Ductility Evaluation of Steel Bridge Piers with Pipe Sections

Gao, Shengbin; Usami, Tsutomu; Ge, Hanbin

doi:10.1061/(asce)0733-9399(1998)124:3(260)

Cited by 75 publications

(32 citation statements)

References 7 publications

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“…For pipe section stub-columns in compression and bending, an empirical equation for the critical length (i.e., the length giving the lowest strength) was proposed by Gao et al [3], and this length is found to be about half of the mode length of collapse in local buckling (i.e., the so-called elephant foot bulge) observed in long columns with pipe sections under cyclic lateral loading [30].…”

Section: Effective Failure Lengthmentioning

confidence: 99%

Strength and Ductility Evaluation Method for Steel Bridge Pier Frames Considering Effect of Shear Failure

Kang¹,

Ge²

2012

Volume 8 Number 4

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This paper presents a practical evaluation method for predictions of strength and ductility capacity of steel bridge pier frames including effects of shear failure. The shearing behavior of structure is simulated by introducing membrane and truss elements at the mid-span of girder. In order to investigate the effects of shear failure on the strength and ductility capacity, a series of pushover analyses are carried out, comparisons between different methods are conducted and effects of sensitive parameters are discussed. From these investigations and discussions, the availability of the shear ductility prediction method proposed in this study is verified, especially for the unstiffened cases with large web width-thickness ratio of girder. Furthermore, a boundary between bending and shear failure modes is obtained based on discussions.

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Section: Effective Failure Lengthmentioning

confidence: 99%

Strength and Ductility Evaluation Method for Steel Bridge Pier Frames Considering Effect of Shear Failure

Kang¹,

Ge²

2012

Volume 8 Number 4

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“…Moreover, concrete-filled steel columns can provide excellent seismic resistant behavior, such as high strength, high ductility, and large energy absorption capacity. As a result, various researches on these types of structures have been conducted in recent years (Gao et al [1]; Ge and Usami [2,3]; Ge et al [4,5]; Morino [6]; Schneider [7]; Susantha et al [8,9]; Hu et al [10]). Figure 1 shows a view of steel box-section bridge pier damaged during Hyogoken-nanbu earthquake near Kobe city in Japan on January 17, 1995.…”

Section: Numerical Simulation Of Hollow and Concrete-filled Steel Colmentioning

confidence: 99%

“…The notations, H y and y δ , represent respectively the yield load and yield displacement considering the effect of axial load (Gao et al [1]). Figure 4 shows the local buckling modes obtained from both the experiment and analysis, respectively.…”

Section: Comparison Of Hysteretic Curvesmentioning

confidence: 99%

“…The tested specimen P1 has a slenderness ratio parameter of λ = 0.26 and radius-thickness ratio parameter of R t = 0.11 (Nishikawa et al [13]; Gao et al [1]). The main dimensions and material properties are: h = column height = 3403 mm; r = radius of gyration of cross section = 315 mm; y σ = yield stress = 289.6 MPa; E = Young's modulus = 206 GPa; υ = Poisson's ratio = 0.3; D = diameter of the column = 891 mm; and t = thickness = 9 mm.…”

Section: Geometrical and Materials Propertiesmentioning

confidence: 99%

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Numerical Simulation of Hollow and Concrete-Filled Steel Columns

Gao¹,

2007

Volume 3 Number 3

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This paper aims to predict the inelastic behavior of thin-walled steel and composite structures, such as hollow and concrete-filled steel columns. For this purpose, a three-dimensional (3D) elasto-plastic finite element analysis methodology has been presented for both thin-walled steel columns with pipe and box-shaped sections, and concrete-filled steel box columns. By comparing with experimental result, it is concluded that the proposed analytical method can give an accurate prediction to the experimental results of both steel and composite structures.Keywords: Steel column; concrete-filled steel column; interface element; cyclic loading; elasto-plastic behavior; buckling mode INTRODUCTIONCantilever steel hollow and concrete-filled columns (CFT) have been widely designed and used as bridge piers in many countries. Such cantilever type bridge piers occupy less space and thus allow the free traffic flow in the roads below the highways. Moreover, concrete-filled steel columns can provide excellent seismic resistant behavior, such as high strength, high ductility, and large energy absorption capacity. Figure 1 shows a view of steel box-section bridge pier damaged during Hyogoken-nanbu earthquake near Kobe city in Japan on January 17, 1995.A clear understanding of inelastic behavior is very important in developing a seismic design methodology for these structures. To this end, the load-displacement curves of the structures play a very important role. To date, fiber model analysis is usually considered as an effective and convenient approach for capacity prediction of structures (Susantha et al. [8,9]). However, this concept without considering local buckling of steel members or interaction between steel-concrete interfaces of composite members needs an additional criterion to determine the ultimate state. On the other hand, three dimensional approaches are very limited because of time-consuming of such analyses and complicated modeling in the case of composite structures. As the rapid development of computers and the spread of use of structural analysis software packages, the 3D analysis will be widely used to better understand inelastic behavior of complicated structures.

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“…As for steel bridge piers subjected to combined compression and bending, a number of experiments and numerical analyses have shown that local buckling of thin-walled steel structures always happens in the compressive flange within the effective failure range [7][8][9][10] and that maximum structural ductility is governed by the capacity of this critical local part. The ductility of this part was investigated by Gao et al [11] through numerical analysis of short cylinders subjected to monotonic loading.…”

Section: Introductionmentioning

confidence: 99%

Bending behavior of short steel cylinders under axial force fluctuations

Çetinkaya

Nakamura

Takahashi

2008

Engineering Structures

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During earthquake excitations, axial forces fluctuate together with bending moment fluctuations, especially in portal frame bridge piers and the arch-ribs of arch bridges. Conventionally, however, the axial force is treated as constant when evaluating the capacity of structures under seismic loading. In this paper, the influence of axial force fluctuations on the maximum strength and ductility of short steel cylinders is considered in an effort to establish practical formulations for the seismic design of steel bridge members with pipe sections. Elastoplastic large-displacement analysis is carried out on parametric models generated by setting the radius-thickness ratio as the main structural parameter. Bending behavior under constant and fluctuating axial force is compared, where the final value of considered axial force fluctuation is the same as the axial force magnitude in the constant axial force case. It is found that the moment and ductile capacity corresponding to the post-peak region of bending behavior are significantly improved when the axial force fluctuation is considered. Design formulae for failure strain taking into account this capacity improvement are proposed for different limit states. The validity of the proposed formulae is demonstrated through numerical analysis.

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Ductility Evaluation of Steel Bridge Piers with Pipe Sections

Cited by 75 publications

References 7 publications

Strength and Ductility Evaluation Method for Steel Bridge Pier Frames Considering Effect of Shear Failure

Strength and Ductility Evaluation Method for Steel Bridge Pier Frames Considering Effect of Shear Failure

Numerical Simulation of Hollow and Concrete-Filled Steel Columns

Bending behavior of short steel cylinders under axial force fluctuations

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