پیوندهای مفید
آمار
| تعداد نشریات | 8 |
| تعداد شماره‌ها | 426 |
| تعداد مقالات | 5,554 |
| تعداد مشاهده مقاله | 6,686,253 |
| تعداد دریافت فایل اصل مقاله | 5,654,126 |
Evaluation of Damage Indicators of Weld and Cyclic Response of Steel Moment Frame Connection Using Side Stiffener Plates | ||
| AUT Journal of Civil Engineering | ||
| مقاله 9، دوره 1، شماره 1، مرداد 2017، صفحه 67-76 اصل مقاله (5.89 M) | ||
| نوع مقاله: Research Article | ||
| شناسه دیجیتال (DOI): 10.22060/ceej.2017.12351.5200 | ||
| نویسندگان | ||
| M. Raftari* ؛ R. Mahjoub؛ A. Hekmati | ||
| Departement Of Civil Engineering, Faculty Of Engineering, Khoramabad Branch, Islamic Azad University, Khoramabad, Iran | ||
| چکیده | ||
| ABSTRACT: The beam to column connection with side stiffeners in steel moment frames is a moment resisting connection. This type of connection is able to reduce the damage caused by seismic loads. It also has the capability to increase the rate of energy absorption. Moreover, the plastic joints in the base beam significantly reduce the failure of the connection components, including connection region plates, welding, column, etc. In this paper, after introducing the damage indices, the indices were extracted and compared in the weld of the components of connection under cyclic loading. Then, the hysteresis behavior of the connection was examined. For this purpose, modeling was done using finite element method by considering the effects of large deformations. The effects of changes in the thickness of top flange plate, presence or absence of the stiffener plates inside the column and the column thickness changes on the damage indices of the weld of different parts of the connection were studied. Finally, the effect of variations of aforementioned components on the hysteresis parameters of the connection was examined and compared. The results of the present study showed that the variation of the components of connection leads to dramatic changes of a number of damage indices and thereby hysteresis parameters, including the rate of energy loss. As a result, the potential for damage failure may vary. | ||
تازه های تحقیق | ||
[1] Y. Wang, H. Zhou, Y. Shi, J. Xiong, Fracture prediction of welded steel connections using traditional fracture mechanics and calibrated micromechanics based models, International Journal of Steel Structures, 11(3) (2011) 351-366. [2] S. El-Tawil, T. Mikesell, E. Vidarsson, S. Kunnath, Strength and ductility of FR welded-bolted connections, Rep. No. SAC/BD-98, 1 (1998). [3] J. Lemaitre, A course on damage mechanics, Springer Science & Business Media, 2012. [4] N. Shanmugan, L. Ting, S. Lee, Behaviour of I-beam to box-column connections stiffened externally and subjected to fluctuating loads, Journal of Constructional Steel Research, 20(2) (1991) 129-148. [5] S. Chen, H. Lin, Experimental study of steel I-Beam to Box-Column moment connection, in: 4th international conference on steel structures and space frames, Singapore, 1990, pp. 41-47. [6] M. Ghobadi, M. Ghassemieh, A. Mazroi, A. Abolmaali, Seismic performance of ductile welded connections using T-stiffener, Journal of Constructional Steel Research, 65(4) (2009) 766-775. [7] K.-J. Shin, Y.-J. Kim, Y.-S. Oh, T.-S. Moon, Behavior of welded CFT column to H-beam connections with external stiffeners, Engineering Structures, 26(13) (2004) 1877-1887. [8] S.J. Venture, G.D. Committee, Recommended seismic design criteria for new steel moment-frame buildings, Federal Emergency Management Agency, 2000. [9] J. Hancock, A. Mackenzie, On the mechanisms of ductile failure in high-strength steels subjected to multi-axial stress-states, Journal of the Mechanics and Physics of Solids, 24(2-3) (1976) 147-160. [10] S.W. Code-Steel, American Welding Society, Miami, Fla, (2004) 175-180. [11] R.N. White, P.J. Fang, Framing