Recently, the use of transfer slab system has increased greatly. However, several construction problems are being encountered owing to its excessive thickness. Therefore, in this study, a transfer slab system that uses a reverse drop panel, which can utilize the facility space of the pit floor by reducing the transfer slab thickness, was considered. To investigate the shear behavior of transfer slab system that uses the reverse drop panel, the two-way shear strength of transfer slab-column connection with the reverse drop panel was analyzed using nonlinear FE analysis. In addition, the two-way shear strength evaluations of transfer slab with the reverse drop panel conducted using the existing evaluation methods were verified by comparing the strengths predicted by those methods with the results of nonlinear FE analysis.

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. T he 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.

An experimental study was carried out to evaluate the punching shear performance of H-steel column + RC slab system for vertical load. Three specimens were constructed for interior column-slab system. All specimens were the same configuration and material properties except for columns such as RC column+flat plate slab and H-Steel column+flat plate slab. From the test results structural characteristics (maximum proof stress, maximum displacement, deformation capabilities and so on) are obtained and evaluated.

강-콘크리트 합성구조의 성능을 확보하기 위해서는 전단연결재가 설치된 전단연결부에 대한 전단강도 분석이 필수적이다. 전단연결부의 전단거동을 효율적으로 예측하기 위하여, 전단연결부의 push-out test에 대한 유한요소해석을 수행하였다. 유한요소해석에는 범용 프로그램인 ABAQUS가 사용되었으며, 대상 실험체는 Y형 전단연결재가 적용된 강-콘크리트 전단연 결부이다. 유한요소해석에서는 대상 실험체를 구성하는 재료들의 비선형성을 고려하였고, 비선형해석의 수렴문제를 해결하기 위하여 준정적해석을 사용하였다. 본 연구에서 수행된 유한요소해석 결과를 바탕으로 하중-변위곡선과 전단강도를 기존 실험결과와 비교한 결과, 준정적해석을 이용한 유한요소모델은 기존 실험결과를 잘 반영하는 것을 확인하였다.

Recently, since stainless steels have important properties such as superior durability, fire resistance and corrosion resistance, they are widely used as non-structural element as well as structural element in building construction. In this study, experimental studies have been performed to investigate the structural behaviors such as ultimate strength and fracture mode of double shear two-bolted connection and four-bolted connection with austenitic stainless steel(STS304) and varied end distance. In case of two-bolted connection, all of specimens showed block shear fracture. And four-bolted connection failed by block shear fracture or net section fracture at test end.

In this paper, block shear fracture behavior in base metal of fillet-welded connection fabricated with duplex stainless steel (STS329FLD) were investigated through experimental procedures. Main variables are weld lengths in the longitudinal and the transverse directions of applied force. As a result, test specimens failed by typical block shear facture (the combination of tensile fracture and shear-out fracture) in base metal not weld metal. Ultimate strength of the specimens tended to get higher with the increase of the weld lengths.

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.

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 study is to investigate the ultimate strength and curling influence of single shear two bolted connection with 7075-T6 aluminum alloys. The validation of element analysis was verified through the comparison between test result and finite element analysis prediction and strength reduction rate by curling was estimated quantitatively. Moreover, additional parametric analysis with extended variables was conducted and the conditions of curling occurrence according to end distance and edge distance were proposed.

This study investigates the ultimate strength and curling influence in single shear bolted connection with 7075-T6 aluminum alloys using numerical approach. The applicability of finite element analysis was validated through the comparison between existing test results and numerical predictions. Curling was observed in some specimens with a relatively long end distance and reduced the ultimate strength of bolted connection. Strength reduction ratio by curling was estimated quantitatively and it is known that curling caused the strength reduction by maximum 21%.

This study investigates the ultimate strength and curling influence in single shear bolted connection with aluminum alloys(6061-T6) using finite element analysis. The applicability of numerical modeling was validated through the comparison of existing test results. Main variables are end distance and edge distance. Strength reduction ratio by curling was estimated quantatively and it is known that the curling reduced the ultimate strength by maximum 26%.

