2. Ten point load tests are carried out on cylindrical specimens of a sedimentary rock with 30 mm diameter, as shown in the figure. 50 mm The failure loads of these tests are equal to: 3.2, 4.1, 3, 3.8, 2.9, 4.2, 3.5, 3.6, 3.5 and 4 kiloNewtons. Determine Iesoy of this rock. Predict the uniaxial compressive strength of this rock.

2. Ten point load tests are carried out on cylindrical specimens of a sedimentary rock with 30 mm diameter, as shown in the figure. 50 mm The failure loads of these tests are equal to: 3.2, 4.1, 3, 3.8, 2.9, 4.2, 3.5, 3.6, 3.5 and 4 kiloNewtons. Determine Iesoy of this rock. Predict the uniaxial compressive strength of this rock.

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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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.
5. Point load tests were carried out on two sedimentary rock speci- mens of 54 mm diameter (NX core), as shown the following figure The loads P and P, at failure are 6.28 kN and 4.71 kN, respectively. Find the point load strength index I(50) in the two directions and compute the point load strength anisotropy index la(50). ПР PL 30 mm TP₁ 60 mm TP₁
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In a series of unconsolidated-undrained triaxial tests on speciments of a fully saturdated clay, the following results were obtained at failure. Calculate the following:a. Cohesionb. Angle of internal friction
Q3\ Fill in the blanks with appropriate items: 1. Static force classified according to action into: 2. Physical properties of rocks are controlled by: 3. Strength value is amount of stress at -- 4. Point- Load Index (Is) = ----- 5. Point-load index for sample of 50 mm Diameter = 6. In point load test: Average ot= 7. Shear strength of intact rocks determined by 8. Deformation parameters are ---- 9. The friction strength formula of a discontinuity surface is: 10.At mountainous areas, RQD can be computed by equation: and --------and ------ Test. and --
2. A series of consolidated, undrained triaxial tests were carried out on specimens of a saturated clay under no backpressure. The test data at failure are summarized: Confining Pressure (kPa) Deviator Stress (kPa) Pore Water Pressure (kPa) 150 192 80 300 341 154 450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effective stresses. b. Compute Skempton’s A-parameter at failure for all three specimens. c. Is the soil normally consolidated or overconsolidated? Why? d. Another specimen of the same clay that was consolidated under a cell pressure of 250 kPa was subjected to a consolidated, drained triaxial test. What would be the deviator stress at failure?
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4. The uniaxial compressive strength test is done on a cylindrical rock specimen with diameter of 60 mm and length of 120 mm. The load- deformation diagram of this specimen is shown on the following figure. Determine the uniaxial compressive strength and the secant Young modulus (E50) of this rock. 80000 70000 60000 50000 40000 30000 20000 10000 0.5 1 1.5 Deformation (mm) Load (N) 2.
7- During stress strain test on rock sample ,if the axial and lateral strains are 0.056 and 0.014 respectively , The Poisson ratio is; a) 0.025 b) 0.4 c) 0.25 00406933 d) 4.0
Exercises at the end of the third chapter of Goodman's book Introduction to Rock Mechanics (Please answer question two, thank you)
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 minor principal stress in kPa. Pls include fbd.
1. Triaxial tests were carried out on 54-mm-diameter (NX core) intact rock specimens. The applied confining pressures and the principal stress differences at failure are summarised below5.210 Confining 0 5.0 10.0 15.0 20.0 25.0 pressure (MPa) Principal stress 59.5 87.5 116.0 139.5 167.5 192.5 difference (MPa) Plot o, against o, at failure and determine the uniaxial com- pressive strength and the friction angle of the intact rock.