Analytical and Numerical Investigation of Overstrength Factors for Very Short Shear Links in EBFs

Hu, Shujun; Xiong, Jingang; Zhou, Qiang; Lin, Zhou

doi:10.1007/s12205-018-1479-3

Cited by 17 publications

(6 citation statements)

References 12 publications

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“…It is observed that all the specimens have the same hysteresis curves; this behavior can be explained by the sufficient bearing capacity of PCB-SLCC-1 through PCB-SLCC-5 specimens, and the very short shear links exhibit the plastic energy dissipation capability during the cyclic loading. In addition, the ultimate shear forces for all the specimens are 378 kN at 0.15 radians of link plastic deformation, which is close to equation (2)'s calculation value of 385 kN [28], showing great agreement and reliability.…”

Section: Hysteresissupporting

confidence: 80%

Seismic Performance Evaluation of Precast Concrete Beam‐to‐Shear Link Composite Connection with Bending Moment and Shear Force Separate Method

Guo

Xiong³

et al. 2020

Advances in Civil Engineering

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A new type of prefabricated reinforced concrete-Y-shaped eccentrically steel brace structure (PRC-Y-ESBS) is developed by combining the mechanical property of prefabricated reinforced concrete frame and Y-shaped eccentrically steel brace, so the seismic performance and seismic resilience capacity of prefabricated reinforced concrete frame can be effectively improved. In the PRC-Y-ESBS, the precast concrete beam-to-shear link composite connection should have enough bearing capacity and resilience capacity under the shear force and bending moment, so the damage can be restricted in shear links. In this paper, an innovative precast concrete beam-to-shear link composite connection (PCB-SLCC) with bending moment and shear force separate method is proposed. Four different types of shear connectors are analyzed in detail by using the verified numerical method, and the shear capacity and failure mode of shear connectors can be obtained. Then, the innovative PCB-SLCCs with the reasonable shear connector considering different influencing parameters are also studied in detail. The results indicate that the shear connectors and high-strength bolts are still in elastic state at ultimate load, and little damage has occurred in the concrete between the embedded plate and precast concrete frame, while the PCB-SLCC has enough bearing capacity at the ultimate stage. In addition, this study also clearly identifies that high-strength bolts can only bear the bending moment, and the shear force is only carried by shear connectors, so the bending moment and shear force of the innovative PCB-SLCC with high bearing capacity, ease of installation, and seismic resilience capacity can be apparently separated.

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Section: Hysteresissupporting

confidence: 80%

Seismic Performance Evaluation of Precast Concrete Beam‐to‐Shear Link Composite Connection with Bending Moment and Shear Force Separate Method

Guo

Xiong³

et al. 2020

Advances in Civil Engineering

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“…Existing research [23] has shown that when the length ratio of shear link is higher than 1.0, its mechanical properties are significantly different from those of very short shear links with length ratios less than 1.0. Ozkilic [24] designed shear links with length ratios of 1.0 and 1.43 made of S275, whose overstrength factor could reach 1.76 and 1.58, respectively.…”

Section: Introductionmentioning

confidence: 99%

“…Yao [17] studied shear links using Q235 steel with a length ratio of 1.3, showing that the average overstrength factor was 1.85. Hu [18] conducted a study on numerical models of shear links based on Q235 steel with length ratios less than 1.0, and pointed out that the average inelastic rotation and overstrength factor were 0.13 and 1.90, respectively. Liu [19] studied shear links based on Q345 steel with a length ratio of 1.53, and the overstrength factor could reach 1.47.…”

Section: Introductionmentioning

confidence: 99%

“…Ozkilic [24] designed shear links with length ratios of 1.0 and 1.43 made of S275, whose overstrength factor could reach 1.76 and 1.58, respectively. Hu [18] recorded the overstrength factor of shear links based on Q235 steel with a length ratio less than 1.0 as 1.90, while Liu [19] studied shear links based on Q345 steel with a length ratio of 1.53 and pointed out that the overstrength factor could reach 1.47. To distinguish it from very short shear links, a shear link with a length ratio higher than 1.0 is defined as an ordinary shear link.…”

Section: Introductionmentioning

confidence: 99%

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Mechanical Properties and Influence Factors of Ordinary Shear Links

