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탄-점성 압밀이론에 의한 버티칼 드레인 타설지반의 잔류침하 예측 (II)- 현장조건에의 적용 -
백원진,이강일,김우진 한국지반공학회 2007 한국지반공학회논문집 Vol.23 No.6
In this study, in order to propose the prediction method of the residual settlement of clayey ground improved by vertical drains, a series of numerical analyses for a model ground were carried out using the elasto-viscous consolidation model. And the effects of ground improvement conditions of the ratio of effective radii (re/rw), consolidation pressure (Δp) on normally consolidated state, and the OCR (overconsolidation ratio) on overconsolidated state to reduce the residual settlement in three-dimensional consolidation by vertical drains were investigated by performing a series of numerical analyses. Furthermore, based on the results of a series of numerical analyses for the model ground, the predicting method of the residual settlement of clayey ground with vertical drains and the determination method of the value of OCR required to control the residual settlement within an acceptable value are proposed.
서해안 지역의 세립토 지반 및 심층혼합처리 개량체의 침식성 평가
강경오(Gyeong-o Kang),김영상(Young-sang Kim),김종규(Jong-kyu Kim) 전남대학교 수산과학연구소 2022 수산과학연구소논문집 Vol.31 No.1
The purpose of this study is to evaluate the erosion characteristic on foundation part (clay and sand grounds and deep cement mixing (DCM) of coastal construction in the West Coast region. For erosion evaluation tests, clay and sand samples were prepared through consolidation and compaction, in the case of DCM sample was prepared by mixing the blast furnace cement considering real condition in the construction field. The erosion rate and shear stress were quantified using EFA (Erosion Function Apparatus). As result, the critical velocity and critical shear stress were calculated and its erodibility was evaluated by erodibility chart.
Optimum PVD installation depth for two-way drainage deposit
Chai, J.C.,Miura, N.,Kirekawa, T.,Hino, T. Techno-Press 2009 Geomechanics & engineering Vol.1 No.3
For a two-way drainage deposit under a surcharge load, it is possible to leave a layer adjacent to the bottom drainage boundary without prefabricated vertical drain (PVD) improvement and achieve approximately the same degree of consolidation as a fully penetrated case. This depth is designated as an optimum PVD installation depth. Further, for a two-way drainage deposit under vacuum pressure, if the PVDs are fully penetrated through the deposit, the vacuum pressure will leak through the bottom drainage boundary. In this case, the PVDs have to be partially penetrated, and there is an optimum installation depth. The equations for calculating these optimum installation depths are presented, and the usefulness of the equations is studied by using finite element analysis as well as laboratory model test results.