Journal of Jilin University(Engineering and Technology Edition) ›› 2024, Vol. 54 ›› Issue (6): 1665-1676.doi: 10.13229/j.cnki.jdxbgxb.20221039

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Flexural behavior of composite continuous girders with concrete-filled steel tubular truss chords

Han-hui HUANG1(),Kang-ming CHEN2,Qing-xiong WU2   

  1. 1.College of Civil Engineering，Fujian Chuanzheng Communication College，Fuzhou 350007，China
    2.College of Civil Engineering，Fuzhou University，Fuzhou 350116，China
  • Received:2022-11-12 Online:2024-06-01 Published:2024-07-23

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Abstract:

To study the flexural behavior and the calculation method of composite continuous girders with concrete-filled steel tubular （CFST） truss chords， model tests and theoretical analysis were carried out. The strain distribution， deformation property， failure mode， flexural bearing capacity of both the positive and negative bending moment area of composite continuous girders with CFST truss chords were studied. The calculation method for the flexural bearing capacity for both the positive and negative bending moment area was also discussed. The brace and the joint in the positive and negative bending moment area of composite continuous girders with CFST truss chords has higher strength and stiffness， and it can make sure that the failure of the joint is not prior to that of the whole section. The strain changes linearly along the depth direction of the cross section， and it meets the plane-section assumption. The flexural bearing capacity failure mode of the positive and negative bending moment area are that the full cross section of the chord and the rebar used in the concrete bridge deck slab yield， respectively. The contributions of the web members to the flexural bearing capacity in the positive and negative bending moment area of composite continuous girders with CFST truss chords are 12.5% and 8.6%， respectively. The calculation method considering the contributions of the web members to the flexural bearing capacity for composite continuous girders with CFST truss chords is put forward. The deviation between the result acquired by the calculation method for the flexural bearing capacity above and that acquired by the test and finite element analysis is less than 8.1%.

Key words: bridge engineering, composite continuous girders, concrete-filled steel tubular truss chords, flexural behavior, model test, theoretical analysis, calculation method

CLC Number: 

  • U441

Fig.1

Dimension and measurement point layout of test model （Unit： mm）"

Table1

Results obtained by material property test"

材料部件弹性模量/MPa抗压强度/MPa屈服强度/MPa极限抗拉强度/MPa泊松比
混凝土桥面板39 60052.7——0.2
管内混凝土27 10037.1——0.2
钢结构弦杆钢管200 000—3515010.3
腹杆200 000—3144830.3
纵向钢筋204 000—3564640.3

Fig.2

Loading scheme of the model test"

Fig.3

Distribution of strain along the depth direction in positive bending moment area"

Fig.4

Evolution process of flexural behavior in positive bending moment area"

Fig.5

Distribution of the strain along the depth direction in negative bending moment area"

Fig.6

Evolution process of the flexural behavior in negative bending moment area"

Fig.7

Calculation sketch map of flexural bearing capacity in positive bending moment area"

Fig.8

Calculation sketch map of the flexural bearing capacity in negative bending moment area"

Table 2

Analysis on test and calculation results"

来源正弯矩区/（kN·m）正弯矩区/（kN·m）
试验580.2513.6
计算值549.9498.4
计算值/试验0.9480.970

Fig.9

Verification of finite element model"

Table 3

Value of the parameters"

部件参数取值
腹杆径厚比10121416
弦杆径厚比22.525.027.530.0
高跨比1/101/111/121/13
腹杆轴线间夹角/（°）35404550

Fig.10

Analysis on calculation accuracy"

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