• Journal of Korean Society of Steel Construction
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• v.22 no.2
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• pp.197-208
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• 2010

An under-tension system is frequently employed for large-span structures to reduce the deflection and member size. In this study, a microgenetic algorithm was used to find the optimum cross-section of truss structures with an undertension cable under transverse loading. Maximum deflection, allowable stress, and buckling were considered constraints. The proposed approach was verified using a 10-bar truss sample that shows good agreement with the previous results. In the numerical results, minimum-weight design of the under-tension structure was performed for various magnitudes of pretension.

• Transactions of the Korean Society of Mechanical Engineers
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• v.8 no.3
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• pp.224-231
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• 1984

Having found by means of a tension-shear test an optimal spot welding condition under which the maximum weld strength is to be brought forth, this study made an examination of behavior of fracture concerned with behavior of stress distribution, observed around the nugget periphery of the specimens prepared under the optimal conditions, with one point spot welded mild steel sheets. The resultant findings are as follows: (1)There remarkably exists an optimal spot welding condition to indicate the maximum weld strength, and fracture of the specimens spot welded under that condition occurs outside the nugget boundary. (2)An experiment on the basis of a photoelastic model reveals that the maximum stress is distributed along the center line of the steel plate width but occurs on the region corresponding to heat affected zone of spot welds. (3)Heat affected zone of spot welds consists of coarse grains with considerably low micro Vickers hardness value and of fine grains of high micro Vickers hardness value, and in this unbalanced structure weak region are represented in coarse grain region, where fracture is initiated and continues its propagation.

• Korean Journal of Materials Research
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• v.7 no.5
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• pp.417-422
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• 1997

본 연구에서는 LPCVD, PECVD, ECR plasma CVD방법을 이용하여 x선 노광 공정용 마스크의 투과막재료로써의 실리콘질화막의 증착과 그의 물성에 관하여 실험하였다. X선 노광 마스크용 투과막의 재질로써 요구되는 적정인장응력에 가지는 증착조건으로 실리콘질화막을 1$\mu\textrm{m}$정도의 두께로 증착하였으며 이 조건에서의 물성을 SIMS, XPS, ESR, AFM, spectrophoto-metry를 이용하여 비교 분석하였다. ECR plasma CVD방법으로 얻은 실리콘 질화막은 화학양론적 조성(Si/N=0.75)에 근접하는 막을 얻을 수 있었으며 표면 평활도와 가시광투과도가 가장 우수한 결과를 얻었다. 저온 증착법인 PECVD로 얻은 막은 Si/N비가 약 0.86정도이고 산소와 수소의 불순물함량이 가장 높게 나타났다. SiH$_{2}$CI$_{2}$를 이용한 LPCVD막의 경우는 Si-rich조성을 가지지만 수소 불순물의 함량이 가장 작게 나타났고 표면거칠기는 가장 나쁘게 나타났다. 그러나 위의 방법으로 얻은 실리콘 질화막의 최대 가시광투과도는 633nm파장에서 모두 90%이상의 값을 나타내었고, 또한 표면 평활도도 0.64-2.6nm(rms)로 현재 연구되고 있는 다른 X선 투과막재료보다 월등히 우수한 결과를 보였다.

• Journal of the Korea Academia-Industrial cooperation Society
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• v.8 no.6
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• pp.1537-1542
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• 2007

In this study, based on a I-roll embedded steel composite deck, it is suggested a new type of simplified composite deck and analyzed under construction loading. Using ABAQUS, it's estimated effects of welding amount of steel plate and I-section, existence of a hole of I-section's flange, and a location of hole. For a reasonable verification of modeling, compare Euler-Beam theory with F.E.M models. In result, it is verified that change of welding amount increase more maximum bending tension stresses at the central part's section of span when elements are partial-welded. Also, verify that deflection is slightly increased when a hole existed compared with no hole.

• Journal of Sensor Science and Technology
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• v.2 no.1
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• pp.11-17
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• 1993

We have constructed an acceleration sensor which is based on the maximum magnetic induction changes of amorphous wire as a measurand. The frequency bandwith of the constructed sensor depends on the mass of a sensing element. For $Co_{72.5}Si_{12.5}B_{15}$ amorphous wire, the bandwith is DC-700 Hz for $1{\times}10^{-3}kg$ sensing element and DC-200 Hz for $5{\times}10^{-3}kg$. The linearity of the acceleration sensor was less than 1% within the acceleration of 5 g.