Hu,

Liu,

Zeng

et al. 2024

Buildings

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The current specification requires the same limiting values of inelastic rotation and the overstrength factor for shear links with a length ratio less than 1.6. However, recent studies have shown that the mechanical properties of ordinary shear links with a length ratio ranging from 1.0 to 1.6 are obviously different from those of very short shear links with a length ratio less than 1.0. Additionally, shear links made of different steel materials have differences in mechanical properties. Based on Q345 steel, three ordinary shear links with a length ratio of 1.36 were designed to intensively explore the influence of stiffener configurations and spacing on mechanical properties. Under cyclic loading tests, the failure modes, hysteresis curves, skeleton curves, secant stiffness curves and energy dissipation capacities of shear link specimens were recorded. The results show that the overstrength factor and inelastic rotation of specimens SL-1 and SL-2, which had different stiffener configurations, reached 1.59 and 0.10, while those of specimen SL-3, which had wider stiffener spacing, reached 1.48 and 0.07, which showed that varying the stiffener configuration has no obvious effect, while relaxing stiffener spacing can result in severe buckling of the web. Additionally, its bearing capacity, inelastic rotation, secant stiffness and energy dissipation capacity reduced. Hence, the stiffener spacing should satisfy the requirements of the specification and not be too wide. Based on ABAQUS software, finite element models of ordinary shear links proved to be accurately consistent with test specimens in terms of mechanical properties. On this basis, 114 numerical models of ordinary shear links with different length ratios, stiffener spacings, flange-to-web area ratios, flange strengths, web depth-to-thickness ratios and stiffener thicknesses were designed to study the influence on the overstrength factor.

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“…Hu vd. [18] yapma enkesitli profilden oluşturulan çok kısa bağ kirişlerini (<1) çevrimsel yükleme altında nümerik olarak incelemiş ve çok kısa bağ kirişlerinde pekleşme katsayısının 1,90-2,05 aralığında bulunduğunu göstermişlerdir. IPE240 enkesitli kısa bağ kirişleri ile gerçekleştirilen farklı deneysel çalışmalarda pekleşme katsayısı 1,47-1,83 aralığında bulunmuştur [19][20][21][22].…”

Section: Giriş (Introduction)unclassified

H- ve I- enkesitli Avrupa profillerinden teşkil edilen bağ kirişlerinde pekleşme katsayısının incelenmesi

Alçiçek

Vatansever

2022

Gazi Üniversitesi Mühendislik Mimarlık Fakültesi Dergisi

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Dışmerkez çaprazlı çelik çerçeveler (DMÇÇÇ), deprem etkisinde plastik şekildeğiştirmelerin sadece bağ kirişlerinde oluştuğu ve yapı sistemine etkiyen deprem enerjisinin akmaya ulaşan bağ kirişlerinin dönme deformasyonları ile sönümlendiği yatay yük taşıyıcı sistemlerdir. DMÇÇÇ sistemlerde birleşimler, kolonlar, çaprazlar ve bağ kirişi dışında kalan kiriş bölümleri pekleşme etkilerinin de dikkate alındığı, bağ kirişinin plastikleşmesine neden olan yükleme durumu altında hesaplanan tasarım kuvvetlerini karşılayacak şekilde boyutlandırılmaktadır. Bağ kirişi dışındaki elemanların tamamen elastik kalmasının sağlanması amacıyla tasarım dayanımlarının; deprem etkileri altında hesaplanan iç kuvvetlerin tasarım büyütme katsayısı ile büyütülerek yük birleşimlerinde kullanılması ile elde edilmesi gerekmektedir. Tasarım büyütme katsayılarının hesabında esas alınan pekleşme etkileri, TBDY 2018’de tanımlanan pekleşme katsayıları ile dikkate alınmaktadır. Çalışma kapsamında Avrupa tipi I-enkesitli (dar başlıklı / IPE) ve H-enkesitli (geniş başlıklı / HEB) çelik profiller ile teşkil edilen bağ kirişleri için pekleşme katsayısının incelenmesi amaçlanmıştır. Bu kapsamda 280 adet bağ kirişinin doğrusal olmayan sonlu eleman modeli tekrarlı tersinir (çevrimsel) yükleme altında analiz edilerek, kısa, orta ve uzun bağ kirişleri için pekleşme katsayıları elde edilmiştir. Bu katsayılar değerlendirildiğinde, TBDY 2018 kapsamında 1,25 olarak belirtilen pekleşme katsayısının orta ve uzun bağ kirişleri için uygun bir değer olduğu, ancak kısa bağ kirişleri için bu değerin; IPE profil kullanılması halinde ortalama olarak 1,68, HEB profil kullanılması halinde ise, ortalama olarak 1,65 olması gerektiği sonucuna varılmıştır, ayrıca normalleştirilmiş bağ kirişi uzunluğuna bağlı olarak pekleşme katsayısı formülü geliştirilmiştir.

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Analytical and Numerical Investigation of Overstrength Factors for Very Short Shear Links in EBFs

Cited by 17 publications

References 12 publications

Seismic Performance Evaluation of Precast Concrete Beam‐to‐Shear Link Composite Connection with Bending Moment and Shear Force Separate Method

Seismic Performance Evaluation of Precast Concrete Beam‐to‐Shear Link Composite Connection with Bending Moment and Shear Force Separate Method

Mechanical Properties and Influence Factors of Ordinary Shear Links

H- ve I- enkesitli Avrupa profillerinden teşkil edilen bağ kirişlerinde pekleşme katsayısının incelenmesi

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