• Proceedings of the KIEE Conference
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• 1995.11a
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• pp.342-344
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• 1995

Using piezoresistive effects of single-crystal and poly-crystalline silicon, pressure sensors of the same pattern were fabricated for comparison of temperature characteristics. Optimum size and aspect ratio of rectangular sensor diaphragm were calculated by FEM. For polsilicon pressure sensor, polysilicon resistors of Wheatstone bridge were deposited by LPCVD to be used in a wide' temperature range. Polysilicon pressure sensors showed more stable temperature characteristics than single-crysta1 silicon in the range of $-20\sim125[^{\circ}C]$. To get low TCO (Temperature Coefficient of Offset), below $\pm$3 [${\mu}V/V/^{\circ}C$], it is needed for each TCR of piezoresistors to have a deviation within $\pm25[ppm/^{\circ}C]$ less than $\pm500[ppm/^{\circ}C]$ of resistors for polysilicon pressure sensor can result in low TCS(Temperature Coefficient of Sensitivity) of -0.1[%FS/$^{\circ}C$].

• Proceedings of the KIPE Conference
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• 2003.07b
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• pp.616-620
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• 2003

액정 디스플레이의 백라이트에 사용되는 냉음극 방전램프(CCFL: Cold Cathode Fluorescent Lamp) 구동 인버터의 설계함에 있어 압전 변압기(Piezoelectric Transformer)를 사용하였으며, 파라미터 선정 및 최적화를 하여 실험을 통해 검증하였다. 적용한 압전 인버터로는 푸시-풀(Push-pull)과 하프-브리지(Half-bridge) 회로이며, 휘도 제어기법으로는 아날로그(Analog)와 버스트(Burst) 방법을 사용하였다. 푸시-풀 인버터의 경우 아날로그 제어방식으로 제어전압 2.5-4.5V에서 출력전류 1-6mA(최소)로 휘도 0-100$\%$ 특성을 보였다. 입출력 효율로 18.6(최소)-90.3(최대)$\%$를 얻었으며, 버스트 제어방식에서는 듀티비 50-5$\%$에서 1-6mA의 제어 성능을 보였다. 인버터의 입출력 효율은 13.6(최소)-82.1(최대)$\%$를 얻었다.

• Proceedings of the KIPE Conference
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• 2003.11a
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• pp.197-201
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• 2003

액정 디스플레이의 백라이트에 사용되는 냉음극 방전램프(CCFL: Cold Cathode Fluorescent Lamp) 구동 인버터의 설계함에 있어 압전 변압기(Piezoelectric Transformer)를 사용하였으며, 파라미터 선정 및 최적화를 하여 실험을 통해 검증하였다. 적용한 압전 인버터로는 푸시-풀(Push-pull)과 하프-브리지(Half-bridge) 회로이며, 휘도 제어기법으로는 아날로그(Analog)와 버스트(Burst) 방법을 사용하였다. 푸시-풀 인버터의 경우 아날로그 제어방식으로 제어전압 2.5-4.5V에서 출력전류 1-6mA(최소)로 휘도 $0-100\%$ 특성을 보였다. 입출력 효율로 18.6(최소)-90.3(최대)$\%$를 얻었으며, 버스트 제어방식에서는 듀티비 $5-50\%$에서 1-6mA의 제어성능을 보였다. 인버터의 입출력 효율은 13.6(최소)-82.1(최대)$\%$를 얻었다.

• Proceedings of the Korea Concrete Institute Conference
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• 1998.10b
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• pp.603-608
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• 1998

This study was performed to examine the effect of time dependent properties on RC columns in subway structures subjected to high filled soil layer. By using Program TCC which is a modified version of CPF for the present purpose, a typical column in subway structure was analyzed. Four different model equations for predicted time dependent concrete properties(ACI, CEB-FIP, Bazant & Panula and Korea Bridge Specification) was employed, and the results were compared. It was found that a relevant creep coefficient is recommended to be 1.0 for designing columns in subway structure, and the sol filling work would be performed at least 3 months later after the concrete casting in order to ensure durability by reducing the negative effect of concrete time dependent properties.

