(a) Compute the intensity of passive earth pressure at a depth of 8m in a cohesionless sand with an angle of internal friction of 30° when water table rises to the ground level. Saturated unit weight of sand is 21 kN/m3; yw = 9.81 kN/m (b) A vertical excavation was made in a clay deposit having unit weight of 22 kN/m3. It caved in after the digging reached 4m depth. Assuming o = 0, calculate the magnitude of cohesion. %3D

(a) Compute the intensity of passive earth pressure at a depth of 8m in a cohesionless sand with an angle of internal friction of 30° when water table rises to the ground level. Saturated unit weight of sand is 21 kN/m3; yw = 9.81 kN/m (b) A vertical excavation was made in a clay deposit having unit weight of 22 kN/m3. It caved in after the digging reached 4m depth. Assuming o = 0, calculate the magnitude of cohesion. %3D

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

2 Figure 2.10 shows the subsurface profile for a project site. Determine the fotal stress, pore Section pressure, and effective stress for Point B. 3.0 m y = 14.0 kN/m Silty sand (SM) = 45% D, ·2.1 m y = 17.5 kN/m 4.2 m y 13.5 kN/m Soft clay (CL) 6.0 m 2.0 m 3.1 m y = 15.0 kN/m Medium clay (CH) Glacial till
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 deposit of sand exhibited the following properties: Angle of internal friction, = 35° Dry unit weight, yd = 17 kN/m³ Saturated unit weight, Ysat = 20.7 kN/m³ will Man 59 2 = F 20- 18.4 What is the shearing strength of the sand along a horizontal plane at a depth of 4 m given that the water table is at a depth of 2.5 m from ground surface? Find the shear strength when the water table rises to the ground surface.
As soon as possible please.
geotechnical engineering question
7. Refer to soil profile shown in Fig. 1. If the cone penetration resistance (qc) at ʻA’ as determined by an electric friction cone penetrometer is 0.6 MN/m², determine the undrained cohesion, cu and OCR. 2 m Clay, y= 18.3 kN/m³ 6 m Clay, Ysat 19 kN/m • A
1. Given a concentrated load of 200,000 Ibs, find the vertical stress (p) at a depth of 15 ft and 10 ft off-center. Use the Boussinesq equation. 2. Given a rectangular area with dimensions of 2 m by 3 m and a load of 195 kN/m2; find the vertical stress (p) in kN/m2 using the Approximation Method for a depth of 1m, 3m, and 5m. With increasing depth how does the pressure change? 3. Given a circular structure with a diameter of 3 m and a load of 250 kN/m2, find the vertical stress (p) using the circular method based on elastic theory at a depth of 3 m and 1.5 m off-center. Given a soil unit weight (g) of 16.38 kN/m3, find the overburden pressure (Po) at a depth of 3 m. Find the total pressure (p+po). See the Unit 3 Powerpoint for the table/chart of influence coefficient values. 4. Given the structure in the image below and a load of 2000 Ib/ft2, find the vertical stress (p) 24 feet below point A. See the Unit 3 PowerPoint for the table of influence coefficient values for…
Question 4 A saturated site is underlain by a 15m thick layer of gravel with friction angle = 40 and lateral stress ratio = 0.5. Calculate the passive lateral stress ratio of the gravel.
Solve using 3 methods: 1 - Bazaraa Method 2 - Peck method 3 - Liao - Whitman method
The following data are from a direct shear test on an undisturbed soil sample. Represent the data by a Mohr Circle and compute the minor principal stress. Normal pressure = 16.2 kN/m2; Tangential pressure = 14.4 kN/m2, Angle of internal friction = 24°; c = 7.2 kN/m2. Show diagram. Note: the answer must be in the choices a. 26.25 b. 38.77 c. 57 d. 6.77
b) Table Q2 provides the result of a standard penetration test in the sandy soil. The water table was not encountered during the test. Assume that the average unit weight of sand is 17.3 kN/m³ and use Skempton's relationship provided, determine the corrected standard penetration numbers, (N₁)eo at various depths given (CO1, PO2) (C3) 2 Skempton's equation: C = = 1+0.010! Table Q2 Depth (m) Noo 1.5 3.0 4.5 6.0 7.5 |4712419|