Engineering geology of some landslides on the Tak - Mae Sot highway, Northern Thailand | |
| Author | Reongwit Sutcharit |
| Call Number | AIT Thesis no. 912 |
| Subject(s) | Landslides--Thailand, Northern Engineering geology--Thailand, Northern |
| Note | A thesis submitted in partial fulfillment of the requirements for the degree of Master of Science of the Asian Institute of Technology, Bangkok, Thailand. |
| Publisher | Asian Institute of Technology |
| Abstract | Three landslides occurred on the cut slopes of the Tak Mae Sot Highway northern Thai land between km. 21+000 to km 24+500. The bedrocks in the area consist of quart - mica schists, gneisses, quartzites, quartzitic phyllites, phyllites and calcareous rocks. The general trend of the bedding ranges from N 20°W to N 55°W and the dip varies from 25°NE to almost vertical. The top soil mantles are residual soil, colluvium, debris materials and talus screes. Two large faults pass through the area, one strikes about N 50°E and dips almost vertical and other strikes N 60°W and dips 70°-85°NE. The fault zones are at least 3 km. long and 100 metres wide and the rocks are highly fractured and brecciated. The highway cut slopes range in height from 35 metres to 80 metres and in inclination from 35° to 55°. Landslide area 1 occurred at km. 21+100. It is the rock slide. The sliding materials consist of soils and rock fragments. The slide occurred on a shallow, irregular and curved surface. The failure surface strikes parallel to the slope face which is N 10°E, and dips of the failure surface varied from 80° to 20°SE. The maximum depth of the failure surface is 4.00 metres below the present ground surface. The sliding friction angle (0) of the sliding mass is 31° where the cohesion parameter, C is assumed zero. The calculated safety factors range from 0.420 (min) to 0.780 (max). The landslide area 2 occurred at km. 22+500 and it is the soils and loose rocks slump. The sliding materials consist of soils and well sorted rock fragments. The failure surfaces range from flat to irregular. The slope face strikes N 10°W and dips 45°E. The maximum depth of failure surface is about 14 metres below the present ground surface. The shear strength of the sliding mass could not be determined since it was not possible to obtain the undisturbed samples. The stability analysis of the landslide area 2 was not determined. The landslide area 3 occurred at km 23 +650. It is the bedrock slump. The sliding materials consist of intact blocks of soils and rock fragments. The slope face, at that part, strikes N l 0°w and dips 45°NE. The failure surface is curved and concaved outward and its maximum depth is 10 metres below the present ground surface. The sliding friction angle (0) of the sliding material is 27° where the cohesion parameter (C) is assumed to equal zero. The calculated factors of safety range from 0,451 (min) to 0.847 (max. ) . |
| Year | 1977 |
| Type | Thesis |
| School | Student Research Before 1979 |
| Department | Other Field of Studies (No Department) |
| Academic Program/FoS | Thesis (Year <=1979) |
| Chairperson(s) | Prinya Nutalaya |
| Examination Committee(s) | Brand, E.W. ;Balasubramaniam, A.S. ;Brenner, R.P. |
| Scholarship Donor(s) | SEATO |
| Degree | Thesis (M.Sc.) - Asian Institute of Technology, 1977 |