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 Start Page 71 | End Page 77


 Industrial development and increasing high-elevated construction makes it necessary to increase the bearing capacity of soil in some areas with unsuitable soil. Due to these reasons and environmental restrictions on the public works, ground improvement is becoming a necessary part of the infrastructure development projects, both in the developed and developing countries, in the past decade. The basic principles of ground improvement were unchanged since the beginning of the history of mankind. But the practices are changing with time due to the development of new materials, new machinery, new technologies such as computer, software and sophisticated instrumentation. For example, two VIBROFLOTATION and VIBROREPLACEMENT methods are more efficient methods in SOIL STABILIZATION process. The application of VIBROREPLACEMENT yields to mechanical properties improvement, so that the foundation soil can fulfill the dered for 2 blocks with 8 floors in the south of Iran (Ahvaz). After drilling 6 boreholes with 40 meter depth requirements relating to loading conditions, bearing, settlement, stability and liquefaction potential. In these methods, main operations of the vibrator during construction of a gravel column are penetration of the vibrator into the soil to the designed depth and compaction of the material from the bottom up towards the surface. In this research, we have briefly investigated these two mentioned methods. Also, a SOIL STABILIZATION project has been consiin site of the project, geotechnical conditions and other specification of this project completely demonstrated. Designed depth of SOIL STABILIZATION has been considered 10 meter. improvement criteria for all methods can be finally set only in test fields. The test field establishes direct relations between designed and accomplished bearing capacity parameters of the foundation soil. If the values by the field parameters are within the given criteria limits, then there is no need for their separation. In other words, an execution parameter can be accepted as the design one, as long as the beneficiation processes that could change it are under control. Hence, in the considered project, before and after SOIL STABILIZATION, SPT and PLT tests have done in order to confirm the SOIL STABILIZATION. However, execution parameters are not identical to designed geotechnical parameters by their form. The impact zone depends on the soil type, type of the vibrator, deep compaction method and the designed regime of operation. After doing control test with plate load test in 3 different of the project site, impact zone has been considered 0.6 meter and diameter of STONE COLUMN has been considered 1 to 1.2 meter. Finally, the results have been demonstrated that STONE COLUMN design for this construction place is desired. Also performing STONE COLUMN in the mentioned construction place leads to increasing the bearing capacity about 3 times. Therefore, the problems of high settlement and low bearing capacity are solved.


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