Q1/ write an expression for the deflection of a simply supported rectangular plate show in fig. by Navier solution, if The plate is subjected to a load p uniformly distributed over a subregion (a*v) S. M2

Q1/ write an expression for the deflection of a simply supported rectangular plate show in fig. by Navier solution, if The plate is subjected to a load p uniformly distributed over a subregion (a*v) S. M2

Fundamentals of Geotechnical Engineering (MindTap Course List)

5th Edition

ISBN:9781305635180

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter6: Hydraulic Conductivity

Section: Chapter Questions

Problem 6.16P

See similar textbooks

Similar questions

1. The data in the table below were obtained for the determination of coefficient of permeability by Falling Head Permeability Test Test No. 1 2 3 Diameter of Specimen, D (cm) 6.35 6.35 6.35 Length of Specimen, L (cm) 13.2 13.2 13.2 Area of Specimen, A (cm²) 31.67 31.67 31.67 Beginning head difference, h1(cm) 86 77 66 Ending head difference, h2 (cm) 25 22 22 Test duration (s) 16 16 15.5 Temperature °C 26 26 26 h1 2.303VW log (h1-h2)tA' k = (cm/s) h2' Ave. k = KT°C К20°С%3D n20°C a. Calculate the coefficient of permeability in each test b. Calculate the average k nT°C c. Calculate the corrected k20°C = K20°C- n20°C
Three soil specimens (Soil 1, and Soil 3), each 150 mm long and 100 mm diameter are placed in series in a constant head flow set-up as shown in the figure. Suitable screens are provided at the boundaries of the specimens to keep them intact. The values of coefficient of permeability of Soil 1, Soil 2 and Soil 3 are 0.01, 0.003 and 0.03 cm/s, 560 mm Soil 1 Soil 2 Soil 3 100 mm 150 mm 150 mm 150 mm The value of h in the set-up is
An acceleration-time history of an earthquake having M-8.5 is shown in Figure 1,25 12 MIS M 115- I 435 41 411 112131415 11 11 12 13 14 15 16 17 18 19 20 21 12 21 14 18 21 28 153113123 24 21 18 21 28 13 41 41 a. Find the risk of liquefaction for each soil layer (at the mid-point of layers) b. Determine the settlement due to liquefaction for each soil layer. +6.00 m 0.00 m -10.00 m -18.00 m GWT 교 XXXX kali ljudi s o 0.50 m BACKFILL Y=20.0 kN/m³ c=0 kPa and = 38" Y = 18.0 kN/m²³ c=0 kPa and =30* -No.200-5% (FC-5%) N₁18 E=30000 kPa V₁=280 m/s ↑ €0.50m Rogg! Y-17.0 kN/m² c-50 kPa, c=5 kPa and +=25* C/(1+e)=0.02 C₂/(1+e) = 0.2 PI=24%.N₁=6 E-10000 kPa V-165 m/s UVI SOFT CLAY SILTY SAND Y=21.0 kN/m² WEATHERED ANDESITE 9,=4 MPa V₁=845 m/s
3. A pressure of 2 x 10° N/m² is applied to a mass of water that initially filled a 2000 cm3 volume. Estimate its volume after the pressure is applied. Water has a Bulk Modulus of Elasticity equal to E, = 2.2 GN/m2 %3D
In a triaxial test, total increament in cell pressure and total increament in deviator stress are 350 KN/m² and 500 KN/m² respectively. The pore pressure coefficient A & B are 0.4 and 0.9 respectively. Find total change in pore pressure.
Show That: G, • p, (1– 4.) Pa = 1+wG, | 1) Y min Y. max 2) Dr = (x100%) Y max – Ymir
A constant-head test was conducted on a sample of soil 15 cm long and 60 cm^2 in cross-sectional area. The quantity of water collected was 50 cm^3 in 20 seconds under a head difference of 24 cm. if the porosity of the sand is 55 % calculate the seepage velocity in cm/s. a. 1.0 x 10^-1 b. 4.3 x 10^-3 c. 3.47 x 10^-2 d. 2.6 x 10^-6
3.) A SAMPLE IN A VARIABLE HEAD PERMEAMETER IS 8CM IN DIAMETERAND 100K HIGH. THE PERMEABILITY OF THE SAMPLE IS ESTIMATED TO BE 10X10 4 CM/S. IP IT IS DESIRED THAT THE HEAD IN THE STAND PIPE SHOULD FALL FROM 2,4cm To SRE OF THE SIZE OF THE STANDPIPE IN mm 12 cm IN 3min., DETERMINE THE
Three soil specimens (Soil 1, Soil 2 and Soil 3), each 150 mm long and 100 mm diameter are placed in series in a constant head flow setup as shown in the figure. Suitable screens are provided at the boundaries of the specimens to keep 560 mm them intact. The values of coefficient of permeability of soil 1, soil 2, and soil 3 are 0.01, 0.003 and 0.03 cm/sec Soil 3 100 mm Soil 1 Soil 2 150 mm+ 150 mm T 150 mm+ respectively. The value of h in the setup is
The following readings were obtained from an oedometer test on a specimen of saturated clay, see Table 1. The load being held constant for 24 hour before the addition of the next increment. Applied stress 25 50 100 200 400 800 (kN/m2) Thickness 19.60 19.25 18.98 18.61 18.14 17.68 17.24 (mm) Table 1 At the end of the last load period the load was removed and the sample allowed to expand for 24 hour, at the end of which time its thickness was 17.92 mm and its water content found to be 31.8%. The specific gravity of the soil was 2.66. i. Plot the e/o' curve and determine the coefficient of volume compressibility (m,) for an effective stress range of 220-360 kN/m? ii. Plot the e/log ơ' curve and from it determine the compressibility index (Cc) and the pre-consolidation pressure (Oʻpe) ii. Use the data obtained in (i), (ii) and (ii) to obtain and Plot a mlo' curve for the soil iv. compare the values for consolidation settlement for 4 m thick layer of the clay when the average effective…
Pressure (kN/m²)27 54 107 214 429 214 107 54 Void ratio1.243 1.217 1.144 1.068 0.994 1.001 1.012 1.024 The table above shows results obtained from an oedometer test on a specimen of saturated clay. A layer of this clay 2.5 m thick lies below a 10 m depth of sand, the water table being at the surface. The saturated weight for both soils is 19 kN/m³. A 10-m depth of fill of unit weight of 21 kN/m³ is placed on the sand over an extensive area. If the fill was to be removed some time after the completion of consolidation, what heave (mm) would eventually take place due to swelling of the clay? (0 d.p). Use unit weight of water of 9.8 kN/m3. Use log base 10.
A sample in a variable head permeameter is 8 cm in diameter and 10 cm high.The permeability of the sample is estimated to be 10 × 10^–4 cm/s. If it is desired that the headin the stand pipe should fall from 24 cm to 12 cm in 3 min., determine the size of the standpipe in cm which should be used. a.1.29 b.5.43 c.3.67 d.4.19