Assuming dense glacial till at the bottom is as permeable as the granular fill, the surcharge pressure at the ground surface is Do= 500 kPa. What is the excess pore pressure remaining at a point, 5 m into the clay layer (1/4 layer depth) at the moment when the time factor is Tv=0.2? (Unit: kPa) Ao 3 m Granular fill, yt 19.6 kN/m3 Clay, Y = 18.6 kN/m3 20 m Dense alacial till CS Scanned with CamScanner

Assuming dense glacial till at the bottom is as permeable as the granular fill, the surcharge pressure at the ground surface is Do= 500 kPa. What is the excess pore pressure remaining at a point, 5 m into the clay layer (1/4 layer depth) at the moment when the time factor is Tv=0.2? (Unit: kPa) Ao 3 m Granular fill, yt 19.6 kN/m3 Clay, Y = 18.6 kN/m3 20 m Dense alacial till CS Scanned with CamScanner

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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b) For a normally consolidated laboratory clay specimen drained on both sides, the follow are given o'o =150 kN/m², e = eo = 1.1 •o'o+ Ao = 300 kN/m², e = 0.9 The thickness of clay specimen = 25mm Time for 50% consolidation = 2mm a) Determine the hydraulic conductivity of the clay for the loading range. %3D CR[5] b) How long (in days) will it take for a 1.8m clay layer in the field (drained on one side) to reach 60% consolidation.
A 3 m thick soil has coefficient of permeability 3 x10^-7 m/s. A separate test porosity 40% and bulk unit weight 21 kN/m^3 at a moisture content of 31%. Determine the head at which upward seepage will cause quick condition? a. 1.034 m b. 2.724 m c. 3.1 m d. 6.12 m
-) A clay stratum has 2.5 m thickness and has initial overburden pressure of 45 kN/m². The clay is over consolidated with a preconsolidation pressure of 65 kN/m². Find the final settlement due to increment of pressure of 55 kN/m² at the middle of clay layer. Use the following data: Initial void ratio = 1.2 Compression index = 0.27 Swelling index = 0.06
Question 6 A 3-meter clay layer (e = 0.86, Gs = 2.69, Cc = 0.304) is overlain with 2-meter-thick sand layer (e = 0.77, G = 2.83). The water table is at the interface of the sand and clay layer. If a 2-meter-thick land fill (γ = 17.53 kN/m3) is placed over the existing ground surface, compute the consolidation settlement (in mm.) of the clay layer. Hint: Use the land fill's resulting pressure on the ground surface as the stress increase. Round off to two decimal places.
A 2-meter clay layer (e=0.89, Gs=2.55, Cc=0.325) is overlain with 2 meter thick sand layer (e=0.82 G=2.63). the water table is at the interface of the sand and clay layer. if a 2-meter thick land fill (y=17.15kN/m^3) is placed over the existing ground surface, compute the consolidation settlement (in mm) of the clay layer. hint: Use the land fill's resulting pressure on the ground surface as the stress increase.
For a clay layer in the field, the following values are given: • Thickness of clay layer = 3 m • Natural Void ratio = 1.65 • Compression index (CC) = 0.28, • Cr = 0.02 • Average effective pressure on the clay layer = 130 kN/m2 • OCR=1.5 Estimate the increase in settlement caused by an increase in pressure in the layer of 65 kPa.
11.3 Refer to Figure (11.22). Given: H₁ = 2.5 m, H₂ = 2.5 m, H3 = 3 m, and Ao = 100 kN/m². Also, • Sand: e = 0.64, G₁ = 2.65 • Clay: e=0.9, Gs=2.75, LL-55, C = 0.405 Estimate the primary consolidation settlement of the clay layer assuming that it is normally consolidated. Ao Groundwater table H₂ Void ratio = Sand Clay +
A 10-ft-thick clay layer is drained at the top and bottom. Its characteristics are Cvr = Cv (for vertical drainage) = 0.042 ft2/day, rw = 8 in., and de = 6 ft. Estimate the degree of consolidation of the clay layer caused by the combination of vertical and radial drainage at t = 0.2, 0.4, 0.8, and 1 year. Assume that the surcharge is applied instantaneously, and there is no smear.
Q2: Available field data indicate that the permeahility for the clay is varies with depth. For layer 1: ku = 3.2 x 10 cmis; k = 1.1 x 10 cmis. For layer 2: kg - 1.7 x 10 em's; ka - 3.4 x 10" cm/s. For layer 3: kg - 1.4 x 10 cmis; ka - 44 x 10* cm/s. Compute the equivalent permeability for flow parullel and perpendicular to the clay layers shuwn in Fig.2. Layr 1 L 2 Layer a Fig.2 180 m
A 4-meter clay layer (e = 0 96 Gs = 2.84, Cc = 0.329) is overlain with 3-meter-thick sand layer (e = 0.89, G = 2.73) The water table is at the interface of the sand and clay layer, If a 2-meter-thick land fill (y = 17.45 kN/m3) is placed over the existing ground surface, compute the consolidation settlement (in mm.) of the clay layer. Hint Use the land fill's resulting pressure on the ground surface as the stress increase Round off to two decimal places. Activate Windows. A Moving to another question will save this response. K Question 7 of 20 Go to Setting to activate ASUS W D B
For a normally consolidated clay layer in the field, the following values are given:Thickness of clay layer = 8.5 ftVoid ratio ?? = 0.8Compression index ?? = 0.28Average effective pressure on the clay layer ??′ = 2650 lb ft2 ⁄∆?′ = 970 lb ft2 ⁄Secondary compression index ?? = 0.02What is the total consolidation settlement of the clay layer five years after the completionof primary consolidation settlement? (Note: Time for completion of primary settlement= 1.5 years.)
A normally consolidated clay layer is 3 m thick (one way drainage). If settlement is 80 mm.a. How long will it take for 50% settlement to occur? Cv = 0.002 cm2/sec. b. How long will it take for 50% consolidation to occur if the clay layer is drained atboth top and bottom?