نشریه علمی سازه و فولاد

نشریه علمی سازه و فولاد

ارزیابی رفتار لرزه‌ای قاب‌های خمشی ویژه فولادی مجهز به لینک برشی در پای ستون

نوع مقاله : مقاله پژوهشی

نویسندگان
دانشکده مهندسی عمران، دانشکدگان فنی، دانشگاه تهران، تهران، ایران
چکیده
زمینۀ پژوهش: قاب‌های خمشی ویژۀ فولادی به‌دلیل شکل‌پذیری و ظرفیت اتلاف انرژی مطلوب، از متداول‌ترین سیستم‌های مقاوم در برابر زلزله هستند. بااین‎حال، در قاب‌های خمشی ویژه، تشکیل مفصل پلاستیک خمشی–محوری در پای ستون می‌تواند به کمانش موضعی بال و جان، آسیب به اجزای اتصال، اُفت سختی و مقاومت چرخه‌ای، کاهش ظرفیت باربری ثقلی پسا‌زلزله و کاهش قابلیت بهره‌برداری پس از زلزله منجر شود. پژوهش حاضر با معرفی لینک برشی در پای ستون ازطریق تغییر موضعی مقطع پای ستون، روشی ساده برای تمرکز تغییرشکل‌های غیرارتجاعی در این لینک ارائه می‌دهد.
روش پژوهش: در این پژوهش، با ارائۀ یک رابطۀ تحلیلی، تشکیل مفاصل پلاستیک برشی به‌جای مفاصل خمشی–محوری در پای ستون‌ها تضمین شد. برای ارزیابی رفتار لرزه‌ای، پنج قاب خمشی ویژۀ فولادی دودهانه با ۲، ۴، ۶، ۸ و ۱۰ طبقه مطابق آیین‌نامه‌های ASCE 7-22، AISC 360-22 و AISC 341-22 در نرم‌افزار ETABS طراحی و در Opensees مدل‌سازی شدند. عملکرد این سازه‌ها با تحلیل‌های استاتیکی غیرخطی و تاریخچه زمانی غیرخطی در سطوح خطر DBE و MCE، تحت ۲۲ رکورد حوزۀ دور از گسل مطابق
FEMA P695 مقیاس‌شده بر اساس استاندارد ۲۸۰۰ (ویرایش چهارم)، ارزیابی شد.
یافته‌ها: سازه‌های مجهز به لینک برشی در پای ستون، اگرچه مقاومت بیش‎تری نسبت به قاب‌های خمشی ویژه دارند، اما در سازه‌های کوتاه‌مرتبه از شکل‌پذیری کافی برخوردار نیستند. بررسی سه راهکار تقویت ظرفیت برشی، تضعیف ظرفیت خمشی و ترکیب این دو نشان داد که راهکار ترکیبی، بهترین عملکرد را از نظر سختی، مقاومت، شکل‌پذیری و جذب انرژی داشته و در تحلیل تاریخچه زمانی، معیارهای دریفت مجاز آیین‌نامه‌ای را تأمین و از ورود مفاصل برشی و خمشی–محوری به ناحیۀ زوال مقاومت جلوگیری می‌کند.
نتیجه‌گیری: به‌کارگیری لینک برشی در پای ستون، به‌ویژه با راهکار ترکیبی تقویت ظرفیت برشی و تضعیف ظرفیت خمشی، از ورود مفاصل برشی و خمشی–محوری لینک پای ستون به ناحیۀ زوال مقاومت جلوگیری کرده و عملکرد لرزه‌ای قاب‌های خمشی ویژه را بهبود می‌بخشد.
کلیدواژه‌ها
موضوعات

عنوان مقاله English

Evaluation of Seismic Behavior of Special Steel Moment Resisting Frames Equipped with Shear Link at Column Base

نویسندگان English

Asma Mehrabi
Abazar Asghari
Seyed Rasoul Mirghaderi
School of Civil Engineering, College of Engineering, University of Tehran, Tehran, Iran
چکیده English

Background: Special steel moment-resisting frames (SMRFs) are among the most widely used seismic force-resisting systems due to their desirable ductility and energy dissipation capacity. However, in SMRFs, the formation of flexural–axial plastic hinges at column bases may lead to local flange and web buckling, damage to connection components, degradation of cyclic stiffness and strength, reduced post-earthquake gravity load-carrying capacity, and diminished post-earthquake serviceability. This study proposes a simple approach to concentrate inelastic deformations within a column-base shear link introduced through localized modification of the column-base cross-section.
Methods: In this study, an analytical equation was developed to ensure the formation of shear plastic hinges instead of flexural–axial plastic hinges at the column bases. To evaluate the seismic performance, five two-bay steel SMRFs with 2, 4, 6, 8, and 10 stories were designed in ETABS in accordance with ASCE 7-22, AISC 360-22, and AISC 341-22 and subsequently modeled in OpenSees. Their seismic behavior was evaluated through nonlinear static (pushover) and nonlinear response history analyses under the Design Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) hazard levels using 22 far-field ground motion records selected in accordance with FEMA P695 and scaled based on the fourth edition of the Iranian Standard No. 2800.
Results: Although the frames equipped with column-base shear links exhibited higher strength than conventional SMRFs, they did not provide sufficient ductility in low-rise buildings. Three design strategies, including increasing the shear capacity, reducing the flexural capacity, and combining both approaches, were investigated. The combined strategy demonstrated the best overall performance in terms of stiffness, strength, ductility, and energy dissipation. Furthermore, nonlinear response history analyses showed that this approach satisfied the code-prescribed interstory drift limits and prevented both shear and flexural–axial plastic hinges from entering the strength degradation region.
Conclusion: The implementation of a column-base shear link, particularly through the combined strategy of increasing the shear capacity while reducing the flexural capacity, prevents both shear and flexural–axial plastic hinges in the column-base link from entering the strength degradation region, thereby improving the seismic performance of steel special moment-resisting frames.

کلیدواژه‌ها English

Special Steel Moment-Resisting Frame (SMRF)
Shear Link
Shear Fuse
Column Base
Seismic Design
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  • تاریخ دریافت 26 آبان 1404
  • تاریخ بازنگری 13 بهمن 1404
  • تاریخ پذیرش 16 بهمن 1404
  • تاریخ اولین انتشار 01 فروردین 1405
  • تاریخ انتشار 01 فروردین 1405