Corrugated Steel Webs Research Articles

Researching on Buckling Performance of Corrugated Steel Web

The paper mainly studies buckling performance about corrugated steel web composite box girder of corrugated steel web under the action of a shear. Compare the two results of the corrugated steel web that calculating critical buckling stress through Abaqus finite element software calculating and theory formula. Obtain buckling strength of the model by giving the model initial defects under the elastic condition merely. In this paper, research trend of the buckling strength of corrugated steel web plate through changing the thickness of corrugated steel web, Angle, length of straight and wave height and the size of the corrugated steel web in practical engineering designing provide a certain references.

Influence of external strand on vibration frequency of simply supported box girder with corrugated steel webs

Influence of external strand on vibration frequency of simply supported box girder with corrugated steel webs

Estimation of The Shear-Lag Effect of Composite Box Girder Bridges With Corrugated Steel Webs

Estimation of The Shear-Lag Effect of Composite Box Girder Bridges With Corrugated Steel Webs

Neural Network-Based Analytical Model to Predict the Shear Strength of Steel Girders with a Trapezoidal Corrugated Web

Corrugated webs are used to increase the shear stability of steel webs of beam-like members and to eliminate the need of transverse stiffeners. Previously developed formulas for predicting the shear strength of trapezoidal corrugated steel webs, along with the corresponding theory, are summarized. An artificial neural network (ANN)-based model is proposed to estimate the shear strength of steel girders with a trapezoidal corrugated web, and under a concentrated load. 210 test results from previous published research were collected into a database according to relevant test specimen parameters in order to feed the simulated ANNs. Seven (geometrical and material) parameters were identified as input variables and the ultimate shear stress at failure was considered the output variable. The proposed ANN-based analytical model yielded maximum and mean relative errors of 0.0% for the 210 points from the database. Moreover, still based on those points, it was illustrated that the ANN-based model clearly outperforms the other existing analytical models, which yield mean errors larger than 13%.

基于辛普森公式的变截面波形钢腹板组合箱梁弯曲和剪切变形计算

基于辛普森公式的变截面波形钢腹板组合箱梁弯曲和剪切变形计算

Experimental and analytical study on the shear strength of corrugated web steel beams

Compared to conventional flat web I-beams, the prediction of shear buckling stress of corrugated web steel beams (CWSBs) is not straightforward. But the CWSBs combined advantages of lightweight large spans with low-depth high load-bearing capacities justify dealing with such difficulties. This work investigates experimentally and analytically the shear strength of trapezoidal CWSBs. A set of large scale CWSBs are manufactured and tested to failure in shear. The results are compared with widely accepted CWSBs shear strength prediction models. Confirmed by the experimental results, the linear buckling analyses of trapezoidal corrugated webs demonstrated that the local shear buckling occurs only in the flat plane folds of the web, while the global shear buckling occurs over multiple folds of the web. New analytical prediction model accounting for the interaction between the local and global shear buckling of CWSBs is proposed. Experimental results from the current work and previous studies are compared with the proposed analytical prediction model. The predictions of the proposed model are significantly better than all other studied models. In light of the dispersion of test data, accuracy, consistency, and economical aspects of the prediction models, the authors recommend their proposed model for the design of CWSBs over the rest of the models.

The effect of using tubular flanges in bridge girders with corrugated steel webs on their shear behaviour – A numerical study

Due to the reduction in the financial plans in recent years, innovative bridge girders with corrugated webs have been widely studied and used to reduce the construction costs. Additionally, flat flanges have in some cases been replaced by hollow tubular flanges. These two innovative solutions have been found separately to provide girders with superior load carrying capacities. This paper, however, tries to combine the advantages of the corrugated webs and the hollow tubular flanges into one structural bridge girder. Accordingly, bridge girders with corrugated webs and hollow tubular flanges (BGCWTFs), which have seldom been considered in literature, are investigated here under constant shear loading. This is done by using Abaqus software on large-scale girders, with the main aim of examining the influence of using hollow tubular flanges on the strength and behaviour of these BGCWTFs. Opposite to what was previously found in literature, the results show the great effect of adding upper and lower tubular flanges to the strength and stiffness of the girders compared with the case of flat flange girders, though using tubular flanges with small depth-to-width ratios is found insignificant. The fundamental behaviour of the BGCWTFs has been addressed and the shear strengths are compared with available design model for the first author. Overall, the current results show the importance of considering the shear contribution from the flange with large depth-to-width ratios.

