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A torque shear type high strength bolt is clamped as the pin-tail is broken by a specially designed electric wrench. However, it is uncertain that the tension is properly induced to the shank of a bolt when the pin-tail is removed from the bolt. In order to solve a problem involved in the uncertainty, this study was conducted to develop a method to identify the clamping force of high strength bolts quantitatively. The new method to identify the induced tension suggested in this study is to analyze electric energy applied to high strength bolts until the pin-tails are broken by diverse type of electric torque wrenches. Clamping force was measured and accumulated current data was obtained through various tests. Regression analysis of tension as a function of accumulated currents was conducted with various values of bolt diameter and wrench rpm. The error between the values measured by a tension meter and those estimated by a trial product of a measuring device developed in this study was 4% regardless of different parameter values. The device including algorithms to compute load based on electricity was found reliable enough to be applied to construction sites. The trial product embedded with the algorithms for different bolt diameters and electric wrench types was upgraded through three stages. The method to determine the clamping force of a high strength bolt is deemed reasonable because total energy applied to the clamping force of the bolt is the same as the electric energy accumulated by an electric torque wrench.

Concrete filled tube (CFT) system provides excellent structural performance thanks to the composite effect between the tube and the concrete. However, its closed sections impose complication on the fabrication of the column-to-beam connection and only a small number of connection methods have been developed. In square CFT column-to-beam connections, internal diaphragms reinforce the inside of the column for the loads and moments delivered from the beam. It is required to develop various connection types to secure structural capacity and concrete filling. In the process of making the square Hollow steel section (HSS), diaphragms are placed in channel members in advance and then the two channel members are welded longitudinally to produce a square HSS. It is superior to other connection types in terms of the degree of Complication in placing the internal diaphragms, economical efficiency and workability. In this study, strength formulas were suggested based on the yield line theory to evaluate the load capacity of the column-to-beam connections. For the connection of horizontal diaphragms, the strength of steel tube faces, internal diaphragms, and concrete cone failure were accumulated. For the connection of vertical perforated plates, the strength of steel tube faces, concrete cone failure, and perfobond were accumulated. Although there was a slight difference between the formula and test result, it can be used to estimate the strength of columnto- beam connections.

The diagrid structural system has been in the spotlight because of its superiority in terms of its resistance to lateral forces when applied to skyscrapers. In the diagrid structural system, most columns can be eliminated because the vertical loads (gravity loads) and horizontal loads (lateral loads) are delivered simultaneously due to the triangular shape of the diagrid module. Despite this increasing interest, few studies have examined the connection shape and details, which has made it difficult to employ the system to the buildings. In this study, the structural safety of the node connections in a circular steel tube diagrid structural system, which has been considered in the Cyclone Tower in Korea (Seven stories below and fifty-one above the ground), was evaluated using finite element analysis and 4 full-scale specimens. The parameters assessed were the extended length (20, 40, and 60 mm) and thickness (40 and 50 mm)

The strength and behavior of split-tee connections that are applicable to all tensile connections with high-strength bolts have been studied in many countries. The design code of each country (AISC, Eurocode 3) does not consider various field conditions, however, such as the painting of the connection surface, the length of the bolt shank, and the preload. Moreover, the previous studies (Bahaari) that used the link element on the preload of the bolt could not predict the correct behavior of high-strength bolts. In this study, to evaluate the tensile capability of split-tee connections, a total of 20 split-tee specimens with two bolts each were fabricated and tested. The experiment parameters that were used were the thickness of the T-flanges, painting, preload, and the length of the bolt shank. The joint stiffness of split-tee connections was compared with the stiffness equation of Faella et al., and finite-element method analysis with Ansys 8.0 was conducted. Further, to verify the reliability of the highstrength-bolt model, the load-to-bolt stress relation in the experiment test and the analysis results were compared.

The fire resistance of concrete filled square steel tube columns (CFT columns) without fire protection under a constant axial load has been previously examined. The purpose of this present study is to investigate the fire resistance of CFT columns when they are subjected to combined loads. This paper presents a nonlinear thermal stress analysis method for predicting the mechanical behavior and fire resistance of CFT columns under eccentric axial load (axial load and flexure moment). This method is based on the stress-strain characteristics of materials at high temperatures and on the mechanics of column deflection curves. From the results of the developed computational technique, it was demonstrated that as the yield stress and rigidity of the steel tube rapidly decreased for approximately 30 minutes, the decrease of flexure moment capacity increased significantly more than that of the axial load capacity. In addition, as the load eccentricity ratio increased, the fire resistance time drastically decreased. However, the time of maximum expansion under eccentric axial load was independent of the load eccentricity ratio.