• Structural Engineering and Mechanics
• /
• v.35 no.5
• /
• pp.617-630
• /
• 2010

Different types of moment resisting connections are commonly used to transfer the induced seismic moments between frame elements in an earthquake resisting structure. The local connection behavior may drastically affect the global seismic response of the structure. In this study, the finite element and experimental seismic investigations are implemented on two frequently used connection type to evaluate the local behavior and to reveal the failure modes. An alternative connection type is then proposed to eliminate the unfavorable brittle fracture modes resulted from probable poor welding quality. This will develop a reliable predefined ductile plastic mechanism forming away from the critical locations. Employing this technique, the structural reliability of the moment resisting connections shall be improved by achieving a controllable energy dissipation source in form of yielding of the cover plates.

• Steel and Composite Structures
• /
• v.51 no.3
• /
• pp.305-323
• /
• 2024

Previous experimental studies have effectively demonstrated the remarkable efficiency of the stiffened channel link in connecting circular columns and I-shaped beams. This research aims to present design criteria and assess the seismic properties of this specific connection type through numerical modeling. Various parameters, including stiffener type and geometric properties of the stiffened channel element, were duly taken into account. The findings from over 136 nonlinear finite element analyses (FEAs) reveal that the recommended detailing scheme reliably satisfies all the regulations specified for rigid beam-to-column connections in special moment frames.

• Journal of Chest Surgery
• /
• v.28 no.6
• /
• pp.565-570
• /
• 1995

Seventy-three patients with isolated total anomalous pulmonary venous connection the patients associated with other major cardiac anomalies such as single ventricle, DORV[Double Outlet Right Ventricle and large VSD[Ventricular Septal Defect were excluded were underwent surgical repair from January 1980 through October 1993. There were 45 boys and 28 girls. The mean age at operation was 19.9 months[range 6 days to 24 years and mean body weight was 7.1kg[range 2.6kg to 45kg . The anomalous locations of connection were supracardiac in 38, cardiac in 21, infracardiac in 5, and mixed in 9. In 38 patients[52% , the venous drainage was obstructed. The obstruction ratios according to the connection type were as follows: 53%[28/38 in supracardiac, 52%[11/21 in cardiac, 100%[5/5 in infracardiac, 22%[2/9 in mixed type. The associated cardiac anomalies were persistent left SVC[2 , tricuspid valve regurgitation[3 , cor triatriatum[1 , and mitral cleft[1 . And associated noncardiac anomalies were imperforate anus[1 and Neil Weightman syndrome[1 . The operative mortality was 23%. The causes of death were pulmonary hypertensive crisis, perioperative myocardial failure, pneumonia with sepsis, arrhythmia and etc. The statistically significant factors in postoperative mortality were the pulmonary venous obstruction and age [p<0.01 . The operative mortality was high in groups of age under 1 month and pulmonary venous obstruction. The mean follow-up was 27.1 months. There were two late deaths. The first patient was three months old boy with supracardiac type and severe obstructive symptoms. The postoperative echocardiography was showed anastomotic stenosis and reoperations were performed twice but the patients expired due to pneumonia and sepsis. The second patient was three month old boy with supracardiac type and total correction was done and was doing well postoperatively. Eight years later, he expired suddenly due to arrhythmia. But all the other patients were in NYHA Fc I and received no medications. The 5-year survival rate excluding early expired patients is 97.1 $\pm$ 0.03 %. In conclusion, although the operative mortality of total anomalous pulmonary venous connection was relatively high compared to other major cardiac anomalies, we could expect excellent long-term results by early surgical correction.

• The Journal of Advanced Prosthodontics
• /
• v.6 no.6
• /
• pp.491-497
• /
• 2014

PURPOSE. This study evaluated the influence of abutment materials on the stability of the implant-abutment joint in internal conical connection type implant systems. MATERIALS AND METHODS. Internal conical connection type implants, cement-retained abutments, and tungsten carbide-coated abutment screws were used. The abutments were fabricated with commercially pure grade 3 titanium (group T3), commercially pure grade 4 titanium (group T4), or Ti-6Al-4V (group TA) (n=5, each). In order to assess the amount of settlement after abutment fixation, a 30-Ncm tightening torque was applied, then the change in length before and after tightening the abutment screw was measured, and the preload exerted was recorded. The compressive bending strength was measured under the ISO14801 conditions. In order to determine whether there were significant changes in settlement, preload, and compressive bending strength before and after abutment fixation depending on abutment materials, one-way ANOVA and Tukey's HSD post-hoc test was performed. RESULTS. Group TA exhibited the smallest mean change in the combined length of the implant and abutment before and after fixation, and no difference was observed between groups T3 and T4 (P>.05). Group TA exhibited the highest preload and compressive bending strength values, followed by T4, then T3 (P<.001). CONCLUSION. The abutment material can influence the stability of the interface in internal conical connection type implant systems. The strength of the abutment material was inversely correlated with settlement, and positively correlated with compressive bending strength. Preload was inversely proportional to the frictional coefficient of the abutment material.

