• 한국통신학회논문지
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• 제27권2A호
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• pp.116-123
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• 2002

자켓 행렬(Jacket matrix)은 왈쉬 하다마드(Walsh Hadamard) 행렬 구조를 바탕으로 확장한 행렬이다. 왈쉬 하다마드 행렬이 +1, -1을 기본 원소로 하고 있는 반면 자켓 행렬은 $\pm$1과 $\pm$$\omega$($\pm$j, $\pm$$_2$$^{n}$ )를 각각 원소로 가질 수 있다. 이 행렬은 중앙 부근에 무게(weight)를 갖는데, 하다마드 행렬 크기의 1/4 크기로 부호 부분과 무게 부분으로 구성된다. 본 논문에서는 기존에 행렬 중앙에 강제적으로 무게를 할당하여 자켓 행렬을 구성하였으나, 어떠한 크기의 행렬도 크기와 무게만 정해주면 생성해낼 수 있는 이진 인덱스를 이용한 간단한 비트열 형태의 일반식이 제시된다. 무게는 행과 열의 이진 인덱스의 최상위 두 비트를 Exclusive-OR 연산한 결과가 1인 원소에 부여된다. 또한 분산연산(Distributed Arithmetic:DA) 알고리즘을 이용한 고속자켓변환(Fast Jacket Transform)의 VLSI 구조를 제시한다. 자켓 행렬은 cyclic한 특성을 가지고 있어서 암호화, 정보 이론 및 WCDMA의 복소수 확산 QPSK 변조부에 응용될 수 있다.

• 콘크리트학회논문집
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• 제26권6호
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• pp.695-705
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• 2014

지진구역에 적용하기 위한 연성 강봉을 사용한 프리캐스트 콘크리트 (PC) 보-기둥 접합부를 제안한다. 기존의 DDC 시스템을 활용한 보-기둥 접합부, 파괴모드를 고려해 설계된 두 개의 PC 실험체, 그리고 일체형 RC 실험체가 내진성능를 위해 반복하중 하에서 실험하였다. 실험체는 현행 기준을 만족하도록 설계되었다. 변수는 PC 보 주철근의 항복강도이다. 실험결과 제안된 시스템은 내진기준을 만족하는 것으로 나타났다. 제안된 보-기둥 접합부의 변형능력과 에너지소산 능력은 기존의 DDC 시스템보다 우수한 것으로 나타났다.

• 한국지진공학회논문집
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• 제27권3호
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• pp.129-137
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• 2023

This study presents a dry precast concrete (PC) beam-column connection, and its target seismic performance level is set to be emulative to the reinforced concrete (RC) intermediate moment resisting frame system specified in ACI 318 and ASCE 7. The key features include self-sustaining ability during construction with the dry mechanical splicing method, enabling emulative connection performances and better constructability. Test specimens with code-compliant seismic details were fabricated and tested under reversed cyclic loading, which included a PC beam-column connection specimen with dry connections and an RC control specimen. The test results showed that all the specimens failed in a similar failure mode due to plastic deformations in beam members, while the hysteretic response curve of the PC specimen showed comparable and emulative performances compared to the RC specimen. Seismic performance evaluation was quantitatively addressed, and on this basis, it confirmed that the presented system can fully satisfy all the required performance for the intermediate RC moment resisting frame.

• 한국건설관리학회논문집
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• 제25권2호
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• pp.36-44
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• 2024

본 논문에서는 합성곱신경망과 ROI기법을 이용한 콘크리트 균열 분석에 관해 소개한다. 콘크리트 표면, 빔과 같은 구조물은 피로 응력, 주기 부하에 노출되며, 이는 일반적으로 구조물의 표면에서 미세한 수준에서 시작되는 균열을 야기한다. 구조물의 균열은 안정성을 저하시키고 구조물의 견고함을 감소시킨다. 조기 발견을 통해 손상 및 고장 가능성을 방지하기 위한 예방 조치를 취할 수 있다. 일반적으로 수동 검사 결과는 품질이 좋지 않고, 대규모 기반 시설의 경우 접근이 어려우며, 균열을 정확하게 감지하기 어렵다. 이러한 수동검사의 자동화는 기존 방식의 한계를 해결할 수 있기 때문에 컴퓨터 비전 기반의 연구들이 수행되었다. 하지만 다양한 유형의 균열이나, 열화상 카메라 등을 이용한 연구들은 부족한 상태이다. 따라서 본 연에서는 콘크리트 벽의 균열을 자동으로 감지하는 방법론을 개발하여 제시하며, 다음과 같은 연구 내용을 목표로 한다. 첫째, 균열 감지 이미지 기반 분석의 주요 장점인 이미지 처리 기술을 사용하여 기존의 수동 방법과 비교하여 정확도가 향상된 결과 및 정보를 제공한다. 둘째, 강화된 Sobel edge segmentation 기술 및 ROI 기법 기반의 알고리즘을 개발하여 비파괴 시험을 위한 자동 균열 감지 기술을 구현한다.

• Earthquakes and Structures
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• 제4권4호
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• pp.429-449
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• 2013

Current Design Codes for Reinforced Concrete (RC) interior beam-column joints are based on limited experimental studies on the seismic behavior of eccentric joints. To supplement existing information, an experimental study was conducted that focused on the effect of eccentricity of the deeper beams with respect to the shallow beams. A total of eight one-third scale interior joints with beams of different depths were subjected to reverse cyclic loading. The primary variables in the test specimens were the amount of joint transverse reinforcement and the cross section of the shallow beams. The overall performance of each test assembly was found to be unsatisfactory in terms of joint shear strength, stiffness, energy dissipation and shear deformation. The results indicated that the vertical eccentricity of spandrel beams in this type of joint led to lower capacity in joint shear strength and severe damage of concrete in the joint core. Increasing the joint shear reinforcement was not effective to alter the failure mode from joint shear failure to beam yielding which is favorable for earthquake resistance design, whereas it was effective to reduce the crack width at the small loading stages. Based on the observed behavior, the shear stress of the joint core was suggested to be kept as low as possible for a safe and practical design of this type of joint.

