Fly-ash를 使用한 콘크리트의 强度特性에 대하여

嚴采永,金鍾烈 동아대학교 공과대학 부설 한국자원개발연구소 1978 硏究報告 Vol.3 No.1

This studies is to carry out the results of the experiments on the effect of the workability and the characteristic of strength change on concrete using fly-ash a admixing agent of K.S. specification of concrete. Analyses on the comparison of external mixing and internal mixing of 10%, 20%, and 30% and general concrete without admixing agent were experimentally performed each other. A summary of the experimental results is shown below. The case of external mixing of admixing agent into concrete was observed better tendency of effect of reducing water than the case of internal mixing. Specially external mixing of 10% approached optimal effect of mixing. Compressive strength of concrete was seen a decreasing tendency in the case of internal mixing of admixing agent in concrete but a increasing tendency has broken out at the case of external mixing. In particular, at the earlier age a decreasing phenomena of compressive strength were originated critical, at the more long-date age a increasing phenomena were occued enormously.

地盤과 構造物間의 相互作用을 고려한 暗渠解析에 관한 硏究

嚴采永 東亞大學校 1981 東亞論叢 Vol.18 No.1

The general approach to the structural analysis of soil, foundation and structure, or soil and structure has been to analyze them separately. In the following discussion this is referred to as "seperate analysis". A separate analysis of soil and structure can be assumed if the structure is in a statically determinate condition. In a statically indeterminate condition, this can not be assumed as soil displacement directly imposes large stress changes in the superstructure. Therefore, the structure should be analyzed by considering the interactive displacement between foundation and structure. This study attempts to derive an exact structural analysis system which takes into account the interaction between the soil and the structure, or a combined alalysis. An underground box-culvert, which is a typical plate structure, was selected as a model for this study because of its structural characteristics. The method used for the analysis for the model structure adapted the finite element method of 8-nodal isoparametric element which was recently developed. The theoritical stiffness matrices using the 8-nodal isoparametric element for Winkler's and Boussinesq's ground were investigated. E.D.P.S. was used for the manipulation of the above matrices. In the course of E.D.P.S., Winkler's ground was only treated and Boussinesq's ground will be used in a future study. The calculations showed large stress changes in te structure with variations of soil conditions. The stresses by the separate analysis were 20% to 60% larger than those by the combined analysis. The rates of the displacement of the lower plate and the soil reaction were higher at the edge than at mid span with the differences becoming smaller in the displacement and larger in the reactions as the soil condition improved. The total stresses of the structure were low in the case of good soil conditions but the rates of displacement were high especially in the lower plate. Comparative calculations using a M.O.C's typical section showed higher values than the value of this study with the greatest difference occuring at the lower plate. The author hopes this study will be useful for other studies considering soil-structure interaction.

空隙水壓係數의 變化에 관한 實驗的 硏究 : 섬진강 유역 모래를 중심으로 at Sands of the Sumjin River

嚴采永 동아대학교 공과대학 부설 한국자원개발연구소 1986 硏究報告 Vol.10 No.1

In many practical problems involving the stability or deformation of soil masses it is necessary to estimate the magnitude of the changes in the state of stress and pore pressure. This study attempted to be charaterized by pore pressure parameter of sands which was tested out triaxial compression apparatus. The relationship between the pore pressure parameter, strain and relative density had been analyzed following by testing results. The stress of deviator due to the increment of strain were 1) made yielding point earlier dense case than loose case 2) made yielding stress bigger dense case than loose case The characters of the pore pressure parameter were 1) reduced the case of increasing strain 2) increased the case of reduction of the relative density and the case of increasing of the cell pressure 3) increased rapidly the case of the cell pressure were less then 2.0kg/cm² 4) less effectived to the variety by speed of strain

鉛直河重을 받는 Rahmen의 近似解法에 관한 硏究

嚴采永 동아대학교 공과대학 부설 한국자원개발연구소 1975 硏究報告 Vol.1 No.1

In a general way, approximate solvable methods of vertical loaded rahmen are vertical-loaded method and moment distributed method. The vertical-loaded method is very simple as against moment distributed method, but laking in precision. Therefor, this thesis propose more precision than former more simple calculation than later. It is called "LOADING-FACTOR METHOD" on account of that basic theory is induced from the moment distributed method. The precision of loading-factor method is expacted as well as second distributed moment, furthmore it is made possible for this method to calcuate on the unknown persion of moment distributed method. The method of this computation is calculatad preparatory and regular solution. The first preparatory calculation is ratio of loading-team, R_(n)=(-U.B.M)_(n)/∑K_(n)=(- Difference of unbalanced moment) divide (Summation of relative stiffness), and factor of distributed-team, X_(n)=1/2(∑λ)=1/2(∑λ_(n)R_(m))=1/2 (Summation of stiffness factor times ratio of loading-team by the other side). The second regulare calculation is decided on the figure which fixed-end moment is added up loading-team and stiffeness factor times ratio of loading-team and stiffeness factor times factor of distributed-team.

