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 15 cm diameter borehole has been drilled through a fine sand deposit to a depth of 7 m. At this depth, the SPT,using a US safety hammer and a standard SPT sampler, gave Nfield = 23. Boring then continued to greater depths,encountering water table at a depth of 11 m. Compute N'60, Ø', and Dr at the test location, and use the data toestimate the denseness of the sand.
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
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
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- Please answer 17.6arrow_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_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_forward
- A 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_forwardA 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_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
- In 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_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_forward1. A standard penetration test was performed in a 150-mm diameter boring at a depth of 9.5 m below 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 with a unit weight of 18.0 kN/m³ and D50 = 0.4 mm. The groundwater table is at a depth of 15 m. Compute the following: a. N60 b. (N₁)60 c. D, d. 'arrow_forward
- Question attachedarrow_forwardBy considering the failure surfaces in a vane shear test, show from the first principles that, for a rectangular vane, K = h + 3arrow_forward2. SPT test was performed at a shallow site composed of uniform granular soil with a unit weight = 20 kN/m³ (shown below are N60). a) Convert to (N1)60. b) Estimate the range of friction angles at depths between 20 and 40 ft. Use various correlations. Compare the differences. SPT N-values (bpf) 10 20 30 40 50 10 Silty Sand (SM): Piedmont Residuum 30 40 50 60 Depth (feet)arrow_forward
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