• Korean Journal of Community Nutrition
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• v.13 no.1
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• pp.134-142
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• 2008

The objective of the present study was to determine the prevalence and type of nutritional ergogenic aids use, and to determine the frequency, reasons for use of nutritional ergogenic aids. Thirty-four male bodybuilders (mean age = 27.0 years), twenty-four male weight lifters (mean age = 20.9 years) participated in the study. Participants completed a comprehensive survey detailing their usage patterns. In this study, 78.1% of bodybuilders and 79.2% of weight lifters reported using nutritional ergogenic aids. The most frequently taken nutritional ergogenic aids, in ranking order, were protein/amino acid powders (79.4%), multivitamin/minerals (67.7%) and creatine (67.6%) for bodybuilders, in contrast to sports drinks (100.0%), protein/amino acid powders (50.5%) and creatine (50.5%) for weight lifters. Over the half of the respondents, 79.4% of bodybuilders and 50.6% of weight lifters, used protein/amino acid powders to gain muscle mass and to stay healthy. Bodybuilders, 67.6% and weight lifters, 41.7%, used multivitamin/minerals to stay healthy and for energy. The intakes of most vitamin and minerals through diet and nutritional ergogenic aids were much greater than RDA. Vitamin $B_1$, vitamin $B_2$, niacin, vitamin $B_6$ and folate intakes were ranged at 400-900%. Vitamin C intake was 1285.4% (for bodybuilders) and 1322.6% (for weight lifters). The correct answer rate of nutritional ergogenic aids was 46.0% for bodybuilders and 52.0% for weight lifters. Both bodybuilders and weight lifters took highly nutritional ergogenic aids and it tended to be taken irrespective of scientific background. Specific sport nutrition education applicable to athletes, especially strength athletes, is recommended. The findings of this investigation could be used to enable the professionals (sports dietician and physician) to identity common misconceptions regarding nutritional ergogenic aids and to implement educational programs.

• Journal of the Korea institute for structural maintenance and inspection
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• v.16 no.5
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• pp.88-97
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• 2012

The objective of this research is to investigate the seismic performance and flexure-shear behavior of square reinforced concrete bridge piers with solid and hollow cross section. Test specimens were nonseismically designed with the aspect ratio 4.5 Two reinforced concrete columns were tested under constant axial load while subjected to lateral load reversals with increasing drift levels. Longitudinal steel ratio was 2.217 percent. The transverse reinforcement ratio As/($s{\cdot}h$), corresponding to 58 percent of the minimum lateral reinforcement required by Korean Bridge Design Specifications for seismic detailing, which represent existing columns not designed by the current seismic design specifications or designed by limited ductility concept. This study are to provide quantitative reference data for the limited ductility design concept and tendency for performance or damage assessment based on the performance levels such as cracking, yielding, collapse, etc. Failure behavior, ultimate displacement/drift ratio, displacement ductility, response modification factor, equivalent viscous damping ratio, residual deformation, effective stiffness, plastic hinge length, strain of reinforcements and nonlinear analysis are investigated and discussed in this paper.

• Journal of Internet Computing and Services
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• v.20 no.6
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• pp.37-46
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• 2019

A test plan is a high level document detailing objectives, processes, schedules and so on for verifying a developed software. And a test strategy, a component of a test plan, is about how to test software products to guarantee its quality and find bugs in the software in advance. Therefore, establishing effective and suitable test strategies is important for elaborating test processes. However, these tasks are difficult for project managers who write a test plan if they were not trained well in software test processes. And mis-designed test strategies will also mislead entire testing behaviors that testers would do. As a result, there would be a low quality software product in the end. To solve this problem, we propose a new test strategy reuse technique in this paper. By utilizing test plans of already completed software development projects, we lead test planer to reuse suitable and effective test strategies which were used in previous projects. To do so, we evaluate existing test strategies by utilizing ISO/IEC 25010 quality model for evaluating the suitability of test strategies and also use effectiveness metrics for test strategies. And from these evaluations, we predict completeness of new test plan that is written by reused test strategies. It can help the project manager to write an appropriate test plan for the quality characteristics which are selected as objectives for testing and software product. We show the possibility of our approach by implementing a prototype into the existing framework in a case study.

