Axial Compressive Behavior of Concrete-Encased CFST Stub Columns with High-Level Two-Stage Initial Stresses
Publication: Journal of Bridge Engineering
Volume 27, Issue 12
Abstract
Concrete-encased concrete-filled steel tube (CFST) is an innovative composite member that consists of the inner CFST components and an outer reinforcement concrete encasement. One increasing application scenario of concrete-encased CFST is acting as the arch rib in large-span arch bridges that are generally constructed through a three-stage procedure. Consequently, significant two-stage initial stresses in the steel tube and inner CFST are commonly generated, which might influence the structural behavior of the arch ribs. This paper aimed to study the effect of the high-level two-stage initial stresses on the sectional performance of concrete-encased CFST arch subject to axial compression. Accordingly, six concrete-encased CFST stub column specimens with two-stage initial stresses, as well as 12 reference specimens with preload on steel tube or CFST only, were tested and analyzed through a refined finite-element model. The simplified prediction formula for ultimate compressive strength of concrete-encased CFST stub column with different initial stress scenarios were also established. The results show that the column specimens with two-stage initial stresses generally failed due to the premature crushing of outer concrete caused by the pronounced outward swelling effect from the yielded and locally buckled inner steel tube. The yielding and local buckling of steel tube were fairly hastened by its initial stress. Therefore, it is recommended that the initial stress ratio of steel tube should be limited within a reasonable value in the design. The specific value is around 0.6 within the scope of the structural parameters of this study.
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Acknowledgments
The authors are grateful for the financial support provided by the National Natural Science Foundation of China (52108124), Guangxi Science and Technology Base and Talent Project (Guangxi science AD21220036), the Fundamental Research Funds for the Central Universities (2021CDJSKJC15), and Major Project of Science and Technology of Guangxi (AA18118055).
Notation
The following symbols are used in this paper:
- B
- side length of specimen section;
- b
- stirrup spacing;
- D
- diameter of CFST;
- fc
- prism compressive strength of concrete;
- fcu
- cubic compressive strength of concrete;
- fi,c
- initial stress of core concrete;
- fi,s
- initial stress of steel tube;
- fy
- yield strength of steel tube;
- fyl
- yield strength of longitudinal reinforcing bar;
- fys
- yield strength of stirrup;
- H
- height of specimen;
- t
- thickness of steel tube;
- tc
- thickness of outer concrete;
- βc
- initial stress ratio of core concrete refers to the ratio of fi,c to fc;
- βm
- critical initial stress ratio of steel tube;
- βs
- initial stress ratio of steel tube refers to the ratio of fi,s to fy;
- modified strain of outer concrete at peak compressive stress;
- ξc
- confinement factor of outer concrete to steel tube; and
- Φc
- correction coefficient of compressive strength for outer concrete.
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Published In
Journal of Bridge Engineering
Volume 27 • Issue 12 • December 2022
Copyright
© 2022 American Society of Civil Engineers.
History
Received: Apr 1, 2022
Accepted: Aug 4, 2022
Published online: Oct 10, 2022
Published in print: Dec 1, 2022
Discussion open until: Mar 10, 2023
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