• 한국공간구조학회논문집
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• 제16권3호
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• pp.99-106
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• 2016

The proposed hybrid damper installs at a coupling beam and consists of a high-damping rubber (HDR) and steel pin. The proposed hybrid damper adopted a pin-lock system acts as a viscoelastic damper under wind load (small displacement) while it behaves as a hysteretic damper under earthquake load (large displacement). In this paper, the pin-lock mechanism and structural performance of the proposed hybrid damper is evaluated through experiment. Experiments were carried out with the variables which displacement, loading frequency and steel pin quantities were used. Test results showed that the pin-lock mechanism and the performance of the hybrid damper under a large displacement were verified. Also equivalent damping ratios of HDR were increasing at a small displacement as displacement amplitudes were increasing. However HDR did not depend on frequency.

• Steel and Composite Structures
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• 제18권4호
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• pp.925-946
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• 2015

This paper presents a new cost-effective hybrid GFRP-Concrete deck system that the GFRP panel serves as both tensile reinforcement and stay-in-place form. In order to understand the fatigue behavior of such hybrid deck, fatigue test on a full-scale specimen under sagging moment was conducted, and a series of static tests were also carried out after certain repeated loading cycles. The fatigue test results indicated that such hybrid deck has a good fatigue performance even after 3.1 million repeated loading cycles. A three-dimensional finite element model of the hybrid deck was established based on experimental work. The results from finite element analyses are in good agreement with those from the tests. In addition, flexural fatigue analysis considering the reduction in flexural stiffness and modulus under cyclic loading was carried out. The predicted flexural strength agreed well with the analytical strength from finite element simulation, and the calculated fatigue failure cycle was consistent with the result based on related S-N curve and finite element analyses. However, the flexural fatigue analytical results tended to be conservative compared to the tested results in safety side. The presented overall investigation may provide reference for the design and construction of such hybrid deck system.

• International Journal of Concrete Structures and Materials
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• 제18권2E호
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• pp.79-87
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• 2006

The main objective of this research is to examine the behavior of high-strength concrete(HSC) columns. Eight test columns in one-third scale were tested under the conditions of cyclic lateral force and a constant axial load equal to 30% of the column axial load capacity. The $200{\times}200mm$ square columns were reinforced with eight DB bars constituting a longitudinal steel ratio of 2.54% of the column cross-sectional area. The main experimental parameters were volumetric ratio of transverse reinforcement(${\rho}_s$=1.58, 2.25 percent), tie configuration(Type H, Type C, Type D) and tie yield strength($f_{yh}$=548.8 and 779.1 MPa). It was found that the hysteretic behaviour and ultimate deformability of HSC columns were influenced by the amount and details of transverse reinforcement in the potential plastic hinge regions. Columns of transverse reinforcement in the amount 42 percent higher than that required by seismic provisions of ACI 318-02 showed ductile behavior. At 30% of the axial load capacity, it is recommended that the yield strength of transverse reinforcement be held equal to or below 548.8 MPa. Correlations between the calculated damage index and the damage progress are proposed.

• Steel and Composite Structures
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• 제14권2호
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• pp.133-153
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• 2013

The concrete-filled steel tube (CFT) columns have several benefits of high load-bearing capacity, inherent ductility and toughness because of the confinement effect of the steel tube on concrete and the restraining effect of the concrete on local buckling of steel tube. However, the experimental research into the behavior of square CFT columns consisting of high-strength steel and high-strength concrete is limited. Six full scale CFT specimens were tested under flexural moment. The CFT columns consisted of high-strength steel tubes ($f_y$ = 325 MPa, 555 MPa, 900 MPa) and high-strength concrete ($f_{ck}$ = 80 MPa and 120 MPa). The ultimate capacity of high strength square CFT columns was compared with AISC-LRFD design code. Also, this study was focused on investigating the effect of high-strength materials on the structural behavior and the mathematical models of the steel tube and concrete. Nonlinear fiber element analyses were conducted based on the material model considering the cyclic bending behavior of high-strength CFT members. The results obtained from the numerical analyses were compared with the experimental results. It was found that the numerical analysis results agree well with the experimental results.

• Geomechanics and Engineering
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• 제14권5호
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• pp.459-466
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• 2018

By conducting uniaxial loading cycle tests on the coal rock with outburst proneness, the dilatation characteristics at different loading rates were investigated. Under uniaxial loading and unloading, the lateral deformation of coal rock increased obviously before failure, leading to coal dilatation. Moreover, the post-unloading recovery of the lateral deformation was rather small, suggesting the onset of an accelerated failure. As the loading rate increased further, the ratio of the stress at the dilatation critical point to peak-intensity increased gradually, and the pre-peak volumetric deformation decreased with more severe post-peak damage. Based on the laboratory test results, the lateral deformation of the coals at different depths in the #1302 isolated coal pillars, Yangcheng Coal Mine, was monitored using wall rock displacement meter. The field monitoring result indicates that the coal lateral displacement went through various distinct stages: the lateral displacement of the coals at the depth of 2-6 m went through an "initial increase-stabilize-step up-plateau" series. When the coal wall of the working face was 24-18 m away from the measuring point, the coals in this region entered the accelerated failure stage; as the working face continued advancing, the lateral displacement of the coals at the depth over 6 m increased steadily, i.e., the coals in this region were in the stable failure stage.