Bearing Capacity of Stud–Bolt Hybrid Shear Connection in Segmental Composite Bridge Girders

The shear connector design should be executed according to the SP 266.1325800.2016. For the different typed of welded connectors are there analytic dependences, which could be used for shear connection strength estimation. The design code also allows to use powder-actuated Z-shape shear connectors. Their bearing capacity should be proved by tests according to the GOST R 58336-2018. Inasmuch the GOST doesn't consist the test estimation approach, the authors offer the method. For the test estimation methods the test results of 15 series specimen had been used. The results were compared with estimation according to the European standard for the verification.

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Experimental Research on Steel-High Performance Concrete Composite Bridge Towers and Piers

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.255-260.1303 ◽

2011 ◽

Vol 255-260 ◽

pp. 1303-1306

Author(s):

Chun Sheng Wang ◽

Xin Xin Wang ◽

Qian Wang

Keyword(s):

Mechanical Properties ◽

Bearing Capacity ◽

High Performance ◽

High Performance Concrete ◽

Ultimate Bearing Capacity ◽

Bridge Engineering ◽

Good Prospect ◽

Compression Tests ◽

Composite Bridge ◽

Bridge Tower

Steel-concrete composite bridge towers have the advantages of steel and concrete, they have a good prospect in bridge engineering. However, the applications and related researches of composite bridge towers in China are rare. Therefore, in this article, two types of steel-high performance concrete composite bridge tower and pier models, which had none and one row of longitudinal stud connectors, were designed. The axial compression tests were practiced on the two specimens, in order to study the influence of connectors on the mechanical properties of the composite bridge towers and piers. From the tests, the ultimate bearing capacity and failure mode were obtained, and the regularities of strains and deformations were also analyzed. The results show that setting up stud connectors on the composite towers and piers can improve the ductility and the ultimate bearing capacity obviously.

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FRP-Wood-Concrete Composite Bridge Girders

Advanced Technology in Structural Engineering ◽

10.1061/40492(2000)189 ◽

2000 ◽

Cited By ~ 6

Author(s):

John Brody ◽

Annette Richard ◽

Kenneth Sebesta ◽

Kenneth Wallace ◽

Yong Hong ◽

...

Keyword(s):

Bridge Girders ◽

Composite Bridge

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Structural analysis of steel-concrete composite beam bridges utilizing the shear connection model

Transport and Communication Science Journal ◽

10.47869/tcsj.72.7.4 ◽

2021 ◽

Vol 72 (7) ◽

pp. 811-823

Author(s):

Thang Phung Ba ◽

Anh Lai Van

Keyword(s):

Structural Analysis ◽

Concrete Slab ◽

Beam Theory ◽

Vital Role ◽

Reinforced Concrete Slab ◽

Actual Performance ◽

Shear Connection ◽

Proposed Model ◽

Composite Bridge ◽

Local Results

Shear connector (typically shear studs) plays a vital role as a transfer zone between steel and concrete in steel-concrete composite bridge girder. In the previous studies, the connection between steel beam and reinforced concrete slab were considered as continuous joint. However, in practice, this connection is discrete, which allows the slipping and peeling phenomenon between two layers (the influence of peeling is usually very small and could be ignored). To reflect this actual working mechanism, this study proposed a model of shear connection in the form of discrete points at the actual positions of studs for structural analysis. The model was simulated utilizing Timoshenko beam theory considering transverse shear effects. The numerical applications are carried out in order to compare two types of connections. The obtained results indicated that the proposed model properly reflected the actual performance of the structure and in some necessary cases, we should consider discrete connection for more accurate local results.

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Experimental and Numerical Investigation on the Bearing Behavior of Curved Continuous Twin I-Girder Composite Bridge with Precast Concrete Slab

Advances in Civil Engineering ◽

10.1155/2021/8872092 ◽

2021 ◽

Vol 2021 ◽

pp. 1-18

Author(s):

Chuandong Shen ◽

Yifan Song ◽

Lei Yan ◽

Yuan Li ◽

Xiaowei Ma ◽

...

Keyword(s):

Yield Strength ◽

Bearing Capacity ◽

Ultimate Load ◽

Ultimate Bearing Capacity ◽

Experimental Result ◽

Small Radius ◽

Radius Of Curvature ◽

Construction Scheme ◽

Composite Bridge ◽

Bearing Behavior

Curved twin I-girder composite bridge (TGCB) is becoming popular in Chinese highway bridge building. To study its ultimate bearing behavior, in this paper, one 1 : 5 scale intact model of a two-span curved continuous TGCB was tested to failure to evaluate its safety reserve and ductility. Afterwards, based on the experimental result, 3D FE models were developed and validated. At last, using the validated 3D FE models, the effect of construction scheme, radius of curvature, yield strength of steel, concrete compressive strength, crossbeams, and bottom lateral bracings on the ultimate bearing capacity were examined. The experimental results showed that the ultimate load (Pu) is approximate 13.6 times the service equivalent load. The cracking load and yielding load are approximately 0.12 and 0.47 Pu, respectively. The ductility coefficients are 4.06∼4.40. These above may indicate that the TGCB designed according to Chinese codes has good safety reserve and ductility. From parameter analysis results, it was concluded that the TGCB with full-support construction scheme has larger yield load and ultimate load compared with the one with erecting machine construction scheme. On the other hand, the ultimate bearing capacity reduces nonlinearly with the increase of curvature. Besides, the yield strength of steel, crossbeams, and bottom lateral bracings has a significant effect on the ultimate bearing capacity of curved TGCB. And the smaller the radius of curvature, the more obvious the effect of the latter two factors is. Unfortunately, it is unwise to continuous to improve the ultimate load by increasing the grade of steel for the TGCB when steel grade exceeds Q390. Moreover, in consideration of the big difference in bearing capacity between the inner girder and outer girder of the TGCB with small radius of curvature as well as the economy, it is suggested that the inner and outer steel girders of that TGCB should be designed differently.

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