• Proceedings of the KSR Conference
• /
• 2011.05a
• /
• pp.55-60
• /
• 2011

For the bolster type bogie, bolster anchor body connections are proviede to transmit the longitudinal loads for traction or braking between the carbody and the truck. The bolster anchor body connection is generally composed of anchor rod bracket, anchor rod and its fastening devices. The bolster anchor body connection shall be basically capable of withstanding a longitudinal load resulting from excessive braking case or impact. Additionally the north America standard requires that the anchor rod bracket shall be frangible, I.e. the anchor rod bracket shall fail and fall away under load before the carbody structure is damaged since to protect the cabody structure in the event of unexpected accident. This paper describes the shear connection design using the optimized mechanical fasteners in the bolster anchor body connection to satisfy these Northe America requirements.

• Journal of the Korea Concrete Institute
• /
• v.16 no.4 s.82
• /
• pp.573-579
• /
• 2004

For the fast construction and replacement of bridges in urban area, a prefabricated bridge system can be an excellent alternative. Details of prefabricated slabs for PSC girders were developed and static tests on shear connections were conducted to propose design equations of the shear connection. Stirrups and stud connectors were used as shear connectors and non-shrink mortar was used for the filling material in shear pockets for shear connectors. Stirrups and studs were fabricated to insert embedded nut-type devices in PSC girders. Shear strength of the shear connection considering chemical bond, friction and mechanical connectors was evaluated and empirical equations were suggested. Due to the mechanical connectors, ultimate slip capacity of the shear connection was sufficient for shear load redistribution, and suggested details of the shear connection showed good performance in terms of strength and ductility.

• Proceedings of the Korea Concrete Institute Conference
• /
• 2004.05a
• /
• pp.240-243
• /
• 2004

A new shear connection for the application of precast decks to PSC girders was proposed and push-off tests were conducted to evaluate the horizontal shear strength of the shear connection. Major parameters of the tests were connector type, shank area, vertical load, surface condition and bedding height. Judging from the test results, shear strength of the suggested shear connection was proportional to the shank area and yield strength of the connectors and was in inverse proportion to the bedding height. Shear connection with shear key at the surface showed better performance. An empirical equation for the evaluation of the shear strength of the shear connection without considering bond strength was proposed and it showed good correlation with the test results.

• Computers and Concrete
• /
• v.16 no.1
• /
• pp.163-178
• /
• 2015

Due to the increase of the use of precast concrete structures in multistory buildings, this paper deals with the behavior of an specific type of beam-column connection used in this structural system. The connection is composed by concrete corbels, dowels and continuity bars passing through the column. The study was developed based on the experimental and numerical results. In the experimental analysis a full scale specimen was tested and for numerical study, a 3D computational model was created using a finite element analyze (FEA) software, called DIANA. The comparison of the results showed a satisfactory correlation between loading versus displacement curves.

• Proceedings of the Korean Institute of Building Construction Conference
• /
• 2008.11a
• /
• pp.129-133
• /
• 2008

For the construction of Top-Down structures, it is crucial to have a solid connection between prefounded columns and slabs. This paper presents a new construction method for the connection when using a circular Concrete Filled Tube (CFT) as a prefounded column as an alternative to currently using wide flange type columns. The development of shear studded jackets along with a shear band suitable for the circular shape of the column has been made. The details and mechanism of the connection is explained together with the results of experiments which verified the structural integrity of the connection.

• Journal of the Korean Wood Science and Technology
• /
• v.43 no.5
• /
• pp.661-671
• /
• 2015

To evaluate the shear performance of the textile glass fiber and the sheet glass fiber reinforced glulam bolted connections, a tension type shear test was conducted. The average yield shear strength of the bolted connection of reinforced glulam was increased by 12% ~ 31% compared to the non-reinforced glulam. It was confirmed that the shear performance of 5D end distance of the glass fiber reinforced glulam connection corresponds to that of 7D of the non-reinforced glulam connection proposed in building design requirements in various countries. Compared to the non-reinforced glulam, the average shear strength of textile glass fiber reinforced glulam was markedly increased. The non-reinforced glulam and the GFRP reinforced glulam underwent a momentary splitting fracture. However, the failure mode of textile glass fiber reinforced glulam showed a good ductility.