برآورد احتمالاتی هزینه‌ی تعمیر جهت ارزیابی عملکردی قاب‌های خمشی بتنی ویژه

نوع مقاله : پژوهشی اصیل (کامل)

نویسندگان
ساجده عباسقلی نیا 1
حر خسروی 2
شقایق واثقی امیری 3
1 دانشجوی مهندسی عمران، گرایش سازه دانشگاه صنعتی نوشیروانی بابل
2 عضو هیات علمی دانشگاه صنعتی نوشیروانی بابل
3 دکتری سازه دانشگاه صنعتی شریف، تهران
چکیده
امروزه طراحی لرزه‌ای سازه‌ها بر اساس عملکرد، به طور وسیعی مورد توجه جامعه مهندسی قرار گرفته است. به طوری که روش‌های مختلفی برای طراحی عملکردی توسط محققین ارائه شده و این نگرش تا حد زیادی وارد آیین‌نامه‌های طراحی و بهسازی سازه‌ها نیز شده است. در این روش، ساختمان به گونه‌ای طراحی می‌شود که در زلزله‌ای با سطح خطر مشخص، سطح عملکرد مورد انتظار و از پیش تعیین شده‌ای را برآورده نماید. از آنجایی که سطوح عملکردی ساختمان، بر اساس میزان خسارت وارده به اعضای سازه‌ای و غیر سازه‌ای تعیین می‌شود؛ یکی از راهکارهای کاربردی و مؤثر برای ارزیابی عملکرد، برآورد هزینه‌ی تعمیر ساختمان است. در این رویکرد، هزینه‌ی تعمیر به صورت خسارت سالانه‌ی مورد انتظار و به روش احتمالاتی تعیین می‌شود. در این پژوهش، ابتدا سه ساختمان اداری 4-، 12-، و 20-طبقه با سیستم باربر لرزه‌ای قاب خمشی بتنی ویژه در منطقه‌ای با خطرپذیری بالا انتخاب شد. سپس با مدل‌سازی غیرخطی سازه‌ها و تحلیل دینامیکی فزاینده آنها، رابطه احتمالاتی مابین شتاب طیفی زلزله و پارامتر خسارت یعنی جابه‌جایی نسبی طبقات و همچنین منحنی شکنندگی فروریزش به دست آمد. بدین منظور با بهره‌گیری از مدل ساده شده‌ی قاب جایگزین، بیش از 3000 تحلیل دینامیکی غیرخطی انجام شد. در ادامه هزینه تعمیر شامل هزینه تعمیر اعضای سازه‌ای شامل تیر و ستون، هزینه تعمیر اعضای غیر سازه‌ای شامل پارتیشن و دیوار خارجی و هزینه جایگزین کردن سازه‌‌های دچار فروریزش به صورت خسارت سالانه‌ی مورد انتظار محاسبه شد. نتایج محاسبه‌ی هزینه‌های تعمیر نشان می‌دهد که در زلزله سطح DBE، هزینه‌ی تعمیر ساختمان‌های 4-، 12-، و 20-طبقه به ترتیب 3%، 5/2%، و10% هزینه‌ی جایگزینی ساختمان و در زلزله سطح MCE، به ترتیب 22%، 23%، و38% هزینه‌ی جایگزینی ساختمان است. هزینه تعمیر اعضای سازه‌ای نیز بیشتر از هزینه تعمیر اعضای غیر سازه‌ای محاسبه شد.

کلیدواژه‌ها

موضوعات

عنوان مقاله English

Probabilistic estimation of repair cost for Performance assessment of concrete special moment frames

نویسندگان English

Sajedeh Abbasgholinia 1
Horr Khosravi 2
Shaghayegh Vaseghiamiri 3
1 M.Sc. in Structural Engineering, Babol Noshirvani University of Technology
2 Faculty Member of Babol Noshirvani University of Technology
3 Ph.D. of Structural Engineering, Sharif University of Technology, Tehran, Iran
چکیده English

Nowadays, the seismic performance-based design of structures has been widely noticed by the engineering community. So, different methods for performance-based design have been presented by different researchers. This attitude has been included in the design code and regulations for seismic design of new buildings and retrofit of existing buildings. The FEMA P-58 performance-based design method presented by the Pacific Earthquake Engineering Research (PEER) can quantify the consequences related to the seismic response of buildings. Therefore, using this method, the seismic performance of buildings can be directly evaluated. In addition, this performance-based design method can define simpler criteria such as repair cost, repair time, and casualties for seismic evaluation and decision-making process. The method is based on considering different sources of uncertainty in earthquake input and its intensity, structural response, associated damage, and repair cost, using the concepts of conditional probability and total probability theorem. In this method, the building is designed in such a way that it meets the expected and predetermined performance level in a specific level of seismic excitation. Since the performance levels of the building are determined based on the amount of damage caused to structural and non-structural members, one of the practical and effective ways to evaluate performance is to estimate the building repair cost. In the approach presented in FEMA P-58, the repair cost is defined in a probabilistic approach, as the cost needed to restore the damaged parts to their original state in the form of expected annual loss. In this research, first, three 4-, 12-, and 20-story office buildings with the lateral force resisting system of reinforced concrete special moment frames were selected in a high seismic risk area. Then, the nonlinear model of structures was provided in OpenSEES software. In order to reduce the computational cost and analysis time, the single-bay Substitute Frame model was used to simplify the multi-bay reinforced concrete moment frames. All four structures were subjected to Incremental Dynamic Analysis (IDA) for 30 earthquake records. A probabilistic relationship between the spectral acceleration of the earthquake and the main damage parameter (i.e. the inter-story drift), as well as the collapse fragility curve, was obtained. Then, the repair cost including the cost of repairing structural members as well as beams and columns, the cost of repairing non-structural members as well as partition and curtain walls, and the cost of replacing collapsed structures was calculated as expected annual loss. The results show that the repair costs at the Design-Based Earthquake (DBE) for 4-, 12-, and 20-story buildings are 3%, 2.5%, and 10% of the building replacement cost and at Maximum Credible Earthquake (MCE) are 22%, 23%, and 38% of the building replacement cost, respectively. In addition, in short buildings, most of the cost is caused by repairing structural and non-structural members, and in tall buildings, most of the cost is caused by replacing collapsed or severely damaged structures. Considering two nonstructural elements (i.e. partition and curtain walls) in repair cost, the analysis results show that the cost of repairing structural elements is more than the cost of repairing non-structural elements.

کلیدواژه‌ها English

Loss assessment
performance assessment
Reinforced Concrete Moment Frame
Repair cost
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