Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 17, Problem 17.9P
To determine
Find the variation of cone penetration resistance with various depth.
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A drilled shaft constructed in medium sand is shown in the figure below. Given information is: y
= 18 kN/m', '= 38°. Sand is medium-density sand, and the average standard penetration number
(N60) within 2Ds below the drilled shaft is 19. Using the method proposed by Reese and O'Neill,
determine the following:
(a) The net allowable point resistance for a base movement of 25 mm.
(b) The shaft frictional resistance for a base movement of 25 mm.
(c) The total load that can be carried by the drilled shaft for a total base movement of 25 mm.
1 m
11 m
12 m
- 2 m
1. Importance of penetration test.
2. Effect of temperature, load and time on penetration values. State other
conditions.
b) A geotechnical laboratory reported these results of five samples taken from a
single boring. Determine which are not correctly reported, if any, show your work.
Hint:take Yw = 9.81kN/m³
Sample #1:w=30%,Ya = 14.9 kN/m³, Ys = 27 kN/m³, clay
Sample #2:w=20%,Ya = 18 kN/m³, Ys = 27 kN/m³, silt
Sample #3:w=10%,Ya = 16 kN/m³, Y = 26 kN/m³, sand
Sample #4:w=22%,Yd = 17.3 kN/m³, Ys = 28 kN/m³, silt
Sample #5:w=22%,Yd = 18 kN/m³, Ys = 27 kN/m³, silt
Chapter 17 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- Following are the results of a standard penetration test in sand. Determine the corrected standard penetration number, (N1)60, at various depths. Note that the water table was not observed within a depth of 10.5 m below the ground surface. Assume that the average unit weight of sand is 17.3 kN/m3. Depth (m) N60 1.5 8 3.0 7 4.6 12 6.0 14 7.5 13arrow_forwardA standard penetration test is carried out in sand where the efficiency of the hammer nH =70%. If the measured N-value at 30 ft depth is 24, find N60 and (N1)60. The unit weight of the sand is 115.0 lb/ft3. Assume nB = nS = nR =1.arrow_forwardRefer 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_forward
- Q3/ A standard penetration test was carried out at a site. The soil profile is given in Fig. 3 with the penetration values. The average soil data are given for each layer. Compute the corrected values of N60, (N1)60 and o average for sand layers only. Assume: standard 10 sampler, united state safety hammer and diameter of borehole 150mm. Depth (m) 0 12 14 Sand 7-18.5 kN/m 18.5 kN/m Sand 19.81 kN/m 2m +4+E Im N-valuearrow_forward3. Following are the results of a standard penetration test in fine dry sand. N60 Depth (m) 1.5 7 13 3.0 18 4.5 22 6.0 7.5 24 For, the sand deposit, assume the mean grain size, D50, to be 0.26 mm and the unit weight of sand to be 15.5kN/m3. Estimate the variation of relative density with depth using the correlation developed by Cubrinovski and Ishihara. Assume pas100kN/m2. denined frictionarrow_forwardA 6 in diameter exploratory boring has been drilled through a fine sand to a depth of 19 ft. An SPT N-value of 23 was obtained at this depth using a USA safety hammer with a stan-dard sampler. The boring then continued to greater depths, eventually encountering the groundwater table at a depth of 35 ft. The unit weight of the sand is unknown. ComputeN1,60, f′, and Dr at the test location, and use this data to classify the consistency of thesand.arrow_forward
- A geotechnical laboratory reported these results of five samples taken from a single boring. Determine which are not correctly reported, if any. Sample #1: w = 30%, ya = 14.9 kN/m², y, = 27 kN/m³; clay. %3D Sample #2: w= 20%, ya = 18 kN/m³, y, = 27 kN/m³; silt. Sample #3: w = 10%, ya = 16 kN/m', y, = 26 kN/m³; sand. Sample #4: w = 22%, ya= 17.3 kN/m³, y, = 28 kN/m²; silt. %3D Sample #5: w = 22%, ya= 18 kN/m³, y, = 27 kN/m³; silt. %3Darrow_forwardA 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. a. 29 b. 27 c. 33 d. 31arrow_forwardQ.4 In a soil investigation work at a site, Standard Penetration Test (SPT) was conducted at every 1.5 m interval up to 30 m depth. At 3 m depth, the observed number of hammer blows for three successive 150 mm penetrations were 8, 6 and 9, respectively. The SPT- N-value at 3 m depth, isarrow_forward
- = A standard penetration test is carried out in sand where the efficiency of the hammer n 50%. If the measured N-value at 7.5 m depth is 20, find Noo and (N₁)60. The unit weight of the sand is = 15 MR = 1 and 18.08 kN/m³. Assume ¹ = 0.95. If you know that: nsarrow_forwardA standard penetration test was performed in a 150 mm diameter boring at a depth of 9.5 m be-low the ground surface. The driller used a UK-style automatic trip hammer and a standard SPT sampler. The actual blow count, N, was 19. The soil is a normally consolidated fine sand witha unit weight of 18.0 kN/m3 and D50 = 0.4 mm. The groundwater table is at a depth of 15 m. Determine the following:a. N60b. N1,60c. Drd. Consistency (based on Table 3.3)e. f′arrow_forwardIn a standard penetration test in sands, the blow count measured at 14 m depth was 26. An automatic hammer released by a trip with an efficiency of 70% was used in the test. The unit weight of sand is 17.5 kN/m³. Determine: (a) N60 (N1) 60 using Peck, Hanson, and Thornburn (1974) correlation with Pa = 100 kPa. The most likely value of the friction angle (not the range). The possible range of relative density per Peck et al. (1974) The Young's Modulus. The table below presents two correlations proposed for estimating Young's Modulus. kg Leonards (1986) E .cm² E (kPa): = 8N60 = aPa (kPa)N60 Kulhawy & Mayne (1990) In the table a = 5 for fine sands, 10 for clean normally consolidated sands, and 15 for clean over consolidated sands. If a specific method is not specified, you may use any possible correlations. While doing so, you must clearly indicate which correlation was used.arrow_forward
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