Interaction and deformation behavior of hexagonal wire mesh reinforcement at vicinity of shear surface on sand and volcanic ash (lahar) backfills | |
| Author | Chairat Teerawattanasuk |
| Call Number | AIT Thesis no.GE-96-14 |
| Subject(s) | Soil stabilization Soil-structure interaction |
| Note | A thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering, School of Civil Engineering |
| Publisher | Asian Institute of Technology |
| Series Statement | Thesis ; no. GE-96-14 |
| Abstract | Soil is an abundant construction material which is weak in tension. The inclusion of tensile reinforcement such as hexagonal wire mesh provides soil strength as well as improve compressive and shear resistance. Limited research on its behavior with different fill materials has been done. In order to investigate the interaction and deformation behavior of hexagonal wire mesh reinforcement at the vicinity of shear surface, laboratory experiments were carried out by using large scale direct shear apparatus. Ayutthaya sand locally known as silty sand and volcanic ash (lahar) were selected as fill materials. Two types of hexagonal wire mesh, namely: galvanized and PVC-coated were used as reinforced materials in this research. A total number of sixty-six large scale direct shear tests were performed with different normal stresses and various inclination angles of hexagonal wire mesh reinforcement on both fill materials. All of the results of large scale direct shear tests followed the Coulomb envelope ('t = c +cr11 tan ~ ). The direct sliding coefficient, fds, of both types of hexagonal wire mesh in both fill materials can be considered equal with the assigned specific value of 0.9. With the different initial inclination, 8, of hexagonal wire mesh to the shear plane, the maximum of shear force in silty sand occurred at 40° and 41 ° for galvanized and PVC-coated. At the inclination angle of 30° with both types of wire mesh, the maximum shear force occurred in lahar. The relationships are seemed to not depend on the levels of normal stress. The inclination factor, Ir, varied from 0.13 to 0.35 for silty sand and from 0.23 to 0.50 for lahar corresponding to initial inclination angle, 8, of 30° to 90°. Maximum value of Ir obtained from silty sand and lahar was found at e of 90°. Maximum reorientation of hexagonal wire mesh are not greater than bisection direction (Ir = 0.5) and have not reached to tangential direction (Ir = 1.0). The local strain mobilized in hexagonal wire mesh increased with increasing of confining stress and seemed to be affected by initial inclination angle. For lahar, with both types of hexagonal wire mesh, the limited strains at shear displacement of 75 mm varied from 2% to 8% while for silty sand, the limited strains varied from 1 % to 3.5%. The measured strain approximately agreed with the prediction of Long (1997) at 45° and 60° initial inclination angles. Finally, the deformation of reinforcement at the vicinity of shear surface indicated similar parabolic shape. |
| Year | 1997 |
| Corresponding Series Added Entry | Asian Institute of Technology. Thesis ; no. GE-96-14 |
| Type | Thesis |
| School | School of Civil Engineering |
| Department | Department of Civil and Infrastucture Engineering (DCIE) |
| Academic Program/FoS | Geotechnical Engineering (GE) |
| Chairperson(s) | Bergado, Dennes T.; |
| Examination Committee(s) | Shibuya, Satoru ;Kohgo, Yuji; |
| Scholarship Donor(s) | The STARR Foundation; |
| Degree | Thesis (M. Eng.) - Asian Institute of Technology |