국내 공동주택 전단벽 구조시스템에 적용되는 감쇠장치는 대부분 인방형 형상으로 적용되고 있다. 인방형 감쇠장치는 좌우 전단벽을 연결하여 커플링 효과 및 추가 감쇠효과를 발휘하여 구조물 내진성능을 증대시킨다. 본 연구에서는 인방형 감쇠장치를 소개하고 감쇠장치가 적용된 구조물의 거동특성을 파악하였다. 제안된 감쇠장치는 힌지 및 변단면 형상으로 감쇠효과를 극대화시킨 구조로 유한요소 해석결과와 실험결과가 잘 일치하여 우수한 내진성능을 발휘하는 것으로 나타났으며, 해당 감쇠장치가 적용된 2차원 및 실제 공동주택 구조물을 대상으로 감쇠효과를 검토한 결과, 감쇠장치 커플링 효과로 기존구조물 대비 모든 구조물에서 내진성능 향상을 도모할 수 있었다. 본 연구에서 검토한 실제 구조물에 대해서는 비선형 정적해석 결과, 강도 및 연성능력이 향상되는 것으로 나타났고, 비선형 동적해석 결과, 층간변형각이 15%~18%, 층가속도가 20%~28%, 밑면전단력이 15%~20% 감소하는 결과를 나타냈다.

Void slab is a slab with hollow portions in the center of the slab which reduce a self weight of the slab. The flexural capacity of void slab is almost same with a normal slab, but the shear capacity is reduced according to the increasing of hollow portion. One of the solutions to improve shear capacity is using shear reinforcing bars. In this study, the shear capacity of one-way void slabs is evaluated according to an effective cross section and the capacity of shear reinforcing bars is discussed depending on integration method. As a result, it is shown that the shear capacity tends to be reduced from 0% to 34.5% of hollow rate and slightly increased from 34.5% to 40.0%. And the capacity of integrated shear reinforcing bars are better than the one without integrated shear reinforcing bars.

In this paper, the shear performance of the deep beams with high strength headed reinforcement was evaluated. The experimental parameters are horizontal stiffener and fusing length. The shear span-depth ratio (a/d) of specimens was 1. The development length of headed reinforcement was evaluated to have a great influence on the shear strength of the deep beam.

본 연구에서는 기존의 저자 등에 의해 수행된 유연도법에 근거한 보-기둥 섬유요소에 수치해석적 방법으로부터 전단변형 효과를 고려할 수 있도록 수정된 정식화 방안과 단면에 대한 비탄성 전단응답 이력 구성관계식을 새로이 제안함으로써 전단 및 휨 - 전단파괴 양상을 나타내는 철근콘크리트 보에 대한 합리적인 해석적 방안을 마련하는 것을 목표로 한다. 주요 실험변수들이 전단거동 특성에 미치는 영향을 파 악하기 위하여 모두 종방향 철근의 항복전에 전단파괴가 일어나도록 설계된 총 6개의 철근콘크리트 보 실험체를 검증 대상으로 저자 등에 의 해 새로이 수정된 구성관계식을 적용한 비선형 유한요소해석 프로그램(RCAHEST)을 통한 해석을 수행하였다. 모든 실험체에 대한 파괴모드 와 파괴시까지의 전반적인 거동 특성을 비교적 적절히 예측하고 있음을 확인하였으며 이러한 연구결과들은 향후, 대형화‧복잡화 되어가고 있 는 전체 구조물에 대한 신뢰도 높은 해석을 수행하기 3차원 해석에도 충분히 활용될 수 있을 것으로 기대된다.

This study investigated the SMA effect of high intelligent concrete using the micro plus macro fibers (Nylon, Polypropylene) and SMA under heating actuated by SMA wires. The PP1 specimen the most excellent capacity, ductility among the tested RCB.

The shear strength of damaged reinforced concrete beams using externally post-tensioning steel rods increased by 25∼57% compared to control beam. ACI 318-14 (simpled and detailed approaches) specifications for prestressed concrete beams conservatively predicted the nominal shear strength

When reinforcing an existing reinforced concrete beam-column building with a precast concrete panel, special connection between the PC member and the RC member is required to solve the time dependent deformation of the RC member and to receive the large shear forces. The aim of this study is to obtain the shear strength of upper connection between the existing RC beam-column and infilled PC wall panels in experimentally and theoretically. Thus, the static shear loading tests were conducted on the 6 specimens with the plate connection. Shear failure was resulted from the weakest portion of interior PC panel, exterior RC, and the connection, when the PC portion which located at the center of specimen was pulled upward from the bottom. The experimental result was compared with analytical result from ACI 318M-14 Chapter 17 for the shear strength of post-installed anchor and PCI Handbook 7th edition 6.8 Structural Steel Corbel (PCI Design Handbook 7th edition, 2010) for the strength of cast-in H-beam. The analytical and experimental results show final failure at the same location. The failure loading of experiment showed larger than average 6% to that of the analysis.

This experimental study showed that the shear friction strength that the joint regions of hybrid steel-reinforced concrete beam systems was increased by the dowel bars.

This paper is for to propose the shear strength equation by using results of former researchers like as Lubell et al.(2008) and Kim et al.(2016). Support width was chosen as the variables and experiment was conducted. Proposed equation was estimated accurately and safely rather than Lubell’s proposal.

