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008 970818s1997 th uu m rtt 0| a1eng d
035 _a.b11632458
099 9 _aAIT Thesis no.GE-96-14
100 0 _aChairat Teerawattanasuk
245 1 0 _aInteraction and deformation behavior of hexagonal wire mesh reinforcement at vicinity of shear surface on sand and volcanic ash (lahar) backfills
260 _aBangkok :
_bAsian Institute of Technology,
_c1997
300 _a121, A-3, B-3, C-4, D-4, E-4 leaves :
_bill. +
_e1 online resource
490 1 _aThesis ;
_vno. GE-96-14
500 _aA thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering, School of Civil Engineering
502 _aThesis (M. Eng.) - Asian Institute of Technology
520 _aSoil 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.
650 1 0 _aSoil stabilization
650 1 0 _aSoil-structure interaction
700 1 _aBergado, Dennes T.,
_eChairperson
700 1 _aShibuya, Satoru,
_eExamination Committee
700 1 _aKohgo, Yuji,
_eExamination Committee
710 2 _aThe STARR Foundation,
_eScholarship Donor
810 2 _aAsian Institute of Technology.
_tThesis ;
_vno. GE-96-14
856 _3Full-Text
_uhttp://203.159.5.9/ait-thesis/detail.php?q=B13416
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