مکانیزم خرابی برشی تیرورق‌های I-شکل فولادی با بال فشاری جعبه‌ای

قدمی بدرلو, عباس; پای بند, محمد; بختیاری, جعفر

doi:10.22065/jsce.2025.491139.3587

مکانیزم خرابی برشی تیرورق‌های I-شکل فولادی با بال فشاری جعبه‌ای

نوع مقاله : علمی - پژوهشی

نویسندگان

عباس قدمی بدرلو ¹

محمد پای بند ²

جعفر بختیاری ³

¹ استادیار گروه مهندسی عمران، دانشکده فنی و مهندسی، دانشگاه شهیدمدنی آذربایجان، تبریز، ایران

² دانشجوی کارشناسی ارشد مهندسی عمران، دانشکده فنی و مهندسی، دانشگاه شهیدمدنی آذربایجان، تبریز، ایران

³ فارغ التحصیل کارشناسی ارشد مهندسی عمران، دانشکده فنی و مهندسی، دانشگاه شهید مدنی آذربایجان، تبریز، ایران

10.22065/jsce.2025.491139.3587

چکیده

مقاله حاضر با استفاده از شبیه‌سازی عددی در نرم‌افزار ABAQUS به بررسی مد خرابی برشی در تیرهای I-شکل با بال فشاری جعبه‌ای می پردازد. در این راستا، ابتدا یک تکنیک مدلسازی جهت بررسی رفتار تیرورق‌های با بال جعبه ای توسعه داده شده و سپس نتایج حاصل از آن با داده‌های آزمایشگاهی و عددی موجود صحت‌سنجی گردید. در ادامه، یک مطالعه پارامتریک شامل 75 پانل برشی با در نظر گرفتن متغیرهای هندسی مختلف، از جمله طول تیر، ضخامت و ارتفاع جان، و همچنین ضخامت و ارتفاع بال انجام شد. نتایج تحلیل کمانش الاستیک نشان داد که سختی خارج از صفحه بال تیرورق در تیرهای با بال تخت و بال جعبه‌ای یکسان است، که این امر موجب توزیع مشابه تغییرشکل‌های جان در لحظه وقوع کمانش برشی الاستیک می‌شود. با این حال، در تیرهای با نسبت ابعادی 0/5، رفتار کمانش الاستیک به‌طور چشمگیری متفاوت بوده و تأثیر سختی بال جعبه‌ای در تغییرشکل‌های پانل جان به‌وضوح قابل مشاهده است. علاوه بر این، نتایج تحلیل غیرخطی نشان داد که در تیرهای I-شکل با بال فشاری جعبه‌ای و جان لاغر، تشکیل باند تسلیم کششی در ورق جان کاملاً مشهود بوده و مشابه تیرهای I-شکل متداول، امکان بهره‌گیری از ظرفیت پس‌کمانشی ورق جان وجود دارد. با این حال، مد خرابی این تیرورق‌ها به‌طور قابل‌توجهی با تیرورق‌های I-شکل رایج متفاوت است و مدل‌های کلاسیکی نظیر مدل باسلر برای طراحی این نوع تیرها قابل‌استفاده نیستند. به عنوان نتیجه اصلی این پژوهش، مجموعه‌ای از توصیه‌ها جهت توسعه روابط طراحی برشی برای تیرهای I-شکل با بال فشاری جعبه‌ای ارائه شده است که می‌تواند به عنوان مبنایی برای طراحی بهینه این سازه‌ها مورد استفاده قرار گیرد.

کلیدواژه‌ها

تیرورق

بال جعبه‌ای

مد خرابی

مدکمانش

جان لاغر

خرابی برشی

موضوعات

تحلیل، طراحی و اجرای سازه های فولادی

عنوان مقاله English

Shear failure mechanism of steel plate I-girders with a tubular compression flange

نویسندگان English

Abbas Ghadami ¹

Mohammad Payband ²

Jafar Bakhtyari ³

¹ Assistant Professor, Department of Civil Engineering, Faculty of Engineering, Azarbaijan Shahid Madani University, Tabriz, Iran

² M.Sc. Student, Department of Civil Engineering, Azarbaijan Shahid Madani University, Tabriz, Iran

³ Graduate M.Sc., Department of Civil Engineering, Azarbaijan Shahid Madani University, Tabriz, Iran