This study investigated the SMA effect of high intelligent concrete using the micro plus macro fibers (Nylon, Polypropylene) and SMA under heating actuated by SMA wires. The PP1 specimen the most excellent capacity, ductility among the tested RCB.

The shear strength of damaged reinforced concrete beams using externally post-tensioning steel rods increased by 25∼57% compared to control beam. ACI 318-14 (simpled and detailed approaches) specifications for prestressed concrete beams conservatively predicted the nominal shear strength.

When reinforcing an existing reinforced concrete beam-column building with a precast concrete panel, special connection between the PC member and the RC member is required to solve the time dependent deformation of the RC member and to receive the large shear forces. The aim of this study is to obtain the shear strength of upper connection between the existing RC beam-column and infilled PC wall panels in experimentally and theoretically. Thus, the static shear loading tests were conducted on the 6 specimens with the plate connection. Shear failure was resulted from the weakest portion of interior PC panel, exterior RC, and the connection, when the PC portion which located at the center of specimen was pulled upward from the bottom. The experimental result was compared with analytical result from ACI 318M-14 Chapter 17 for the shear strength of post-installed anchor and PCI Handbook 7th edition 6.8 Structural Steel Corbel (PCI Design Handbook 7th edition, 2010) for the strength of cast-in H-beam. The analytical and experimental results show final failure at the same location. The failure loading of experiment showed larger than average 6% to that of the analysis.

Shear capacity of a Textile Reinforced Concrete (TRC) was investigated by an experimental study. Control beam (unstrengthened) and eight beams strengthened with TRC were fabricated to confirm the reinforcing performance in this study. Test variables considered the number, width, spacing of TRC, and reinforcing method accordance with type of attachment. As a results, it was validated that the shear capacity of beams strengthened with TRC in comparison with unstrengthened beam increased from 11.4% to 54.3% according to the amount of TRC. Experimental results indicated an increase in both load carrying and deformation capacities, and also ductility when using multiple layers of textile.

The goal of this experimental works is to evaluate the influence of shear strength according to shear span to depth ratio of RC deep beam with high-strength hooked bars. A total of 3 specimens were constructed and tested in three-point bending up to failure. The test variables included the shear span to depth ratio (0.75, 1.0, 1.25). Specimens had a failure mode of shear fracture. For specimen with shorter shear span to depth ratio, it showed that maximum shear strength was higher and that more brittle behavior occurred.

This paper is about experimental works to evaluate the effects of fiber reinforcement to shear behavior of RC deep beams with high strength hooked bars. It was planned two specimens with different shear span-to-depth ratio. Specimen had three loading points to induce shear failure. From test results, it showed that maximum shear strength of specimen with shorter shear span to depth ratio was higher.

In this study aims at exploring the use of steel frame as an innovative method of improving the seismic performance of link beams. Also, the effect of diagonal reinforcement in link beam is evaluated in comparison to conventional reinforcement.

Shear wall system has been widely used in order to secure the ductility of the shear walls for lateral loads. The purpose of this study was to examine the effect on the shear strength of the coupling beams through the Push Over analysis of shear walls in MIDAS program.

이 연구의 목표는 학교 건물과 같은 저층 보-기둥 철근콘크리트 구조 건물에서 프리캐스트 벽패널을 사용한 새로운 내진보강 방법 을 개발하는데 있다. 1개의 무 보강 보-기둥 실험체와 U형 PC 패널로 보강한 2개의 보강 보-기둥 실험체에 대한 정적 이력 하중실험을 진행하 였다. 앵커 접합부 실험체는 전단 파괴될 것으로 해석되었고 철판 용접 접합부 실험체는 휨 파괴할 것으로 예측되었다. 실험체의 종국 내력은 상부 접합부의 전단 내력과 PC 패널 절곡 부 휨 위험단면에서 휨 내력 중 약한 것으로 결정되었다. 이 실험체에서, 한쪽 RC기둥이 가 하중(미는 실험 하중)을 받아 PC 패널 부재를 밀게 된다면, 다른 쪽 내부 수직부재는 상부 전단 접합부로부터 부 하중(당기는 실험 하중)을 받게 되어있었 다. 가 하중을 받는 2개의 부재는 합성 휨 거동이 지배적이므로 합성단면의 휨 내력이 실험체의 최종 내력을 결정하게 되지만, 이 경우 최종 내 력에 대하여 상부 전단 접합부 강도의 직접적인 영향은 없다고 볼 수 있다. 그러나 부 하중(당기는 하중)을 받는 RC 기둥과 PC 패널 부재는 비 합성 거동이 지배적이고 실험체의 최종 내력은 상부 전단 접합부 전단내력의 크기에서 직접 영향을 받는 것으로 파악되었다. ACI 318M-11 Appendix-D 앵커 전단설계에 기초한 전단내력 그리고 실험에서 얻은 최대하중을 적용하여 마이다스 젠 탄성설계에 의하여 계산한 전단 외력 에 대한 비교 해석결과는 실험결과와 일치하는 해석결과를 보여주었다.

This paper indicated the seismic performance evaluation of coupling beam designed by ACI 318 11 and SFRC(Steel fiber reinforced concrete). In this study, SFRC coupling beam added steel fiber of 1.5 %. Teste results indicated that coupling beam reinforced by SFRC shown outstanding absorb energy capacity and stiffness degradation than concrete coupling beam by bridge effect of steel fiber.