• Journal of the Architectural Institute of Korea Planning & Design
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• v.34 no.5
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• pp.109-118
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• 2018

Noryang Temporary Palace was a place where king Jeongjo (1752-1800) would have lunch after crossing the Temporary Palace River on his way to Hwaseong Temporary Palace to worship at Hyeonryungwon, the tomb of his father, Sadoseja. The government offices in charge of ship bridge construction 'Jugyosa' and 'Byeoljangso' were located in the Temporary Palace. The central buildings of the Haenggung Palace, which ranged up to Yongyangbongjeojeong, were arranged to observe both 'Jugyosa' and 'Byeoljangso' from the Temporary Palace by lifting the ground from Sammun Gate to Yongyangbongjeojeong. Yongyangbongjeojeong, the center of Noryang Temporary Palace, features the style of royal palace architecture and functions of housing architecture. The 'Jugyosa' and 'Byeoljangso' buildings had eight quarters. According to the records, in addition, 15 wood sheds, 5 rice hubs, 3 barns, 1 side gate quarter, 1 front gate, 70 separate sheds, 2 suragan temporary buildings, oesammun gate and hongsalmun gate were found. Such architectural layout is matched with the Temporary Palace Jugyohwaneodo Painting.

• Journal of Korean Society of Steel Construction
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• v.18 no.1
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• pp.33-45
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• 2006

Cable-stayed bridges are more inherently vulnerable to wind during the erection stages than when they are already being used. Even if a bridge that is already being used is aerodynamically stable, it is prone to having aerodynamic instabilities within the design wind speed during construction. Therefore, when the bridge's designers deliberate on the method they will use in constructing the bridge, they must likewise come up with a suitable plan to ensure the stability of the bridge during its erection (e.g., conducting a wind-tunnel investigation). This paper describes the aeroelastic full-bridge model tests that were conducted to investigate the aerodynamic behavior of the bridge during erection, with emphasis on aerodynamic stability and the mitigation of the buffeting response through temporary stabilization. The aerodynamic performance of a cable -stayed bridge with a main span of 50 m was studied in its completed stage and in two erection stages, corresponding 50% and 90% completion, respectively. In the 50% erection stage tests, a balanced cantilever configuration, with wind cable and temporary support at the tower, was conducted. The system that was determined to be most effective in reducing wind action on the bridge during construction was proposed in the paper, based on the results of the comparative study that was conducted.

• Journal of Dental Rehabilitation and Applied Science
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• v.16 no.1
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• pp.1-11
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• 2000

Dental temporary resin should have adequate strength and similar esthetics as natural teeth. Recently esthetics has become a high priority in clinical dentistry. Thus the evaluation of color stability of dental temporary resin has become an important part in dental research. The purpose of this study was to evaluate the difference in color stability of 3 resins($Snap^{(R)}$, Temporary bridge $resin^{(R)}$, Trim $II^{(R)}$) according to polymerizing methods and stainning. The resins were divided into groups by 2 types of polymerizing methods ( air or pressure and heat curing) The resins were dyed with coffee, chlorhexidine and artificial saliva and then the color stability was evaluated with a spectrophotometer(CM-503i, Minolta, Japan). The results were as follows ; 1. In the color stability according to polymerizing method, pressure and heat polymerizing method was higher than air polymerizing method. 2. The color stability according to staining fluid decreased in the order of I, II, III group, there was significant difference among the groups of staining fluid. 3. The color stability according to resins decreased in the order of $Snap^{(R)}$, Trim $II^{(R)}$, Temporary Bridge $resin^{(R)}$, The $Snap^{(R)}$ resin was highest color stability, there was significant difference among the 3 resins.

• Journal of the Computational Structural Engineering Institute of Korea
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• v.23 no.3
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• pp.247-254
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• 2010

Due to lightweight and high durability of glass-fiber reinforced polyester (GFRP) materials, they are promising alternatives to conventional construction materials such as steel, concrete and wood. As good application examples of GFRP materials, several types of temporary arch bridges were suggested and verified by finite element analyses in our previous study where snap-fit GFRP decks were applied. In this paper, we conduct a structural performance test to verify safety and serviceability of the temporary arch bridge, where snap-fit GFRP decks are assembled by bolts. The structural problems occurred in this test are also discussed and improvement of temporary arch bridges is suggested to resolve the occurred structural problems.

