Numerical analysis on the shear behavior of single-keyed dry joints in precast high-strength concrete segmental bridges

Haibo Jiang; Shaodi Wang; Zhuangcheng Fang; Gongfa Chen; Jiahang Li; Haibo Jiang; Shaodi Wang; Zhuangcheng Fang; Gongfa Chen; Jiahang Li

doi:10.3934/mbe.2019156

Mathematical Biosciences and Engineering

2019, Volume 16, Issue 4: 3144-3168. doi: 10.3934/mbe.2019156

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Numerical analysis on the shear behavior of single-keyed dry joints in precast high-strength concrete segmental bridges

School of Civil and Transportation Engineering, Guangdong University of Technology, Guangzhou Higher Education Mega Center, Guangzhou, 510006, China

Received: 07 February 2019 Accepted: 02 April 2019 Published: 11 April 2019

The structural behavior of precast concrete segmental bridges (PCSBs) is affected by the joints between the concrete segments. In this study, a numerical model was established to investigate the direct shear behavior of single-keyed dry joints in PCSBs. The numerical model was validated by the full-scale test results published by the authors. It was found that the numerical results of the joints, such as the ultimate shear load, cracking pattern, and load-displacement curves, matched the test results well. The validated numerical model was further used for extending parametric studies. The factors affecting the shear behavior of single-keyed dry joints include the confining pressure, concrete strength, and key depth. It was found that the ultimate shear capacity increased about 121% when the confining pressure increased from 0.1 to 3.0 MPa, it was very low under confining pressure of 0.1 MPa; it increased about 44% when the concrete strength increased from C40 to C100; it increased about 203% when the key depth increased from 15 to 40 mm. However, the ultimate shear capacity decreased about 20% when the key depth increased from 40 to 60 mm, hence 40 mm was recommended for the design depth of the single-keyed dry joints in PCSBs. Finally, the parametric analysis results were compared with the AASHTO specification. When the key depth was 35, 40 and 45 mm, the AASHTO specification conservatively predict the shear strength capacity of single-keyed dry joints.
- precast high-strength concrete segmental bridges,
- single-keyed dry joints,
- concrete strength,
- confining pressure,
- key depth; numerical analysis
Citation: Haibo Jiang, Shaodi Wang, Zhuangcheng Fang, Gongfa Chen, Jiahang Li. Numerical analysis on the shear behavior of single-keyed dry joints in precast high-strength concrete segmental bridges[J]. Mathematical Biosciences and Engineering, 2019, 16(4): 3144-3168. doi: 10.3934/mbe.2019156

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Abstract

The structural behavior of precast concrete segmental bridges (PCSBs) is affected by the joints between the concrete segments. In this study, a numerical model was established to investigate the direct shear behavior of single-keyed dry joints in PCSBs. The numerical model was validated by the full-scale test results published by the authors. It was found that the numerical results of the joints, such as the ultimate shear load, cracking pattern, and load-displacement curves, matched the test results well. The validated numerical model was further used for extending parametric studies. The factors affecting the shear behavior of single-keyed dry joints include the confining pressure, concrete strength, and key depth. It was found that the ultimate shear capacity increased about 121% when the confining pressure increased from 0.1 to 3.0 MPa, it was very low under confining pressure of 0.1 MPa; it increased about 44% when the concrete strength increased from C40 to C100; it increased about 203% when the key depth increased from 15 to 40 mm. However, the ultimate shear capacity decreased about 20% when the key depth increased from 40 to 60 mm, hence 40 mm was recommended for the design depth of the single-keyed dry joints in PCSBs. Finally, the parametric analysis results were compared with the AASHTO specification. When the key depth was 35, 40 and 45 mm, the AASHTO specification conservatively predict the shear strength capacity of single-keyed dry joints.

References

[1]	K. Koseki and J. Ｅ. Breen, Exploratory study of shear strength of joints for precast segmental bridges, Dryness, (1983).
[2]	A. C. Aparicio, G. Ramos and J. R. Casas, Testing of externally prestressed concrete beams, Eng. Struct., 24 (2002), 73–84.
[3]	J. Turmo, G. Ramos and A. C. Aparicio, Shear strength of match cast dry joints of precast concrete segmental bridges: proposal for Eurocode 2, Mater. Construcc., 56 (2006), 45–52.
[4]	H. Jiang, Y. Chen, A. Liu, et al., Effect of high-strength concrete on shear behavior of dry joints in precast concrete segmental bridges, Steel Compos. Struct., 22 (2016), 1019–1038.
[5]	H. Jiang, L. Chen, Z. J. Ma, et al., Shear behavior of dry joints with castellated keys in precast concrete segmental bridges, J. Bridge Eng., 20 (2015), 04014062.
[6]	H. Jiang, R. Wei, Z. J. Ma, et al., Shear strength of steel fiber-reinforced concrete dry joints in precast segmental bridges, J. Bridge Eng., 21 (2016), 04016085.
[7]	C. L. Roberts, J. E. Breen and M. E. Kreger, Measurement based revisions for segmental bridge design and construction criteria, Bridge Design, (1993).
[8]	J. Turmo, G. Ramos and A. C. Aparicio, Shear strength of dry joints of concrete panels with and without steel fibres: Application to precast segmental bridges, Eng. Struct., 28 (2006), 23–33.
[9]	X. Zhou, N. Mickleborough and Z. Li, Shear strength of joints in precast concrete segmental bridges, ACI Struct. J., 102 (2005), 901–904.
[10]	T. H. Kim, Y. J. Kim, B. M. Jin, et al., Numerical study on the joints between precast post-tensioned segments, Int. J. Concr. Struct. M., 19 (2007), 3–9.
[11]	M. Alcalde, H. Cifuentes and F. Medina, Influence of the number of keys on the shear strength of post-tensioned dry joints, Mater. Construcc., 63 (2013), 297–307.
[12]	R. Shamass, X. Zhou and Z. Wu, Numerical analysis of shear-off failure of keyed epoxied joints in precast concrete segmental bridges , J. Bridge Eng., 22 (2017), 04016108.
[13]	P. Kmiecik and M. Kamiński, Modelling of reinforced concrete structures and composite structures with concrete strength degradation taken into consideration, Arch. Civ. Mech. Eng., 11 (2011), 623–636.
[14]	R. Shamass, X. Zhou and G. Alfano, Finite-element analysis of shear-off failure of keyed dry joints in precast concrete segmental bridges, J. Bridge Eng., 20 (2014), 04014084.
[15]	GB50010-2010, Code for design of concrete structures, Ministry of Housing and Urban-Rural Development of China, Beijing, (2010).
[16]	GB50010-2002, Code for design of concrete structures, Ministry of Housing and Urban-Rural Development of China, Beijing, (2002).
[17]	X. Ren and J. Li, Calculation of concrete damage and plastic deformation, Building Struct., 45 (2015), 29–31.
[18]	Z. Yu and F. Ding, Unified calcuation method compression mechanical properties of concrete, J. Building Struct., 24 (2003), 41–46.
[19]	AASHTO, Guide specifications for design and construction of segmental concrete bridges, 2nd Ed., Washington, DC, 92, (2003).

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