Shear capacity of a novel joint between corrugated steel web and concrete lower slab

Composite girder with corrugated steel web is one of the promising concrete-steel hybrid structures with superior properties and cost effectiveness widely applied in highway and railway bridges. The connection between concrete slabs and corrugated steel web is an important part of such composite structure. In order to improve pouring quality and durability of concrete for joint structure between corrugated steel webs and concrete lower slab, the validity of placing lower slab on the inner side of corrugated steel webs was confirmed and a new joint structure with perforated plate connectors was proposed. Push-out tests on proposed joint structure with different parameters including the welding width and the plate thickness were carried out to study their shear strength, shear stiffness, failure modes and relative slip characteristics. Subsequently, three-dimensional finite element models taking material non-linearity and nonlinear contact between steel and concrete interface into consideration were built and validated by the push-out tests. Afterwards, parametric studies were performed to further investigate the influences of geometrical parameters (such as width, height and thickness of perforated steel plate) and material parameters including steel yielding strength and concrete compressive strength on ultimate shear strength and failure mode of the joint structure. Analytical results indicate that the shear loading capacity is increased with the thickness, the width and height of perforated plate, and the compressive strength of concrete. However, steel yielding strength, presence or absence of perforating rebar, have a negligible effect on ultimate shear strength of the joint structure. Finally, prediction equations of shear capacity were provided and compared with experimental and numerical results. The calculated shear capacity agrees well with experimental and numerical ones, indicating provided analytical equations can accurately predict shear capacity for such novel joint structure.

RETRACTED: Fatigue property study and life assessment of composite girders with two corrugated steel webs

This paper presents the results of experimental investigations on fatigue behaviors of composite girders with corrugated steel webs (hereafter referred to as “composite girders”) subjected to bending based on the experimental work on the shear connector and corrugated steel beam. The experimental results indicated that failure started with cracks initiation and propagation at the concrete bottom plate, with the ultimate failure mode characterized as the shear failure on the bottom plate and interfacial slippage between the web and bottom plate. There was no obvious reduction in stiffness when the fatigue life approached 6 × 106 (equiamplitude load) or 2 × 106 (variable amplitude load) cycles, and the cracks grew slowly, which exhibited good fatigue resistance under the cyclic loading at quasi-static load. In addition, the cracks initiation location and fatigue life are predicted based on the fatigue damage theory, which shows good agreements with test results. The C degree of American standard AASHTO2004 is also suggested to be used in the fatigue life design of corrugated steel web in composite girders. The Palmgren-Miner cumulative linear damage theory is adopted in the partial fatigue life assessment, the fatigue life of box girder subjected to variable amplitude cyclic load is predicted when D exceeds 1. In addition, the fracture extension theory by Paris and amplitude theory of stress intensity factors are summarized to assess the fatigue life, which can be good evidence contributing to the engineering practice.

Mechanical Behavior of a Partially Encased Composite Girder with Corrugated Steel Web: Interaction of Shear and Bending

Abstract The synergistic use of partially encased concrete and composite girders with corrugated steel webs (CGCSWs) has been proposed to avoid the buckling of corrugated steel webs and compression steel flanges under large combined shear force and bending moment in the hogging area. First, model tests were carried out on two specimens with different shear spans to investigate the mechanical behavior, including the load-carrying capacity, failure modes, flexural and shear stress distribution, and development of concrete cracking. Experimental results show that the interaction of shear force and bending moment causes the failure of specimens. The bending-to-shear ratio does not affect the shear stiffness of a composite girder in the elastic stage when concrete cracking does not exist, but significantly influences the shear stiffness after concrete cracking. In addition, composite sections in the elastic stage satisfy the assumption of the plane section under combined shear force and bending moment. However, after concrete cracking in the tension field, the normal stresses of a corrugated web in the tension area become small due to the “accordion effect,” with almost zero stress at the flat panels but recognizable stress at the inclined panels. Second, three-dimensional finite-element (FE) models considering material and geometric nonlinearity were built and validated by experiments, and parametric analyses were conducted on composite girders with different lengths and heights to determine their load-carrying capacity when subjected to combined loads. Finally, an interaction formula with respect to shear and flexural strength is offered on the basis of experimental and numerical results in order to evaluate the load-carrying capacity of such composite structures, thereby providing a reference for the design of partially encased composite girders with corrugated steel webs (PECGCSWs) under combined flexural and shear loads.

Growth of prestressed concrete bridges with corrugated steel webs in China

Prestressed concrete bridges with corrugated steel webs represent a relatively new type of composite structure. More than 40 such bridges have been built in China since 2005, ranging from simply supported spans to continuous girder bridges and long-span cable-stayed structures. Compared with conventional concrete box girders, they are cheaper to build, lighter and more efficiently prestressed – but to date there has been little use in the UK. This paper presents the historical background, structural characteristics and construction methods of corrugated steel web bridges. A new technology is proposed to enhance efficiency and safety during incrementally launched construction, and design technologies and future developmental trends are discussed.

