Numeric Analysis on Shear Behavior of High-Strength Concrete Single-Keyed Dry Joints with Fixing Imperfections in Precast Concrete Segmental Bridges

Jiang, Haibo; Chen, Mingzhu; Sha, Zhijun; Xiao, Jie; Feng, Jianghua

doi:10.3390/ma13132914

Cited by 12 publications

(6 citation statements)

References 27 publications

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“…Zudem ist die Ergänzung der Untersuchungen um die Lastfallkomponente der Querkraft notwendig [17]. Weiterhin ist perspektivisch auch die Übertragung der gewonnenen Erkenntnisse auf andere Bereiche des Bauwesens wie den Segmentbrückenbau möglich [18–20].…”

Section: Zusammenfassung Und Ausblickunclassified

Einfluss von Imperfektionen auf die Fugentragfähigkeit torsionsbeanspruchter Kreisringsegmente

Fürll

Klein

Betz

et al. 2022

Beton und Stahlbetonbau

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Hybride Turmkonstruktionen für Windenergieanlagen haben sich in den letzten Jahren vor allem für Anlagen mit großen Nabenhöhen etabliert. Der obere Teil derartiger Türme besteht aus Stahlsektionen, wohingegen sich der untere Teil aus vorgespannten Betonfertigteilringen zusammensetzt. Die zwangsläufig zwischen den Betonfertigteilen entstehenden Horizontalfugen werden üblicherweise als Trockenfugen ausgeführt. Aufgrund der fehlenden Ausgleichsschicht in der Fuge entstehen erhöhte Anforderungen an die Genauigkeit der Fugenoberflächen. Aus Messdaten von realen Segmenten von Windenergieanlagen konnte abgeleitet werden, dass die Fugenoberflächen Ungenauigkeiten hinsichtlich der Querschnittsform und Ebenheit aufweisen. Mittels numerischer Simulationen wurde der Einfluss dieser Imperfektionen auf das Fugentragverhalten unter kombinierter Belastung aus Vorspannung, Biegung und Torsion untersucht. Es zeigt sich, dass in Abhängigkeit von der Imperfektionsart und vom Vorspanngrad Imperfektionen das Fugentragverhalten erheblich beeinflussen können.

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Section: Zusammenfassung Und Ausblickunclassified

Einfluss von Imperfektionen auf die Fugentragfähigkeit torsionsbeanspruchter Kreisringsegmente

Fürll

Klein

Betz

et al. 2022

Beton und Stahlbetonbau

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“…Through the virtual work equations and variational derivation, the stiffness matrix K t and resistance vector f t of the slipping cable element can be obtained and expressed as Equations ( 6) and (7), respectively. k g t and k m t denote the geometric and material stiffness matrix of the element, respectively.…”

Section: Multi-node Slipping Cable Element For Internal Unbonded Tendonsmentioning

confidence: 99%

“…Nowadays, steel tendons constitute the most widely adopted prestressing solution in PSCBs, including internal fully bonded steel tendons, external unbonded steel tendons, and hybrid tendons [4]. Numerous studies have been performed on the flexural and shear behaviors of steel tendon prestressed PSCBs [5][6][7][8][9][10]. The internal bonded steel tendons are beneficial to improving structural load-carrying capacity and ductility, but they are vulnerable to corrosion at the joint locations [11,12].…”

Section: Introductionmentioning

confidence: 99%

Numerical Model for Flexural Analysis of Precast Segmental Concrete Beam with Internal Unbonded CFRP Tendons

et al. 2022

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A new construction scheme was recently developed for precast segmental concrete beams by replacing steel tendons with internal unbonded carbon-fiber-reinforced polymer tendons. The discontinuous behaviors of the opening joints and unbonded phenomenon of tendons made their flexural behaviors more complicated than those of monolithic beams and members with bonded tendons. Currently, the knowledge on the structural performance of precast segmental concrete beams with internal unbonded carbon-fiber-reinforced polymer tendons is still limited. An efficient numerical model is urgently needed for the structural analysis and performance evaluation of this new construction scheme. In this paper, a new beam–cable hybrid model was proposed accounting for the mechanical behaviors of open joints and unbonded tendons. The numerical model was implemented in the OpenSees software with the proposed modeling method for joint elements and a newly developed element class for internal unbonded tendons. The effectiveness of the proposed model was verified by comparisons against two simply supported experimental tests. Then, the numerical model was employed to evaluate the flexural performance of a full-scale bridge with a span of 37.5 m. Compared with the precast segmental concrete beam with external steel tendons, the scheme with internal unbonded carbon-fiber-reinforced polymer tendons significantly improved the flexural capacity and ductility by almost 54.6% and 8.9%, respectively. The span-to-depth ratio and prestressing reinforcement ratio were the main factors affecting the flexural behaviors. With the span-to-depth ratio increasing by 23%, the flexural capacity decreased by approximately 38.6% and the tendon stress increment decreased by approximately 15.7%. With the prestressing reinforcement ratio increasing by 65.4%, the flexural capacity increased by 88.7% and the tendon stress increment decreased by approximately 25.2%.

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“…Fracture toughness under shear of some of the above-mentioned structural elements are presented, among others, in papers [ 100 , 101 , 102 , 103 , 104 , 105 , 106 ]. The wide range of examples of constructions, in which mode II fracture may determine the destruction, show the undoubted importance of the analyzed scientific problem.…”

Section: The Importance Of Researchmentioning

confidence: 99%

Changes in the Fracture Toughness under Mode II Loading of Low Calcium Fly Ash (LCFA) Concrete Depending on Ages

Golewski

2020

Materials

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This study investigated the influence of the curing time on the fracture toughness of concrete produced with different content of low calcium fly ash (LCFA). During the study, the amounts of 20% and 30% of pozzolanic additive were used. In order to observe the effect of the applied pozzolanic additive on the analyzed concrete properties, the obtained results were compared with the values obtained for the reference concrete. Compressive strength—fcm and fracture toughness, by using mode II loading—KIIc (shearing), were determined between the 3rd and 365th days of curing. In the course of experiments, changes in the development of cracks in individual series of concrete were also analyzed. In addition, the microstructures of all composites and the nature of macroscopic crack propagation in mature concretes were assessed. It was observed that the greatest increase in fracture toughness at shear was in the case of reference concrete during the first 28 days, whereas, in the case of concretes containing LCFA, in the period of time above 4 weeks. Furthermore, concrete without the LCFA additives were characterized by a brittle fracture. In contrast to it, concretes with LCFA additives are mainly characterized by a quasi-plastic process of failure. Moreover, most of the samples showed a typical pattern of the destruction that occurs as a result of shearing. The presented test results may be helpful in selecting the composition of concrete mixtures containing LCFA to be used in concrete and reinforced concrete structures subjected to shear loads.

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Numeric Analysis on Shear Behavior of High-Strength Concrete Single-Keyed Dry Joints with Fixing Imperfections in Precast Concrete Segmental Bridges

Cited by 12 publications

References 27 publications

Einfluss von Imperfektionen auf die Fugentragfähigkeit torsionsbeanspruchter Kreisringsegmente

Einfluss von Imperfektionen auf die Fugentragfähigkeit torsionsbeanspruchter Kreisringsegmente

Numerical Model for Flexural Analysis of Precast Segmental Concrete Beam with Internal Unbonded CFRP Tendons

Changes in the Fracture Toughness under Mode II Loading of Low Calcium Fly Ash (LCFA) Concrete Depending on Ages

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