connections for square structural tubing, Journal of the Structural Division, 92(2) (1966) 175-194. [12] AISC, Specification for Structural Steel Buildings; American Institute of Steel Construction, in, Inc, 2005. [13] A. Deylami, A. Toloukian, Effect of Geometry of Vertical Rib Plate on Cyclic Behavior of Steel Beam to Built-up Box Column Moment Connection, Procedia Engineering, 14 (2011) 3010-3018. [14] M. Ghobadi, A. Mazroi, M. Ghassemieh, Cyclic response characteristics of retrofitted moment resisting connections, Journal of Constructional Steel Research, 65(3) (2009) 586-598. [15] A. Deylami, M. Salami, Retrofitting of Moment Connection of Double-I Built-Up Columns using Trapezoidal Stiffeners, Procedia Engineering, 14 (2011) 2544-2551. [16] J. Ricles, C. Mao, L. Lu, J. Fisher, Development and evaluation of improved ductile welded unreinforced flange connections. SAC Joint Venture, Sacramento, Calif. 2000; Rep. No, SAC/BD-00/24. | ||
| کلیدواژه‌ها | ||
| Energy Absorption؛ damage index؛ finite element؛ Large Deformations؛ Welding | ||
| موضوعات | ||
| اتصالات؛ رفتار لرزه ای سازه فلزی | ||
| مراجع | ||
|
[1] Y. Wang, H. Zhou, Y. Shi, J. Xiong, Fracture prediction of welded steel connections using traditional fracture mechanics and calibrated micromechanics based models, International Journal of Steel Structures, 11(3) (2011) 351-366.
[2] S. El-Tawil, T. Mikesell, E. Vidarsson, S. Kunnath, Strength and ductility of FR welded-bolted connections, Rep. No. SAC/BD-98, 1 (1998).
[3] J. Lemaitre, A course on damage mechanics, Springer Science & Business Media, 2012.
[4] N. Shanmugan, L. Ting, S. Lee, Behaviour of I-beam to box-column connections stiffened externally and subjected to fluctuating loads, Journal of Constructional Steel Research, 20(2) (1991) 129-148.
[5] S. Chen, H. Lin, Experimental study of steel I-Beam to Box-Column moment connection, in: 4th international conference on steel structures and space frames, Singapore, 1990, pp. 41-47.
[6] M. Ghobadi, M. Ghassemieh, A. Mazroi, A. Abolmaali, Seismic performance of ductile welded connections using T-stiffener, Journal of Constructional Steel Research, 65(4) (2009) 766-775. [7] K.-J. Shin, Y.-J. Kim, Y.-S. Oh, T.-S. Moon, Behavior of welded CFT column to H-beam connections with external stiffeners, Engineering Structures, 26(13) (2004) 1877-1887. [8] S.J. Venture, G.D. Committee, Recommended seismic design criteria for new steel moment-frame buildings, Federal Emergency Management Agency, 2000. [9] J. Hancock, A. Mackenzie, On the mechanisms of ductile failure in high-strength steels subjected to multi-axial stress-states, Journal of the Mechanics and Physics of Solids, 24(2-3) (1976) 147-160. [10] S.W. Code-Steel, American Welding Society, Miami, Fla, (2004) 175-180. [11] R.N. White, P.J. Fang, Framing connections for square structural tubing, Journal of the Structural Division, 92(2) (1966) 175-194. [12] AISC, Specification for Structural Steel Buildings; American Institute of Steel Construction, in, Inc, 2005. [13] A. Deylami, A. Toloukian, Effect of Geometry of Vertical Rib Plate on Cyclic Behavior of Steel Beam to Built-up Box Column Moment Connection, Procedia Engineering, 14 (2011) 3010-3018. [14] M. Ghobadi, A. Mazroi, M. Ghassemieh, Cyclic response characteristics of retrofitted moment resisting connections, Journal of Constructional Steel Research, 65(3) (2009) 586-598. [15] A. Deylami, M. Salami, Retrofitting of Moment Connection of Double-I Built-Up Columns using Trapezoidal Stiffeners, Procedia Engineering, 14 (2011) 2544-2551. [16] J. Ricles, C. Mao, L. Lu, J. Fisher, Development and evaluation of improved ductile welded unreinforced flange connections. SAC Joint Venture, Sacramento, Calif. 2000; Rep. No, SAC/BD-00/24. | ||
|
آمار تعداد مشاهده مقاله: 1,228 تعداد دریافت فایل اصل مقاله: 1,201 |
||