Search

The paper investigates the shear mechanic performance of transformed triangular corrugated steel plates (TT-CSPs) with top stringers applied in the trestle, incorporating a comprehensive analysis of how plate dimensions and corrugation density affect both elastic and inelastic buckling capacities. By proposing and validating formulas for the ultimate shear-bearing capacity through finite element analysis (FEA), this paper advances a capacity prediction approach that accounts for the finite rigidity of top stringers by introducing a reduction factor. The results reveal that corrugation density significantly impacts both elastic buckling load and ultimate strength, with plate width playing a more crucial role than height in determining capacity. Furthermore, the inclusion of top-stringer flexural rigidity is shown to notably enhance the shear-bearing capacity of TT-CSPs, providing a vital consideration for their strength design. [Display omitted] • Proposed formula for global elastic shear buckling load of transformed triangular corrugated steel plates (TT-CSP) • Proposed a comprehensive design method to predict shear-bearing capacity of TT-CSPs, considering top stringer constraints • Study the impact of corrugated plate and corrugation dimensions on elastic and inelastic buckling capacity of TT-CSPs • Reveal the contribution of top stringers to shear resistance of built-up TT-CSPs [ABSTRACT FROM AUTHOR]

The contact interaction between the core and external restraining members is a vital factor that affects the overall performance of buckling-restrained braces (BRBs) significantly. In this study, refined finite element (FE) model was employed to evaluate the contact force between the core and external restraining members and to investigate the BRB performance. Moreover, the influences of strength and stiffness of external restraining member, core length, and other geometric parameters on the BRB performance were also studied. On the basis of numerical results obtained in the study, the recommended values of core width-to-thickness ratio, core thickness and gap were proposed. By considering the core plasticity and the lateral restraint of external restraining member, some formulas for predicting the half-wave length of core buckling as well as contact force were also proposed while the core buckled in multi-wave form. These formulas were numerically verified and could be references in the design of BRB. [ABSTRACT FROM AUTHOR]

Abstract: This paper investigates the behavior of steel plate shear walls (SPSWs) with pre-compression from adjacent frame columns which is produced in the construction process. Firstly, some parameters used in analytical finite element models, such as the stiffness of frame beams and columns and the magnitude of the loads are discussed. Then, numbers of numerical examples are analyzed and show that the influence of pre-compression varies with the dimension of SPSWs. Also, the distribution and transferring of axial forces between frame columns and SPSWs during loading are discussed. Finally, a reduction coefficient of shear-carrying capacity of SPSW due to pre-compression is proposed. [Copyright &y& Elsevier]

The buckling-restrained braces (BRBs) are often connected to the frame structures by fixed joints in practice, and the cores usually have complicated details near the ends, namely unsupported yielding segments and/or strengthened segments. Based on theoretical and numerical analysis, this paper presents the influence of complicated boundary constraints on the behaviors of the BRBs. It is revealed that the fixed joints can effectively prevent the core unsupported segments from bending too much, and BRBs with fixed ends usually perform better than those with pinned joints, and the advantage exists even when the ends of BRBs rotate with frame joints in the structures. Based on theoretical and FEA results, a simplified model is proposed to simulate the core segments near the BRB's ends. Using an iterative algorithm cooperatively, the simplified model can approximately determine the unfavorable additional eccentricities at the ends of restraining part. In the frame structures the rotations at two ends of the BRB are unequal, and the two different eccentricities can be equivalent to the same eccentricity by equivalent eccentricity coefficient. Finally, by taking the equivalent additive eccentricities obtained into account, a design procedure for the fixed-fixed BRBs is achieved. [ABSTRACT FROM AUTHOR]

In buckling-restrained braces (BRBs) with pinned joints, the core component near the ends have influence on both the capacity of the core segments near the ends and the overall behavior of the BRB. Based on theoretical and numerical analysis, this paper discusses the failure modes and the overall behaviors of pinned-pinned BRBs with unsupported yielding segments and strengthened segments near the ends. It is found that the unsupported yielding segments and strengthened segments of the core will bend under axial pressure, which will induce additional eccentricities at the ends of the restraining part, making the stress state more unfavorable. If the unsupported segment of the core is too long, failure may occur in the segment with too much bending. By taking the core segments near the ends out as a free body, a simplified model was obtained. Using an iterative method cooperatively, the simplified model can approximately determine the eccentricities added at the two ends of restraining parts. Finally an overall stability design method that can take the additional eccentricities into account is given. [ABSTRACT FROM AUTHOR]

