Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (6): 1634-1642.doi: 10.13229/j.cnki.jdxbgxb.20220904

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Experimental on positive bending behaviour of composite bridge decks with steel-fiber-reinforced concrete and longitudinal bulb-flat ribs

Chun-lei ZHANG1(),Chang-yu SHAO2,3,Qing-tian SU1,3,Chang-yuan DAI2,3()   

  1. 1.College of Civil Engineering，Tongji University，Shanghai 200092，China
    2.Shanghai Municipal Engineering Design Institute （Group） Co. ，Ltd. ，Shanghai 200092，China
    3.Shanghai Engineering Research Center of High Performance Composite Bridges，Shanghai 200092，China
  • Received:2022-07-18 Online:2024-06-01 Published:2024-07-23
  • Contact: Chang-yuan DAI E-mail:zhangchunlei_11@126.com;dai_cy@foxmail.com

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Abstract:

A composite bridge deck composed of 80 mm steel-fiber-reinforced concrete （SFRC） and longitudinal bulb-flat ribs was investigated by model tests. Two full-scale specimens were designed and fabricated. Positive bending tests were carried out and the variations of stiffness and structural strain during the loading process were obtained. The elastoplastic cross-sectional analysis method， linear elastic analysis method and rigid-plastic analysis method were used to calculate the positive bending resistance and the results were compared with the experimental results. It was found that the composite bridge deck has good ductility when it was subjected to positive bending. At the ultimate limit state， the positive bending resistance is governed by the stress bearing of the bulb-flat ribs and the SFRC has sufficient compressive strength. Increasing the compressive strength of SFRC has little influence on the positive bending resistance. The elastoplastic cross-sectional analysis is more accurate and applicable for the calculation of the positive bending resistance of the composite bridge deck.

Key words: bridge engineering, composite bridge deck, orthotropic steel deck, steel-fiber-reinforced concrete （SFRC）, bulb-flat ribs, bending resistance

CLC Number: 

  • TU398

Fig.1

Structure of the specimen （unit： mm）"

Table 1

Mechanical properties of SFRC specimens"

试件S-PAS-PB
抗压强度/MPa114.6104.6
抗折强度/MPa13.210.7
弹性模量/MPa49 60058 600
极限压应变/με2 3101 785

Fig.2

Loading scheme of the positive bending test （unit： mm）"

Fig.3

Setup of the positive bending test"

Fig.4

Distribution of strain measuring points in the sections （unit：mm）"

Fig.5

Distribution of displacement and slide gauges"

Fig.6

Deformation of specimen S-PA after loading"

Fig.7

Cracks on specimen S-PA after loading （unit： mm）"

Fig.8

Cracks on specimen S-PB after loading （unit： mm）"

Fig.9

Load-deflection curves of specimens"

Fig.10

Strain distribution in the mid-span section of specimen S-PA"

Fig.11

Strain distribution in the mid-span section of specimen S-PB"

Fig.12

Constitutive model of the steel"

Table 2

Main parameters of SFRC constitutive model"

参数S-PAS-PB
fc/MPa10090
ε0/με2 3101 785
k1.592.06

Fig.13

SFRC constitutive curve in compression"

Fig.14

Plastic stress distribution in the section"

Fig.15

Analysis results of the positive bending resistance"

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