چکیده English

This study investigates the shear failure mode in steel plate I-girders with a tubular compression flange (SPTCF) using numerical simulations in ABAQUS software. To this end, a modeling technique was first developed to analyze the behavior of SPTCF, and its results were validated against available experimental and numerical data. Subsequently, a parametric study was conducted on 75 models, considering various geometric parameters, including beam length, web thickness and height, as well as flange thickness and height. The elastic buckling analysis revealed that the out-of-plane stiffness of the flange is identical in girders with flat and tubular flanges, leading to similar web deformation patterns at the onset of elastic shear buckling. However, in girders with an aspect ratio of 0.5, the elastic buckling behavior differs significantly, and the influence of tubular flange stiffness on web panel deformations is distinctly observed. Furthermore, the nonlinear analysis results indicated that in SPTCF with slender webs, the formation of tensile yielding bands in the web plate is clearly pronounced, allowing for the utilization of post-buckling strength similar to conventional I-shaped girders. However, the failure mode of these girders significantly differs from conventional plate girders, and classical models, such as the Basler model, are not applicable for their design. As the primary outcome of this research, a set of recommendations is provided for developing shear design equations for SPTCF, which can serve as a basis for the optimized design of such structures.

کلیدواژه‌ها English

Girder

Tubular flange

Failure mode

Buckling mode

Slender web

Shear failure

[1] Ghadami, A., Pourmoosavi, G., and Ghamari, A. (2021). Seismic design of elements outside of the short low-yield-point steel shear links. Journal of Constructional Steel Research, 178, 106489.

[2] Ghadami, A., and Pourmoosavi, G. H. (2022, June). Numerical investigation on the flange contribution in the shear strength of short LYP I-shaped links without intermediate stiffeners. In Structures (Vol. 40, pp. 485-497). Elsevier.

[3] Hassanein, M. F., and Kharoob, O. F. (2013). Flexural strength of hollow tubular flange plate girders with slender stiffened webs under mid-span concentrated loads. Thin-Walled Structures, 69, 18-28.

[4] Deng, H., Hassanein, M. F., Shao, Y. B., and He, J. (2022). Shear mechanism and design of small-scale tubular flange corrugated web girders. Journal of Constructional Steel Research, 197, 107501.

[5] Dong, J., and Sause, R. (2009). Flexural strength of tubular flange girders. Journal of Constructional Steel Research, 65(3), 622-630.

[6] Gao, F., Yang, F., Zhu, H., and Liang, H. (2021). Lateral-torsional buckling behaviour of concrete-filled high-strength steel tubular flange beams under mid-span load. Journal of Constructional Steel Research, 176, 106398.

[7] Hasan, Q. A., Badaruzzaman, W. W., Al-Zand, A. W., and Mutalib, A. A. (2017). The state of the art of steel and steel concrete composite straight plate girder bridges. Thin-Walled Structures, 119, 988-1020.

[8] Hassanein, M. F., and Kharoob, O. F. (2010). Shear strength and behavior of transversely stiffened tubular flange plate girders. Engineering Structures, 32(9), 2617-2630.

[9] Broujerdian, V., Mahyar, P., and Ghadami, A. (2015). Effect of curvature and aspect ratio on shear resistance of unstiffened plates. Journal of Constructional Steel Research, 112, 263-270.

[10] ANSI, B. (2016). AISC 360-16, specification for structural steel buildings. Chicago AISC.

[11] Hassanein, M. F., and Kharoob, O. F. (2013). Shear capacity of stiffened plate girders with compression tubular flanges and slender webs. Thin-Walled Structures, 70, 81-92.

[12] Hassanein, M. F. (2014). Shear strength of tubular flange plate girders with square web openings. Engineering structures, 58, 92-104.

[13] Hassanein, M. F. (2015). Fundamental behaviour of concrete-filled pentagonal flange plate girders under shear. Thin-Walled Structures, 95, 221-230.

[14] Shao, Y., and Wang, Y. (2017). Experimental study on static behavior of I-girder with concrete-filled rectangular flange and corrugated web under concentrated load at mid-span. Engineering Structures, 130, 124-141.

[15] Perera, N., and Mahendran, M. (2018). Section moment capacity tests of hollow flange steel plate girders. Journal of Constructional Steel Research, 148, 97-111.

[16] Deng, H., Shao, Y. B., and Hassanein, M. F. (2022). Experimental shear testing of corrugated web girders with compression tubular flanges used in conventional buildings. Thin-Walled Structures, 179, 109557.

[17] Basler, K. (1961). Strength of plate girders in shear. Journal of the Structural Division, 87(7), 151-180.

[17-18] Basler, K., Yen, B. T., Mueller, J. A., and Thurlimann, B. (1960). WEB BUCKLING TESTS ON WELDED PLATE GIRDERS. PART 3: TESTS ON PLATE GIRDERS SUBJECTED TO SHEAR (No. 251-13).

