• Journal of Conservation Science
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• v.20
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• pp.89-103
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• 2007

The bedrock beneath the Chokseongnu pavilion consists of sandstone with alternate dark-gray to light-brown siltstone and dark-gray shale of the Jinju Formation, where bedding is well developed toward the Chokseongmun gate. Large to small joints and overbreak from the erosion weathering have been developed in the bedrock. Besides, water leakage from development of discontinuity planes, fragmentation of shale, crack and joint by tree roots are observed on the bedrock. While shale and siltstone showed high sensitivity in physical and chemical weathering, respectively, sandstone indicated the highest weathering sensitivity in both. As the results of structural stability analysis, the whole bedrock has high instability in wedge failures, and especially section No. II slope is more instable than section No. I. Therefore, it is necessary for the bedrock to be strengthened by improvement method for soft foundations and the surface reinforcement. The trees causing mechanical collapse of the bedrock should be also removed and a water flow prevention measure or a water exhaust are required.

• Journal of Conservation Science
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• v.32 no.3
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• pp.299-312
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• 2016

The Daehan Uiwon (Historic Site No. 248) in which the predecessor of Seoul National University Hospital is a crucial medical institution that built in the Korean Empire period. One of them, East 1 Affiliated Ward that attached to Daehan Uiwon was built with concrete foundation in 1908 and extended two times in 1935 and 1954. As a result of material scientific analysis for concrete foundation, all of the foundation is composed of mortar and stone aggregates, however, the mixing proportions between the aggregate and the mortar were confirmed to be different with construction periods. To determine the mixing proportion, and physical properties by ultrasonic velocity and rebound hardness, the concrete foundations by construction period were obtained. In result, 1954's mixing proportion of concrete between mortar and stone aggregate indicated the highest ratio of aggregates with 1 : 35, mean value of ultrasonic velocity and unconfined compressive strength were calculated with 450 m/s and 18.92 MPa in 1954's constructions that is the lowest values compared with other times. As a result, the difference characteristics of physical properties by construction periods are possible interpreted with porosities and mixing ratios of stone aggregates.

• The Journal of Engineering Geology
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• v.20 no.3
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• pp.329-338
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• 2010

The foundation area for tram contains biotite gneiss, quartzo-feldspathic gneiss, calc-silicate rock, and porphyroblastic gneiss of the pre-Cambrian Kyeonggi gneiss complex. These rocks record at least three stages of deformation, as indicated by fold sets of contrasting orientations (D1-D3). Joints are generally steeply dipping and strike NW-SE to WNW-ESE. The Gonjiam Fault, which strikes WNW-ESE, follows a river in the area. The fault possesses a 3-m-wide fracture zone, a 10-m-wide damage zone, and is 15 km long. Two tunnels have been constructed through the biotite gneiss. The geometric relationship between discontinuities (e.g., joints and foliation) and tunneling direction reveals that set 3 of the AA tunnel is unstable but that BB tunnel is relatively safe.

• Journal of Korean Medical classics
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• v.3
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• pp.248-279
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• 1989

Chuy$\check{o}$k and Naeky$\check{o}$ng which are the foundations for oriental philosophy and oriental medicine respectively have had a great influence on Oriental ideas for several thou s and years. On this study is focused on the comparative study about the two. And the results are as follows; 1. Chuy$\check{o}$k and Naeky$\check{o}$ng agree with respect to the relationship between Nature and Man, They both insist that everything should come into being through collaboration between Heaven and Earth and that Man is the noblest among them. 2. Though Chuy$\check{o}$k and Naeky$\check{o}$ng agree in regard to the authority of Man's nobility, the one stands on the opinion that Man is noble because of 'Tao'(道), while the other maintains that Man is precious because he is created and changed according to the principle of the Universe. 3. There is a slight difference between Chuy$\check{o}$k and Naeky$\check{o}$ng in the principle of Yin and Yang, and the live elements of the Chinese cosmogony. Chuy$\check{o}$k explains the change and development of everything on the basis of the principle of Yin and Yang, and make no concrete mention of the five elements of the Chinese cosmogony. While Naeky$\check{o}$ng applys the principle of Yin and Yang and the five elements of the Chinese cosmogony to the human body. 4. Though Chuy$\check{o}$k contains little knowledge of the inside of the human body in the anatomical matters, it includes some informations of the outside of the human body. But the basic physiological informations had already existed at the time. 5. Regarding the way of life cultivation. Chuy$\check{o}$k and Naeky$\check{o}$ng concurs. The two books advise to avoid unsuitable meal, overdrinking, inappropriate residence and so forth for the sake of good health. They make much of the mental harmony and maintain the accommodation to the change of Nature to keep a sound mind and body.

