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Front. Struct. Civ. Eng.    2021, Vol. 15 Issue (6) : 1426-1440    https://doi.org/10.1007/s11709-021-0783-z
RESEARCH ARTICLE
Shear behavior of ultra-high-performance concrete beams prestressed with external carbon fiber-reinforced polymer tendons
Li JIA1, Zhi FANG1,2(), Maurizio GUADAGNINI3, Kypros PILAKOUTAS3, Zhengmeng HUANG4
1. College of Civil Engineering, Hunan University, Changsha 410082, China
2. Key Laboratory for Wind and Bridge Engineering of Hunan Province, Changsha 410082, China
3. Department of Civil and Structural Engineering, The University of Sheffield, Sheffield S1 3JD, UK
4. Guizhou Transportation Planning Survey and Design Academe Co. Ltd., Guiyang 550003, China
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Abstract

The ultra-high-performance concrete (UHPC) and fiber-reinforced polymer (FRP) are well-accepted high-performance materials in the field of civil engineering. The combination of these advanced materials could contribute to improvement of structural performance and corrosion resistance. Unfortunately, only limited studies are available for shear behavior of UHPC beams reinforced with FRP bars, and few suggestions exist for prediction methods for shear capacity. This paper presents an experimental investigation on the shear behavior of UHPC beams reinforced with glass FRP (GFRP) and prestressed with external carbon FRP (CFRP) tendons. The failure mode of all specimens with various shear span to depth ratios from 1.7 to 4.5 was diagonal tension failure. The shear span to depth ratio had a significant influence on the shear capacity, and the effective prestressing stress affected the crack propagation. The experimental results were then applied to evaluate the equations given in different codes/recommendations for FRP-reinforced concrete structures or UHPC structures. The comparison results indicate that NF P 18-710 and JSCE CES82 could appropriately estimate shear capacity of the slender specimens with a shear span to depth ratio of 4.5. Further, a new shear design equation was proposed to take into account the effect of the shear span to depth ratio and the steel fiber content on shear capacity.
Keywords beam      external prestressing      ultra-high-performance concrete      fiber-reinforced polymers      shear behavior      design equation     
Corresponding Author(s): Zhi FANG   
Just Accepted Date: 16 November 2021   Online First Date: 16 December 2021    Issue Date: 21 January 2022
 Cite this article:   
Li JIA,Zhi FANG,Maurizio GUADAGNINI, et al. Shear behavior of ultra-high-performance concrete beams prestressed with external carbon fiber-reinforced polymer tendons[J]. Front. Struct. Civ. Eng., 2021, 15(6): 1426-1440.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-021-0783-z
https://academic.hep.com.cn/fsce/EN/Y2021/V15/I6/1426
Fig.1  Dimensions and cross section of the specimens (dimensions in mm). (a) Dimensions of the specimens; (b) details of section A-A.
specimen code tensile GFRP bar (mm) GFRP stirrup (mm) a (mm) a/d fpe (MPa) fpe/ffp (%)
B-1.7-30 3 ?12 ?6@100 310 1.7 762 30
B-2.8-30 510 2.8 762 30
B-4.5-5 810 4.5 127 5
B-4.5-15 810 4.5 381 15
B-4.5-30 810 4.5 762 30
B-4.5-45 810 4.5 1143 45
Tab.1  Details of specimens
Fig.2  Details of stirrups.
material type nominal diameter (mm) modulus of elasticity (GPa) tensile strength (MPa)
GFRP bar 12 44.3 715
GFRP stirrup 6 42.6 833
CFRP tendon 12.54 157.0 2539
Tab.2  Mechanical properties of FRP reinforcements
Fig.3  Details of external CFRP tendon.
Fig.4  The internal GFRP reinforcements. (a) GFRP bar; (b) GFRP reinforcements arrangement.
specimen code fcu (MPa) fc (MPa) fr0 (MPa) fru (MPa) Ec (GPa)
B-1.7-30 150.4 128.7 11.4 24.5 45.1
B-2.8-30
B-4.5-5 160.9 135.5 12.6 25.9 46.1
B-4.5-15
B-4.5-30 151.8 129.5 11.2 23.6 45.4
B-4.5-45
Tab.3  Mechanical properties of UHPC
Fig.5  View of test setup.
Fig.6  The failure pattern of specimens. (a) B-1.7-30; (b) B-2.8-30; (c) B-4.5-5; (d) B-4.5-15; (e) B-4.5-30; (f) B-4.5-45.
specimen code flexural cracking shear cracking ultimate state Pu/Pcri Δu/Δcri
Pcr (kN) Δcr (mm) Pcri (kN) Δcri (mm) Pu (kN) Δu (mm)
B-1.7-30 148.0 4.95 239.8 16.33 329.2 30.80 1.37 1.89
B-2.8-30 69.2 4.51 88.6 6.86 201.5 38.60 2.27 5.63
B-4.5-5 15.6 1.46 45.4 11.68 120.4 48.99 2.65 4.19
B-4.5-15 31.3 3.60 55.5 12.32 124.4 44.81 2.24 3.64
B-4.5-30 44.4 5.06 69.6 13.61 129.6 39.92 1.86 2.93
B-4.5-45 55.7 5.83 100.5 18.58 131.1 32.17 1.30 1.73
Tab.4  Summary of the test results
Fig.7  Load-deflection relationship of specimens.
Fig.8  The influence of a/d on shear capacity.
