9. Consider Figure FE 3. Compute the difference in the primary consolidation settlement. Further, if foundation B is to be loaded with an additional 150 kN, suggest an increase in dimension for said foundation if a differential settlement of 20 mm is not to be exceeded. You may use the equation for primary consolidation settlement of HomvAoy. (Bonus)

9. Consider Figure FE 3. Compute the difference in the primary consolidation settlement. Further, if foundation B is to be loaded with an additional 150 kN, suggest an increase in dimension for said foundation if a differential settlement of 20 mm is not to be exceeded. You may use the equation for primary consolidation settlement of HomvAoy. (Bonus)

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter8: Mat Foundations

Section: Chapter Questions

Problem 8.7P

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Consider Figure FE 3. Compute the difference in the primary consolidation settlement. Further, if foundation B is to be loaded with an additional 150 kN, suggest an increase in dimension for said foundation if a differential settlement of 40 mm is not to be exceeded. You may use the equation for primary consolidation settlement of HomvΔσ
Q-1: The subsoil profile of a proposed site of construction is shown below, a square footing of 2m x 2m carries a load of 1000 kN and is laid with its base at 1m depth below ground surface assuming that post construction settlement in sand is negligble determine the consolidation settlement of clay layer on account of construction. There is geological evidence, clay is NC, use 2 vertical and 1 horizontal for load dispression to estimate the stress increase in clay layer. 1000 KN 2m 2 m 3 m 1m 7 W₁ = 40% G = 2.7 W₁ = 60% Rock Soil Profile Sand y = 16 kN/m³ Sand Y = 20 kN/m³ Clay Y = 19 kN/m³ W.T
The figure below shows a proposed foundation site, with 10 ft of sand overlying 20 ft of clay with consolidation properties shown. The clay is normally consolidated. Assume 1-D conditions.a. Compute the initial σ′v at the middle of the clay layer prior to excavation and constructionb. After excavation and during construction, the foundation area will be heavily loaded with the structure and equipment so that σ′v at the middle of the clay layer will be increased to 3900 psf. Determine the settlement that will occur under these conditionsc. After construction is completed, the equipment will be removed and the final σ′v at the middle of the clay layer will be 3200 psf. Compute the swell that occurs after the equipment is removed
topic..Terzaghi.
KINDLY GET THE REAL ANSWER WITH EXPLAIN STEP Given that B =1 m, L = 3 m, and Q = 110 kN, the soil characteristics given in the figure are Cs = 1/5 Cc, Ꝺ’c= 40 kN/m2. Field monitoring indicated that the foundation settlement was 19 mm during the first 12 months. Estimate the average stress increase in the clay layer due to the applied load. Estimate the primary consolidation settlement. What is the degree of consolidation after 12 months? Estimate the coefficient of consolidation for the pressure range. Estimate the settlement in 24 months.
9. Consider Figure FE 3. Compute the difference in the primary consolidation settlement. Further, if foundation B is to be loaded with an additional 150 kN, suggest an increase in dimension for said foundation if a differential settlement of 20 mm is not to be exceeded. You may use the equation for primary consolidation settlement of HomvAov. 780 kN 780 kN Foundation A Foundation B 1.5 m x 1.5 m 1.5 m x 1.5 m Sand 1.4 3 m 2.8 m 1.2 m Clay, m = 0.7 m2/MN Gravel Figure FE 3-Borrowed from Soil Mechanics and Foundations, Muni Budhu
The following results were obtained from CU tests on a clay soil that is the foundation material for an embankment. 03 (kPa) 300 400 600 0₁-03 (kPa) 331 420 487 Au (kPa) 111 160 322 (a) Determine the total and effective principal stresses for all three tests (You may summarize them in a table). (b) Recommend the shear strength parameters to be used for short-term and long-term analyses. The maximum confining pressure (cell pressure) at the depth of interest is 300 kPa. (Note: the clay is a normally consolidated one).
Estimate the ultimate consolidation settlement under the centerline of a 15 X 15 m mat foundation. The mat is 1 m thick reinforced concrete and the average stress on the surface of the slab is 75 kPa. The soil profile is shown below. Oedometer tests on samples of the clay provide these average values. ’p = 130 kPa, Cc = 0.40, Cr = Cs = 0.03 Neglect any settlements due to the sand layer. Please and thank you!! :)
Show full solutions and informative drawings. 1. Determine the average pressure using Simpon's rule 2. Determine the primary consolidation settlement of the clay layer if it is normally consolidated. NOTES: Correction in the figure. Gs is not 45. The liquid limit is 45. The footing is a square footing 3m x3m
2) A rectangular (5ft by 8ft) foundation will be built on the soil profile shown in the figure. Calculate the primary consolidation settlement below the center of the foundation. Assume the clay layer shown in the figure is normally consolidated. For simplicity, do not subdivide the clay into multiple sublayers. AG = 1500 lb/ft? Dry sand *120 pet Clay,Ce =0.28 e,= 0.55 Ya 125 pct Bedrock (Impermeable)
(c) Serviceability limit state is the critical criterion for the design of a square footing on the soil profile shown in Figure Q-c. The groundwater level is 3 m below the ground surface, but is expected to seasonally rise to the surface. The applied loading will cause a vertical stress increase at the center of the clay layer of 15 kPa. Calculate the consolidation settlement of theclay.
24.A series of consolidated, undrained triaxial tests were carried out on specimens of asaturated clay under no backpressure. The test data at failure are summarized:Confiningpressure (kPa) Deviator stress(kPa) Pore waterpressure (kPa) 150 192 80300 341 154450 504 222 a. Draw the Mohr circles and find the cohesion and friction angles in terms of effectivestresses.b. Compute Skempton’s A- parameter at failure for all three specimens.c. Is the soil normally consolidated or over consolidated? Why?d. Another specimen of the same day that was consolidated under a cell pressure of 250 kPa wassubjected to a consolidated, drained tri axial test. What would be the deviator stress at failure?