飽和粘土의 卽時沈下에 관한 實驗的 硏究

嚴采永 동아대학교 공과대학 부설 한국자원개발연구소 1982 硏究報告 Vol.6 No.2

The immediate settlement is severer than the consolidation settlement to the structure when the soil structure is installed on the sedimentation of the fine clay. In this study, the variations of the immediate settlement by the immediate load and those of the settlement by the incremental load are to be analyzed through the experiments. The extent of this study was limited to the 10% variation of the water content of he liquid limit. The three types of the rectangular, square and circular shape were selected as the load bearing plates. The properties of the soil sample used for this study were as follows. Density: 2.65g/㎤ sand: 0% Water content: 47% Silt: 37% Liquid limit: 58% Clay: 63% Plastic limit: 38% The results of the experiment are summarized below. 1) In case of the immediate settlement, the relationship between stress and strain is in the form of the incremental function and the strain was increased as the water content is increased, as is generally the case. 2) The immediate settlements of the square and circular shape were smaller than those of the rectangular one. The rates of the settlement were 0.92 for the square, 0.865 for the circular when taking 1.0 for the rectangular shape. 3) The immediate settlement was becoming great as the water content was increased, and the variation of the settlement was big when the unit load was small. 4) The immediate settlement was big when unit load was small while the settlement of the incremental load was big when the load was big. It was found that the boundary of the load limit of the above fact was about 3.0㎏/㎠. 5) The variations of the immediate settlement and the settlement of the incremental load was big when the water content was small and vice versa. The formulations of the the theoretical and experimental equations for the immediate settlement is required and further study will be carried out on the basis of this study.

수필-인공지능의 개발 어디까지 갈것인가?

엄채영,Eom, Chae-Yeong 한국과학기술단체총연합회 1989 과학과 기술 Vol.22 No.3

흙댐 비탈傾斜度의 決定에 관한 硏究

嚴采永,玉致南 동아대학교 공과대학 부설 한국자원개발연구소 1980 硏究報告 Vol.4 No.2

Civil engineers have been applying the stability analysis to calculate the gradient of slope of earth dams so far. Nowaday the stability analysis is carried out by means of the digital computer. But this analysis is a complicated trial and error method for presupposed sections of dams and requires for highly skilled expert engineers to repeat tedious and expensive operations of a large size computer. In this paper, a new convenient and rational method is proposed instead of the complicated conventional analysis technique. The new method is based on the Fellenis method. All the conditions to calculate the gradient of slope are composed of the basic theoretical formulars and the empirical ones. The results are given from the computer calculated datas as the Determination Graphs for the Gradient of Slope of Earth Dams by using the Angle of Internal Friction and Cohesion. The proposed method has the following features ; 1. In case of using the Determination Graphs, the gradient of slope of earth dams are determined only by means of the statics property of soil instead of the conventional trial and error method. 2. When a dam is built more than 25.0M approximately in height, it is economical to use soil with greater angle of internal friction. 3. The safety factor of a dam is independent on the variation of the unit weight of soil. 4. The safety factor versus gradient of slope graphs show the linear trend of change.

洛東江河口粘土의 壓密係數에 관한 硏究

嚴采永 동아대학교 환경문제연구소 1984 硏究報告 Vol.7 No.2

This study was aimed to establish the relationship of the coefficient of consolidation(Cv) derived from Terzaghi's theory with the measured coefficient of permeability(k) and the relationship between void ratio(e) and permeability(k) of the soil. Finally the equation for coefficient of consolidation based on the laboratary test has been derived for easy application as shown below. The general characteristics of the consolidation coefficient which were found during this study are summarized as belows; 1) The value of coefficient of consolidation calculated from the measured coefficient of permeadility has shown the lower value than fitting method but the higher value accordingly with the increase in applied load. 2) The infinite strain theory of Terzaghi is found out being more consistance with this study than the finite strain theory. 3) Following coefficients have been obtained for the equation of Cv=αβ^(n) which was assumed in this study; α=2.337×10^(-4) σ￣, β=-0.204logσ￣+1.354 4) Coefficient of Permeability has been expressed as k=1.858×10^(-6) e^(2.1418) 5) The final equation for coefficient of consolidation is proposed as function of void as log Cv=-5.5347 log (1.858×10^(-6) e^(2.1418))-31.4

유럽地域 9個國 主要施設視察 旅行紀(Ⅱㆍ完)

嚴采永(엄채영) 대한토목학회 1986 대한토목학회지 Vol.34 No.6

유럽地域 9個國 主要施設視察 旅行記(Ⅰ)

嚴采永(엄채영) 대한토목학회 1986 대한토목학회지 Vol.34 No.5