Arch wall is a vertical plane structure which combines pure arch, columns and beam together. The applied in-plane vertical loads on the beam will reach the large span arch through columns. For studying the stability of arch wall, the elastic and inelastic mechanical properties of arch wall were discussed in this paper by finite element method. It is shown that lateral bracing stiffness of beam and column stiffness are the key factors which affect the stability of arch wall: if the lateral bracing stiffness is less than its threshold stiffness, the arch wall shows a global out-of-plane buckling mode; if the bracing stiffness is greater than its threshold stiffness and column stiffness is less than its threshold stiffness, the pure arch shows an out-of-plane buckling mode; if both of the bracing stiffness and column stiffness are greater than their threshold stiffness, the arch wall shows an in-plane buckling mode. After that, two analytical models of arch wall from a practical engineering structure were proposed for predicting the ultimate out of plane strength of arch wall. One analytical model reflects only the arch wall laterally braced by equivalent lateral spring resulting from lateral trusses, and the other is a combination of arch wall with longitudinal trusses. The result points out that the lateral bracing stiffness of beam supplied by longitudinal trusses is much larger than the threshold stiffness, the bearing capability of arch wall can be improved only by increasing the stiffness of column or strengthening the reliable connection of column ends. [ABSTRACT FROM AUTHOR]

This paper presented the out-of-plane elastic buckling behavior of circular steel arches discretely and laterally braced, and based on FE analysis a threshold value of bracing stiffness for design was proposed. The effects of bracing parameters, including bracing stiffness, brace types, the number and longitudinal location of bracing point, on the arch elastic buckling behavior were investigated carefully. An equation for predicting the threshold value of bracing stiffness was obtained for equally-spaced lateral braces of pin-ended and fixed arches with I-section in pure compression. And the required arch segment length between bracing points to prevent the arch segment from elastic out-of-plane buckling was proposed. It shows that, the closer brace is to the crown of arch, the higher efficiency brance has to prevent out-of-plane buckling of arch. When arches with lateral braces buckle, buckling half-waves increase with the augment of bracing stiffness, while arches with torsional braces always buckle with one half-wave. For equally-spaced lateral braces, a threshold value of stiffness of arches in uniform compression is suitable to the arches under other general load conditions. When segment length meets the requirement mentioned above for arches with I-section, in-plane asymmetric buckling form will take place before out-of-plane buckling of arch segment. [ABSTRACT FROM AUTHOR]

Based on the previous studies on out-of-plane stability of arches in uniform compression and bending moment, this paper presented the research results of the out-of-plane ultimate strength of circular steel arches under the combination of axial compression and bending by using FE analysis in elasto-plastic range of materials. With the consideration of different geometric parameters, support conditions, section forms and load combinations etc, a design method for predicting the out-of-plane ultimate strength of circular steel arches was proposed based on FEA results. The results obtained indicate that the N-M interaction equation proposed for predicting the out-of-plane strength of arches is applicable for various support conditions and complex load combination, where average axial force, maximum bending moments within 1/3 arc length of arch top and stability coefficient for non-uniform moment distribution are introduced. [ABSTRACT FROM AUTHOR]

By considering the factors such as arch section types, initial geometric crookedness, residual stresses, riseto- span ratio and support conditions, this paper presented the out-of-plane stability design curves for circular arches under uniform compression. It can be not only applied in the practical design of arch under uniform compression directly, but also involved in the design of arch under the combination of uniform compression and bending. It indicates that load with constant direction which causes lower out-of-plane load-carrying capacity of arches is more adverse than one with direction pointing to a constant center. Compared with initial geometric crookedness and residual stresses, rise-to-span ratio and support conditions much more affect the out-of-plane load-carrying capacity. However, stability design curves for arches with different rise-to-span ratio and support conditions are unified by using the normalized arch slenderness. Finally, out-of-plane stability design method of arches with hot-rolled pipe section, welded box section and welded I section is proposed by employing stability design curves for columns of type b, c, d in Chinese code (GB 50017-2003) respectively. [ABSTRACT FROM AUTHOR]

Abstract: Multi-tube latticed steel columns without diagonal tubes and the ones with diagonal tubes are two common types of prismatic latticed columns used nowadays. Instability behavior of prismatic multi-tube latticed steel columns is studied in this paper. The focus on the problem is based on the derivation of shear stiffness for multi-tube latticed steel columns. Formulas are established to express the elastic buckling loads as well as the modified slenderness ratios, in which the effect of shear deformation is taken into account. Cases are analyzed via finite element method ANSYS to calculate the ultimate load-carrying capacity of the latticed columns for comparison with the design method in different design codes for compressive members. Formulas to estimate the design resistance for axial compressive prismatic multi-tube latticed steel columns are proposed and detailed design suggestions for the component steel tubes are presented as well. [Copyright &y& Elsevier]