• Journal of Korean Tunnelling and Underground Space Association
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• v.19 no.3
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• pp.355-373
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• 2017

Tunnelling in urban areas, it is essential to understand existing structure-tunnel interactive behavior. Serviced structures in the city are supported by pile foundation, since they are certainly effected due to tunnelling. In this research, thus, pile load distribution and ground behavior due to tunnelling below grouped pile were investigated using laboratory model test. Grouped pile foundations were considered as 2, 3 row pile and offsets (between pile tip and tunnel crown: 0.5D, 1.0D and 1.5D for generalization to tunnel diameter, D means tunnel diameter). Soil in the tank for laboratory model test was formed by loose sand (relative density: Dr = 30%) and strain gauges were attached to the pile inner shaft to estimate distribution of axial force. Also, settlements of grouped pile and adjacent ground surface depending on the offsets were measured by LVDT and dial gauge, respectively. Tunnelling-induced deformation of underground was measured by close range photogrammetric technique. Numerical analysis was conducted to analyze and compare with results from laboratory model test and close range photogrammetry. For expression of tunnel excavation, the concept of volume loss was applied in this study, it was 1.5%. As a result from this study, far offset, the smaller reduction of pile axial load and was appeared trend of settlement was similar among them. Particulary, ratio of pile load and settlement reduction were larger when the offset is from 0.5D to 1.0D than from 1.0D to 1.5D.

• Journal of Bio-Environment Control
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• v.24 no.3
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• pp.202-209
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• 2015

This study compared and analyzed the measurements of pullout load according to the depth of reclamation in the foundation, compaction ratio of soil, spiral diameter, and soil textures in an experiment with a model and reached the following conclusions: The comparison results of extreme pullout load between farm and reclaimed soil show that farmland soil recorded a score that was 1.2~3 times higher than that of reclaimed soil. The investigator measured pullout load in farmland and reclaimed soil and observed a tendency of rising extreme pullout load according to the increasing depth of reclamation and compaction ratio with a similar load-displacement curve between the two types of soil. Extreme pullout load made a greater increase by the rising size of diameter than the increasing depth of reclamation, also making a considerably bigger increase according to the rising compaction ratio than the other conditions. Therefore, the spirals bar is expected to be available in soft soil foundation, as well as farmland as increasing buried deep of foundations, compaction rate, diameter of the spiral, ect.

• Journal of the Korea Academia-Industrial cooperation Society
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• v.19 no.5
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• pp.399-409
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• 2018

The mechanically stabilized earth wall (MSEW) of the IPM bridge is an important structure that constitutes the bridge, and supports the horizontal earth pressure and approach slab. Therefore, it is necessary to carefully analyze the settlement of MSEW of the IPM bridge. This study examined the settlement according to the height and ground stiffness on the MSEW on the IPM Bridge. According to the design guideline, the IPM Bridge (2016) was designed to have a height of 4.0 ~ 10.0m and the elastic settlement was calculated. The base area and the grounding pressure of the MSE wall increased linearly with the height, and the elastic settlement also increased linearly. In addition, the stiffness of the foundations satisfying the allowable settlement of the approach slab is a N value of 35 or more. The settlement of finite element analysis was estimated to be smaller than the elastic settlement, and the stiffness of the foundation ground satisfied the allowable settlement of the approach slab above N value of 20. Because the elastic settlement of the MSEW of the IPM Bridge was overestimated, it will be necessary to examine it carefully by finite element analysis.

