• Economic and Environmental Geology
• /
• v.52 no.1
• /
• pp.81-90
• /
• 2019

In this study, the effects of fracture tensor component and first invariant on block hydraulic behaviors are evaluated in the 2-D DFN(discrete fracture network) systems. A series of regression analysis is performed between connected fracture tensor components and block hydraulic conductivities estimated at every $30^{\circ}$ hydraulic gradient directions for a total of 36 DFN systems having various joint density and size distribution. The directional block hydraulic conductivity seems to have strong relation with the fracture tensor component estimated in direction perpendicular to it. It is found that an equivalent continuum approach could be acceptable for the 2-D DFN systems under condition that the first invariant of fracture tensor is more than 2.0~2.5. The first invariant of fracture tensor seems highly correlated with average block hydraulic conductivity and can be used to evaluate hydraulic characteristics of the 2-D DFN systems. Also, a possibility of upscaling using the first invariant of fracture tensor for the DFN system is addressed through this study.

• Journal of the Korean Geotechnical Society
• /
• v.18 no.4
• /
• pp.7-19
• /
• 2002

This paper presents the results of an investigation on the effect of foundation stiffness on the performance of soil-reinforced segmental retaining walls (SRWalls). Laboratory model tests were performed using a reduced-scale physical model to capture the fundamentals of the manner in which the foundation stiffness affects the behavior of SRWalls. A series of finite-element analyses were additionally performed on a prototype wall in order to supplement the findings from the model tests and to examine full-scale behavior of SRWalls encountered in the field. The results of the present investigation indicate that lateral wall displacements significantly increase with the decrease of the foundation stiffness. Also revealed is that the increase in wall displacements is likely to be caused by the rigid body movement of the reinforced soil mass with negligible internal deformation within the reinforced soil mass. The findings from this study support the current design approaches, in which the problem concerning the foundation condition are treated in the frame work of the external stability rather than the internal stability. The implications of the findings from this study to current design approaches are discussed in detail.

• Proceedings of the Korea Water Resources Association Conference
• /
• 2019.05a
• /
• pp.264-264
• /
• 2019

개수로 흐름 해석을 위해 수치모형을 적용할 때 반드시 거쳐야 하는 과정이 격자망을 구성하는 일이다. 불규칙한 형상의 자연수로를 모의할 때 격자망 생성은 쉬운 일이 아니며, 따라서 가시적으로 격자망 생성을 돕고, 격자망의 수정도 용이한 도구가 요구된다. 따라서 본 연구에서는 수심적분된 흐름방정식을 지배방정식으로 하여 개수로 흐름 해석을 용이하게 하고자 그래픽 사용자 인터페이스(GUI)를 개발하였으며, 이를 소개하고자 한다. 격자망은 기본적으로 사각형과 삼각형 요소로 구성될 수 있으며, 유한차분모형 등에서는 정형사각형 격자망을, 유한요소모형에서는 비정형 사각형 및 삼각형 격자망 또는 혼합망을 생성시킬 수 있다. 이산점(scatter points)이나 절점(node points)을 생성하거나 기존의 자료를 불러들여 삼각망 또는 사각망을 형성시킬 수 있으며, 연속선(polylines)을 작성하여 형성된 폐다각형(polygones)을 이용하여 정규 또는 비정규의 삼각망 또는 사각망을 형성시킬 수 있다. 또한 두 점사이를 선형 또는 반원 형태로 편향 정도(biased value)를 설정하여 원하는 개수만큼 나눌 수 있도록 하여, 보다 효율적인 격자형성이 가능토록 하였다. 기존 상용 프로그램에서 작성된 격자를 불러들여 활용 가능하며, 백그라운드 이미지로 지형도나 위성사진을 띄어놓고 이미지 상에서 격자를 형성할 수도 있다. 기본적으로 마우스를 이용하여 화면의 이동, 확대 및 축소와 점, 선, 요소의 생성 및 선택이 가능하다. 본 프로그램은 Qt와 modern OpenGL을 바탕으로 제작되었으며, 마이크로소프트사의 windows 뿐만 아니라 Mac OS, Linux 버전의 설치 파일 작성이 가능하다.

