In recent years, non-welded building hardware that can be installed by bolt assembly is used. However, there is a need for a method to compensate for the occurrence of buckling at the bolted portion at the time of construction. The purpose of this study is to evaluate the behavior of joints between steel square pipe and fastener.

The non-welded building hardware method can reduce accidents caused by welding, and can be constructed by bolt assembly, which can reduce labor costs and shorten the construction period. The purpose of this study is to evaluate the behavior of joints of non-welded and welded of building hardware frame

The flexural capacity of beam-column connection using FRP bars as a longitudinal reinforcement was higher than the predictions obtained using the equivalent stress block, whereas its flexural ductility was considerably lower than the companion connections using mild longitudinal bars.

The purpose of this study is to evaluate the effect of steel fiber reinforced concrete on structural performance when applied to joints. For this purpose, the development length was designed not to satisfy the concrete structure criterion. Experimental results show that the maximum strength of steel fiber reinforced concrete increases by about 12% in the direction of the settling force. Also, due to the increase of the tensile strength of the concrete, the strength of the cracks increased by 33% in the positive direction.

The purpose of this research is to develop a joint system for two concrete pipes with reduced wall thickness by a carbon fiber reinforced polymer (CFRP) fabric. As compared to conventional concrete pipe, the concrete pipe with the reduced wall thickness has more flexibility. However, the reduced wall thickness makes the conventional joint system not feasible. As an alternative joint, externally wrapping system with the CFRP fabric was proposed. The two CFRP widths (75mm and 150mm) were accounted for as a variable under joint shear test from ASTM C497M specification. The externally wrapping system showed 81.07% higher shear strength, as compared to the required shear strength by ASTM C497M.

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.

Recently, the use of duplex stainless steel which has a two-phase microstructure consisting of grains of ferritic and austenitic stainless steel has been increased in a variety of industrial fields. Especially, STS329FLD with lower nickel content and higher yield strength compared with austenitic stainless steel has been developed. In this paper, experiments have been conducted to investigate the structural behaviors of single shear duplex stainless steel(STS329FLD) bolted connection with four bolts. Specimens with relatively long end distance failed by block shear fracture accompanied with curling (out-of-plane deformation) and the curling reduced the ultimate strength.

Concrete structures built by 3D printing technology is formed as the several concrete layers. Thus, 3D printing technology for concrete structure could have less strength than the design. In this study, fracture energy (fracture toughness) tests for layered concrete in various condition was performed. depending on required time for stacking new layer. Based on the results of performed tests, it was found that fracture energy was decreased due to increased non-bonded time

In this study, experiment and analysis of high-strength bolt connection under shear fatigue loading was conducted to evaluate reduction of axial force of bolt. Three type of bolt size and initial axial force were applied to specimens. As a results, it was observed that the reduction ratio of axial force, and that would be used to additional parametric study.

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.

A finite element analysis modeling is proposed to evaluate welding joint part of steel-frame. Based on the experimental results, A finite element analysis model was proposed to analyze the welding joint of steel-frame specimens. The numerical results predicted the experimental behavior of the welding joint of steel-frame specimens well. Therefore, it is possible to use the proposed finite element analysis model to evaluate middleand low-rise steel-frame buildings constructed in South Korea.

In this study, the artificial neural network (ANN) based estimation method for rotational stiffness of column-beam connection in steel moment frames is presented. Three story and one bay steel moment frame is used as the example structure. Natural periods and mode-shapes are used as the input data and the rotational stiffness values of connections are used as the output data.

The non-welded building hardware method can reduce accidents caused by welding, and can be constructed by bolt assembly, which can reduce labor costs and shorten the construction period. This study is to compare and verify the performance according to the location where the brackets are joined to the joints using the non-welded building hardware method

In recent years, non-welded building hardware that can be installed by bolt assembly is used, which does not require fire prevention related materials, fire fighting equipment and personnel. However, there is a need for a method to compensate for the occurrence of buckling at the bolted portion at the time of construction.The purpose of this study is to evaluate the behavior of joints that can control the sliding between members by using anti slip brackets.

This study investigates structural behaviors such as ultimate strength and weld metal fracture mechanism of carbon steel (SS400) fillet-welded connections with shielded metal arc welding (SMAW) through monotonic tensile test. Specimens of TFW series (transverse fillet weld against loading direction) and LFW series (longitudinal fillet weld) failed by tensile fracture and shear fracture, respectively in the weld metal of connections. Test strengths of specimens were compared according to welding direction and weld length.

In the nuclear power plant, safety-related structures have been used above No. 11 rebar. It needs to mechanical connection device to join RC to SC walls because ACI 349 presents that lap splices shall not be used for bars larger than No.11 bar. The tensile performance tests were performed to confirm structural integrity on the mechanical connection device. But performing the tests in accordance with various connection cases has limitations, such as time or cost. Therefore, computational analysis methodology is developed in order to verify structural integrity for various connection cases.

Concrete structures built by 3D printing technology is formed as the several concrete layers. Thus, 3D printing technology for concrete structure could have less strength than the design. In this study, fracture energy (fracture toughness) tests for layered concrete in various condition was performed. depending on required time for stacking new layer. Based on the results of performed tests, it was found that fracture energy was decreased due to increased non-bonded time.

In this study, experiment and analysis of high-strength bolt connection under shear fatigue loading was conducted to evaluate reduction of axial force of bolt. Three type of bolt size and initial axial force were applied to specimens. As a results, it was observed that the reduction ratio of axial force, and that would be used to additional parametric study.

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 focused on the ultimate strength and curling effect on the strength of single shear bolted connection with austenitic sainless steel (STS201) using finite element analysis. The validation of finite element analysis was verified through the comparisons of ultimate strength and fracture mode between existing test results and numerical predictions. Curling (out-of-plane deformation) was observed in both test and analysis and it reduced the ultimate strength of single shear bolted connections with relatively long end distances. Strength reduction ratio caused by curling was estimated quantitatively by maximum 19%, 32%, respectively for specimens with edge distance, 48mm and 60mm compared with strengths of uncurled connections with restrained out-of-plane deformation.