• Journal of the Korea institute for structural maintenance and inspection
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• v.22 no.4
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• pp.83-90
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• 2018

Considering the increased threats from worldwide terrors and the increased demands on the blast resistant design of commercial buildings, this study is aimed at understanding the basic concept of blast resistant design and evaluating the blast performance with an actual design example. Although there are many differences between earthquake and blast loads, the design concept against both loads is similar in terms of allowing the plastic behavior of a structure and sharing the ductile detailing. Through the blast performance evaluation of a target building provided in this study, it is noted that a well-designed building for the conventional loads can have a certain level of blast resistance. However, this cannot be generalized since the blast load on a structure varies depending on the type of weapon, TNT equivalence, standoff distance, etc. Architectural planning with positioning the sacrificial structure or maintaining a sufficient standoff distance from the expected detonation is the simple and effective way of improving the blast resistance of a building.

• Steel and Composite Structures
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• v.19 no.5
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• pp.1115-1144
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• 2015

Current climate conditions along with advances in technology make further design and verification methods for structural strength and reliability of wind turbine towers imperative. Along with the growing interest for "green" energy, the wind energy sector has been developed tremendously the past decades. To this end, the improvement of wind turbine towers in terms of structural detailing and performance result in more efficient, durable and robust structures that facilitate their wider application, thus leading to energy harvesting increase. The wind tower industry is set to expand to greater heights than before and tapered steel towers with a circular cross-section are widely used as more capable of carrying heavier loads. The present study focuses on the improvement of the structural response of steel wind turbine towers, by means of internal stiffening. A thorough investigation of the contribution of stiffening rings to the overall structural behavior of the tower is being carried out. These stiffening rings are placed along the tower height to reduce local buckling phenomena, thus increasing the buckling strength of steel wind energy towers and leading the structure to a behavior closer to the one provided by the beam theory. Additionally to ring stiffeners, vertical stiffening schemes are studied to eliminate the presence of short wavelength buckles due to bending. For the purposes of this research, finite element analysis is applied in order to describe and predict in an accurate way the structural response of a model tower stiffened by internal stiffeners. Moreover, a parametric study is being performed in order to investigate the effect of the stiffeners' number to the functionality of the aforementioned stiffening systems and the improved structural behavior of the overall wind converter.

• Journal of Korean Association for Spatial Structures
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• v.16 no.2
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• pp.61-68
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• 2016

Behavior of RC(Reinforced-concrete) beam-column connections has been subjected to the earthquake loading has been determined by shear and attachment mechanism. However, since the shear and attachment are very fragile for cycle loadings. Through occurring plastic hinges at the beam, the column and the connection should remain elastic condition and the beam should dissipate the energy from the earthquake. This study was investigate on the seismic performance of 6 RC beam - column connections built with the high strength reinforcements (700MPa) based on design and detailing requirements in the ACI 318-05 Provision and KCI-07 appendix II. This is aimed to evaluate the effect of the high-strength reinforcements as used the beam-column connection members. The main comparisons were the seismic performance of the connections affect the seismic performance in terms of strength, stiffness and ductility, joint shear stress-strain. A total of 6 beam-column specimens were built with a 1/2 scale and subjected to the cyclic loadings. Main design considerations were the area of the longitudinal reinforcements of the beam and details of the beam-column joint designed based on the seismic code. Cyclic test results are given and recommendations for the usage of high strength reinforcements for the seismic design is provided.

• Journal of the Earthquake Engineering Society of Korea
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• v.11 no.5
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• pp.1-9
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• 2007

This study summarizes the results of a research project aimed at investigating the inelastic rotation capacity of beam-column connections of reinforced concrete moment frames. A total of 91 test specimens for beam-column joint connections were examined in detail, and 28 specimens were classified as special moment frame connections based on the design and detailing requirements in the ACI 318-02 Provisions. Then the acceptance criteria, originally defined for steel moment frame connections in the AISC-02 Seismic Provisions, were used to evaluate the joint connections of concrete moment frames. Twenty-seven out of 28 test specimens that satisfy the design requirements for special moment frame structures provide sufficient strength and are ductile up to a plastic rotation of 0.03 rad. without any major degradation in strength. Joint shear stress, column-to-beam flexural strength ratio, and transverse reinforcement ratio in a joint all play a key role in good performance of the connections.