• Economic and Environmental Geology
• /
• v.49 no.1
• /
• pp.31-41
• /
• 2016

A program code was developed to calculate block hydraulic conductivity of the 2-D DFN(discrete fracture network) system based on equivalent pipe network, and implemented to examine the effect of joint orientation distribution on the hydraulic characteristics of fractured rock masses through numerical experiments. A rock block of size $32m{\times}32m$ was used to generate the DFN systems using two joint sets with fixed input parameters of joint frequency and gamma distributed joint size, and various normal distributed joint trend. DFN blocks of size $20m{\times}20m$ were selected from center of the $32m{\times}32m$ blocks to avoid boundary effect. Twelve fluid flow directions were chosen every $30^{\circ}$ starting at $0^{\circ}$. The directional block conductivity including the theoretical block conductivity, principal conductivity tensor and average block conductivity were estimated for generated 180 2-D DFN blocks. The effect of joint orientation distribution on block hydraulic conductivity and chance for the equivalent continuum behavior of the 2-D DFN system were found to increase with the decrease of mean intersection angle of the two joint sets. The effect of variability of joint orientation on block hydraulic conductivity could not be ignored for the DFN having low intersection angle between two joint sets.

• Journal of Korea Water Resources Association
• /
• v.37 no.2
• /
• pp.87-96
• /
• 2004

The simulation results using i- V relationship of non-Darcy flow through tide embankment by Li et al.(1998) agree well to the observed data. The use of i- V relationship is applicable to the engineering practice and the correct input of porosity is necessary. The non-Darcy flow based on the pipe flow and Taylor's definition for mean hydraulics radius in rockfill material is applicable to the block and caisson materials. The correct calculation of flow through tide embankment enables the accurate calculation of velocity at final closing gap and the prediction of inner water level after tide embankment construction as well.

• Tunnel and Underground Space
• /
• v.11 no.3
• /
• pp.279-288
• /
• 2001

Jointed rock mass can be analyzed by either continuum model or discontinuum model. Finite element method or finite difference method is mainly used for continuum modelling. Although discontinuum model is very attractive in analyzing the behavior of each block in jointed blocky rock masses, it has shortcomings such that it is difficult to investigate each joint exactly with the present technology and the amount of calculation in computer becomes trio excessive. Moreover, in case of the jointed blocky rock mass which has more than 2 dominant joint sets, it is impossible to model the behavior of each block. Therefore, a model such as ubiquitous joint model theory which assumes the rock mass as a continuum, is required. In the case of tunnels, unlike slopes, it is not easy to obtain safety factor by utilizing analysis method based on limit equilibrium method because it is difficult to assume the shape of failure surface in advance. For this reason, numerical analyses for tunnels have been limited to analyzing stability rather than in calculating the safety factor. In this study, the behavior of a tunnel excavated in jointed rock mass is analyzed numerically by using ubiquitous joint model which can incorporate 2 joint sets and a method to calculate safety factor of the tunnel numerically is presented. To this end, stress reduction technique is adopted.

