This article presents an analysis of the load-carrying capacity of a historic masonry arch viaduct. The vault was made of bricks and lime-cement mortar. It was built in 1886 and, therefore, its historical character had to be included in the restoration project. The main task of the restoration was to bring the viaduct to a technical condition corresponding to the current requirements to allow normal (or limited) service. The strength of the brickwork and joints (mortar) was examined experimentally in the laboratory and on the viaduct. This paper presents numerical calculations for the masonry viaduct that were performed using two programs based on the finite element method. As the project documentation was unknown, two-and three-hinged models of the masonry arch were analyzed. The axial forces, shear forces, bending moments, displacement, normal stresses, and shear stresses generated from the numerical analysis have been discussed. The conditions of the load capacity of the arch viaduct due to compression and shearing have been met. The safety of a masonry arch of the viaduct was determined. Finally, the restoration scope of the masonry viaduct was proposed.
ulty of Civil En gi neer ing and Ar chi tec ture, Katowicka 48, 45-061 Opole, Po land Ukleja, J., 2016. Sta bil ity es ti ma tion of slopes hav ing their slip sur face de ter mined by means of the STAB-3D method based on slid ing body equi lib rium anal y sis. Geo log i cal Quar terly, 60 (3): 597-609, doi: 10.7306/gq.1276Most of the three-di men sional anal y ses of land slides are based on sim ple 2D meth ods ana lys ing cho sen char ac ter is tic flat sec tions of the ana lysed slid ing body. As sump tions of the method of flat limit equi lib rium anal y sis for a spa tial so lu tion have been elab o rated. This is a com bi na tion of 2D anal y sis of flat sec tional views and 3D anal y sis of the land slide's slid ing body, which dis re gards any stress that does not af fect equi lib rium. It is as sumed, how ever, to ap ply only when deal ing with structural slope fail ure (i.e. when the soil lay ers have the pre dis po si tion to shape the de ter mined slip sur face with a con sis tent decrease and ex plicit slide di rec tion). This can also ap ply when ex am in ing the sta bil ity of a scarp or slope for the lay ered soil of po ten tial slip sur faces and slide di rec tion to be de fined. The ba sic as sump tions, equi lib rium equa tions, and prac ti cal us age of the method have been de scribed for an ex em plary land slide. This method al lows one to de fine in a straight for ward man ner the sta bil ity of slopes, to plan a way of pre vent ing po ten tial land slides, and to con trol those that have al ready arisen.
The article presents the efficiency of application of cohesive soil dewatering for increasing its resistance to shearing, which influences the mass stability of flysch rock. Studies of the typical soil constituting the contact layer initiating the sliding of existing Carpathian flysch landslides were conducted. This aspect was examined because the water content of this soil decides its ability to form a sliding surface of the landslide block soil. The soil was subjected to changes in water content by dewatering with different methods. The influence of dewatering by self-acting gravitational outflow was examined and was additionally aided by two selected methods: electrokinetic phenomena and vacuum treatment. The model study conducted demonstrates the influence of the abovementioned dewatering methods on increasing the strength parameter of the soil at the contact layer in which sliding surfaces can be created. The paper also demonstrates the degree to which the application of the vacuum and electrokinetic treatment caused by DC current voltage influences the draining, decrease of plasticity, and increase of soil shear stress resistance. The application conditions and increase in effectiveness due to the application of the studied methods were determined. The proposed methods allowed for the strengthening of slopes for two exemplary landslides which formed in the area of occurrence of the Carpathian flysch.
Buttresses constitute a spatial supporting construction (SSC) that can convey large loads coming from the pressure of unstable soil on deeper, more stable layers to make it safer with respect to the load-bearing capacity. They make the counteraction against the pressure, which initiates sliding when the forces to move the landslide body, not balanced by the internal frictional forces in the soil. Some specific features of known construction elements were used in the buttress, such as sheet pile walls and drilled piles. Although beneficial in this case, the specific shape of the axis of the wall made from piles and sheets formed a wave created from circle sections (in plan view). Thus, a stable steel buttress was formed. The interaction of the buttress with the soil mass pressure over it, which stabilises the landslide mass, was considered. To further strengthen the buttress, a reinforced concrete slab was added on the upper edge of the thin walls of sheets and piles, thereby integrating and stiffening the whole structure. The application of the concrete slab enabled the use of the stabilisation role of additional forces (become from its weight and above laysoil)to stabilise the buttress. The results of this study achieved a substantial stabilising effect, increasing maximal forces reacting against the pressure of the unstable soil block. Assumptions madeand the applied calculations confirm thestability of the buttress (by increasing the stability of the whole slump block of landslide) are described. Two cases are presented to illustrate the stabilisation and control of movement in which the block body moves along inadvance of the determined slip surface.
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