حداقل ضخامت وجه ستون در اتصال گیردار تقویت‌نشده جوشیِ تیر به ستون جعبه‌ایِ فاقد ورق پیوستگی | ||
| پژوهش های زیرساخت های عمرانی | ||
| دوره 8، شماره 2 - شماره پیاپی 15، اسفند 1401، صفحه 157-172 اصل مقاله (3.1 M) | ||
| نوع مقاله: مقاله پژوهشی | ||
| شناسه دیجیتال (DOI): 10.22091/cer.2022.8291.1405 | ||
| نویسندگان | ||
| فرزانه حامدی* ؛ سید بنیامین ادیب‌زاده | ||
| گروه مهندسی عمران، دانشکده فنی و مهندسی، دانشگاه بین المللی امام خمینی (ره)، قزوین، ایران | ||
| چکیده | ||
| اتصال گیردار تقویت نشده جوشی (WUF-W) یکی از متداول‌ترین انواع اتصالات گیردار فولادی در قاب‌های خمشی است. با این وجود، به دلیل چالش‌های نصب ورق پیوستگی در ستون جعبه‌ای، توسعه روابط طراحی ستون‌های جعبه‌ایِ بدون ورق پیوستگی و ارائۀ راه‌های خلاقانه برای جایگزینی ورق پیوستگی در ستون جعبه‌ای همواره مورد توجه محققین، طراحان و سازندگان بوده است. با عنایت به رویکرد جدید آیین‌نامه‌هایی نظیر AISC 341-16 و مبحث دهم مقررات ملی ایران و ابهامات ایجاد شده دربارۀ حداقل ضخامت وجه ستون جعبه‌ای فاقد ورق پیوستگی، در این پژوهش 42 مدل اتصال گیردار WUF-W تحت بارگذاری چرخه‌ای و بارگذاری یکنواخت مورد مطالعه عددی قرار گرفتند. نتایج این پژوهش نشان داد که رویکرد ویرایش پنجم مبحث دهم از مقررات ملی ایران مبنی بر الزامِ نصب ورق پیوستگی مستقل از ضخامت وجه ستونِ جعبه‌ای سخت‌گیرانه بوده و با اعمال ضریب اصلاحی برابر با 1.7 به رابطه‌ی قبلی در ویرایش چهارم مبحث دهم و یا آیین‌نامه AISC 341-10 می‌توان به حاشیه اطمینان مناسب جهت طراحی اتصال بدون ورق پیوستگی در ستون جعبه‌ای دست یافت. | ||
| کلیدواژه‌ها | ||
| اتصال WUF-W؛ ستون جعبه‌ای؛ گیرداری؛ بارگذاری چرخه‌ای؛ ورق پیوستگی | ||
| عنوان مقاله [English] | ||
| Minimum Thickness of the Column Face in the Welded Unreinforced Flange-Welded Web (WUF-W) Moment Connection to Box Column without Continuity Plate | ||
| نویسندگان [English] | ||
| Farzaneh Hamedi؛ Seyed Benyamin Adibzadeh | ||
| Dept. of Civil Engineering, Faculty of Engineering and Technology, Imam Khomeini International University, Qazvin, Iran. | ||
| چکیده [English] | ||
| The Welded Unreinforced Flange-Welded Web (WUF-W) Moment Connection is one of the most common types of rigid connections in steel moment frames. However, due to continuity plates installing challenges in the box columns, developing the design equation of continuity plates and finding creative alternative solutions instead of installing inner continuity plates in box columns are the matter of interest to the researchers. Considering the new continuity plate design approach in the AISC 341-16 and the part 10 of the Iranian National Building Code and the ambiguities that have arisen, in this research 42 WUF-W connections have been modeled and numerically studied under monotonic and cyclic loading. The results show that the approach has been taken by the 5th editions of part 10 of the Iranian National Building Code based on mandatory installing the continuity plate in box columns is strict. It seems that the equation for design the minimum thickness of the continuity plates in 4th edition of part 10 of the Iranian National Building Code can be satisfy the seismic provisions of AISC 341-16 by the correction factor equal to 1.7. | ||
| کلیدواژه‌ها [English] | ||
| WUF-W Connection, Box Column, Rigidity, Cyclic Loading, Continuity Plate | ||
