Vol. 16, No. 4, pp. 297-309 (2020)
EXPERIMENTAL AND NUMERICAL STUDY OF MECHANICAL PROPERTIES FOR
THE DOUBLE-RIBBED REINFORCED BEAM-COLUMN CONNECTION
Hong-Wei Ma 1, Hao Zheng 1,Wei Zhang 1, 2 *and Zhan-zhan Tang 1, 2
1 College of Civil Science and Engineering, Yangzhou University, Yangzhou, China
2 Institute of Theoretical and Applied Mechanics, Czech Academy of Sciences, Prague, Czech Republic
*(Corresponding author: E-mail: This email address is being protected from spambots. You need JavaScript enabled to view it.)
Received: 21 March 2020; Revised: 31 May 2020; Accepted: 22 June 2020
DOI:10.18057/IJASC.2020.16.4.2
 View Article |
Export Citation: Plain Text | RIS | Endnote |
ABSTRACT
This paper investigates the hysteretic behavior of steel reinforced beam-column connections with or without double-ribs and optimizes the reinforced ribs of these connections under cyclic loading. The objective is to give a reasonable range of double-ribs’ size and fracture behavior of the weld at beam-column connections. Two specimens (the conventional beam-column connection and the double-ribbed reinforced beam-column connection) are designed and tested under cyclic loads. Meanwhile, the finite element models of these two kinds of connections are established. The hysteretic performance and damage evolution of the connections, such as the failure modes, hysteretic curves, skeleton curves, stiffness degradations, ductility, and energy dissipation capacities, are analyzed and verified. Moreover, fifteen numerical models with different lengths of the line (la), the width (b), and the thickness (ts) of reinforced ribs are established for parametric study. The results show that double-ribs can improve the strength and ductility of the connection. And the FE predictions agree well with the experimental results. The reasonable parameters of reinforced ribs of double-ribbed reinforced beam-column connection are proposed.
KEYWORDS
Double-ribbed, Beam-column connections, Steel, Hysteretic behavior
REFERENCES
[1] Shen Z., Chen Y., Chen Y. and Zhao X., "Basic principle of steel structure," China Architecture &Building Press, 2018.
[2] White D. W. and Chen W. F., “Organization and summary of discussions at the US-Japan seminar on innovations in stability concepts and methods for seismic design in structural steel,” Engineering Strutures, 20(4-6), 242-248, 1998.
[3] Miller D. K., “Lessons learned from the Northridge earthquake,” Engineering Strutures, 20(4-6), 249-260, 1998.
[4] Saher E. K., Sakr M. A., Khalifa T. M. and Eladly, M.M., “Modelling and behavior of beam-to-column connections under axial force and cyclic bending,” Journal of Constructional Steel Research, 129, 171-184, 2017.
[5] GB50017-2017, Standard for the design of steel structures, China Construction Industry Press, 2017.
[6] Guo B., Gu Q. and Liu F., “Experiment behavior of stiffened and unstiffened end-plate connections under cyclic loading,” Journal of Structural Engineering, 132(9), 1352-1357, 2006.
[7] Pachoumis D. T, Galoussis E. G., Kalfas C. N. and Christitsas A. D., “Reduced beam section moment connections subjected to cyclic loading: Experimental analysis and FEM simulation,” Engineering Strutures, 31(1), 216-223, 2009.
[8] Sophianopoulos D. S. and Deri, A. E., “Parameters affecting response and design of steel moment frame reduced beam section connections: An overview,” International Journal of Steel Structures., 11(2), 133-144, 2011.
[9] Han S. W., Moon K. H., Hwang S. H. and Stojadinovic B., “Rotation capacities of reduced beam section with bolted web (RBS-B) connections,” Journal of Constructional Steel Research, 70, 256-263, 2012.
[10] Swati A. K. and Vesmawal G., “Study of steel moment connection with and without reduced beam section,” Case Studies in Engineering Structures, 1, 26-31, 2014.
[11] Oh K. Y., Lee K. M., Chen L. Y., Hong S. B. and Yang Y., “Seismic performance evaluation of weak axis column-tree moment connections with reduced beam section,” Journal of Constructional Steel Research, 105, 28-38, 2015.
[12] Rahnavard R., Hassanipour A. and Siahpolo N., “Analytical study on new types of reduced beam section moment connections affecting cyclic behavior,” Case Studies in Structural Engineering, 3, 33-51, 2015.
[13] Soliman A. A., Ibrahim O. A. and Ibrahim A. M., “Effect of panel zone strength ratio on reduced beam section steel moment frame connections,” Alexandria Engineering Journal, 57, 3523-3533, 2018.
