Finite element simulation of an embankment on soft clay – Case study |
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| Institution: | 1. Department of Civil Engineering and Architecture, Graduate School of Science and Engineering, Saga University, Japan;2. Prefectural Planning Head Office, Saga Prefectural Government, Japan;3. Institute of Lowland and Marine Research, Saga University, Japan;4. Faculty of Engineering and Built Environment, The University of Newcastle, NSW 2308, Australia;1. College of Architecture and Civil Engineering, Wenzhou University, Chashan University Town, Wenzhou 325035, China;2. College of Civil Engineering and Architecture, Zhejiang University of Technology, Hangzhou 310014, China;3. Innovation Center of Tideland Reclamation and Ecological Protection, Wenzhou University, Wenzhou, Zhejiang 325035, China;4. Key Laboratory of Engineering and Technology for Soft Foundation and Tideland Reclamation, Wenzhou University, Zhejiang, Wenzhou 325035, China;5. Department of Civil Engineering and Architecture, Saga University, 1 Honjo-machi, Saga-city, Saga 840-8502, Japan;6. School of Engineering, University of Warwick, Coventry, CV4 7AL, United Kingdom;1. School of Engineering and Technology, Asian Institute of Technology, Pathumthani 12120, Thailand;2. School of Civil Engineering, Asian Institute of Technology, P.O. Box 4, Khlong Luang, Pathumthani 12120, Thailand;1. Department of Civil Engineering, King Mongkut’s University of Technology North Bangkok, Thailand;2. Department of Teacher Training in Civil Engineering, King Mongkut’s University of Technology North Bangkok, Thailand;3. Department of Civil Engineering, Faculty of Engineering, King Mongkut’s University of Technology Thonburi, Bangkok, Thailand |
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| Abstract: | Numerical simulations and field measurements of an embankment constructed on a deposit of soft Ariake clay in Saga, Japan are compared and discussed. The simulations were made both before (Class-A) and after (Class-C) the field data became known. It is shown that the Class-A prediction resulted in poor simulations of the measured settlement–time curves, mainly due to over-estimation of the magnitude of the yield stresses of the subsoils (i.e., the sizes of the yielding loci) and under-estimation of the compressibility, hydraulic conductivity and the slope (M) of the critical state line. It is demonstrated that: (a) appropriate site investigation, soil testing and interpretation of the test results are essential for accurate prediction of the behaviour of an earth structure constructed on soft clayey deposits; (b) when using a soil model developed within the framework of Critical State Soil Mechanics to make such predictions, M value should be directly determined from tests with an appropriate effective stress path; and (c) yield stresses of soft soil layers can be calibrated by comparing the predicted undrained shear strengths (Su) with measured values, provided the effect of strain rate and/or strain softening on the value of Su is properly considered. The results of this analysis indicate that Bjerrum’s strain rate correction factor can be adopted as a first approximation of the correction factor applied to field or laboratory measured values of Su. |
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