• Fashion & Textile Research Journal
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• v.17 no.2
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• pp.191-202
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• 2015

The purpose of this study is to examine the form of the clothing of the Scythians who lived in the northern region of the Black Sea. This study refers to data, which has been extracted from reviews of literature, articles and catalogs of Scythian exhibitions held in Germany, a country where famous Scythian research was collected and analyzed. Results of this study are as follows: Regarding the basic form, there was no change in the appearance of the Scythian clothes which can be linked to social classes and regional background. But the detailing of the clothes changed. Russian archaeologist Klocko has stated that decorative bands of ancient costume appear to depend on the construction of ancient clothing. I have analyzed the upperjacket of Scythians with the decorative bands based on the research of Klocko. From this analysis could be observed that decorative bands of upperjacket had also been varied depending on their region and their social status. The decoration of the revers of upperjacket differs according to social status. According to their width, trousers were classified in types; in narrow and wide. The basic set up of the narrow-type is as follows: the trouser is divided into voluminous straight forms and leggings in close contact with the legs. The width of a trouser differs according to the social status of Scythians and from the region where they lived. Regional differences could be observed more significantly, than differences resulting from social status.

• Computers and Concrete
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• v.2 no.6
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• pp.423-437
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• 2005

In this study two single-bay, three-storey space frames, one with brick masonry infill in the second and third floors representing a soft-storey frame and the other without infill were designed and their 1:3 scale models were constructed according to non-seismic detailing and the similitude law. The models were excited with an intensity of earthquake motion as specified in the form of response spectrum in Indian seismic code IS 1893-2002 using a shake table. The seismic responses of the soft-storey frame such as fundamental frequency, mode shape, base shear and stiffness were compared with that of the bare frame. It was observed that the presence of open ground floor in the soft-storey infilled frame reduced the natural frequency by 30%. The shear demand in the soft-storey frame was found to be more than two and a half times greater than that in the bare frame. From the mode shape it was found that, the bare frame vibrated in the flexure mode whereas the soft-storey frame vibrated in the shear mode. The frames were tested to failure and the damaged soft-storey frame was retrofitted with concrete jacketing and, subjected to same earthquake motions as the original frames. Pushover analysis was carried out using the software package SAP 2000 to validate the test results. The performance point was obtained for all the frames under study, therefore the frames were found to be adequate for gravity loads and moderate earthquakes. It was concluded that the global nonlinear seismic response of reinforced concrete frames with masonry infill can be adequately simulated using static nonlinear pushover analysis.

• Earthquakes and Structures
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• v.8 no.3
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• pp.761-778
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• 2015

The objective of this paper is to report the result of an experimental program conducted on the strengthening of nonductile RC frames by using external mesh reinforcement and plaster application. The main objective was to test an alternative strengthening technique for reinforced concrete buildings, which could be applied with minimum disturbance to the occupants. Generic specimen is two floors and one bay RC frame in 1/2 scales. The basic aim of tested strengthening techniques is to upgrade strength, ductility and stiffness of the member and/or the structural system. Six specimens, two of which were reference specimens and the remaining four of which had deficient steel detailing and poor concrete quality were strengthened and tested in an experimental program under cyclic loading. The parameters of the experimental study are mesh reinforcement ratio and plaster thickness of the infilled wall. The effects of the mesh reinforced plaster application for strengthening on behavior, strength, stiffness, failure mode and ductility of the specimens were investigated. Premature and unexpected failure mode has been observed at first and second specimens failed due to inadequate plaster thickness. Also third strengthened specimen failed due to inadequate lap splice of the external mesh reinforcement. The last modified specimen behaved satisfactorily with higher ultimate load carrying capacity. Externally reinforced infill wall composites improve seismic behavior by increasing lateral strength, lateral stiffness, and energy dissipation capacity of reinforced concrete buildings, and limit both structural and nonstructural damages caused by earthquakes.