In this paper, the RC column-based joint connection part carry out loading test by reinforced hollow or extended Base Plate in order to confirm that RC joint punching shear reinforcement effect of applying the Base Plate. Base Plate thickness, extension length, size, and type as the variable, Base Plate suitable for the stress distribution and shape and dimensions confirmed through experiment and then reinforcing effect was analyzed. Experimentally, vertical load transmitted to the Base Plate from column to foundation is effective to stress distribution and then, type of hollow reinforcement more efficient than a closed. Through experiment, improve performance and ductility due to reinforcement and relative to the thickness of the existing foundation reduced even showed better performance than the existing. The behavior of the reinforced specimens be able to induce from brittle to ductile. Experiment on loading to destroy performed the pattern of cracks, destruction aspect before and after reinforcement.

This paper reports the result of fourteen push-off tests to understand shear transfer between UHPC and normal concrete. To recommend a reliable shear transfer formula for the design of composite section of UHPC and normal concrete, the test results are compared to available shear transfer formulas for UHPC and normal concrete.

In this study, an experimental study to investigate the shear friction behavior of the SC Wall to RC slab connection was carried out. The maximum shear friction capacity and failure mode were examined, and the results were also compared with theoretical value. Finally, the results are to be used for the basic reference of the design guideline(draft) for the RC-SC connection.

복합 병렬 전단벽(Coupled shear walls)은 커플링 보와 철근콘크리트 벽체로 구성되어 바람이나 지진 등의 횡하중으로부터 유발된 전도모멘트의 상당 부분을 철골 연결보의 커플링 작용에 의하여 골조 작용(Frame action)을 의하여 횡력에 효율적으로 저항하게 된다. 본 연구에서는 접합부 상세에 따른 복합병렬 전단벽의 접합부 강도에 대한 규준식을 정립하기 위한 선행연구로서 병렬 전단벽 접합부에서 커플링 보의 매립길이 및 벽체 두께를 주변수로 실험적 연구를 수행하여 접합부 상세에 따른 복합 병렬 전단벽 시스템의 거동특성을 규명하고자 하였다. 본 실험결과, 실험체의 거동 및 내력은 매립길이 및 접합부 상세에 많은 영향을 받는 것으로 나타났으며 향후 설계시 이에 대한 영향을 반영해야 할 것으로 판단된다.

The objective of this study is to investigate the behavior and strain characteristics of steel coupling beam-wall connection. Test variable of this study is embedment length of steel coupling beam in the embedment region. The results showed that Specimens PSH2C-ST and PSH2C-ST experienced bearing failure, based on the observation of strain of concrete in the embedment region.

The objective of this study is to investigate the seismic performance of hybrid coupled shear wall connection with new toughness material, pseudo strain hardening cementitious composites (PSH2C). Test variable of this study is the embedment length of steel coupling in connection region. The results showed that Specimen PSH2C-ST with longer embedment length of steel coupling beam exhibits good seismic performance than Specimen PSH2C-STE.

연구에서는 전․후면판 공용방식의 접합부를 갖는 강-PSC 혼합구조의 휨모멘트와 처짐의 관계 및 하중과 변위의 관계 특성을 파악하기 위해 기존 접합부(R형) 방식과 개선된 접합부 방식에 대하여 실험을 수행하였으며, 프리스트레싱력이 강-PSC 혼합구조의 하중과 변위에 미치는 영향을 파악하기 위해 접합부 형상에 따라 프리스트레싱력을 도입한 경우와 도입하지 않은 경우에 대하여도 실험을 수행하였다. 개선된 L형 전후면판 공용 접합부 방식의 하중-처짐 및 파괴모드를 비교․분석한 결과, 프리스트레싱을 가한 개선된 접합부 방식이 기존 접합부 방식에 비해 보다 우수한 하중저항성능을 나타냈으며, 강도 및 강성 측면에서도 우수한 것으로 나타났다. 따라서 개선된 접합부 방식을 강-PSC 혼합구조에 적용이 가능할 것으로 판단된다.