• Journal of Korean Society of Steel Construction
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• v.10 no.1 s.34
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• pp.1-10
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• 1998

The temporary steel bridges which are constructed for detour and constructional expediency are consisted of H-beams(as superstructure) and H-piles(as substructure). Because these members are fastened by high-tension bolts, there are no expansion joints in these bridges. So, these kinds of bridges have no system which can relieve the excessive thermal stress. In this investigation, monitoring system was set up at temporary steel bridge and stress and temperature changes of H-beam are monitored. From these measured data, it is analyzed that the relationship between ambient and main-girder temperature change, between temperature and stress change. With these analyses, it is resulted that the thermal stress take main part of stress variation in this bridge and the restrain of thermal longitudinal displacement of H-pile. In addition, because the connection part of H-beam to H-beam is weak in the continuous spans, the sub-modelling is well apt to reflect the effect of thermal stress.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 2006.04a
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• pp.977-984
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• 2006

Generally main girders and steel piers of temporary bridges form the steel rahmen structure. In this study, the rational stability design procedure for main members of temporary bridges is presented using 3D system buckling analysis and second-order elastic analysis. 2 types of temporary bridges, which are possible to be designed and fabricated in reality, are chosen and the buckling design for them is performed considering load combinations of dead and live loads, thermal load, and wind load. Effective buckling length of steel piers, effects of live loads on effective length of main members, transition of ~id buckling modes, and effects of second-order analysis are investigated through case study of 2 temporary bridges.

• Journal of Korean Society of Steel Construction
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• v.19 no.2
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• pp.147-160
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• 2007

In this paper, we described the aeroelastic full-bridge model tests that were conducted to investigate the effect of alternative temporary stabilizing measures for thecable-stayed bridge during construction to ensure aerodynamic stability in the event of a typhoon or similar disasters. The effect of alternative temporary stabilizing measures was investigated through various configurations on two cable-stayed bridges with a main span of 475 m and 230 m, respectively. To investigate the bridge's aerodynamic behaviour and dynamic wind force during construction, the deflections at the end of the cantilever, the accelerations atthe top of the pylon and the moments at the lower part of the pylon were measured. As the result, the system with two sets of vertical cables per cantilever seemed to be the overall most effective solution, but the system with single vertical cable may also work. The combined system using the caisson support and vertical cables and the system with two sets of inclined cables per cantilever on the same anchor block may also be a solution. The inclined cables from the caisson to the girder were effective for some early stages of erecting the deck.

• Proceedings of the Korea Concrete Institute Conference
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• 1999.10a
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• pp.837-843
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• 1999

A common hydraulic jack using brdige retrofit has a problem of increasing cost and time of construction to construct additionally temporary bent or concrete bracket, in case of insufficiency work space and release hydraulic pressure. To solve the problem, this technique is developed to alternate the bridge bearing in adequate inspection condition. After control maximum lift-height and minimum lift-force of no damage to super structure, the constructive technique is to alternate and repair the bridge bearing using the wedge jack with bridge bearing ability that is no release hydraulic pressure stopper, and able to reuse separable cylinder.

• Proceedings of the Computational Structural Engineering Institute Conference
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• 2003.10a
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• pp.202-208
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• 2003

In this study, a time domain analysis is presented for investigation on the buffeting response of cable-stayed bridge during both erection and completion stages. The main span length and width of deck are 520 m and 15.1m, each. Since the ratio of span over width is 34.44, aerodynamic stability of the bridge during erection is expected to dominate the safety of the bridge in construction stage. Several conclusions regarding different construction stages and temporary wind cables are obtained.

• Journal of the Korean Society of Safety
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• v.29 no.2
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• pp.45-52
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• 2014

The construction accidents in temporary structures have ceaselessly happened and these mostly lead to serious disasters associated with public criticism. Recently, the accidents under construction due to incomplete or faulty design has repeatedly occurred such as the overturned girder accident in Jangnam Bridge, the submerged incident in Noryangjin and the slab collapse in Banghwa Bridge. In order to prevent such accidents due to the faulty design in temporary structures, it's important to set up the solid construction management system which allows the reasonable design change if necessary. In this regard, this study provides the basic data for the reasonable design change in temporary structures by conducting a question investigation to the construction, design, and supervising companies. From the survey results, the kind and range of the temporary structures which should considers the design change were suggested by the deduced reasonable processes.