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MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 2 terms (12 months)
9th Edition
ISBN: 9781305971264
Author: Braja M. Das; Khaled Sobhan
Publisher: Cengage Learning US
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Question
Chapter 17, Problem 17.12P
To determine
Find the type of soil within a distance of 2B footing.
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Students have asked these similar questions
For the following statements:
P: The lateral stress in the soil while being tested in an oedometer is always at-rest.
Q: For a perfectly rigid strip footing at deeper depths in a sand deposit, the vertical
normal contact stress at the footing edge is greater than that at its centre.
R: The corrections for overburden pressure and dilatancy are not applied to measured
SPT-N values in case of clay deposits.
The correct combination of the statements is
P
Q
R
(a) True
True
False
(b) False
(c) False
False
True
False
False
(d) True
True
True
During a subsoil exploration program, undisturbed normally consolidated silty
clay samples were collected in Shelby tubes from location A as shown in Figure
below
2 m
G.W.T
Silty sand
e = 0.72; G, = 2.69
2.2 m
3.5 m
Silty clay
w = 22%; G, = 2.72
5.25 m
Poorly graded sand
= 19.8 kN/m³
2.6 m
Ysat
Following are the results of four drained, direct shear tests conducted on the
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.
Chapter 17 Solutions
MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 2 terms (12 months)
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- Refer to Problem 17.7 and Figure 17.16. Suppose a footing (1.5 m 1.5 m) is constructed at a depth of 1 m. a. Estimate the design values for N60 and . b. What is the net allowable load that the footing can carry? The maximum allowable 17.7 settlement is 25 mm. Use Eqs. (16.56) and (16.61). Refer to the boring log shown in Figure 17.16. Estimate the average drained friction angle, , using the Kulhawy and Mayne correlation [Eq. (17.24)]. Assume pa 100 kN/m2. Figure 17.16arrow_forwardProblem 4: A borehole shear test resulted in the following data. Use Excel to estimate shear strength paramters. Normal Stress Shear Stress psi (kPa) 5.5 (37.9) 12 (82.7) 17.7 (122) 24 (165) Estimate the cohesion and friction angle of the soil. psi (kPa) 4 (27.6) 4.6 (31.7) 11.6 (79.9) 14.7 (101.3)arrow_forwardA 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 62.5arrow_forward
- 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.arrow_forward2- 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/m. 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. DEPTH (M) N60 (BLOWS/30CM) 6. 7 9 11 12 14 18 21 Note: the gravitational acceleration could be taken as 9.81 m/s.arrow_forward6. Consolidated drained triaxial tests on two specimens of a soil gave the following results. Determine the values of cohesion c and angle of friction for the soil. Test No. 1 2 Confining pressure 03 (kN/m²) 80 95 Deviator stress at failure Aof (kN/m²) 456.5 485.2arrow_forward
- A piezocone test was carried out at a site, and the following readings were recorded for the cone resistance qc and sleeve friction fs. Determine the soil present at these depths. Cone resistance, qc (MN/m2) 0.21 1.05 3.23 9.66 10 (b) What are the types of bearing capacity failures? Compare between them? (c) Numerate the types of drilling methods? Depth (m) 5 10 15 20 22 Sleeve friction, fs (kN/m2) 12.5 40.5 75.2 60.7 80arrow_forwardwhy are collapsible soils rarely found in areas with very wet climates? Soil investigation at a site indicated over consolidated collapsible soil extending to a great depth. It is required to construct a footing at the site founded at a depth of 1.0 m below ground level. The site is subjected to flooding. The average unit weight of the soil is 19.5 kN/m3. Two oedometer tests were conducted on two undisturbed samples taken at a depth of 5 m from the ground level (mid depth). One test was conducted in its natural moisture content and the other on a soaked condition. The following test results are available.Applied Pressure (kPa)1020401002004008002000Void ratio under natural moisture condition0.7950.7900.7870.7800.7700.7400.7100.640Void ratio under soaked condition0.7750.7700.7570.7300.6800.6300.5400.370The swell index determined from the rebound curve of the soaked sample is equal to 0.08. Answer the following:a) Plot the e-logp curves for both tests.b) Determine the average overburden…arrow_forwardA triaxial test was performed on a dry, cohesionless soil under a confining pressure (?3) of 144 kN/m2. If the sample failed when the deviator stress (∆?) reached 395.8 kN/m2, determine the soil’s angle of internal friction ∅ and the angle of the failure plane θ. Show step by step hand calculation. Show all work.arrow_forward
- Paragraph Styles Q#4. The following are the results of four drained direct shear tests on undisturbed normally consolidated clay samples having a diameter of 50 mm. and height of 25 mm Test No. Normal Force (N) Shear Force at Failure (N) 1 67 23.3 2 133 46.6 44.6 132.3 3 213 4 369 Draw a graph for shear stress at failure against the normal stress and determine the drained angle of friction from the graph. (Note: Use excel for calculation and drawing the graph).arrow_forward24.A series of consolidated, undrained triaxial tests were carried out on specimens of asaturated clay under no backpressure. The test data at failure are summarized:Confiningpressure (kPa) Deviator stress(kPa) Pore waterpressure (kPa) 150 192 80300 341 154450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effectivestresses.b. Compute Skempton’s A- parameter at failure for all three specimens.c. Is the soil normally consolidated or over consolidated? Why?d. Another specimen of the same day that was consolidated under a cell pressure of 250 kPa wassubjected to a consolidated, drained tri axial test. What would be the deviator stress at failure?arrow_forward1. The following are the results of four drained shear box tests on over-consolidated clay specimens having an area of 1960 mm². Determine the residual- and peak shear strength parameters (graph paper on next page) Test 1 AWNT 2 3 4 Normal Force (N) 150 250 350 550 Peak Shear Force at failure (N) 157.5 199.9 257.6 363.4 Ultimate Shear Force at failure (N) 44.2 56.6 102.9 144.5arrow_forward
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