Breakwaters woven geotextile software#
The sediment transport rates at KPK are estimated using Delft 3D software and analyzed using DETRAN. The shoreline at KPK is prone to erosion and the situation gets aggravated during cyclones resulting in large scale loss of beachfront.
Kadalur Periyakuppam (KPK) is a cluster of three fishing villages, near Kalpakkam in Tamil Nadu. In recent times, geosystems such as geosynthetic bags, geosynthetic tubes and geosynthetic containers are increasingly used in the creation of offshore breakwaters.
Environmental concerns rising out of such issues have led to use of detached segmented submerged breakwaters. Impacts of installation of shore protection measures in one location may not be limited to the project site alone but may extend to a larger coastal stretch on both sides of the project site. are likely to transfer the problem to the adjacent shoreline. Human interventions with the coastlines such as construction of breakwaters, seawalls, groins etc. For different types of interfaces and dry-wet states, the change in the interfacial shear strength is respectively affected by the occlusal friction angle and the sliding friction angle on the interface.Įrosion and accretion are two major issues in shoreline management resulting from natural phenomena and/or manmade coastal interventions.
The shear strength of the interface was more sensitive to the interface types than whether they were in the dry or wet state. The quasi-friction angle of the interface was composed of a sliding friction angle and an occlusal friction angle. Interfacial shear characteristics conformed to Mohr–Coulomb strength theory and, compared with quasi-cohesion values ranging from 1.334 to 3.606 kPa, the quasi-friction angle significantly contributed to the interfacial shear strength. For different types of interfaces, the peak displacement of the T-type interface was the largest, followed by PTP-type and P-type. The displacement corresponding to peak shear stress (referred to as “peak displacement” in this paper) of interfaces was positively correlated with the normal stress, and the wet state reduced the interfacial peak displacement. However, PTP-type (the warp yarn on the interface is perpendicular to each other) and T-type (the weft yarn on the interface is parallel to the pulling direction) interfaces softened first and then tended to plateau after reaching peak shear stress, and softening became more obvious at higher normal stresses. The results indicated that P-type interfaces (the warp yarn on the interface is parallel to the pulling direction) tended to harden. The effects of the type of interface and dry-wet states on the interfacial shear characteristics were investigated, and the impact mechanisms were also discussed. Pull-out tests can accurately reflect the interfacial shear characteristics between geosynthetics in practice, so pull-out tests were carried out for different interfacial types of polypropylene woven fabrics under dry and wet states. The shear characteristics of geotextile tubes during dam operation are closely related to those of the materials used to construct the tubes. Geotextile tubes are used in dam construction because fine tailings are difficult to use. Based on the results of the investigation, empirical relations are developed to estimate the lateral loads. The combined influence of these parameters is discussed in this paper. The resistance to lateral load is directly proportional to the friction between the surfaces, the gap between the lower tubes and the percentage of fill. The results show that the stability of the upper tube is higher in the case of nonwoven geotextile tubes compared to the tubes made of woven fabric. Woven and nonwoven geotextile bags are used in the study under submerged and moist conditions. The test configuration has considered two bags at the lower level, with a single bag placed centrally above the two in the upper level. In this study, laboratory model pullout tests are carried out on geotextile bags to understand the influence of each of these parameters on the stability under lateral loads. Various parameters affect its stability, such as the wave load, percentage of fill in the tubes, which determines the weight and the shape, frictional interaction between the upper and lower tubes, the slope of the sea bed, gap between the supporting tubes, etc. The upper geotextile tube in the stacked section is subjected to the maximum wave load in submerged breakwaters or reefs. These tubes are generally arranged in a stacked manner to achieve the required height as per the design requirements of the coastal protection structure.
The geotextile tubes find wide range of applications in coastal protection structures in the form of submerged breakwaters, artificial reefs and the core of sea walls and groins.