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- 저자 : 李茂洛 (검색결과 21 건)
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基礎地盤 改善에 關한 硏究 : 포항항도국민학교내 Hang Do Primary School in Po-Hang
이무락 慶北工業專門大學 1972 論文集 Vol.9 No.-
本論文은 旣設單層 철근 Concrete 구조물이 基礎地盤의 不規則한 軟弱地盤으로 말미암아 不同沈下가 일어나고 있다. 이로 因하여 建物全體에 龜裂線이 生起고 있으므로 본 軟弱地盤을 調査해 볼때 5~10m를 이루는 泥土層으로 含水比가 높고 透水係數가 ?? 이르는 0.0005mm 以下의 微細粒子로 이루어진 軟弱地盤이다. 또한 地形上으로 보아 本建物은 小溪谷 中心에 位置하여 溪谷에 흐르는 모든 물은 地下로 스며 들어 本建物의 基礎地盤을 通하여 흐르고 있으므로 排水率은 적고 吸收率은 커서 기초지반의 포화상태로 인한 하중에 對한 균형을 잃고 微粒子의 移動과 乾濕의 교체로 인한 間隔比의 變下때문에 基礎地盤에 微小한 不同沈下가 增加하고 있다. 上記한 基礎地盤의 補强對策으로서 基礎地盤을 改良하여 地下水를 차단하고 支持力과 地耐力을 向上하여 本建物의 基礎地盤을 安定시키는데 目的이 있다. 그러므로 基礎地盤 주위에 Sand Pile을 박아서 壓密沈下를 促進하고 地下水를 排除함으로서 Grouting을 可能케 하여 基礎地盤과 Sand Pile 사이에 藥液을 注入시켜 基礎地盤을 固結함으로서 本建物을 安定시키는데 있다.
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李茂洛 慶北工業專門大學 1977 論文集 Vol.14 No.-
Today we often stop the operation of works, because of the lack of materials for construction and civil works. Among the materials, in particular, want of sand and gravel is unusual. scientists continued study for solving this problem have been performed by using various chemicals. Through this paper I also treat how to solve the lack of materials; to increase the strength of minute sand blow 0.05mm on the Nakdong which is difficult to make solid with usual cement. using bonds-cement and Emulsion-on it.
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李茂洛 경일대학교 산업기술연구소 1994 産業技術硏究所 論文集 Vol.4 No.-
An experimental study to improve the properties of loose sand soil was performed by the chemical procedure. Urea resin was used as main stabilizer and zinc sulfate (ZnSO₄) and hydrochloric acid (HCl) were chosen as hardeners in this paper. It was found that the hardeners with urea resin seemed to be effective in controling the setting time and in improving the properties of the soil, when they were used in a proper proportion. It is considered that the proposed chemicals can be used profitaly in practice, since urea resin, main stablizer is comparatively cheap and has a low viscosity. Brief consideration which the stabilized stregth and permeability have a dependability on pH was made.
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李茂洛 慶一大學校 1995 論文集 Vol.12 No.2
Case studies are performed to derive an optimum design of pile foundation of cantilever retaining walls which is driven in soft ground. Six cases of the invert T type cantilever retaining wall with different cross-section are selected. The height of retaining walls is 4-6m and PHC pile with diameter 400mm is used. Analysis models of 202 are constructed by increasing the toe and the heel of base every cases by 20cm. In this study, it is found that the number of piles depends on the bending moment induced in the pile. For the invert T type cantilever retaining walls, optimum designs are given when the ratio of the base width and the height of retaining wall with the inclined backfill becomes 98-104% and the ratio with the horizontal backfill becomes 79-84%. It is also found that the pile foundation is more stable by decreasing the rotational angle of pile and eccentricity of axial load with increasing the base width.
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李茂洛 慶一大學校 1989 論文集 Vol.5 No.1
Classical criteria used in Soil-Mechanics for grangular filters such as sand were established as result of a combination of laboratory findings and theoretical considerations. As an attempt at complementing experimental findings, a theoretical analysis of the filtration mechanism related to geotextiles is presented to grangular materials, the derived criteria for different from the corresponding criteria related to grangular filters can be misleading. So this paper of the criteria proposed, would have caused a significant risk of piping in a dam where a geotextile filter has been used successfully.
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李茂洛 慶一大學校 1987 論文集 Vol.3 No.1
In this test apparatus with glass-sided bin, which allows a control of the wall movement horizontally, the passive earth pressure was measured by prooring ring and Kp was calculated. Boundary forces at the sides were eliminate. The wall was set to travel at the chosen inclination θ and located at its extreme backward position when all gauge reading were taken. the bin was filled so as to chive either a loose and a denste state. The results suggest that the peak values of Kp calculated on sand should not necessarily be insurted into theoretical expressions for earth pressure. The shape of the rupture surface is belived to be the result of progressive deformations.
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