A Study on Calculation Theory and Method of Transverse Distribution Coefficient of the Corrugated Steel Web Box Girder Based on the "Modified Rigid Jointed Beam Method"

Abstract: The PC box girder Bridge with corrugated steel web, as a new kind of bridge structure, has different mechanical properties from that of the ordinary concrete box girder bridge. Due to the late development of the corrugated steel web pre-stressed box girder structure, the domestic experts have made little research on the transverse load distribution of PC box Girder Bridge with corrugated steel webs. Whether the method of calculating the transverse distribution coefficient in the classical box girder theory can be applied to the corrugated steel web composite box girder and how to further improve the calculation theory and method of the transverse load distribution of the steel box girder bridge need urther study. method of the transverse load distribution of the steel box girder bridge need further study.Based on the "traditional rigid jointed process and the programming ideas of the transverse distribution coefficient of corrugated steel web composite box girder of the "modified rigid jointed beam method".beam method" and the existing research, this paper proposes the "modified rigid-jointed beam method" in combination with the specific internal force distribution of corrugated steel web composite box girder. The computational scheme and formula of mechanics, the calculation process and the programming ideas of the transverse distribution coefficient of corrugated steel web composite box girder of the "modified rigid jointed beam method".

Stress analysis of linear elastic non-prismatic beams with corrugated steel webs

An experimental study of a simply supported beam with a cantilever in the elasticity range was conducted for the first time to investigate the distribution of shear stress and normal strain in a non-prismatic beam with corrugated steel webs (CSWs). In the elastic stage, the experimental results are in good agreement with the results of the three-dimensional (3D) finite element analysis for this test beam. The theoretical and experimental results demonstrate that it is not reasonable to assume that the corrugated webs bear all the vertical shear force in a non-prismatic beam with CSWs because of the effect of the variable cross section; this phenomenon is quite different from that in the case of prismatic beams. It would be overly conservative to calculate the shear stress in a non-prismatic beam with CSWs while ignoring the carrying capacity of the concrete flanges (especially the inclined bottom flange). The authors also found that the shear stress in the steel web does not reach its maximum value in the middle-supported section. Namely, the root section is not the most critical section, although it withstands the maximum vertical shear force and hogging bending moment near the middle supports of continuous beams. In addition, the quasi-plane assumption proved to be valid in the test beam, as the normal stress in the concrete flanges is distributed linearly. The longitudinal bending moment is resisted mostly by axial forces in the concrete flanges, and the CSWs offer little resistance to the longitudinal bending moment caused by the accordion effect.

Interaction of plastic hinges in prestressed concrete bridges with corrugated steel webs

Prestressed concrete bridges with corrugated steel webs have emerged as one of the promising bridge forms. However, the presence of prestressing tendons and shear-deformable corrugated steel webs with negligible axial stiffness complicates the formation of plastic hinges under applied loading to failure. The full-range structural behaviour of these bridges and plastic hinge formation are therefore studied experimentally and numerically. The more localised flange plastic hinge caused by both web shear deformation and local flange bending interacts with the full-depth plastic hinge of such a bridge. Tests show that the full-range structural behaviour of the bridge is mainly governed by the localised flange plastic hinges. A formula is proposed to predict the equivalent interactive plastic hinge length, which helps to predict the full-range structural behaviour taking into account the presence of external prestressing tendons. Some design recommendations are also provided.

Analysis on Local Mechanical Behavior in Incremental Launching Method of Pre-pressed Concrete Composite Box Girder With Corrugated Steel Webs

The stress state of a pre-pressed composite box girder with corrugated steel webs during construction is significantly different from that in the finished state. The differences are more drastically when incremental launching method is applied because the bottom plate of the box may slide on supports continuously. To exploit local mechanical performances of steel webs in a composite box girder during mentioned construction process, mechanical calculation was conducted based on an actual long-span pre-press composite box girder with corrugated steel webs, constructing by integral incremental launching. Solid and shell model were applied to elaborately stimulate the concrete roof, the bottom plate and corrugated steel webs. Results show that under all loading states, mentioned structure’s stress states are less than 160 MPa, less than steel web’s design strength. Bulking Eigen values are more than 9. The structure has enough stability during incremental launching construction.