[19] Lee, S. C., and Yoo, C. H. (1999). Experimental study on ultimate shear strength of web panels. Journal of structural engineering, 125(8), 838-846.

[20] Porter, D. M., KC, R., and HR, E. (1975). The collapse behaviour of plate girders loaded in shear.

[21] Augustyn, K.E., Quiel, S.E., Garlock, M.E.M. (2022). Post-buckling shear resistance of slender girder webs: Stiffener participation and flange contributions, J. Constr. Steel Res. 190, 107117.

[22] Deng, L., Shao, Y., Liu, G., Wang, Z., Wu, C., and Wang, J. (2022). Investigation on local compressive performance of corrugated web I-girder with rectangular grouted tubular flange. Thin-Walled Structures, 179, 109687.

[23] Deng, L., Shao, Y., Jiang, D., Hassanein, M. F., and He, J. (2024). Elastic analysis of I-girders with tubular flange and corrugated web. Journal of Constructional Steel Research, 213, 108407.

[24] Naseria, A., and Ashtari, P. (2025). Seismic performance evaluation of Tubular Flange Beam (TFB) in moment resisting frames, Struct. Eng. Mech. an Int. J. 93, 207–220.

[25] Zhang, Y., Wang, X., Ji, S.-H. (2025). Flexural and shear behaviour of concrete-filled weathering steel tubular flange girders with local corrosion: Tests and numerical analysis, J. Constr. Steel Res. 232, 109659.

[26] Gheitasi, A., and Alinia, M. M. (2010). Slenderness classification of unstiffened metal plates under shear loading. Thin-Walled Structures, 48(7), 508-518.

[27] Garlock, M. E. M., and Glassman, J. D. (2014). Elevated temperature evaluation of an existing steel web shear buckling analytical model. Journal of Constructional Steel Research, 101, 395-406.

[28] Ghadami, A., Pourmoosavi, G. H., Talatahari, S., and Azar, B. F. (2021). Overstrength factor of short low-yield-point steel shear links. Thin-Walled Structures, 161, 107473.

[29] Fatemi Nasab, V., Shahabian, F. (2024), Shear strengthening of corroded Plate Girders, J. Struct. Constr. Eng. 11, 238–259.

[30] Alinia, M. M., Hosseinzadeh, S. A. A., and Habashi, H. R. (2007). Numerical modelling for buckling analysis of cracked shear panels. Thin-Walled Structures, 45(12), 1058-1067.

[31] Amani, M., Edlund, B. L. O., and Alinia, M. M. (2011). Buckling and postbuckling behavior of unstiffened slender curved plates under uniform shear. Thin-walled structures, 49(8), 1017-1031.

[32] Ghadami, A., and Broujerdian, V. (2019). Shear behavior of steel plate girders considering variations in geometrical properties. Journal of Constructional Steel Research, 153, 567-577.

[33] Ghadami, A., Jawdhari, A., and PourMoosavi, G. (2024). Buckling and post-buckling behavior of top flange coped I-beams with slender web panels. Thin-Walled Structures, 198, 111640.

[34] Ghadami, A., and Zare, N. (2024). Overstrength and Rotation Capacity of Short and Very Short Links Made of ASTM A992 Steel and Subjected to AISC 341-22 Loading Protocol. Arabian Journal for Science and Engineering, 1-15.

[35] Ghadami, A., and Broujerdian, V. (2019). Flexure–shear interaction in hybrid steel I-girders at ambient and elevated temperatures. Advances in Structural Engineering, 22(6), 1501-1516.

[36] Alinia, M. M., and Shirazi, R. S. (2009). On the design of stiffeners in steel plate shear walls. Journal of Constructional Steel Research, 65(10-11), 2069-2077.

[37] Amani, M., Alinia, M. M., and Fadakar, M. (2013). Imperfection sensitivity of slender/stocky metal plates. Thin-Walled Structures, 73, 207-215.

[38] Ghadami, A., and Pourmoosavi, G. (2023). The effect of heat-affected zone on the cyclic backbone curve of I-shaped LYP steel links. Journal of the Brazilian Society of Mechanical Sciences and Engineering, 45(6), 307.

[39] Ghadami, A., and Pourmoosavi, G. (2024). An Experimentally Validated Numerical Model for Generating the Cyclic Backbone Curve of LYP Links. Iranian Journal of Science and Technology, Transactions of Civil Engineering, 48(6), 4489-4504.