9.4 A clay specimen was tested in a laboratory consolidation device, which was 12.7 mm (½ in.) thick and the top and the bottom boundaries were drained. A 50% consolidation time on the specimen was obtained as 28.4 minutes. Determine the following: (a) Time for 50% consolidation in the field with this soil with a 2.5 m thickness where only the top layer is drained (b) Time for 90% consolidation in the field with this soil with a 2.5 m thickness where only the top layer is drained (c) For the same field condition above, at the end of 1 year after the placement of load, how much primary consolidation settlement occurs relative to its final amount of the settlement? (d) The same question as in (c), but at the end of 5 years

9.4 A clay specimen was tested in a laboratory consolidation device, which was 12.7 mm (½ in.) thick and the top and the bottom boundaries were drained. A 50% consolidation time on the specimen was obtained as 28.4 minutes. Determine the following: (a) Time for 50% consolidation in the field with this soil with a 2.5 m thickness where only the top layer is drained (b) Time for 90% consolidation in the field with this soil with a 2.5 m thickness where only the top layer is drained (c) For the same field condition above, at the end of 1 year after the placement of load, how much primary consolidation settlement occurs relative to its final amount of the settlement? (d) The same question as in (c), but at the end of 5 years

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

Following table presents information for a fine-grained soil: Current effective stress (kPa) Current void ratio of the soil Overconsolidation Ratio (OCR) Compression index (Cc) Re-compression index (Cr) 30 0.96 7.06 0.18 0.06 Determine the void ratio of the soil at the preconsolidation pressure.
A direct shear test is conducted on a 60 mm X 60 mm overconsolidatedclay specimen. The loading was very slow,ensuring that there is no pore water pressure developmentwithin the specimen (i.e., drained loading). The followingdata were recorded.
Two identically clay samples of the same size designated as A and B are subjected to consolidation under identical conditions. Drainage takes place through one face in sample A and through both the faces in sample B. 50% consolidation of sample A occurs in 10 minutes. The time required for 50 % consolidation to occur in sample B in minutes will be. (a) 40 (c) 5 (b) 10 (d) 2.5
5. A laboratory consolidation test was performed on a cohesive soil specimen with drainage on top and at the bottom. The original height of the specimen was 2.54 cm. Based on the log time versus deformation data, the time to achieve 50% average degree of consolidation was 11 min. Calculate the coefficient of consolidation (in cm²/min) for the soil sample.
A clean sandstone core sample with diameter of 3.8 cm and length of 5.6 cm is saturated with a brine. The core was desaturated in several steps, and the resistance was measured at each saturation. The results are as follows: Water Saturation (Fraction) Resistance (kS) 1.000 1.302 0.900 1.695 0.800 2.283 0.730 2.878 0.640 3.775 0.560 5.637 0.480 7.838 0.375 13.175 0.350 17.050 0.300 26 Brine resistivity= 0.74 2m Archie coefficient 1.03 Cementation factor= 2.2147 (1) Estimate the rock porosity. (2) Determine the saturation exponent. (3) Estimate the amount of oil and brine (in cc) in the core sample when resistivity index is 5. All steps of the calculations should be shown.
8) A factory building is going to be constructed on a deep sand deposit. The project engineer has already taken samples from the site and applied laboratory tests (drained triaxial tests) to detemine the shear strength parameters of the sand. The unit weight of the sand is 16kN/m3. The void ratio of the sand is 0.5. Specific gravity is 2.65. In the test, the confining pressure is kept constant as 100kPa and the deviator stress increases gradually until 300kPa (at failure). Calculate the friction angle of the sand.
A soil sample having initial void ratio 0.75and thickness 20 mm is subjected toconsolidation test. Initially the dial gaugewas set to zero. At the end of consolidation,the final dial gauge reading was observedto be 0.25 mm. The final void ratio of thesample is....
Answers are given Kindly, show the steps how to solve these questions.
A standard oedometer test in the laboratory indicated that a 0.02 m thick clay specimen took 0.5 days to undergo 90% primary consolidation. How many days will a 2 m thick layer of identical clay sandwiched between sand layers and subjected to an identical stress increment take to undergo the same?
It’s a common observation that hydraulic conductivity of fine sands is greater than that of clean gravels (True or False) Standard Penetration Test (SPT) N-values can be correlated with soil’s unconfined compressive strength (True or False) If a soil sample has a 100% degree of saturation, the sample’s water content also becomes 100% (True or False) In the consolidation theory, the greater the coefficient of consolidation (cv), the faster the consolidation (True or False)
A 3 m thick stratum (drained in two directions) of saturated Clay and under overburden, exhibited 90% primary consolidation in 75 days. Find the coefficient of consolidation of the clay for the pressure range. a) Take a 30 mm thick specimen, how long will it take for it to show 80% consolidation in the laboratory for a similar length of pressure, consider a two-way drain? b) If the specimen is 25 mm, time to reach 60% consolidation, with drainage in one direction?
The following results were obtained by testing a sample of clay: water content 25.6%, liquid limit 43.5%, plastic limit 19.1%. From this compute the following: (a) Liquidity Index (b) Plasticity Index (c) Shrinkage Limit