Issue 73

Z. Xiong et alii, Fracture and Structural Integrity, 73 (2025) 267-284; DOI: 10.3221/IGF-ESIS.73.18

as:1-1.11(0.7% to 1.3%). T he abutment reinforcement ratio ρ 2 increases linearly by 14% from 1% to 2%, and an impact factor Z p 1-1.13 (1% to 2%) can be defined.

Reinforcement ratio of deck

Reinforcement ratio of abutment

Width of steel beam bottom plate

Thickness of steel girder Center distance of the CL shaped connectors

Longitudinal bridge width on abutment

Figure 25: Reinforcement Sensitivity Distribution.

B EARING CAPACITY FORMULA hrough the fitting of 180 sets of numeric results plus theoretic analysis, the ultimate bearing capacity formula of the integral abutment joint is constructed as follows. Given the concrete slab reinforcement ratio, the capacity formula is defined as: F N = Z a Z p ·F s (25) The previous section found that the ultimate bearing capacity of 800mm girder is about 74% of that of 1000mm girder. Therefore, a girder depth influence coefficient h , h 800 =0.74, h 1000 =1 can be obtained. T

(26)

In Fig.26 F 1 is the finite element result and F 2 is the formula value, it is clear that the ultimate bearing capacity obtained by the formula is very close to the finite element results, and the average error is within 3%.

1500 Longitudinal bridge width on abutment

1.10

Reinforcement ratio of deck =0.7% Reinforcement ratio of deck =0.9% Reinforcement ratio of deck =1.1%

1350

1.05

1200

1.00

F2/F1

1050

0.95

900.0

0.90

750.0

400

450

500

550

600

Wide of steel bottom plate

Fig. 26: Comparison between formula results and FE values

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