• Proceedings of the KSR Conference
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• 2006.11b
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• pp.359-364
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• 2006

경부고속철도 교량은 대부분 콘크리트교량으로 2@40m와 3@25m의 박스거더교량의 대표적인 형식이다. 일부구간에서 단경간 또는 2경간 연속 50 m 2주형을 갖는 강합성교량이 건설되었다. 연행하는 차륜이 반복해서 통과하는 철도교량은 주기적인 동적하중에 의하여 공진이 발생할 수 있으며, 특히 고속전철이 통과하는 교량은 저속차량이 통과하는 일반철도보다 공진의 발생가능성이 클 뿐 아니라 고속으로 주행하는 열차의 주행안정성 확보를 위해서 엄격한 제한조건을 만족시켜야 하는 엄밀한 동적설계 조건을 갖게 된다. 그러한 조건 중에서 가속도의 제한 규정은 UIC에서 제안된 기준치로서 도상을 갖는 경우에 0.35g이하를 만족시키도록 요구하고 있다. 현재 KTX가 주행하는 교량에서는 일부구간 및 시점에서 규정치를 초과하는 값을 보이고 있는 것으로 계측되었으며, 그 원인 및 대책마련을 위한 연구를 수행하고 있다. 본 연구에서는 그러한 과도한 가속도의 원인 규명을 위한 각종 매개변수 연구와 그 해결책 마련을 위한 연구를 수행하였으며, 경제적이면서도 효과적인 진동저감 방안을 제시하고 있다.

• Proceedings of the KIPE Conference
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• 2007.07a
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• pp.286-288
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• 2007

The proposed method offers an improved control method for high power density AC/DC adapter by using more energy efficient electrical equipments. Power factor corrector (PFC) topology is based on boost topology with boundary conduction mode (BCM). DC/DC topology is based on half-bridge topology with newly introduced off-time control method, which helps to reduce size of the semiconductor and the magnetic devices. Test results with 85W AC/DC adapter (18.5V/4.6A) design shows that the measured efficiency is 90% with power density of $36W/in^3$. It also show low no load power consumption of about 0.5W.

• Proceedings of the Earthquake Engineering Society of Korea Conference
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• 2003.03a
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• pp.104-408
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• 2003

케이블 장대 교량의 해석에 있어서 기하적인 비선형만을 고려한 해석이 보편적이었다. 하지만 이 연구에서는 내진 해석시 케이블지지 교량이 비탄성적으로 거동 할 수 있기 때문에, 기하적인 비선형 이외에 재료적인 비선형을 고려할 필요가 있음을 보이고자 한다. 극한 하중 상태를 모사하기 위하여 사하중에 하중계수를 곱하여 하중을 증가시켜 중력방향으로 하중을 가하였고, 지진에 대한 하중 상태를 모사하기 위하여 교축방향의 지진 하중에 대한 등가의 등분포 하중과 이의 0.3배에 해당하는 수직 방향 하중을 동시에 가하였다. 이러한 해석을 통하여 자중의 2배 이상의 하중이 가해지면 거더가 비탄성적으로 거동 할 수 있고, 또한 교축 방향과 수직 방향의 설계지진하중을 고려할 경우 수평방향의 구속이 모두 풀리면 주탑이 비탄성적으로 거동 할 수 있음을 알 수 있다. 따라서 케이블지지 교량의 지진 해석시 특정한 경우에 있어서는 비탄성 거동을 고려해야 할 필요가 있을 것으로 보인다.

