پیوندهای مفید
آمار
| تعداد نشریات | 21 |
| تعداد شمارهها | 678 |
| تعداد مقالات | 9,893 |
| تعداد مشاهده مقاله | 70,062,424 |
| تعداد دریافت فایل اصل مقاله | 49,340,512 |
Experimental Study for Strength Capacity of Cold-Formed Steel Joists Connections with Consideration of Various Bolts Arrangements | ||
| Journal of Rehabilitation in Civil Engineering | ||
| مقاله 7، دوره 7، شماره 2 - شماره پیاپی 14، مرداد 2019، صفحه 101-114 اصل مقاله (1.27 M) | ||
| نوع مقاله: Regular Paper | ||
| شناسه دیجیتال (DOI): 10.22075/jrce.2018.13037.1234 | ||
| نویسندگان | ||
| Hossein Parastesh1؛ Ehsan Mobedi2؛ Hooman Ghasemi* 3؛ K Amjadiyan4 | ||
| 1Associate Professor, Department of Civil Engineering, University of Science and Culture, Tehran, Iran | ||
| 2Ph.D. Candidate, Department of Civil Engineering, University of Science and Culture, Tehran, Iran | ||
| 3Assistant Professor, Qazvin Branch, Islamic Azad University, Qazvin, Iran, and Formerly PhD of Structural Engineering. Auburn University, USA | ||
| 4Graduate Student, Department of Civil Engineering, University of Science and Culture, Tehran, Iran | ||
| تاریخ دریافت: 21 آبان 1396، تاریخ بازنگری: 02 اسفند 1396، تاریخ پذیرش: 27 فروردین 1397 | ||
| چکیده | ||
| With growth the construction technologies, Cold-Formed Steel, CFS, sections are widely used in ordinary steel buildings because of some advantages such as light weight, ease of installation, decrease in cost, and increase in speed of operation. Using the bolted connections for CFS joist is one of the best details for steel structures. The main objective of this study is to conduct an experimental research to evaluate the load carrying capacity of bolted connections based on various bolts arrangement. Ten full scale joist-beam connections are tested under the incremental gravity load. The variable parameters are the arrangement of bolts, and thickness of CFS sheets. The joist sections made of two C-shaped, which are back-to-back connected using self-drilling screw bolts in the web. The arrangement of bolts connection and steel sheet thickness are considered as two major factors to improve the load carrying capacity. Base on the obtained results, it was observed that increasing the number of the bolts and their spacing from the neutral axes led to the additional load carrying capacity. Furthermore, it can be concluded that the thickness of CFS sheets play an effective role for load carrying capacity of connections. | ||
| کلیدواژهها | ||
| Steel joist؛ Cold-Formed Steel (CFS)؛ Bolted connections؛ Load carrying capacity | ||
| مراجع | ||
|
[1] Winter G. Light Gage (Thin-Walled) Steel Structures for Building in the U.S.A. preliminary publication, 4th Congress of the International Association for Bridge and Structural Engineering; 1952. [2] Cai Y, Young B. Structural behavior of cold-formed stainless steel bolted connections. Thin-Walled Structures 2014; 83:147–56. [3] Moze P, Beg D.A. complete study of bearing stress in single bolt connections, Constructional Steel Research 2014; 95:126-140. [4] Lee Y.H, Tan C.S, Mohammad S, Tahir M.M, Shek P.N. Review on cold-formed steel connections, The Scientific World 2014, 1–11. [5] AISI S100. North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition, American Iron and Steel Institute, Washington, DC; 2007. [6] Hancock G.J. Cold-formed steel structures, Constructional Steel Research 2003; 59: 473– 487. [7] Maduliat S, Mendis P, Ngo T.D. Failure modes and buckling coefficient of partially stiffened cold-formed sections in bending, Constructional Steel Research 2015; 111:21-30. [8] Yu WW. AISI design criteria for bolted connections. In Proceedings of the sixth international specialty conference on cold-formed steel structure, University of Missouri-Rolla; 1982. [9] Zadanferrokh F, Bryan ER. Testing and design of bolted connections in cold-formed steel sections. In: Proceedings of 11th international specialty conference on cold-formed steel structures, St. Louis, Missouri; 1992. [10] LaBoubeRA, Yu WW. Tensile and bearing capacitiesof bolted connections. Final Summary Report, Civil Engineering Study 95-96, Cold Formed Steel Series, Department of Civil Engineering, University of Missouri- Rolla; 1995. [11] Wallace JA, Schuster RM, LaBoube R. Testing of bolted cold-formed steel connections in bearing (with and without washers), Report RP01-4, American Iron and Steel Institute, Washington, DC; 2001a. [12] Wallace JA, Schuster RM, LaBoube R. Calibrations of bolted cold formed steel connections in bearing (with and without washers), Report RP01-5, American Iron and Steel Institute, Washington, DC; 2001b. [13] Yu C, and Panyanouvong MX. “Bearing Strength of Cold-Formed Steel Bolted Connections with a Gaps”, Thin-Walled Structures 2013; 67: 110-115. [14] Schafer B.W., Review: the direct strength method of cold-formed steel member design, Constructional Steel Research 2008; 64: 766–778. [15] Daudet L. R. and LaBoube, R. A. “Shear behavior of self drilllng screws used in low ductility steel,” in Proceedings of the 13th International Specialty Conference on Cold-Formed Steel Structures, pp. 595–613, University of Missouri-Rolla, St. Louis, Mo, USA, October 1996. [16] Mills J. and LaBoube, R. “Self-drilling screw joints for cold-formed channel portal frames,” Journal of Structural Engineering, vol. 130, no. 11, pp. 1799–1806, 2004. Mills, J. E. “Knee joints in cold-formed channel portal frames,” in Proceedings of the 15th International Specialty Conference on Cold-Formed Steel Structures, pp. 577–592, University of Missouri-Rolla, St. Louis, Mo, USA, October 2000. [17] Mills J. E. and Miller, J. “A new knee joint for cold-formed channel portal frames,” in Proceedings of the Australian Structural Engineering Conference, pp. 475–482, Gold Coast, Australia, 2001. [18] Peköz, T. “Design of cold-formed steel screw connections,” in Proceedings of the 10th International Specialty Conference on Cold-Formed Steel Structures, pp. 575–587, University of Missouri-Rolla, St. Louis, Mo, USA, October 1990. [19] Serrette R. and Peyton, D. “Strength of screw connections in cold-formed steel construction,” Journal of Structural Engineering, vol. 135, no. 8, pp. 951–958, 2009. [20] Ghasemi, S. H. and Nowak, A. S. “Reliability Index for Non-Normal Distributions of Limit State Functions”. Structural Engineering and Mechanics, Vol. 62, No. 3, pp. 365-372, 2017. [21] Ghasemi, S. H. and Nowak, A. S. “Mean Maximum Values of Non-Normal Distributions for Different Time Periods", International Journal of Reliability and Safety, Vol. 10, No. 2, 2016. [22] Ghasemi, S. H. and Nowak, A. S. “Target Reliability for Bridges with Consideration of Ultimate Limit State”, Engineering Structures, vol. 152, pp. 226-237, 2017. [23] Yanaka, M., Ghasemi, S. H. and Nowak, A. S. “Reliability-Based and Life-Cycle-Cost Oriented Design Recommendations for Prestressed Concrete Bridge Girders” Structural Concrete, Vol. 18, Issue 1, pp. 836-847, 2016. [24] ASCE 7-16. American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures, Reston. | ||
|
آمار تعداد مشاهده مقاله: 1,504 تعداد دریافت فایل اصل مقاله: 627 |
||