• Economic and Environmental Geology
• /
• v.47 no.6
• /
• pp.571-588
• /
• 2014

It consists of the Precambrian Jirisan metamorphic complex and Sancheong anorthosite complex and the Mesozoic granitoids which intrude them in the Sancheong area, the Jirisan province of Yeongnam massif, Korea. The study area is located in the western part of the stock-type Sancheong anorthosite complex. We performed a detailed fieldwork on the Sancheong anorthosite (SA) and Fe-Ti ore body (FTO) which constitute the Sancheong anorthosite complex, and reinterpreted the origin of FTO foliation and the genetic relationship between them from the foliations, shear zones, occurrences of the SA and FTO. The new structural characteristics between them are as follows: the multilayer structures of FTO, the derived veins of straight, anastomosing uneven types and block structures related to the size reduction of SA, the gradual or irregular boundaries of SA blocks and FTO showing bulbous lobate margins and comb structures, the FTO foliation and linear arrangements of flow occurrence which is not ductile shear deformation, the discontinuous shear zone of SA, the orientation of FTO foliations parallel to the boundaries of SA blocks, the predominance of FTO foliations toward the boundaries of SA blocks and being proportional to the aspect ratio of plagioclase xenocrysts and SA xenoblocks, and the flow folding structures of FTO foliation. Such field evidences indicate that the SA is not fully congealed when the FTO is melt and the fracturing of partly congealed SA causes the derived veins of FTO and the size reduction of SA. Also the gradual or irregular boundaries of SA blocks and FTO result from the mutual reaction between the not fully congealed SA blocks and the FTO melt, and the FTO foliation is a magmatic foliation which was formed by the interaction between the FTO melt and the partly congealed SA blocks. Therefore, these suggest that the SA and FTO are not formed from the intrusion of different magmas in genesis and age but from a coeval and cogenetic magma through multiple fractionation. We predict that the FTO will show an very irregular occurrence injected along irregular fractures, not the regular occurrence like as the intrusive vein and dike. It can be applied to the designing of Fe-Ti mineral resource exploration in this area.

• KSCE Journal of Civil and Environmental Engineering Research
• /
• v.34 no.5
• /
• pp.1363-1372
• /
• 2014

In the previous study, the structural performance of proposed precast concrete arch with reinforced joint was evaluated by structural experiment. In this paper, finite element analysis considering both material and contact nonlinearity was carried out on the specimens of the previous study. Based on the result of analysis and experiment, friction coefficient between concrete blocks was determined. To evaluate the strength of sectional member, elastic analysis was carried out on the arch using linear elastic analysis program. The section force was compared with the nominal strength of arch section. It was concluded that the maximum load of all the specimens exceed the nominal strength of arch section. Those results of the strength evaluation were similar to the results of structural experiments. Therefore, it is concluded that the elastic analysis and ultimate strength model can effectively evaluate the strength for the proposed precast concrete arch composed of concrete blocks and reinforced joint in design.

• Journal of the Korean Geotechnical Society
• /
• v.24 no.9
• /
• pp.23-32
• /
• 2008

This paper presents the global stability of geosynthetic reinforced segmental retaining walls in tiered configuration. Four design cases of walls with different geometries and offset distances were analyzed based on the FHWA and NCMA design guidelines and the discrepancies between the different guidelines were identified. A series of global slope stability analyses were conducted using the limit-equilibrium analysis and the continuum mechanics based shear strength reduction method with the aim of identifying failure patterns and the associated factors of safety. The results indicated among other things that the FHWA design approach yields conservative results both in the external and internal stability calculations, i.e., lower factors of safety, than the NCMA design approach. It was also found that required reinforcement lengths are usually governed by the global slope stability requirement rather than the external stability calculations. Also shown is that the required reinforcement lengths for the upper tiers are much longer than those based on the current design guidelines.

• 한국전산유체공학회:학술대회논문집
• /
• 2007.04a
• /
• pp.79-82
• /
• 2007

The aerodynamic coefficients of Apollo capsule are calculated using a DSMC solver, SMILE, and the results agree very well with the data predicted by NASA. The aerodynamic characteristics of an orbital block which operates at high altitudes in the free molecule regime are also predicted. For the nominal flow conditions, the predicted aerodynamic force is very small since the dynamic pressure is extremely low. And the additional aerodynamic coefficients for the analysis of the attitude control are presented as the angle of attack and the side slip angle vary from $+45^{\circ}\;to\;-45^{\circ}$ of the nominal angle.