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Frontiers of Structural and Civil Engineering

Front Arch Civil Eng Chin    2009, Vol. 3 Issue (1) : 25-31     https://doi.org/10.1007/s11709-009-0012-7
RESEARCH ARTICLE |
Moment-curvature relationship of FRP-concrete-steel double-skin tubular members
Mingxue LIU, Jiaru QIAN()
Key Laboratory for Structural Engineering and Vibration of Ministry of Education, Department of Civil Engineering, Tsinghua University, Beijing 100084, China
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Abstract

Tests were conducted on 3 specimens to study the flexural behavior of fiber reinforced polymer (FRP)-concrete-steel double-skin tubular members (DSTMs). The strip method was used to calculate the section moment-curvature curves of the 3 specimens and 12 models. A theoretical formula is presented for the flexural strength of DSTMs. The test results show that the tension zone of the specimen FRP tubes was in hoop compression while the compression zone was in hoop tension. The load-carrying capacity did not decrease even when the mid-span deflection reached about 1/24 of the span length. The tests, simulation and theoretical analysis resulted in a simplified formula for the flexural strength of DSTMs and a tri-linear moment-curvature model was expressed as a function of the section bending stiffness for DSTMs.

Keywords fiber reinforced polymer (FRP)      concrete      steel      double-skin tubular members (DSTMs)      moment-curvature curve      flexural strength     
Corresponding Authors: QIAN Jiaru,Email:qianjr@mail.tsinghua.edu.cn   
Issue Date: 05 March 2009
 Cite this article:   
Jiaru QIAN,Mingxue LIU. Moment-curvature relationship of FRP-concrete-steel double-skin tubular members[J]. Front Arch Civil Eng Chin, 2009, 3(1): 25-31.
 URL:  
http://journal.hep.com.cn/fsce/EN/10.1007/s11709-009-0012-7
http://journal.hep.com.cn/fsce/EN/Y2009/V3/I1/25
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Jiaru QIAN
Mingxue LIU
tube No.Do,Da/mmTFRP,ta/mmmateriallayers of FRP tubestrength f/MPaelastic modulus E/GPaPoisson’s ratio ν
compressiontensioncompressiontensioncompressiontension
11902.67CFRP1089.12131424.7179.70.2650.160
21903.19GFRP+CFRP6+479.13100617.3113.70.2290.070
31142.50steel363,453363,453206.0206.00.3000.300
41402.67steel313,391313,391206.0206.00.3000.300
51902.47GFRP677.2575318.553.60.2960.146
Tab.1  Parameters and mechanical properties of FRP tubes and steel tubes
specimene/mmtube No.fc/MPafr/fc
B101, 430.332.13
B202, 330.331.95
B3182, 326.442.24
Tab.2  Parameters of specimens
Fig.1  Test set up and measurement locations (unit: mm)
Fig.2  Failure mode of specimen B3
Fig.3  Measured mid-span section moment-deflection (-) curves of specimens
Fig.4  Mid-span section moment-hoop strain (-) curves
Fig.5  Longitudinal strain distribution of mid-span section at different load levels. (a) Specimen B1; (b) specimen B2; (c) specimen B3
specimenMfs1Mfs2Mfs3Mfs4Mm
B124.0924.6624.6424.8527.28
B218.4818.3121.6922.2122.70
B319.6820.7724.2324.5826.95
Tab.3  Bending capacities of specimens/(kN?m)
Fig.6  Concrete stress-strain models for double-skin tubes []
Fig.7  Mid-span section moment-curvature (-) curves. (a) Specimen B1; (b) specimen B2; (c) specimen B3
Fig.8  Stress and strain distribution diagrams at flexural strength. (a) Section; (b) strain distribution; (c) stress distributions of concrete; (d) Stress distributions of steel tube; (e) stress distributions of FRP tube
specimenfc/MPae/MPatube No.Mfs /(kN?m)
strip methodEq.(3)
B130.3301,424.6224.64
B1a30.3391,426.6428.03
B230.3302,320.6219.62
B2a30.3392,322.7522.95
B326.44182,324.8925.8
B4a30.3301,320.9619.67
B4b30.3391,323.1823.03
B4c30.33181,325.8726.47
B5a30.3302,424.2924.61
B5b30.3392,426.2827.99
B6a32.4905,423.6724.05
B6b32.4995,425.5527.37
B7a32.4905,319.2919.08
B7b32.4995,321.9622.34
B7c32.49185,323.8625.69
Tab.4  Parameters of computing models
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