Fundamentals of Geotechnical Engineering (MindTap Course List)
5th Edition
ISBN: 9781305635180
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 12, Problem 12.7P
The table gives the standard penetration numbers determined from a sandy soil deposit in the field:
Using Eq. (12.19), determine the variation of the peak soil friction angle,
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3.25 In a site consisting entirely of clays, an electric friction cone
penetrometer measures the cone resistance q, at a depth of
8.0 m as 0.75 MN/m2. The water table is at 3.0 m below the
ground level. The unit weights of the clay above and below
the water table are 16.5 kN/m3 and 19.0 kN/m2, respectively.
Estimate the undrained shear strength, preconsolidation
pressure, and overconsolidation ratio at this depth.
Refer to Problem 3.19. Using Eq. (3.51), determine the variation of the relative density with depth. Use Qc = 1.
The figure below shows the soil profile at a construction project site. A soil sample was obtained from location B (depth = 19.0m). A consolidation
test was performed on the soil sample. The idealized e-log o' plot from the consolidation test is shown on the right-hand side.
The current vertical effective stress, o' z0 =198kPa.
(1) y =
18.3 kN/m
2.0m
I4.0
A
7.0 m
Y = 19.0 kN/m3
Stiff Silty Clay (CL)
- C.
10.0
18.0 m
y = 19.5 kN/m3
log o'
Very Stiff Clay (CL)
Point
o' (kPa)
e
A
510
0.38
44
2100
Glacial Till
320
0.31
Fill in the blanks with appropriate answers:
Pre-consolidation stress at sample depth (kPa) =
No decimals needed
Based on the o'z0 value provided, determine if the "Very Stiff Clay" is Normally-Consolidated or Over-Consolidated.
"Very Stiff Clay" is
Fill in NC or OC.
Over-consolidation margin (kPa) =
No decimals needed (Show work in hand-calc sheet)
%3D
Re-compression Index =
Report to 3 decimals (Show work in hand-calc sheet)
Chapter 12 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- In a deposit of normally consolidated dry sand a cone penetration test was conducted. Following are the result: Depth(m) Point resistance of cone, qc (MN/m²) 1.5 2.06 3.0 4.23 4.5 6.01 6.0 8.18 7.5 9.97 9.0 12.42 Assuming the dry unit weight of sand to be 16kN/m³, estimale the average peak friction angle, ф’, fo the sand. Use ф’=tan ¯1((0.38+0.27log(qc/ σ’o))arrow_forwardb) Table Q2 provides the result of a standard penetration test in the sandy soil. The water table was not encountered during the test. Assume that the average unit weight of sand is 17.3 kN/m³ and use Skempton's relationship provided, determine the corrected standard penetration numbers, (N₁)eo at various depths given (CO1, PO2) (C3) 2 Skempton's equation: C = = 1+0.010! Table Q2 Depth (m) Noo 1.5 3.0 4.5 6.0 7.5 |4712419|arrow_forward: 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.arrow_forward
- A soil profile is shown in Figure P3.3 along with the stan- dard penetration numbers in the clay layer. Use Eqs. (3.8b) and (3.9) to determine the variation of c, and OCR with depth. What is the average value of c, and OCR? Dry sand y = 16.5 kN/m² 1.5 m Groundwater table Sand 1.5 m Ysat = 19 kN/m³ N60 1.5 m • 8 Clay Ysat = 16.8 kN/m³ 1.5 m A • 8 1.5 m 9 1.5 m 10 Sandarrow_forward8.10 The results of standard penetration tests in a granular soil deposit are as follows: Depth Standard penetration (m) number, N60 1.5 11 3.0 10 4.5 12 6.0 9 7.5 14 What will be the net allowable bearing capacity of a founda- tion planned to be 1.83 m x 1.83 m? Let D,: = 0.91 m and the allowable settlement = 25 mm, and use the relationship presented in Table 8.9.arrow_forwardA soil profile is shown in Figure P3.2 along with the standard penetration numbers in the clay layer. Use Eqs. (3.8) and (3.9) to determine the variation of cu and OCR with depth. What is the average value of cu and OCR?arrow_forward
- THE ANSWER MUST BE EXACT: φ′ = 8.3°arrow_forwardQuestion Attachedarrow_forwardThe stresses on a failure plane in a drained test on a cohesionless soil are as given below: Normal stress, o = 100 kN/m2, Shear stress = 57.73 kN/m2 The failure plane makes an angle of B with the minor principle plane. The value of B will bearrow_forward
- ssarrow_forwardS2arrow_forward4. A site associated with an excavation project is underlain by a 6m thick sand layer with unit weights = 18 and 20 kN/m³. Below the sand layer lies a 6m thick clay layer with unit weights = 19 and 22 kN/m³, void ratio = 1.3. The water table is located at the ground surface. Rock lies below the clay layer. The consolidation parameters obtained from testing a sample obtained from a depth of 9m (point A) are: coefficient of consolidation = 0.015 m²/day, compression index = 0.3, recompression index = 0.02, and overconsolidation ratio = 5. A dewatering operation will cause the water table to drop 5m and remain there throughout the project. (a) Calculate the vertical effective stress at point A before dewatering place. (b) Calculate the average degree of consolidation of the clay layer 100 days after the onset of dewatering. your work and circle your answer. takes Showarrow_forward
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