• The Journal of Advanced Prosthodontics
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• v.13 no.4
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• pp.191-204
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• 2021

PURPOSE. The purpose of this study is to present a methodology to evaluate the accuracy of intraoral scanners (IOS) used in vivo. MATERIALS AND METHODS. A specific feature-based gauge was designed, manufactured, and measured in a coordinate measuring machine (CMM), obtaining reference distances and angles. Then, 10 scans were taken by an IOS with the gauge in the patient's mouth and from the obtained stereolithography (STL) files, a total of 40 distances and 150 angles were measured and compared with the gauge's reference values. In order to provide a comparison, there were defined distance and angle groups in accordance with the increasing scanning area: from a short span area to a complete-arch scanning extension. Data was analyzed using software for statistical analysis. RESULTS. Deviations in measured distances showed that accuracy worsened as the scanning area increased: trueness varied from 0.018 ± 0.021 mm in a distance equivalent to the space spanning a four-unit bridge to 0.106 ± 0.08 mm in a space equivalent to a complete arch. Precision ranged from 0.015 ± 0.03 mm to 0.077 ± 0.073 mm in the same two areas. When analyzing angles, deviations did not show such a worsening pattern. In addition, deviations in angle measurement values were low and there were no calculated significant differences among angle groups. CONCLUSION. Currently, there is no standardized procedure to assess the accuracy of IOS in vivo, and the results show that the proposed methodology can contribute to this purpose. The deviations measured in the study show a worsening accuracy when increasing the length of the scanning area.

• Journal of Periodontal and Implant Science
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• v.52 no.6
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• pp.496-508
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• 2022

Purpose: This study aimed to compare the long-term survival rate and peri-implant marginal bone loss between different types of dental implant-abutment connections. Methods: Implants with external or internal abutment connections, which were fitted at Gangneung-Wonju National University Dental Hospital from November 2011 to December 2015 and followed up for >5 years, were retrospectively investigated. Cumulative survival rates were evaluated for >5 years, and peri-implant marginal bone loss was evaluated at 1- and 5-year follow-up examinations after functional loading. Results: The 8-year cumulative survival rates were 93.3% and 90.7% in the external and internal connection types, respectively (P=0.353). The mean values of marginal bone loss were 1.23 mm (external) and 0.72 mm (internal) (P<0.001) after 1 year of loading, and 1.20 mm and 1.00 mm for external and internal abutment connections, respectively (P=0.137) after 5 years. Implant length (longer, P=0.018), smoking status (heavy, P=0.001), and prosthetic type (bridge, P=0.004) were associated with significantly greater marginal bone loss, and the use of screw-cement-retained prosthesis was significantly associated (P=0.027) with less marginal bone loss. Conclusions: There was no significant difference in the cumulative survival rate between implants with external and internal abutment connections. After 1 year of loading, marginal bone loss was greater around the implants with an external abutment connection. However, no significant difference between the external and internal connection groups was found after 5 years. Both types of abutment connections are viable treatment options for the reconstruction of partially edentulous ridges.

• Geomechanics and Engineering
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• v.31 no.6
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• pp.573-582
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• 2022

The geometry of the gravity-type anchorage changes depends on various factors such as the installation location, ground type, and relationship with the upper structure. In particular, the anchorage geometry embedded in the ground is an important design factor because it affects the pull-out resistance of the anchorage. This study examined the effect of four parameters, related to anchorage geometry and embedded ground conditions, on the pull-out resistance in the gravity-type anchorage through two-dimensional finite element analysis, and presented a guide for major design variables. The four parameters include the 1) flight length of the stepped anchorage (m), 2) flight height of the stepped anchorage (n), 3) the anchorage heel height (b), and 4) the thickness of the soil (e). It was found that as the values of m increased and the values of n decreased, the pull-out resistance of the gravity-type anchorage increased. This trend is related to the size of the contact surface between the anchorage and the rock, and it was confirmed that the value of n, which has the largest change rate of the contact surface between the anchorage and the rock, has the greatest effect on the pull-out resistance of the anchorage. Additionally, the most effective design was achieved when the ratio of the step to the bottom of the anchorage (m) was greater than 0.7, and m was found to be an important factor in the pull-out resistance behavior of the anchorage.