17. Equation 3.15 was generalized by Yudhbir et al. (1983) by replacing the unity on the right side by the constant A. Permitting A to vary between 1 and 0 offers a continuous variation of rock mass quality in the criterion of failure. They propose linking A to Barton's Q (see Chapter 2) according to the relation A = 0.0176QM. (a) Find a corresponding relationship between A and RMR. (b) Based on the answer to part (a), use Equation 3.15 to express th major principal stress as a function of confining pressure for a sandstone with M = 0.65, N = 5, qu= 2.0 MPa, and RMR = 50. C

17. Equation 3.15 was generalized by Yudhbir et al. (1983) by replacing the unity on the right side by the constant A. Permitting A to vary between 1 and 0 offers a continuous variation of rock mass quality in the criterion of failure. They propose linking A to Barton's Q (see Chapter 2) according to the relation A = 0.0176QM. (a) Find a corresponding relationship between A and RMR. (b) Based on the answer to part (a), use Equation 3.15 to express th major principal stress as a function of confining pressure for a sandstone with M = 0.65, N = 5, qu= 2.0 MPa, and RMR = 50. C

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter3: Natural Soil Deposits And Subsoil Exploration

Section: Chapter Questions

Problem 3.15P

See similar textbooks

Similar questions

What is the rating of the rock under "Spacing of Discontinuities" parameter? The average joint frequency is 8 joints/m. This means that there are 8 joints or discontinuities found within a one meter of recovered rock. (A) 20 B) 8 15 10
Calculation exercises Aug 2023 1. Several Schmidt hammer rebound tests were performed on a diagonal (upward) rock face (), as displayed below. The unit weight of the rock is 2700 kg/m³. Estimate the UCS (oc) of the rock. Show all your estimation steps. Find the applicable graph/s to solve this problem in the Study Guide. GEO3701 Test No 1 2 3 4 5 6 IN 7 Rebound value 24 23 24 20 18 22 23
A rock mass has initial unit weight equal to y and, after loosening, it assumes unit weight y,. A coefficient of loosening (n) was defined by Müller (1978) n = Y A jointed sedimentary rock mass assumes a value ofn = 0.35 after loosening and 0.08 after recompaction. Calculate the corresponding val- of y1. (y = 27 kN/m') (b) Crystalline igneous rocks like granite, gneiss, and diabase have a range of values ofn = 0,35 to 0,50 after losening and 0.08 to 0.25 after recompaction. Compute the corresponding values of the unit weight (y.)
'2\ Answer T for true statements or F for false ones: 1. Intact rock: solid rock sample containing cracks on eye naked. 2. Rock Mass: contains rock samples and crack surfaces on eye naked. 3. The rock sample will break if the applied force is vertical and associated with shear. 4. Unit weight (y) = gm./cm³. 5. Void Ratio (e) = Vs/Vv. 6. In point load test if the rock is fresh, ot= 5 * I, (50) 7. Brazilian Test provides tensile strength values closer to reality than Point Load Test. 8. Schmidt Hammer Test gives direct values for strength. 9. As more the surface is rough its strength for slipping decreases. 10.Fracture Intercept is the measured distance between irregular fractures !!
2. How to evaluate the rock properties according to the distribution curves and give at least two coefficients of that.
1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.
: A specimen of normally consolidated clay is consolidated to 722 kN/m² and then failed by increasing o, while o, held constant. Find qr and Prif Ø= 26°. A cylindrical sample of soil soil having a cohesion of 100 kN/m² and angle of internal friction of 22° is subjected to cell pressure (63) of 80 kN/m². Determine: 1) Maximum deviator stress at which the sample will failed. 2) Angle made by the failure plan with the axis of sample. 3) Normal and shear stress on failure plan.
The Mohr-Coulomb failure criterion is popularly adopted in soil mechanics analysis. Give an illustrated (with a suitable sketch) description of this failure criterion, which the inclination of the plane of failure (0) to the horizontal caused by shear in a soil sample tested in a standard triaxial test is given by; e = (45 + ), where Ø' is the angle of effective friction. 2
Homework 1: a sample of rock has a total mass of 300 gm and a dry mass of 250 gm with a real specific weight of 2.77 and a degree of saturation of 80%. Find the following: Total volume, volume of solid particles, volume of voids, total density, dry density, void ratio, porosity, moisture content. Ans: V=152.75 cm³, V-90.25 cm³, V, 62.5 cm³, y-1.964 gm/ cm³, Ya 1. 64 gm/ cm³, e-0.693, n-0.41, and 6-0.2 ]
A direct shear test, when conducted on a remolded sample of sand, gave the following observations at the time of failure: Normal load = 288 N; shear load = 173 N. The cross-sectional area of the sample = 36 cm2. Determine the angle of internal friction in degrees. Include free body diagram. a.33 b.31 c.27 d.29
1. Using the graphical method (Mohr's circle), find the normal and shear stresses on plane AB from the following given soil element. Confirm your answer with analytical equations. 01 = 172 kPa В 62° 03 = 145 kPa A
A parameter m in the Hoek-Brown criterion indicates how the type of rock affects the criterion's strength. It is anticipated that the rock will be stronger with a greater value of m. Using the values of m provided in the question and comparing the peak compressive strengths of granite, rhyolite, and marble with each other, qu = 100MPa For marble (m = 7): peak compressive strength =? For rhyolite (m =17): peak compressive strength =? For granite (m = 25): peak compressive strength =?