[14] Nia M. M. and Moradi S., “Effects of design factors on the cyclic response of shaped RBS moment connections,” Engineering Structures, 207, 1-16, 2020.
[15] Engelhardt M. D. and Sabol T. A., “Reinforcing of steel moment connections with cover plates: benefits and limitations,” Engineering Structures, 20(4-6), 510-520, 1998.
[16] Chen C. C., Lin C. C. and Tsai C. L., “Evaluation of reinforced connections between steel beams and box columns,” Engineering Structures, 26(13), 1889-1904, 2004.
[17] Ghobadi M. S., Mazroi A. and Ghassemieh M., “Cyclic response characteristics of retrofitted moment-resisting connections”, Journal of Constructional Steel Research, 65, 586-598, 2009.
[18] Erfani S., Asnafi A. A. and Goudarzi A., “Connection of I-beam to box-column by a short stub beam,” Journal of Constructional Steel Research, 127, 136-150, 2016.
[19] Yang L. and Chen H., “Mechanical performance of beam-column joint with widened beam flange,” Journal Shenyang University of Technology, 39(4), 459-463, 2017 (in Chinese).
[20] Tian Y., Liu M., Jia Z. and Dai Y., “Study on mechanical behavior and optimization of prefabricated square column H-beam outer-shell joint,” Mechanics of Advanced Materials and Structures, 27, 409-416, 2019.
[21] Ma H. W., Wang J. W., Lui E. M., Wang K. and Wan Z. Q., “Experimental study of the behavior of beam-column connections with expanded beam flanges,” Steel and Composite Structures, 31, 319-327, 2019.
[22] Wang Z. X. and Shi H. J., “Effect of the stress triaxiality on the ductile fracture,” Chinese Journal of Materials Research, 21, 170-176, 2007.
[23] Shi Y., Shi G., Wang Y. and Chen H., "Beam-column joints of multi high rise steel frame -- Theory and design," China Architecture & Building Press, 2014.
[24] Wang Y., "A seismic design theory and application of new ductility joint of steel structure," China Science Publishing Media Ltd, 2012.
[25] Hamburger R. O., Hooper J. D., Sabol T., et al., “FEMA-350 recommended seismic design criteria for new steel moment-frame buildings”, Washington D. C.: The Federal Emergency Management Agency, 2000.
[26] Steel and Steel Products Location and Preparation of Test Pieces for Mechanical Testing 2017, China Architecture & Building Press, Beijing, China, 2017.
[27] Metallic Materials Tensile Testing 2010. China Architecture & Building Press, Beijing, China, 2010.
[28] Specification for Seismic Test of Buildings 2015. China Architecture & Building Press, Beijing, China, 2015.
[29] ABAQUS/Standard User Subroutines Reference Manual 1998. The Pennsylvania State University, USA, 1998.
[30] Amar K., "Introduction to finite element analysis using MATLAB and ABAQUS," Taylor & Francis Group, 2013.
[31] Song Z., “Cumulative Damage Failure Mechanism and Seismic Design Countermeasures for Rigid Beam-column Connections in Steel Frames under Earthquake Action,” Xi’an University of Architecture and Technology, Xi’an, China, 2001.
[32] Narita S., Hyakawa K., Uenori T. and Kubota Y., “Evaluation of strength of stainless steel bolt without heat treatment considering Bauschinger effect during the manufacturing process”, Journal of Materials Processing Technology, 278, 116481, 2020.
[33] Ma H. W., Zhao Y., Wang Z. J. and Chen Y. K., “Hysteretic behavior analysis of new beam-column connections with the expanded flange of the steel frame,” Journal of Yangzhou University, 20(4-6), 242-248, 2018.
[34] Kumar S. and Usami T. “A note on the evaluation of damage in steel structures under cyclic loading”, Journal of Structural Engineering, 40, 177-178, 1998.
[35] Schafer B. W., Ojdrovic R. P. and Zarghamee M. S., “Triaxiality and fracture of steel moment connections,” Journal of Structural Engineering, 126, 1131-1139, 2000.
[36] EI-Tawil S., Mikesell T. and Kunnath S. K., “Effect of local details and yield ratio on the behavior of FR steel connections,” Engineering Structures, 126(11), 79-87, 2000.
[37] Hancock J. W. and MacKenzie A. C. “On the mechanisms of ductile failure in high strength steel subject to multi-axial stress-states.” Journal of the Mechanics and Physics of Solids, 24, 147-169, 1976.
[38] Mao C., Ricles J., Lu L. and Fisher J., “Effect of local details on the ductility of welded moment connections,” Journal of Structural Engineering, 127, 1036-1044, 2001.