• Journal of the Korea Academia-Industrial cooperation Society
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• v.19 no.5
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• pp.263-274
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• 2018

In this study, the applicability and external/internal stability of a MSEW abutment with a slab were investigated. Structural analysis of slab bridges between 10 ~ 20.0 m and thicknesses of 0.7 ~ 0.9 m was carried out to calculate the reaction forces due to dead and live loads acting on the bridge supports. The slab bridge with a length of 20.0 m satisfied the allowable contact pressure of 200 kPa for the true MSEW abutment. Because the external stability of the true MSEW abutment was dominated by the geometry of the MSE wall, the change in the factor of safety due to the load of the super-structure is small. Because the stiffness of the foundations is fixed and the load of the super-structure is increased, the factor of safety of the bearing capacity was reduced. As the load of the super-structure was increased, the horizontal earth pressure of the true MSEW abutment increased greatly. As a result, the pullout and fracture of the uppermost reinforcement, which are the factors of safety, did not meet the design criteria. Therefore, it is necessary to increase the pullout resistance and the long-term allowable tensile force of the reinforcement placed on the top of the reinforced soils to ensure efficient design and performance of a true MSEW abutment.

• Journal of the Korean Society for information Management
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• v.26 no.2
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• pp.83-103
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• 2009

The Computer Interchange of Museum Information (CIMI), operating from 1990-2003, was charged with creating and introducing the international museum community to the concept of adopting metadata industry standards. The CIMI consortium exceeded its original mission by; creating a standards framework, profile, testbeds, important metadata publications, free downloadable metadata software and protocols, and providing instrumental guidance and support in development of new projects. However, CIMI's emphasis on the importance and utility of a standards-based approach and the necessity for implementing the CIMI Standards Framework is probably its most important achievement. During CIMI's tenure, museums reaped the benefits by learning how to apply the model and standards to meet their individual needs while not having to invent new ones or bear the cost of software development. Although CIMI operations ceased in 2003, its impacts on museum related metadata application and research were unprecedented in that it provided the standards prototype and foundations on which to build. This paper discusses what CIMI bequeathed to the next generation of museum metadata field developers and describes the anticipated realm of future projects and advancement.

• THE INTERNATIONAL COMMERCE & LAW REVIEW
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• v.42
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• pp.275-305
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• 2009

Marine insurance contracts, which intended to provide indemnity against marine risks upon the payment of price, known as a premium, originated in Northern Italy in the late 12th and early 13th centuries. The law and practice were later introduced into England through the Continent. It is, therefore, quite exact that English and European marine insurance law have common roots. Nevertheless, significant divergences between English and European insurance systems occurred since the late 17th century, mainly due to different approaches adopted by English courts. The rule of warranty in English marine insurance was developed and clarified in the second part of the 18th century by Lord Mansfield, who laid the foundations of the modern English law of marine insurance, and developed different approaches, especially in the field of warranty in marine insurance law. Since the age of Lord Mansfield, English marine insurance law has a unique rule on warranty. This article is, therefore, designed to analyse the overall rule of the rule of warranty in English marine insurance law. The result of analysis are as following. First, warranties are incorporated to serve a very significant function in the law of insurance, that is, confining or determining the scope of the cover agreed by the insurer. From the insurer's point of view, such the function of warranties is crucial, because his liability, agreed on the contract of insurance, largely depend on in, and the warranties, incorporated in the contract play an essential role in assessing the risk. If the warranty is breached, the risk initially agreed is altered and that serves the reason why the insurer is allowed to discharge automatically further liability from the date of breach. Secondly, the term 'warranty' is used to describe a term of the contract in general and insurance contract law, but the breach of which affords different remedies between general contract law and insurance contract law. Thirdly, a express warranty may be in any form of words from which the intention to warrant is to be inferred. An express warranty must be included in, or written upon, the policy, or must be contained in some document incorporated by reference into the policy. It does not matter how this is done. Fourthly, a warranty is a condition precedent to the insurer's liability on the contract, and, therefore, once broken, the insurer automatically ceases to be liable. If the breach pre-dates the attachment of risk, the insurer will never put on risk, whereas if the breach occurs after inception of risk, the insurer remains liable for any losses within the scope of the policy, but has no liability for any subsequent losses. Finally, the requirements on the warranty must be determined in according to the rule of strict construction. As results, it is irrelevant: the reason that a certain warranty is introduced into the contract, whether the warranty is material to the insurer's decision to accept the contract, whether or not the warranty is irrelevant to the risk or a loss, the extent of compliance, that is, whether the requirements on the warranty is complied exactly or substantially, the unreasonableness or hardship of the rule of strict construction, and whether a breach of warranty has been remedied, and the warranty complied with, before loss.