(b):→A trapezoidal channel is to be excavated in earth containing non-colloidal coarse pebbles and gravels. A sieve analysis of sample soil-mass indicates that on the average, 25% of the soil-mass is 1.25 inches or over in diameter. A site analysis indicated that a roughness coefficient of 0.025 can be safely utilized in the design of this trapezoidal channel laid on a slope of 0.0016 and carrying a discharge of 400 cfs.

(b):→A trapezoidal channel is to be excavated in earth containing non-colloidal coarse pebbles and gravels. A sieve analysis of sample soil-mass indicates that on the average, 25% of the soil-mass is 1.25 inches or over in diameter. A site analysis indicated that a roughness coefficient of 0.025 can be safely utilized in the design of this trapezoidal channel laid on a slope of 0.0016 and carrying a discharge of 400 cfs.

Principles of Geotechnical Engineering (MindTap Course List)

9th Edition

ISBN:9781305970939

Author:Braja M. Das, Khaled Sobhan

Publisher:Braja M. Das, Khaled Sobhan

Chapter17: Subsoil Exploration

Section: Chapter Questions

Problem 17.12P

See similar textbooks

Similar questions

2. 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.
3- 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?
The total density of sand in an embankment was found to be 1900kg/m^3 and the field water content was 12% . In the laboratory, the density of the solid was found to be 2660 kg.m^3, and the maximum and minimum voids ratio were 0.63 and 0.44, respectively What is the void ratio of the sand? Calculate the relative density of the sand in the field:
A collapsible soil sub-grade sample was tested using Standard California Bearing Ratio apparatus; and the observations are given below Sl. No. Penetration 2.5 mm 5.0 mm Load 60.55 kq 80.55 kg 2. Taking the standard assumption (load carried by the standard specimen = 1370 kg) regarding the load penetration curve, CBR value of the sample will be taken as
A cohesionless soil sample is subjected to a triaxial test. The critical state friction angle of the soil is 28 degrees and the normal effective at the failure is 200 kPa. Determine the critical state shear stress. Determine the plunger stress. Determine the cell pressure.
Ciectical Cnyineers GToup as Cv= 40.32% The following data represent the results obtained from the specific gravity (S.G.) test performed ina soil laboratory including * ?for sand samples. Find the mode Number of Specific Gravity 2.30-2.39 Samples 2.40-2.49 4 2.50-2.59 6. 12 2.60-2.69 2.70-2.79 14 2.80-2.89 3.35-3.40 2.10-2.15 2.20-2.25 2.70-2.75 2.80-2.85 2.30-2.35 2,60-2.65 2.40-2,45 2.50-2.55 2.90-2.95 ارفع اجابتك بشكل ملف wdf او صورة 1O 0O O O O O O
A triaxial test is performed on a normally consolidated clay. The sample is further consolidated by the test of all-around confining pressure prior to application of the axial load. The axial force is then applied very slowly. The equipment pore pressure lines remain open so that drainage of soil pore water can occur during the test. (The described conditions outline the procedure for a consolidated–drained-type test.) The sample fails (shears) when the σ3 pressure is 21 kPa and the s1 value is 61 kPa. From these data, determine the angle of internal friction for the effective stress strength–failure envelope (that is, determine fCD).
the results of under drained traxial tests with pore water pressure measurement on compacted soil at failure were: all round pressure (KN/m Sample NO. Major pressure (KN/m) Porewater pressure((KN/m) 70 304 -30 95 350 895 1-Determine cohesion and angle of shearing resistance in state total stress and effective stres using Mohr's circle and by equations 2- Determin orientation of the failure nlane, normal stress and shear stresses.
Results of two consolidated-drained triaxial tests on a clayey soil are as follows: o1 (fallure) (kN/m²) Test no. (kN/m?) 104 320 2 207 517 16. Determine the angle of friction and cohesion in undrained condition 17. Determine the angle of friction and cohesion in drained condition if the porewater pressure is 150 kPa
c. Recall that the natural moisture of the soil is 36.4%. Consider that the following propertieswere also measured using the relevant experimental procedures on representative(saturated) samples of the soil deposit at a depth of 3 m: Specific gravity, Gs = 2.62Unit weight of water, gw = 9.81 kN/m3 Draw a phase diagram and estimate the void ratio and the bulk density of the soil. Whatcan you comment in relation to the density of the soils and its expected compressibility?How would you expect these to vary with depth?
A fall cone test was carried out on a soil to determine the liquid and plastic limit using cone of mass 80gm. At 52% moisture content, the penetration was obtained as 15 mm. Estimate the liquid limit of soilusing single point method.If the same soil was used for the construction of core of an embankment dam, what would be therecommended range of moisture content to ensure the plastic behavior of soil and ensure propercompaction during construction. Plastic limit is 1/3rd of the LL value
The coefficient of permeability of a sand at a void ratio of 0.62 is 0.03 cm/sec. estimate the coefficient of permeability at a void ratio of 0.48. a. Using Casagrande equation b. Using kozeny - Carman equation.