The finite element model used for analyzing the rotational restraint rigidity of standing seam roof systems was developed. The influences of different factors on the rotational restraint rigidity provided by two types of standing seam roof systems were studied. The variables include local deformation of standing seam roof panels, panel thickness, clip tab thickness, and the relative sliding of clip tab and clip base. The restraint mechanism of standing seam roof systems to the purlins was studied. It is shown that the rotational restraint rigidity provided by the two types of researching standing seam roof systems mainly depends on the slide tab thickness and the roof panel thickness. Finally, formulae for calculating rotational restraint rigidity of the LSIII and SS360 standing seam roof systems were also proposed based on parametric analysis results.

Compared to grouted splice connectors that have been widely used in constructing precast concrete structures, grouted sleeve lapping connectors have the advantages of a large sleeve interior diameter and low manufacturing cost. In this study, 16 grouted sleeve lapping connectors and three grouted splice connectors were tested under an incremental tensile load. The differences in their tensile capacities and failure modes, especially the mechanical properties of the grouted sleeve lapping connectors, were investigated. It was found that the tensile capacities of the grouted sleeve lapping connectors were up to 2.45 times that of the grouted splice connectors when the sleeve inner surfaces were smooth. All of the grouted sleeve lapping connectors failed by a bar tensile fracture or bar-grout slip, whereas the only failure mode of the grouted splice connectors was grout-sleeve failure. The bond stress distribution around the inserted bar in the grouted sleeve lapping connector was similar to the bond stress distribution around a single bar anchored in concrete. The ultimate hoop compressive strain of the sleeve and the corresponding load increase with greater lap length. In addition, an approximate mechanical model with high reliability was put forward to describe the mechanical properties of the grouted sleeve lapping connector.

To study the cold-forming effect on the yield strength distribution of cold-formed thick-walled steel, material tensile tests and axial compression tests were conducted on steel-lipped channels. To undertake the material tensile tests, five types of cold-formed lipped channel sections with varied thicknesses and nominal yield strengths were selected. The material test samples were taken from the web, flange, curled edge, and corner of the lipped channel sections, respectively. Next, a corresponding distribution model for the yield strength of cold-formed thick-walled lipped channel sections was developed. Following this, axial compression tests of five short columns with the same section as the coupon tests were conducted to further investigate the cold-forming effect. Finally, the results from the short column tests, the results based on the proposed yield strength distribution model, and the results calculated for related codes in various countries were compared. These revealed that the yield strength distribution, bearing capacity, and ductility were considerably influenced by the cold-forming effect and mainly depended on the width-to-thickness ratio (h/t) of the plate involved. When h/t was less than 34, the curve slowly decreased after reaching the peak load and had good ductility. Conversely, when h/t was greater than 71, local buckling had an obvious influence on the bearing capacity of the specimen, and the column ductility was poor. Overall, the results based on the Chinese code GB 50018-2002 were closest to the experimental values with the smallest variation coefficient, and therefore this code has the best applicability.

The superimposed slab shear wall has been found to be more and more applicable in the building construction industry due to its building industrialization superiority. The hysteretic behavior of superimposed slab shear walls accounts for an important part of seismic performance analysis. This paper presents the results of a numerical study to investigate the hysteretic behavior of superimposed slab shear walls. Different calculation methods of the shear capacity of the combined interface and horizontal connection are introduced. The calculated results show that the shear capacity of the combined interface and horizontal connection is much larger than the ultimate shear capacity of a superimposed slab shear wall. Therefore, the bond slip effect of a combined interface and horizontal connection can be ignored in finite element analysis on the premise of it not affecting calculation precision. Three different theoretical analysis models, namely the vertical multi-line element model, bend–shear coupled fiber model and layered shell element model, were established in OpenSEES based on a macro-model and a micro-model. The results show that the calculated results of the vertical multi-line element model and the bend–shear coupled fiber model agree reasonably with the experiment results, whereas the calculated results of the layered shell model gave a relatively larger initial stiffness.

The roof steel structure in the Terminal 2 building of YanCheng NanYang Airport has a large span and a considerably difficult construction. According to the project characteristics, the construction scheme of the roof steel structure follows the principle of subareas and substeps, with the truss lifting in segmentation. To ensure construction safety, a construction monitoring scheme was adopted in this project. According to the layout of the roof steel structure, a total of 10 monitoring points are arranged to monitor the stress of the roof steel structure during the construction process. This paper first gives a brief introduction to the general situation regarding the engineering, followed by a detailed description of the construction scheme of such a roof steel structure. Then, the monitoring results, including monitoring of the main truss’ stress and column head, are introduced. The monitoring results revealed that the variation of stress in monitoring points followed the same trend as the monitoring data. The maximum stress was 166.6 MPa according to the monitoring results, which indicate that the stress of the roof steel structure is in the elastic stage during the construction process and the construction scheme is feasible.