Effects on Mechanical Behavior in Incremental Launching Method of Pre-stressed Concrete Composite Box Girder With Corrugated Steel Webs

During construction, bridge’s stress state is significantly different from that in finished stage. The stress state of construction process may be much more danger when incremental launching method is applied. To analyze differences between the stress state of finished state and that in construction process, mechanical calculation was conducted based on an actual integral incremental launching constructed long-span pre-stressed composite concrete box girder with corrugated steel webs, applying solid-shell model to elaborately explore mechanical characteristics in each stage. Research reveals stress variations of different segments’ concrete bottom plates and variations of supports’ reaction forces, demonstrating that the majority of the girder may suffer worse inner force state during construction, compared to the finished state.

Research on Reasonable Connections Between Webs and Bottom Plates in Pre-pressed Concrete Composite Box Girder With Corrugated Steel Webs

There are various connections between steel webs and concrete bottom plates in prepressed concrete composite box girders with corrugated steel webs, each having specific construction applicability and causing different stress states. Comparative analysis on three kinds of connections was conducted to obtain a suitable connection for the girder during the incremental launching construction stage. When steel girder’s lower flange was simply connected to a concrete bottom plate in a composite girder, certain local stress might exceed design limitations. Although a simple connection is easy for construction, local connections and complex U-shape configurations are necessary for meeting structure’s stress state requirements.

Long-Term Behavior of Prestressed Concrete Bridges with Corrugated Steel Webs

Long-Term Behavior of Prestressed Concrete Bridges with Corrugated Steel Webs

Normalized shear strength of trapezoidal corrugated steel webs

Steel corrugated webs are vertical and lightweight plates responsible for carrying large in-plane loads before buckling. Three modes of shear failure are typical for these elements: local, global, and interactive shear buckling. In this paper, previously published analytical models for the estimation of the shear strength of trapezoidal corrugated webs are summarized, and a new model is developed. The proposed model takes into account the interaction between the modes of shear buckling. Twelve shear-critical corrugated web steel beams (CWSBs) were manufactured and tested to failure. The results were added to update the existing database, resulting in 125 test results, which were then used to compare the performance of developed and existing models. The new model is shown to be more accurate than previously published models for estimating the shear strength of corrugated steel webs, allowing for more economic designs.

Experimental Study on Loading Features of Continuous Rigid-Frame Bridge with Corrugated Steel Webs

Two comparison models of single cell box variable cross-section continuous rigid frame bridge with corrugated steel webs and the equivalent ordinary concrete continuous rigid frame bridge were designed and constructed. The loading features are contrastively researched. The results show that with same loading condition, strain of roof and floor of box girder with corrugated steel webs is increased when the load is increased, while the strain value of corrugated steel web is very low and nearly unchanged when the load is increased. The bending stiffness of box girder with corrugated steel webs was main supply with roof and floor and the bending stiffness is lower than box girder with concrete webs. Continuous rigid-frame bridge with corrugated steel webs box girder integrated the advantages of rigid-frame bridge and box girder with corrugated steel webs. This new structure has larger span capacity; lighter self-weight, excellent seismic performance and higher effective prestressing system, etc, which is suitable for large span bridge in high seismic intensity[1]. Static characteristics of box girder with corrugated steel webs have been further researched with theory and test method by foreign scholars[2-4]. On the aspect of bending performance, the damage characteristics of simply supported box girder bridge with corrugated steel webs have been researched[5]. Three simply supported box girder bridge with corrugated steel webs have been designed and constructed to research it’s static effect[6]. The applicability of “Quasi plane assumption” has been verified with FEA method and model test of simply supported box girder bridge with corrugated steel webs[7]. Ignoring the bending contributions of corrugated steel web, the calculation formula of ultimate bearing capacity of box beam is deduced[8]. Combined with the model test and the FEA method, the calculation formula of normal stress and shear stress of box girder bridge with corrugated steel webs are deduced[9]. Considered the shear slip of shear key between the corrugated steel webs and the roof and floor concrete, the formulas of the ultimate flexural capacity of the externally prestressed box girder with corrugated steel webs were derived[10]. On the aspect of inner lining concrete research, the method of shear calculation of steel concrete composite segment is researched with contrasting of shear distribution method of steel concrete combination[11]. The impact of the thickness of concrete lining to the shear bearing capacity of the corrugated webs was analyzed via theoretical calculation and finite element analysis[12]. In summary, a large number of theory and experimental research on prestressed concrete box girder with corrugated steel webs at home and abroad, but most of model test are simply supported box girder bridge, very few are continuous box girder. In this paper, the loading features are contrastively researched depend on the model of continuous rigid frame bridge with corrugated steel webs and the equivalent ordinary concrete continuous rigid frame bridge.