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| 008 | 261198s1990 th r 0000|00eng d | ||
| 035 | _a.b10109961 | ||
| 099 | 9 | _aAIT Thesis no.GT-89-09 | |
| 100 | 1 | _aHardiyatmo, Hary Christady | |
| 245 | 1 | 0 | _aBehaviour of mechanically stabilized embankment on soft Bangkok clay |
| 260 |
_aBangkok : _bAsian Institute of Technology, _c1990 |
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| 300 | _a156 p. | ||
| 490 | 1 |
_aThesis ; _vno. GT-89-09 |
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| 500 | _aA thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering, School of Engineering and Technology | ||
| 502 | _aThesis (M.Eng.) - Asian Institute of Technology, 1990 | ||
| 520 | _aThe study of field behaviour of mechanically stabilized embankment was carried out on a fully instrumented welded wire reinforced embankment constructed on soft clay foundation a t Asian Institute of Technology Campus. Th e reinforced wall consist of vertical welded wire mesh facing on one side, and a sloping, unreinforced opposites ide with the h e ight of 6 meters. Settlement, earth pressure, pore pressure , lateral movement of subsoil and tension in the longitudinal wire reinforcements were monitored during and after the construction. Laboratory and insitu tests of sub soil foundation were carried out. Direct shear tests a nd pullout test s o n the wire mat reinforcements were performed using weathered clay backfill. Comparison between the results of field a nd laboratory pullout tests were analyzed. Direct shear tests were performed to obtain the adhesion factor between weathered clay fill and welded wire reinforcements. The adhesion factor of less than one was obtained. By observing the lateral movements and settlements , it was found that excessive differential settlement caused the wall rotates about the base at vertical face reinforced side. This lead to the development of higher strain in the longitudinal bars. The locus of maximum tensile forces which constitutes a potential failure surface for the welded wire reinfor6ed embankment is close to the COULOMB failure plane. Settlement was analyzed from oedometer and screw plate tests a nd was d one by various methods . A total settlement of 93 c m was observed on the day 228 after construction. Settlement predictions were d o ne by using one dimensional TERZAGHI (19 47 ) , three- dimensional S KEMPTON a nd BJERRUM ( 1 957) , AS AOKA ( 19 78 ) and POULOS a nd DA VI S C 196 8 ) methods . It was found that the predicted settlement higher than that observed. Lateral displacement was analyze d by applying a met h o d suggest e d by TAVENAS et. a l ( 1979) . The calculated lateral displace mentis fairly in agreement with observed. The external and internal stability of reinforced earth wall was analyzed. A factor of safety against bearing ca pa c it y failure of 1. 2 was found, while factor o f safety against t e n s ion failure a nd pullout failure of 2 . 1 and 5 . 5 were obtained , respectively. Analysis of stability us in g results of tri axial unconsolidated - undrained tests and screw plate tests were also carried out. The minimum factor of safety of 1 . 2 was obtained. | ||
| 650 | 0 |
_aClay _xThailand _xBangkok |
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| 700 | 1 |
_aBergado, Dennes T., _eChairperson |
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| 700 | 1 |
_aBalasubramaniam, A.S., _eExamination Committee |
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| 700 | 0 |
_aNoppadol Phien-Wej, _eExamination Committee |
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| 710 | 2 |
_aUS-ASEAN, _eScholarship Donor |
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| 810 | 2 |
_aAsian Institute of Technology. _tThesis ; _vno. GT-89-09 |
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| 856 |
_3Full-Text _uhttp://203.159.5.9/ait-thesis/detail.php?q=B18395 |
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