12.16 Consider a continuous flight auger pile in a sandy soil de- posit 10 m long with a diameter of 0.45 m. Following is the variation of standard penetration resistance values (N60) with depth. Depth (m) N60 1.5 3.0 7 4.5 6.0 8 7.5 10 9.0 10 10.5 13 12.0 15 13.5 18 15.0 20 17.0 17 18.5 18 20.0 21 Estimate the ultimate load-carrying capacity of the pile. Assume unit weight of soil, y = 15.5 kN/m³.

12.16 Consider a continuous flight auger pile in a sandy soil de- posit 10 m long with a diameter of 0.45 m. Following is the variation of standard penetration resistance values (N60) with depth. Depth (m) N60 1.5 3.0 7 4.5 6.0 8 7.5 10 9.0 10 10.5 13 12.0 15 13.5 18 15.0 20 17.0 17 18.5 18 20.0 21 Estimate the ultimate load-carrying capacity of the pile. Assume unit weight of soil, y = 15.5 kN/m³.

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter9: Pile Foundations

Section: Chapter Questions

Problem 9.6P

See similar textbooks

Similar questions

A 50 cm diameter precast pile is driven by 9 m into a sandy soil. The standard penetration test results, prformed on this ground, are given in the table below: Depth below ground surface (m) 3.0 4.5 6.0 7.5 9.0 10.5 12.0 SPT (N55) 6 12 12 20 24 35 39 1.5 4 If the skin resistance is equal to (ts=2 x (average Nss along the pile shaft)} kPa. Compute the number of piles that needed to support a total load of 4400 KN with factor of safety (2.5).
1. Importance of penetration test. 2. Effect of temperature, load and time on penetration values. State other conditions.
QL: Determine the vohume of earthwork to be excavated for the plot shown in fig 1. The formation level is 69.00 m. 1t o i T ne no nn na 15m n o) g g t5m 7 710 e T Figure 1
* l. ۱۲:۳۸ Screenshot 2021-02-.. 2.21 The data from a series of consolidated-undrained triaxial tests are summarized below. Draw the three Mohr circles, plot the failure envelope in terms of effective stresses, and find c' and o'. Additional axial Pore water Cell pressure (kN/m?) Sample stress at failure pressure at number (kN/m?) failure (kN/m2) 1 100 88.2 57.4 2 200 138.5 123.7 3 300 232.1 208.8
Consider a continuous flight auger pile in a sandy soil deposit 10 m long with a diameter of 0.45 m. Following is the variation of standard penetration resistance values (N60) with depth. Estimate the ultimate load-carrying capacity of the pile. Assume unit weight of soil, γ = 15.5 kN/m3.
A construction project of cantilever sheet pile penetrating saturated clay is designed to form a sheet pile wall along a riverbank as shown in Figure C. Determine: i. - ii. The theoretical and actual depth of penetration by using Dactual = 1.5D theory The maximum size of sheet pile section necessary by using all = 172.5 MN/m². Sand A y=16 kN/m³ c' = 0 2m Water table p=32 Sand Ysat 19.35 kN/m³ c' = 0 4'=32 Clay Vsat 19.35 kN/m³ c′ = 46.9 kN/m² 3m Figure C E B Riverbed
You have a model consisting of 3 layers with seismic velocities v1, v2, v3, and thicknesses h1, h2, and h3, where h3 --> ∞a. Describe a scenario where the second layer may not be detected using refraction seismic.b. Describe a scenario where the second layer may not be detected using reflection seismic.
2022 (Gro B) H Q1. The number of blows at points (A) and (B) in figure are 24 and 35 blows respectively from the standard penetration test. If the angle of internal friction at these points is the same, determine the depth of point (B) from the ground surface. W.1 5.0 m B G.S Y=20.0 kN/m³ Silty Sand
Redo Problem 14.1 with the following: L1 = 3m, L2 = 6 m, γ = 17.3 kN/m3, γsat = 19.4 kN/m3, and ϕ′ = 30°. 14.1 Figure P14.1 shows a cantilever sheet-pile wall penetrating a granular soil. Here, L1 = 4 m, L2 = 8 m, γ = 16.1 kN/m3, γsat = 18.2 kN/m3, and ϕ′ = 32°. What is the theoretical depth of embedment, D? For a 30% increase in D, what should be the total length of the sheet piles? Determine the theoretical maximum moment of the sheet pile.
Question 3 The flownet for an excavation supported by sheet pile walls is shown in Figure Q3. The soil being excavated is a uniform fine sand with a coefficient of permeability (k) of 5×104 m/s. The width of the trench is 5 m, with a length of 50 m. A constant external water level of 2 m is maintained at the ground level. Ground level 2m 6m 6m 6m ▼ K Line of symmetry- 5m Sheet pile wall 9m (c) Determine the pore water pressure (u) at Point A. Figure Q3 (a) Explain the physical significance of a flownet. In other words, explain what these lines represent. (b) Determine the total water flow rate (Q) at the excavation floor. K (d) If the excavation was carried out on the Moon, determine the total water flow rate (Q) at the excavation floor again (assuming that the gravitational acceleration on the Moon is 1.6 m/s²).
A 50 cm square precast pile is driven by 9 m into a sandy soil. The standard penetration test results, prformed on this ground, are given in the table below: Depth below ground surface (m) SPT (Nss) 1.5 3.0 4.5 4 6 6.0 12 12 20 24 35 39 If the skin resistance is equal to {T, = 2 x (average Nss along the pile shaft)) kPa. Compute the factor of safety available, if 1100 kN of compressive load is applied on this pile. 7.5 9.0 10.5 12.0
The section of a sheet pile is shown in the figure. The coefficient of permeability of the soil is k=8.5x10 m/s. Assume that each stream has an area of its water surface as 1hectare. 8 m 2 m a. Determine the seepage (lit/sec) into the downstream side per meter width of the sheet pile. b. Determine the difference in the head (m) of water level after 3 days. c. How long will it take in days before the head difference = 5.10 m?