration numbers N60 as given in the table below. During the geotechnical investigations, it is also observed that underground water table is encountered at a depth of 2.0 m below the ground surface. Laboratory tests have shown that physical properties of deposit of sand are as: Dry unit weight = 17.6 kN/m³ and saturated unit weight = 19.6 kN/m³. Determine, for an earthquake magnitude of 8.25, if liquefaction will occur at the site. Assume that maximum peak ground acceleration at the site is: amax = 0.25g. (6 points) DEPTH (M) N60 (BLOWS/30CM) 3 5 6 7 9 11 12 14 18 21 Note: the gravitational acceleration could be taken as 9.81 m/s².
A sample of sand is tested in a direct shear device to determine its angle of internal friction. Cross-sec tion dimensions of the shear box are 2.5" by 2.5". The sample is tested at a vertical normal force N of 100 lb and resulted in a maximum horizontal shear force T of 70 lb. (a) Assuming the sand is cohesionless, what is the angle of internal friction of this sand? (b) If a second test is conducted at a vertical normal force of 140 lb, what would be the anticipated maxi mum horizontal shear force T?
if sand has angle of angle of internal friction 32 degree. Determine coefficient of active earth pressure
Q24 Please provide justified answer asap
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…
Solve using 3 methods: 1 - Bazaraa Method 2 - Peck method 3 - Liao - Whitman method
2.) Using the principles of Mohrs circle, for the soil element s shown, determine the following. a) Mayimum principal stress b) Minimum principal stress C) Novmal Streas on plane AB d) Tangential Stress on plane AB 1ookPa B 25kPa 45° 25KPG 15 450
A piezocone test was carried out at a site, and the following readings were recorded for the cone resistance q, and sleeve friction f.. Determine the soil present at these depths. Cone resistance, Sleeve friction, Depth (m) 9. (MN/m?) f. (kN/m?) 0.21 12.5 10 1.05 40.5 15 3.23 75.2 20 9.66 60.7 25 12.50 62.5