During the subsurface investigations for design of foundations, a standard penetration test wasconducted at 4.5m below the ground surface. The record of number of blows is given below.Penetration depth No. ofblows(cm)0-7.533667.5 -1515-22.522.5-3030 - 37.537.5 - 45Assuming the water table at ground level, soil as fine sand and correction factor for overburden as1.0, the corrected 'N' value for the soil would beCO87

Given- Water table at ground, Soil is fine sand, Correction factor for overburden=1.0, Rest is given…

During the subsurface investigations for design of foundations, a standard penetration test was conducted at 4.5m below the ground surface. The record of number of blows is given below. Penetration depth No. of blows (cm) 0 -7.5 7.5 - 15 15-22.5 22.5-30 3 3 6 6 30 - 37.5 8 37.5 - 45 7 Assuming the water table at ground level, soil as fine sand and correction factor for overburden as 1.0, the corrected 'N' value for the soil would be

During the subsurface investigations for design of foundations, a standard penetration test was conducted at 4.5m below the ground surface. The record of number of blows is given below. Penetration depth No. of blows (cm) 0 -7.5 7.5 - 15 15-22.5 22.5-30 3 3 6 6 30 - 37.5 8 37.5 - 45 7 Assuming the water table at ground level, soil as fine sand and correction factor for overburden as 1.0, the corrected 'N' value for the soil would be

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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Q6) A foundation 3.5 m square is to be constructed at a depth of 1.2 m in a deep sand deposit, the water table being 3.0 m below the surface. The following uncorrected values of standard penetration resistance were determined at the location: Depth (m) Nfield 0.70 1.35 6 2.20 9 2.95 8 4.40 13 The saturated unit weight of the sand is 20 kN/m³ and the unit weight above the water table is 17 kN/m³. The shear strength parameters are c'= 0 and Ø¹= 28". If the settlement is not to exceed 25 mm, determine the allowable bearing capacity according to the following design procedures: (a) Terzaghi expression (1943), (b) Meyerhof (1956), (c) Burland, Broms and De Mello (1977), (d) Peck, Hanson and Thornburn (1974). 10 3.65 12 5.15 6.00 17 23
A standard penetration test conducted in a saturated coarse silty soil with a Ysat=1.8 g/cc, at a depth of 5 m has yielded a N-value of 12. Find the corrected N-value for design of foundation, if the depth of water table at the time of test was 2 m.
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6. A plate-load test was conducted on a sandy soil in which the size of the bearing plate was 610 mm x 610 mm. The ultimate load per unit area (q) for the test was found to be 325.5 kN/m². Estimate the maximum allowable load for a footing of size 1524 mm x1524 mm. Use a factor of safety of 5.
An Engineering consultant appointed on the construction of a Bridge site decided to conduct the Plate load test to get fair idea about the bearing capacity of the sub soil. The test was conducted on a circular plate of 200 mm radius at a depth of 1.20 m below the natural ground surface in pure clayey soil. The failure took place at a load of 55000N. i. Calculate the safe bearing capacity of a 1.2 x 1.4 m rectangular footing founded at a depth of 1.75 m in the same sub-soil. Consider the factor of safety & bulk unit weight unit of 2.25 & 19.8 kN/m' respectively. ii. Highlight any three disadvantages associated with the above in-situ test.
A 2m x 4m rectangular footing has to carry a uniformly distributed load of 120 kPa. As per the 2:1 dispersion method of stress distribution, What is the increment in vertical stress (kPa) at a depth of 2 m below the footing?
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A sand deposit has been identified beneath a site located adjacent to a river. The sand deposit is 15 feet thick and the top of the layer is 12 feet below the ground surface and overlain by a very stiff clay and is undertain by bedrock. The water level has been measured to be at a depth of 10 feet. The standard penetration resistance of the layer has been determined to be 12 blows per foot and a standard sampler was used; a drill rig with a safety hammer with an efficiency of 60% was used. The length of the drill rod is 10 meters and the borehole diameter is 5 inches (127 mm). The design earthquake has been designated as a moment magnitude 6-3/4 event on a nearby fault and the maximum ground acceleration is expected to be 0.40 g. The wet unit weight of the clay soils is 150 pounds per cubic foot and the wet unit weight of the sand soils is 180 pounds per cubic foot. The sands have 35% fines content according to a grain size analysis. Determine the cyclic stress ratio, CSR. Express your…
Question 3 a) In a geotechnical laboratory an oedometer test on a saturated clay soil was conducted. The results in the laboratory report stated that the Ce= 0.2, C, -0.04 and OCR = 4.5. The existing vertical effective stress in the field was 130 kPa. A shallow foundation was designed to construct above the soil condition. This will increase the vertical stress at the center of the clay by 50 kPa. The thickness of the clay layer is 2 m and its water content is 28%. Solve the primary consolidation settlement and determine the difference in the settlement if OCR value were 1.5 instead 4.5.
The foundation layout of a proposed residential building is as shown in Figure Q4. During the project, an extensive ground investigation was not carried out, and it was assumed in the design of the foundations that the clay layer had a uniform thickness of 1.2 m. Two years after construction the building settled with a differential settlement of 10 mm, leading to cracking of the walls of the building. It is estimated that the doors of the building will be jammed at a value of differential settlement equal to 24 mm. Subsequent ground investigation revealed that the thickness of the clay layer was not uniform but varies, as shown in Figure Q4. Calculate the expected total differential settlement, and the time it will take before the doors become jammed. 800 kN 800 kN Foundation A Foundation B 1.3 m x 1.3 m 1.3 m x 1.3 m Sànd. 1.4 m 3 m 2.8 m 1.2 m Clay, m, = 0.7 m²/MN Gravel Fig. Q4.
Q1/ The results of a load test carried out on a plate of size 30 cm x 30 cm are given in Table below. The load test was carried out at a depth of 2.5 m, below ground surface. The soil profile is fairly homogeneous sand at the site. From the test results: a. determine the settlement of an actual foundation of size 2.5 m x 2.5 m carrying a total load of 155 ton and located at a depth of 2.5 m below the ground surface. b. What is the bearing capacity of foundation if the settlement of plate 12.6 mm. * Load intensity 0.496 0.992 1.488 1.984 2.48 2976 3.472 3.968 4.464 496 kg/cm² Settlement, 0.5 1.0 1.8 2.75 44 54 9.8 125 17.0 28.7 mm
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