• Journal of the Korean Geosynthetics Society
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• v.8 no.3
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• pp.9-16
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• 2009

In generally, ground surface strengthening such as using geotextile is needed to secure trafficability of construction equipment. Several calculation methods for bearing capacity for very soft ground improved by geotextile have been proposed already but they are not established yet. In this paper, elastoplastic finite element analysis is carried out to estimate bearing capacity improvement for very soft ground reinforced by geotextile. In conclusion, by reinforcing with geotextile the bearing capacity improvement of very soft ground is increased with the increase of the settlement after yielding. And it is enough that the length of geotextile is about 3~4 times of the loaded width for the effect to the bearing capacity improvement. Finally, the biggest tensile force of geotextile occurs at an edge of the uniform load.

• Journal of the Korea Concrete Institute
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• v.17 no.1 s.85
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• pp.43-49
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• 2005

In the concrete structures, the magnitude and distribution of the temperature due to the heat of hydration are related to the thermal properties of each component composed of the concrete, the initial temperature, the type of formwork, and the ambient temperature of exposed surfaces. Even though the reinforcing steel bar has completely different thermal properties, it has been excluded. In the thermal analysis on the concrete structures. In this study, finite element analysis was performed on the concrete structures including the reinforcing steel in order to investigate their effect on temperature and stress distribution due to the heat of hydration. As the steel ratio increased, the maximum temperature and the internal-external temperature difference decreased by 32.5% and 10%, respectively. It is clear that the inclusion of reinforcing steel bars on the heat of hydration analysis is indispensable to obtain realistic solutions for the prediction of the maximum temperature and stresses

• KSCE Journal of Civil and Environmental Engineering Research
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• v.14 no.3
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• pp.391-402
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• 1994

One of the most important design concept for reinforced concrete structures is to achieve a ductile failure mode, and also moment redistribution for economic design is possible in case that adequate ductility is provided. Flexural ductility index is, therefore, used as a reference for possibility of moment redistribution as well as for prediction of flexural behavior of designed R.C. structures. Ductility index equations, however, provide approximate values due to the linear concrete compressive stress assumption at the tension steel yielding state. Theoretically more exact ductility index is calculated by a numerical analysis with the realistic stress-strain curves for concrete and steel to be compared with the result from tire ductility index equations. Variation of ductility index for the selected variables and the reasonable maximum tension steel ratio for doubly reinforced section are investigated. A moment-curvature curve model is also proposed for future research on moment redistribution.

• Journal of the Korea institute for structural maintenance and inspection
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• v.14 no.6
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• pp.142-152
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• 2010

In this study, eleven reinforced concrete beams, without stirrup, using high ductile fiber-reinforced mortar with ground granulated blast furnace slag(SHF Series, SHFSC Series) and standard specimens without or with stirrup(SSS, BSS) were constructed and tested under monotonic loading. Experimental programs were carried out to improve and evaluate the shear performance of such test specimens, such as the load-displacement, the failure mode, the maximum strength, and shear strength. All the specimens were modeled in scale-down size. Test results showed that test specimens(SHF Series, SHFSC Series) was increased respectively the shear strength carrying capacity by 26%, 20% and the ductility capacity by 5.27, 5.75 times in comparison with the standard specimen without stirrup(SSS). And the specimens(SHF Series, SHFSC Series) showed enough ductile behavior and stable flexural failure.

• KSCE Journal of Civil and Environmental Engineering Research
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• v.28 no.2A
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• pp.289-295
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• 2008

The purpose of this study was to examine the flexural behavior of reinforced concrete beams strengthened with CFRP strips. A total of 12 rectangular beams were tested. Test variables in this study were the shapes, bonded length and the number of longitudinal layers of CFRP strips. From the experimental study, flexural capacity of the beams strengthened with CFRP strips significantly increased compared to the reinforced concrete beam without a CFRP strip. Maximum increase of ultimate strength was found about 120% more than the control beam. In this test, most of the strengthened beams failed suddenly due to the debonding of CFRP strips. It is also observed that the debonding of the strip was initiated in the flexural zone of the beam and propagated rapidly to the end of the beam. The ultimate tensile strains of CFRP strips in this test were occurred at the level of 36% of rupture tensile strength of the CFRP strip, and an analytical approach to compute the flexural strength of reinforced beams strengthened with CFRP strips based on the effective stresses was conducted.