Check the pile load of the Railroad Bridge of (hilla) for 4000 KN with pile diameter (1 m). The depth of ‎bored pile is (15 m) .The ground water level is about (2.5 mm) from the natural ground level .The details of ‎layers . (density of soil= 18.5 kN /m3 , Cu= 25 kPa) (Note: ‎α = 1.0 for clay with Cu ≤ 25 kPa , α = 0.5 for clay with Cu ≥ kPa KN/m2

Check the pile load of the Railroad Bridge of (hilla) for 4000 KN with pile diameter (1 m). The depth of ‎bored pile is (15 m) .The ground water level is about (2.5 mm) from the natural ground level .The details of ‎layers . (density of soil= 18.5 kN /m3 , Cu= 25 kPa) (Note: ‎α = 1.0 for clay with Cu ≤ 25 kPa , α = 0.5 for clay with Cu ≥ kPa KN/m2

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter18: Sheet-pile Walls

Section: Chapter Questions

Problem 18.2P

See similar textbooks

Similar questions

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
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 braced sheet pile to be used in an open cut in clay is shown in the figure. Struts are spaced longitudinally at 2.5 m center to center spacing. Unit weight of clay is 20 kN/cu.m and an unconfined compressive strength of 100 kN/m2. Determine the section modulus of wale at B if the allowable bending stress is 0.6 Fy where Fy = 248 MPa
Refer to Figure 18.26b. Let L = 15.24 m, fill = 17.29 kN/m3, sat(clay) = 19.49 kN/m3, clay = 20, Hf = 3.05 m, and D = 0.406 m. The water table coincides with the top of the clay layer. Determine the total downward drag on the pile. Assume that = 0.6 clay. FIG. 18.26 Negative skin friction
PILE FOUNDATIONS Example: 32/2 A reinforced concrete pile 30ft long and 15 inches diameter is embedded in a saturated clay of very stiff consistency. Laboratory tests on samples of undisturbed soil gave an average undrained cohesive strength c 2500 lb/ft². Determine the net pullout capacity and the allowable pullout load with F, =3. Take, alpha = 0.37
Figure below shows the cross-section of an excavation which is to be made alongside a river. Write down an expression for the effective stress at level A-A and use this to establish the depth H to which the water in the trench can be reduced before instability occurs (when o'z is zero). The shear resistance at the clay and sheet pile interface can be considered negligible. sheet piling River peaty silt 3.5 m dredge level 8 m . alluvial silty clay 6.0 m (y 18 kN/m³) 3 m coarse 3.5 m gravel impervious red marl
11.22 A concrete pile measuring 0.406 m X 0.406 m in cross section is 18.3 m long. It is fully embedded in a layer of sand. The following is an approximation of the me- chanical cone penetration resistance (q.) and the friction ratio (F) for the sand layer. Estimate the allowable bearing capacity of the pile. Use FS = 4. Depth below ground surface (m) 9. (kN/m²) F, (%) 0-6.1 2803 2.3 6.1-13.7 3747 2.7 13.7-19.8 8055 2.8
Estimate the side resistance Qs by: a. Using Eqs. (9.40) through (9.42). Use K = 1.5 and 8 = 0.60 b. Coyle and Castello's method [Eq. (9.44)] 20 m Concrete pile 460 mm x 460 mm Loose sand $₁ = 30° y = 18.6 kN/m³ Dense sand $2=36 y = 18.5 kN/m³
Q1/ For the footing shown in Figure (1), estimate the pile group capacity. 0.6m dia bored pile Clay c=80 kN/m² y-17kN/m² S=1.5 m T L=12 m
A rock storage pile is being designed for a mine in West Virginia. The pile is linedwith reinforced GCL overlain by a 1.5 mm thick HDPE geomembrane. A heavy nonwoven geotextile is placed on top of the geomembrane. Because the rock is porous(K = 10-2cm/s), it is used as the main LCS stone and no additional leachate collectionstone is being installed. Specify the base slope required to keep the head below 25cm if the design storm is 0.8 cm rain/day and the pipe-to-pipe lateral spacing is 60 mIs this rock a reasonable material to replace the LCS stone?
A concrete pile having a diameter od 0.30m. Is driven into a loose sand having a unit weight of 20 kN/cu.m Coefficient of friction between sand and pile is 0.40. Bearing capacity factor Nq=80. Lateral pressure factor K =0.90 Allowable load of pule is 170 kN. Fs= 3.25 Dc= 20D for dense compact sand Dc=10D for loose sand Determine the following A. Ultimate bearing capacity of file B. Ultimate frictional capacity of pile C. Length of the pile
QUESTION 3 A concrete pile is driven into top two layers of subsoil strata made of 10m and 5m thick saturated clays respectively. The pile's diameter is 500 mm throughout the pile. Determine the allowable bearing capacity of the pile. The subsoil properties are shown. (Answer 454 kN). Clay layer 1: Saturated unit weight of clay = 18kN/m3 Average undrained shear strength = 100kPa, o = 0 %3D Adhesion factor = 0.48 Clay layer 2: Saturated unit weight of clay = 19kN/m3 Average undrained shear strength = 120kPa, q = 0 Adhesion factor = 0.42, Nc = 9.