Full-scale test of reinforced wall/embankment using hexagonal wire mesh reinforcement with precast concrete facing on jet-grouted soil-cement piles | |
| Author | Chai, Xinjun |
| Call Number | AIT Thesis no. GE-01-07 |
| Subject(s) | Embankments Walls Reinforced concrete |
| Note | A thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering, School of Engineering and Technology |
| Publisher | Asian Institute of Technology |
| Series Statement | Thesis ; no. GE-01-07 |
| Abstract | A fully instrumented test embankment reinforced with hexagonal wire mesh was constructed on soft Bangkok clay foundation, which was improved by soil-cement jet grouting (DMM) methods. The test embankment is located adjacent to the Wangnoi Power Plant, which is about 35 km from Asian Institute of Technology campus. The reinforced wall consist of vertical precast concrete panel facing on one side and a sloping unreinforced opposite side with the total height of 6.0 m. Excess pore pressures were monitored during and after jet grouting. Settlements, pore pressures, lateral movements of subsoil were also monitored during and after embankment construction. At the end of the construction, it was observed that the maximum surface settlement is 97 mm on pile and 127 mm on ground; the average differential settlement between soil-cement pile and surrounding ground is 27 mm. The maximum excess pore pressure occur at 2 to 3 days after the end of construction, which amounted to 20.5 kPa, 23.9 kPa, 18.2 kPa at 3 m, 6 m and 8 m depth (P6, P7, P8), respectively. The maximum lateral movement occurs at the top of the embankment of 110 mm after 23 days from the end of construction. The corresponding ground surface lateral movement is 47 mm. The maximum lateral subsoil movement occurred at the depth 3.0 to 4.0 m depth, which coincide with the lowest undrained shear strength of the subsoil. The external stability was analyzed namely overturning, horizontal sliding and bearing capacity, with corresponding factor of safety values of 15.88, 2.39 and 1.31, respectively. The finite element method was used for simulation and prediction. For short term simulation, Ecol = 30000 kPa (1 OOCcol) was used and the vertical clay permeability of kv = 10 k and 20 k was found to fit the field data good. For long term prediction, kv = 10 k was used. For Ecol = 10000 kPa (33Ccol), 15000 kPa (50Ccol), 20000 kPa (67Ccol), 25000 kPa (83Ccol), 30000 kPa (lOOCcol), the corresponding settlements are: 487 mm, 386 mm, 329 mm, 289 mm and 259 mm, respectively. Also, for the untreated ground, the corresponding settlement of 1238 mm was obtained by using FEM. The final settlement obtained by using Broms' method was 279 mm, which agreed well with the corresponding settlements using FEM method (Ecol = lOOCcol). The calculated one-dimensional settlement without soil-cement pile is 1017 mm. |
| Year | 2002 |
| Corresponding Series Added Entry | Asian Institute of Technology. Thesis ; no. GE-01-07 |
| Type | Thesis |
| School | School of Engineering and Technology (SET) |
| Department | Department of Civil and Infrastucture Engineering (DCIE) |
| Academic Program/FoS | Geotechnical Engineering (GE) |
| Chairperson(s) | Bergado, Dennes T.;Park, Kyung-Ho; |
| Examination Committee(s) | Takemura, Jiro;Noppadol Phien-wej; |
| Scholarship Donor(s) | Royal Thai Government; |
| Degree | Thesis (M.Eng.) - Asian Institute of Technology |