|
سایر فایل های مرتبط با مقاله
|
||
| مراجع | ||
|
1] Asghari, A. (2018). “Steel Structures Design”, Vol. 3, AUP, Iran. [2] INBC (4th Ed.) (2013). “Iranian National Building Code, Part 10 (Steel Building Design and Construction)”, Tehran. [3] Sharifi, M., Asadi, Z. (2018). “Study the Seismic Function of WUF-W Moment Connection of Skewed Beam to Box Column”, Conference on Civil Engineering, Architecture & Urbanism of the Islamic Countries, Tabriz, Iran. [4] Torabian, Sh., Mirghaderi, S.R., Keshavarzi, F. (2012). “Moment-connection between I-beam and built-up square column by a diagonal through plate”, Journal of Constructional Steel Research, 70 (2012), 385-401. [5] Rezaeain, A., Jahanbakhti, E., Fanaie, N. (2020). “Numerical Study of Panel Zone in a Moment Connection without Continuity Plates”, Journal of Earthquake Engineering, Taylor & Francis Group, DOI:10.1080/13632469.2019.1695021. [6] Blodgett, O. W. (1972). “Design of Welded Structures”, The James F, Lincoln Arc Welding Foundation, Ohio. [7] ANSI/AISC 341-10 (2010). “Seismic Provisions for Structural Steel Buildings”, American Institute of Steel Construction, Illinois. [8] ANSI/AISC 341-16 (2016). “Seismic Provisions for Structural Steel Buildings”, American Institute of Steel Construction, USA. [9] ANSI/AISC 360-16 (2016). “Specification for Structural Steel Buildings”, American Institute of Steel Construction, USA. [10] ANSI/AISC 341-22 (2021). “Public Review draft of Seismic Provisions for Structural Steel Buildings”, American Institute of Steel Construction, USA. [11] INBC (5th Ed.) (2020). “Iranian National Building Code, Part 10 (Steel Building Design and Construction)”, Tehran. [12] Roeder, C.W. (2001). “Connection Performance State of Art Report (FEMA Rep. No. 355D)”, Federal Emergency Agency, Washington DC. [13] Sanieei Nia, Z., Ghasemieh, M., Mazroi, A. (2013). “Panel Zone Evaluation of Direct Connection to Box Column Subjected to Bidirectional Loading”, Struct. Design Tall Spec. Build., 23(11), 833-853. [14] Jahanbakhti, E., Fanaie, N., Rezaeian, A. (2017). “Experimental Investigation of Panel Zone in Rigid Beam to Box Column Connection”, Journal of Constructional Steel Research, 137(2017), 180-191. [15] Adlparvar, M.R., Vetr, M.G., Ghaffari, F. (2017). “The Importance of Panel Zone Shear Strength on Seismic Behavior of Improved Slotted-web Beam Connections”, International Journal of Steel Structures, 17(1), 307-318. [16] Amani, R., Saffari, H., Fakhraddini, A. (2018). “Local Flange Bending and Continuity Plate Requirements in Double-Web H-Shaped Columns”, International Journal of Steel Structures 18(1), 199-209. [17] Gholhaki, M., Pachideh, G., Karimi, M. (2019) “Investigation of Subpanel Size Effect on Nonlinear Behavior of Steel Plate Shear Wall Systems rebar”, Structural and Construction Engineering (JSCE), 5(4), 73-78. [18] Pachideh, G., Gholhaki, M., Daryan, A.S. (2019) “Analyzing the damage index of steel plate shear walls using pushover analysis” Structures, 20 (2019), 437-451. [19] Reynolds, M., Uang, C.M. (2019). “Alternative Weld Details and Design for Continuity Plates and Doubler Plates for Applications in Special and Intermediate