装配式桥墩UHPC湿接缝的剪切强度计算方法

doi:10.13229/j.cnki.jdxbgxb.20240450

摘要/Abstract

摘要：

针对超高性能混凝土（UHPC）平湿接缝及键齿湿接缝直剪承载力的计算方法进行了研究，结合UHPC湿接缝的构造及受力特点，提出了包括界面黏聚力、摩擦力、键齿骨料黏结力及纤维贡献等关键项的UHPC湿接缝直剪强度模型。基于已有接缝试件直剪推出试验结果和有限元模拟结果，经过线性回归分析，确定界面黏结应力系数及摩擦因数，通过对键齿骨料粘结力的推导和针对纤维贡献项的探讨，给出了UHPC湿接缝的抗剪承载力计算公式。总结9种已有的UHPC湿接缝抗剪承载力计算公式，将本文建议的直剪承载力计算模型、已有9种公式的预测承载力与试验值对比验证。结果表明：随着侧向约束应力的增加，平接缝的破坏荷载呈现非线性关系；本文公式与试验值比值的平均值为1.04，与已有的9种公式相比更接近于1，由此可见，本文公式的预测精度优于已有公式；通过不同试验对UHPC湿接缝的抗剪承载力计算方法进行验证，本文提出的直剪承载力计算方法的预测值与试验值吻合较好，从而证明了计算方法的普适性，并且可为UHPC键齿湿接缝界面的直剪承载力预测提供参考。

关键词: 桥梁工程, 超高性能混凝土, 湿接缝, 键齿, 直剪承载力

Abstract:

The calculation methods for the direct shear carrying capacity of Ultra-High-Performance Concrete （UHPC） flat wet joints and keyed wet joints are investigated. By considering the construction and force-bearing characteristics of UHPC wet joints， a direct shear strength model for UHPC wet joints is proposed， which incorporates key factors such as interfacial cohesion， frictional resistance， aggregate interlock strength of keys， and fiber reinforcement contribution. Based on the results of direct shear tests on joint specimens and finite element simulation， linear regression analysis is conducted to determine the interfacial bond stress coefficient and friction coefficient. Through the derivation of the aggregate interlock strength of keys and the discussion on the fiber contribution， a formula for calculating the shear carrying capacity of UHPC wet joints is presented. Nine existing formulas for calculating the shear carrying capacity of UHPC wet joints are summarized， and the proposed direct shear carrying capacity calculation model is validated by comparing the predicted carrying capacity from the nine existing formulas with experimental values. The results indicate that with the increase in lateral confinement stress， the failure load of flat joints exhibits a nonlinear relationship； the ratio of the proposed formula to the experimental values has an average of 1.04， which is closer to 1 compared to the nine existing formulas， demonstrating superior prediction accuracy of the proposed formula. The verification of different experimental approaches on the shear carrying capacity calculation method for UHPC wet joints shows that the predicted values from the proposed direct shear carrying capacity calculation model align well with experimental values， thus proving the universality of the calculation method. This method can provide a reference for predicting the direct shear carrying capacity of UHPC keyed wet joint interfaces.

Key words: bridge engineering, ultra-high-performance concrete（UHPC）, wet joints, keyed teeth, direct shear capacity

中图分类号:

U443

周敉,田兴旺,朱国强,马雷. 装配式桥墩UHPC湿接缝的剪切强度计算方法[J]. 吉林大学学报(工学版), 2025, 55(12): 3928-3941.

Mi ZHOU,Xing-wang TIAN,Guo-qiang ZHU,Lei MA. Direct shear strength of UHPC wet joints in precast piers[J]. Journal of Jilin University(Engineering and Technology Edition), 2025, 55(12): 3928-3941.

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试件编号	破坏荷载/kN		破坏时竖向位移/mm
试件编号	试验值	模拟值	试验值	模拟值
F-1	169.00	157.00	1.73	1.29
F-2	334.60	332.90	2.57	1.14
F-3	481.70	489.13	2.18	1.14
F-4	646.30	643.25	2.65	1.62

约束应力 /MPa	破坏荷载 /kN	约束应力 /MPa	破坏荷载 /kN
1	75.00	10.5	433.75
1.5	90.90	11	448.20
2	102.00	11.5	460.73
2.5	126.90	12	489.13
3	157.00	13	501.30
3.5	171.90	14	513.45
4	198.00	15	525.15
4.5	220.50	16	540.00
5	246.00	17	553.05
6	334.60	18	566.10
6.5	342.90	19	579.60
7	356.80	20	592.20
7.5	369.45	21	604.80
8	383.13	22	616.95
8.5	396.00	23	630.00
9	408.04	24	643.25
10	419.85

属性	法向n	切向s	切向r
稳定系数	0.001
K/（N·mm^-3）	1 358	20 358	20 358
t/MPa	5.63	5.63	5.63
δ₀/mm	4.14e-3	2.77e-4	2.77e-4
δ_f/mm	0.241	0.241	0.241

试件编号	破坏荷载/kN		破坏时竖向位移/mm
试件编号	试验值	模拟值	试验值	模拟值
F-0 MPa	151.68	167.72	0.84	0.79
F-1 MPa	308.59	334.31	1.33	1.11
F-2 MPa	431.42	449.39	1.46	1.20
F-3 MPa	564.71	575.34	1.53	1.34

约束应力 /MPa	破坏荷载 /kN	约束应力 /MPa	破坏荷载 /kN
0.0	167.72	2.0	449.39
0.5	257.24	2.3	479.14
1.0	334.31	2.6	519.85
1.3	364.21	3.0	575.34
1.6	409.35