1. College of Water Resources and Civil Engineering, Hunan Agricultural University, Changsha 410125, China 2. College of Civil Engineering, Hunan University, Changsha 410082, China 3. School of Civil Engineering and Architectural, Guangxi University, Nanning 530004, China 4. Department of Civil Engineering, University of Hong Kong, Hong Kong 999077, China
Experimental research was conducted on the flexural performance of T-shaped transverse joints suitable for the negative bending moment area of lightweight composite bridges. A theoretical analysis of the entire process of applying negative bending moments was conducted, and the design parameters for the joint were discussed. Results show that the primary crack in the specimens appears at the interface of the continuously cast UHPC joint and the panel surface below the loading point as the load increases. No significant cracks were observed in the middle of the specimens, and the visual initial crack strength of the UHPC joint interface can meet the design loads of real bridges. An analysis of the test beam was conducted, and formulas for calculating the maximum crack width of the joint, the design bending moment considering the effect of UHPC tensile stiffness, and deflection were proposed. Formulas for calculating the bearing capacity at each stage were obtained, and the predicted results accorded well with the experimental results. Parameter discussions and calculations show that the upper extended length of T-shaped joint in lightweight composite bridges with spans ranging from 20 m to 50 m can be set to 0.1 times of spans.
Shuwen DENG,Xudong SHAO,Banfu YAN,Minghong QIU. Experiment on flexure behavior of joint in negative moment area of lightweight composite bridge. Journal of ZheJiang University (Engineering Science), 2024, 58(2): 399-412.
Fig.3Schematic of cast-in-place joint in negative bending moment area
Fig.4Comparison schemes of economic performance
桥梁方案
方案I
方案II
方案III
V/m3
m/kg
价格/ (元·m?2)
V/m3
m/kg
价格/ (元·m?2)
V/m3
m/kg
价格/ (元·m?2)
上部结构
C50或UHPC
0.44
—
1320
0.28
—
840
0.126
—
1130
预应力钢筋
—
18.3
275
—
—
—
—
—
—
钢梁
—
—
—
—
190
1900
—
150
1500
铺装层
0.11
—
200
—
—
—
—
—
—
运输吊装费
—
1200
180
—
920
140
—
500
75
下部结构
桥墩、盖梁和系梁
0.23
—
505
0.18
—
400
0.18
—
400
Tab.1Comparison of economic performance between different schemes
项目
应力/MPa
位置
UHPC面板
11.69
墩顶
UHPC面板
?20.75
边跨跨中
UHPC面板
5.28
接缝界面
工字钢
186.75
边跨跨中下缘
工字钢
?95.2
墩顶钢板下缘
Tab.2Design stress of bridge in service stage
Fig.5Schematic of bending test model for negative moment region of lightweight composite bridge
Fig.6Precast UHPC panel surface treatment
材料类型
养护方案
fc/MPa
fcf/MPa
E/GPa
预制段UHPC
蒸汽养护
162.38
28.74
49.03
现浇段UHPC
自然养护
135.01
32.19
45.82
Tab.3Mechanical property of UHPC materials
Fig.7Diagram of experimental measurement device
Fig.8Load-deflection curve of test beam mid-span
Fig.9Crack development of specimen joint interface
Fig.10Crack patterns of different substrates
Fig.11Strain development of UHPC
Fig.12Strain development of steel girders
Fig.13Strain development curve along with height of specimen
Fig.14Comparison between experimental and theoretical values of bending moment curvature
Fig.15Schematic of calculation sections
截面编号
Pcr/ kN
σcr/ MPa
截面1 (UHPC基体)
424.5
15.96
截面2 (接缝界面)
196.6
7.39
截面3 (跨中，墩顶)
1033.9
19.02
截面4 (接缝界面)
143.5
5.40
截面5 (UHPC基体)
336.5
12.66
Tab.4Nominal cracking stress of critical sections
Fig.16Detailed diagram of test piece loading process
Fig.17Comparison between theoretical and predicted values of UHPC surface crack width
Fig.18Internal force calculation diagram of typical section
Fig.19Internal force calculation diagram of typical section
Fig.20Comparison of calculated values and test results of mid-span displacement
Fig.21Bending moment envelope diagram in negative bending moment zone
L/m
h/m
hs/m
hl/m
单侧台阶长/m
20
0.88
0.75~0.62
0.028
1.625
30
1.28
1.15~1.02
0.028
2.92
40
1.93
1.80~1.67
0.038
2.96
50
2.63
2.50~2.37
0.038
3.51
Tab.5Main section dimensions of 20-50 m span SU-LWCBs preliminary design
Fig.22Preliminary design of 20–50 m span SU-LWCBs
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