Moment Frames”, Department of Structural Engineering, University of California, San Diego. [20] Ozkula, G., Lee, P., Uang, C.M. (2019). “Cyclic Behavior of Electroslag Welded Joints in Beam-to-Built-Up Box Column Steel Moment Connections”, Journal of Structural Engineering, DOI: 10.1061/(ASCE)ST.1943-541X.0002409. [21] ANSI/AISC 358-16 (2016). “Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications”, American Institute of Steel Construction, USA. [22] Hamedi, F., Rahmani, K., Adibzadeh, S.B. (2020). “Cyclic Behavior of Bolted Flange Plate Moment Connection”, Modares Civil Engineering journal. 20(6), 47-61. [23] Nunez, E., Lichtemberg, R., Herrera, R. (2020). “Cyclic Performance of End-Plate Biaxial Moment Connection with HSS Columns”, Metals, 10(11), doi:10.3390/met10111556. [24] Mahjoob Behrooz, S., Erfani, S. (2020). “Parametric study of Stub-Beam Bolted Extended End-Plate connection to box-columns”, Journal of Constructional Steel Research, 171(2020), https://doi.org/10.1016/j.jcsr.2020.106155. [25] Twizere, M., Taskin, K. (2021). “Numerical Analysis of Square Hollow Column-Beam Connections by Abaqus”, Journal of Science and Technology, 22(1), 55-63. [26] Hamedi, F., Adibzadeh. S.B. (2022) “Effect of Beam Depth on the Behavior of Welded Unreinforced Flange-Welded Rigid Connection to Box Column without Continuity Plate”, Bulletin of Earthquake Science and Engineering (BESE), 9(2022), https://dx.doi.org/10.48303/bese.2022.548088.1065. [27] EN 1993-1-8 (2005). “Eurocode 3: Design of steel structures – Part 1-8: Design of joints”, European Com-mittee for Standardization, Brussels. [28] Umeda, T., Ishii, T., Fujisawa, S., Shimokawa, H. (2022). “Effect of penetration depth of electro-slag welding on ductility of beam-to-column connection”, Journal of Constructional Steel Research, 189(2022), https://doi.org/10.1016/j.jcsr.2021.107081. [29] Taheripour, M., Hatami, F., Raoufi, R. (2022). “Numerical Study of Two Novel Connections with Short End I or H Stub in Steel Structures”, Advanced Steel Construction, 18(1), 495–505. [30] Zhang, Y., Jin, B., Huang, Z., Liu, Z., Jiang, K. (2022). Experimental Study on The Performance of Assembled Steel-Structure Box-Shaped Column Flange Connection Achieved by Plug Welding-Core Sleeve”, Research and Applications of Prefabricated Steel Structure Building Systems, 39(2), 110-122. [31] Architectural Institute of Japan (AIJ) (2021). “Recommendation for Design of Connections in Steel Structures”, AIJ, Tokyo, Japan. [32] Azhari, M., Mirghaderi, S.R. (2015). “Steel Dtructures Design–Seismic Design Division”, Vol. 4, Arkan-Danesh, Iran. [33] Saneei Nia, Z., Ghasemieh, M., Mazroi, A. (2013). “WUF-W Connection Performance to Box Column Subjected to Uniaxial and Biaxial loading”, Journal of Constructional Steel Research, 88(2013), 90-108. [34] Rezaifar, O., Yousefi, S.H. Yoonesi, A., Gholhaki, M. (2019). “Analytical Study of Seismic Behavior Types of the Arrangement Effect on the Continuity Plates in Rigid Connection Between beam to Concrete Filled Steel Tube (CFST) Columns”, Ferdowsi Civil Engineering, 31(1), 127-140. | ||
|
آمار تعداد مشاهده مقاله: 672 تعداد دریافت فایل اصل مقاله: 462 |
||
