Journal of Jilin University(Engineering and Technology Edition) ›› 2025, Vol. 55 ›› Issue (12): 3928-3941.doi: 10.13229/j.cnki.jdxbgxb.20240450

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Direct shear strength of UHPC wet joints in precast piers

Mi ZHOU1(),Xing-wang TIAN1,Guo-qiang ZHU1,Lei MA2   

  1. 1.Key Laboratory for Old Bridge Detection and Reinforcement Technology of the Ministry of Transportation，Chang'an University，Xi'an 710064，China
    2.CCCC Second Highway Engineering Co. ，Ltd. ，Xi'an 710064，China
  • Received:2024-04-06 Online:2025-12-01 Published:2026-02-03

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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

CLC Number: 

  • U443

Fig.1

Stress state and failure process of keyed joints"

Fig.2

Plane stress state of keyed element body"

Fig.3

Mohr's stress circle of keyed micro element"

Fig.4

Schematic diagram of steel fiber corner in crack"

Fig.5

Three-dimensional finite element analysis model"

Fig.6

Bonding stress-displacement bilinear constitutive model"

Table 1

Comparison of test values and finite element calculation results under different lateral constraints"

试件编号破坏荷载/kN破坏时竖向位移/mm
试验值模拟值试验值模拟值
F-1169.00157.001.731.29
F-2334.60332.902.571.14
F-3481.70489.132.181.14
F-4646.30643.252.651.62

Fig.7

Load relative slip curves for the comparison of simulation and test"

Table 2

Summary of finite element calculation results for direct shear of flat seam specimens"

约束应力

/MPa

破坏荷载

/kN

约束应力

/MPa

破坏荷载

/kN

175.0010.5433.75
1.590.9011448.20
2102.0011.5460.73
2.5126.9012489.13
3157.0013501.30
3.5171.9014513.45
4198.0015525.15
4.5220.5016540.00
5246.0017553.05
6334.6018566.10
6.5342.9019579.60
7356.8020592.20
7.5369.4521604.80
8383.1322616.95
8.5396.0023630.00
9408.0424643.25
10419.85

Fig.8

Fitting of shear capacity data of flat joint specimens"

Fig.9

Overall dimension diagram of flat joint specimen （unit： mm）"

Fig.10

Three-dimensional finite element analysis model"

Table 3

Cohesive model parameters"

属性法向n切向s切向r
稳定系数0.001
K/（N·mm-3）1 35820 35820 358
t/MPa5.635.635.63
δ0/mm4.14e-32.77e-42.77e-4
δf /mm0.2410.2410.241

Table 4

Comparison between test results and finite element results"

试件编号破坏荷载/kN破坏时竖向位移/mm
试验值模拟值试验值模拟值
F-0 MPa151.68167.720.840.79
F-1 MPa308.59334.311.331.11
F-2 MPa431.42449.391.461.20
F-3 MPa564.71575.341.531.34

Fig.11

Load displacement curve： comparison between experimental values and finite element results"

Table 5

Summary of finite element calculation results for direct shear of flat seam specimens"

约束应力

/MPa

破坏荷载

/kN

约束应力

/MPa

破坏荷载

/kN

0.0167.722.0449.39
0.5257.242.3479.14
1.0334.312.6519.85
1.3364.213.0575.34
1.6409.35

Fig.12

Fitting of shear capacity data of flat joint specimens"

Table 6

Summary of specimen size"

试件类型接缝平整面积/mm2键齿根部面积/mm2接缝面总面积/mm2
单键齿试件30 00015 00051 213.2
三键齿试件30 00045 000138 639.6
大键齿试件30 00045 00088 713.2
30 00045 00093 541.0
30 00045 000102 811.5

Table 7

Summary of specimen size"

试件类型接缝平整面积/mm2键齿根部面积/mm2接缝面总面积/mm2
单键齿试件60 00015 00084 270
双键齿试件45 00030 00093 540

Table.8

UHPC material strength"

材料来源立方体抗压强度/MPa轴心抗压强度/MPa
文献［15］114.898.5
文献［30］134.9—

Table 9

Comparison between test and calculated results"

试件编号界面阻力/kN键齿抗力/kN纤维贡献/kN预测承载力/kN试验承载力/kN误差/%
文献［15］K1-6290.57182.103.005475.67468.951.43
K1-12393.77272.103.005668.87707.235.42
K1-18479.81362.103.005844.92877.233.68
K1-24565.85452.103.0051020.96956.416.75
K3-1.2176.67231.083.005413.76383.707.83
K3-2.4338.05269.013.005610.06608.500.26
K3-3568.89382.413.005954.30878.208.67
K3-12687.52571.413.0051 261.931 229.602.63
KD（50）-2.4221.82384.373.005609.20——
KD（100）-2.4233.06384.373.005620.44667.707.08
KD（150）-2.4254.64384.373.005642.02——
文献［30］K1-6.891 160.88206.100.1231 367.101 149.0019
K2-6.581 183.91321.600.2461 505.761 329.0013

Table 10

Comparison between the calculated values of the existing formula and the test"

试件编号计算值/kN
式（28）式（29）式（30）式（31）式（32）式（33）式（34）式（35）式（36）试验
K1-0.5143.65328.73683.96425.45608.95502.31497.01307.21327.17468.95
K1-1152.36357.981225.38609.82916.23836.04681.38526.34543.89707.23
K1-1.5161.07387.231766.81794.181 223.511 146.28865.74745.47760.61877.23
K1-2169.77416.492308.23978.551 530.791 445.671 050.11964.60977.33956.41
K3-0.1407.04826.56709.28823.06786.42512.49738.02352.50418.18383.70
K3-0.2409.24842.39990.93922.88919.51788.22815.88440.78505.01608.50
K3-0.5415.84889.911835.891 222.341 318.801 452.931 049.46705.62765.50878.20
K3-1426.84969.103244.151 721.451 984.272 400.131 438.761 147.011 199.661 229.60
KD（50）-0.2409.24539.03990.93850.99735.48716.32522.06440.78505.01—
KD（100）-0.2409.24568.37990.93857.94775.50723.27550.48440.78505.01667.70
KD（150）-0.2409.24624.70990.93871.29852.36736.62605.03440.78505.01—
K1-6.89155.80548.06919.30631.661 077.01691.10673.00494.74514.341 149
K2-6.58284.84605.591413.38935.881 166.491 037.78733.46597.56637.021 329

Table 11

Comparison of the ratio of the calculated value of the existing formula， the calculated value of the formula in this paper and the test value"

试件编号计算值/试验值
本文式（28）式（29）式（30）式（31）式（32）式（33）式（34）式（35）式（36）
K1-0.51.010.310.701.460.911.301.071.060.660.70
K1-10.950.220.511.730.861.301.180.960.740.77
K1-1.50.960.180.442.010.911.391.310.990.850.87
K1-21.070.180.442.411.021.601.511.101.011.02
K3-0.11.081.062.151.852.152.051.341.920.921.09
K3-0.21.000.671.381.631.521.511.301.340.720.83
K3-0.51.090.471.012.091.391.501.651.200.800.87
K3-11.030.350.792.641.401.611.951.170.930.98
KD（100）-0.20.930.610.851.481.281.161.080.820.660.76
K1-6.891.200.140.480.800.550.940.600.590.430.45
K2-6.581.130.210.461.060.700.880.780.550.450.48
平均值1.040.400.841.741.151.391.251.060.740.80

Fig.13

Linear fitting of shear capacity data of flat joint specimens"

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