Q-7 The following figure shows the flow net for seepage of water around a single row of sheet piles driveninto a permeable layer. Calculate the factor of safety against downstream heave, given that ysat for thepermeable layer = 17.7 kN/m3. (Note: Thickness of permeable layer T= 18 m)Sheet pileH1 = 10 mH, = 1.5 m6 mYsat = 17.7 kN/m³Heave zoneImpermeable layer

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Answered: Q-7 The following figure shows the flow…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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PART III. PROBLEM SOLVING 1. The figure shows a weir, the base of which is 6m below the ground. The necessary flow net has also been drawn assuming K, = K, = K. K = 0.005 m/sec. Compute the following: a. rate of seepage through the foundation in liters/sec. b. uplift pressure at "f. weir uplift force per unit length measured along the axis of the weir. c. 2. For the stressed soil element shown: a. Compute the major principal stress b. Compute the minor principal stress c. Compute the normal stress on plane DE O150 kPa 10 Ty50 LPa
3,9 Seepage problem (Soil Mechanics)
Flow Nets A single row of sheet piles is driven into a permeable layer as shown in the figure. Given: • Hị = 5.5 m • H2 = 4.4 m Calculate the seepage loss per meter length of the sheet pile (at right angles to the cross section shown). Bear in mind that in the flow net of the system the number of flow channels is Nf = 4 and the number of potential drops is Na = 8. + Sheet pile H H2 D k = 4 × 10-4 cm/sec Impermeable layer Round your final answer to three significant figures. ® m³/ day /m 1.
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29. Seepage takes place beneath a concrete dam shown below resting on a fine, sandy silty soil having a permeability of 5 X 10-4 cm/s and a saturated unit weight of 19 KN/m3. A sheet pile is also provided at the upstream end of the dam in an attempt to reduce the seepage. Determine the quantity of seepage in m3/day per meter width, the safety factor with respect to piping, and the uplift thrust on the dam. 25 m 6m 1.75 m. 3.5 m 20 m 10 Impervicus stratum Fig 29 - Prob 29
A small-scale flow experiment is conducted in the box shown to scale in the Figure below with a model sheet pile wall A'-D. Out-of-plane width of the model is 10 cm. Permeability k of the soil is 0.002 cm/s. (a) Identify all equipotential EQ and flow line FL boundary conditions directly on the figure below. (b) Using lines 1, 2, 3, and 4 on the figure as flow lines, sketch the equipotential lines for a square flownet directly on the figure. (c) Using your flownet, estimate the total volume of flow through the model in 5 minutes, in cm³. (d) A standpipe is inserted at point 1, 35 cm below the upstream water level A-A'. Using the flow net shown, estimate the height of water in this standpipe below the upstream water level A-A'? (e) During the experiment, with water flowing, the downstream ground surface is altered to location F-G. Indicate the revised equipotential boundary condition on the downstream side. Sketch likely revised flow line locations in the downstream region using dashed…
Q-4: The following figure shows the flow net for seepage of water around a single row of sheet piles driven into a permeable layer. Calculate how deep the sheet pile should be driven (h) to achieve factor of safety = 3 against downstream heave, given that ysat for the permeable layer = 18 kN/m3. (Note: Thickness of permeable layer T = 18 m) H₁ = 10 m (h) Heave zone Sheet pile ►||1| Impermeable layer H₂ = 2 m Ysat 18 kN/m³
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Problem (3) The flow net for water seepage is shown in the figure below, where the permeable soil layer has a saturated unit weight: %a-17.7 kN/m°. Calculate: a) Seepage force per unit volume Sheet pile H = 3 m Heave zone На 0.5 m Ysat = 17.7 kN/m3 rmeable layer Figure 6.9 Flow net for seepage of water around sheet piles driven into permeable layer
6.12 For the same dam and the same soil conditions as in Problem 6.11, a 4-meter-long vertical sheet pile is added at the left end of the dam base: (a) Draw the flow net by using N, = 3. (b) Compute the flow rate q under the dam. (c) Compute the water pressures at the heel (A) and toe (B) sections of the base of the dam based on the drawn flow net. 20.0 m z (m) 17.0 12.0 10.0 8.0 4.0 Sandy soil k=0.0035 cm/sec
Q6) Find the ultimate compressive (Qu) and pullout (Tu) capacities of the driven closed-end steel pipe-pile shown in Fig. (6). Given data: outer diameter = 610 mm weight of empty pipe = 186.8 kg/m a = 1 for cu ≤ 25 kPa ぬ。 34 35 36 Disp. Piles 41.3 49.9 60.9 Cu = 12 kN/m² Ysat = 16 kN/m³ Cu = 50 kN/m² Ysat = 18 kN/m³ c=0 Cu = 100 kN/m² Ysat = 20 kN/m³ = 35° Ysat = 20 kN/m³ 3 wall thickness = 12.7 mm pile to be filled with concrete. α = 0.5 for c₂ ≥ 75 kPa No Non-disp. Piles Fig. (6) 20.3 24.6 30.1 W.T. - Ans.: Qu= 4165 kN, T₂ = 1696 kN 6 m 4.5 m 4.5 m 6 m

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