Fig.9  The influence of fpe on shear capacity.
Fig.10  The crack propagation patterns of specimens. (a) B-1.7-30; (b) B-2.8-30; (c) B-4.5-5; (d) B-4.5-15; (e) B-4.5-30; (f) B-4.5-45.
Fig.11  Load-crack width relationship of specimen B-4.5-5.
Fig.12  Tendon stress-deflection relationship of specimens. (a) Specimens with different fpe; (b) specimens with different a/d.
Fig.13  Load-concrete strain relationship of specimens. (a) Specimens with different fpe; (b) specimens with different a/d.
specimen code GB 50608-2020
Vu,GB (kN) Vc (kN) Vs (kN) Vp (kN) Vu,GB/Vu
B-1.7-30 29.2 12.5 9.3 7.4 0.18
B-2.8-30 27.5 12.5 9.3 5.8 0.27
B-4.5-5 22.9 12.3 9.3 1.4 0.38
B-4.5-15 24.5 12.3 9.3 3.0 0.39
B-4.5-30 29.0 13.8 9.3 5.9 0.45
B-4.5-45 31.0 13.8 9.3 7.9 0.47
Tab.5  Predicted results using GB 50608-2020
specimen code ACI 440.1R-15
Vu,ACI (kN) Vc (kN) Vs (kN) Vp (kN) Vu,ACI/Vu
B-1.7-30 18.4 9.1 9.3 0 0.11
B-2.8-30 18.4 9.1 9.3 0 0.18
B-4.5-5 18.7 9.4 9.3 0 0.31
B-4.5-15 18.7 9.4 9.3 0 0.30
B-4.5-30 18.4 9.1 9.3 0 0.28
B-4.5-45 18.4 9.1 9.3 0 0.28
Tab.6  Predicted results using ACI 440.1R-15
specimen code CAN/CSA S806-12
Vu,CSA (kN) Vc (kN) Vs (kN) Vp (kN) Vu,CSA/Vu
B-1.7-30 33.2 17.6 15.6 0 0.20
B-2.8-30 29.3 13.7 15.6 0 0.29
B-4.5-5 26.5 10.9 15.6 0 0.44
B-4.5-15 26.5 10.9 15.6 0 0.43
B-4.5-30 26.7 11.1 15.6 0 0.41
B-4.5-45 26.7 11.1 15.6 0 0.41
Tab.7  Predicted results using CAN/CSA S806-12
specimen code NF P 18-710
Vu,NF P (kN) Vc′ (kN) Vf (kN) Vs (kN) Vu,NF P/Vu
B-1.7-30 60.8 14.3 38.4 8.1 0.37
B-2.8-30 61.0 14.5 38.4 8.1 0.61
B-4.5-5 59.6 13.1 38.4 8.1 0.99
B-4.5-15 60.2 13.7 38.4 8.1 0.97
B-4.5-30 60.9 14.4 38.4 8.1 0.94
B-4.5-45 61.6 15.1 38.4 8.1 0.94
Tab.8  Predicted results using NF P 18-710
specimen code JSCE CES82
Vu,JSCE (kN) Vc′ (kN) Vf (kN) Vs (kN) Vp (kN) Vu,JSCE/Vu
B-1.7-30 65.7 4.9 54.2 6.6 0 0.40
B-2.8-30 62.9 2.1 54.2 6.6 0 0.62
B-4.5-5 62.7 1.9 54.2 6.6 0 1.04
B-4.5-15 62.8 2.0 54.2 6.6 0 1.01
B-4.5-30 62.9 2.1 54.2 6.6 0 0.97
B-4.5-45 63.0 2.2 54.2 6.6 0 0.96
Tab.9  Predicted results using JSCE CES82
specimen code MCS-EPFL
Vu,MCS (kN) Vc (kN) Vs (kN) Vu,MCS/Vu
B-1.7-30 85.7 78.2 7.5 0.52
B-2.8-30 85.7 78.2 7.5 0.85
B-4.5-5 85.7 78.2 7.5 1.42
B-4.5-15 85.7 78.2 7.5 1.38
B-4.5-30 85.7 78.2 7.5 1.32
B-4.5-45 85.7 78.2 7.5 1.31
Tab.10  Predicted results using MCS-EPFL
specimen code proposed equation
Vu,cal (kN) Vc (kN) Vs (kN) Vp (kN) Vu,cal/Vu Vu,cal (kN)
B-1.7-30 163.8 147.1 9.3 7.4 1.00 163.8
B-2.8-30 98.5 83.4 9.3 5.8 0.98 98.5
B-4.5-5 61.3 50.7 9.3 1.3 1.02 61.3
B-4.5-15 63.0 50.7 9.3 3.0 1.01 63.0
B-4.5-30 67.1 51.9 9.3 5.9 1.04 67.1
B-4.5-45 69.1 51.9 9.3 7.9 1.05 69.1
Tab.11  Predicted results using the proposed equation
specimen code a/d ρf (%) ρsv (%) Pu (kN) Pu,cal (kN) Pu,cal/Pu
B1 2.0 2.10 0.40 920 1050 1.14
B2 2.5 2.10 0.40 870 859 0.98
B3 3.0 2.10 0.40 817 738 0.92
B4 3.0 2.10 0.27 770 673 0.87
B5 3.0 2.10 0.20 721 641 0.88
Tab.12  Comparison of the predicted shear capacities with the experimental results from Ref. [42]
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