Hollow Section Research Articles

Experimental study of interfacial bonding performance between section steel and ultra-high performance concrete in PUES beam with the hollow section

Cold-formed stainless-clad bimetallic steel square hollow section stub columns: Residual stresses, testing, simulation and design

Design and analysis of special concentrically braced frames with A500 and annealed A500 square hollow section steel braces

Fatigue performance of circular hollow section gap K-joints under corrosive environments

This parametric study examines the influence of residual stresses from light and heavy welding on the local elastic buckling behavior of square hollow sections (SHSs) with welded corners, under axial compression and major axis bending. By analyzing various SHS sizes with a constant height-to-thickness ratio of 40, this investigation provides insights into how residual stress levels impact load-bearing capacity. Findings reveal a pronounced impact of heavy welding-induced residual stresses, notably diminishing the critical buckling loads across both loading conditions. Specifically, under axial compression, heavy welding led to a significant reduction in bifurcation loads by approximately 15.3%, while light welding caused a reduction of around 7.5%. In major axis bending, the effects were similarly considerable, with bifurcation moments reduced by approximately 12.78% for heavy welding and by 6.16% for light welding. The findings underscore the substantial effect of residual stress, particularly from heavy welding, on axial compression, indicating a greater sensitivity of SHSs to this loading condition relative to major axis bending. This study emphasizes the need for careful consideration of welding type in design practices to ensure structural reliability.

Static Bending Behavior of Welded Connections between Columns-to-Beam Square Hollow Sections in Strenx®700MC High-Strength Steel

The strengthening technique by external cable prestressing, until now limited to columns with circular hollow sections (CHSs), is here extended to H-shaped steel columns. To provide an innovative general treatment, an initial imperfection, obtained from the analytical equivalence between Eurocode 3 and Ayrton–Perry formulations, is introduced. By this, a geometrically and materially nonlinear imperfection analysis (GMNIA) is performed by the finite element commercial code Abaqus. A parametric analysis identifies the deviator length, cable tension, and slenderness ratio as key parameters. Results confirm that, on the one hand, cable prestressing yields a critical load that is approximately twice that for non-prestressed elements (680 kN against 340 kN for a beam 8 m long); this effect grows with the column length. On the other hand, a simulation on a two-story frame supported by 12 columns, each 4 m long, spaced by 4 and 6 m in the two directions, under vertical ‘dead’ load shows that prestressed HEA200 columns perform as non-prestressed larger HEA220 profiles; thus, their use in this case leads to saving approximately 1.18 tons of steel; both these results are of practical interest in design of steel structures.

Abstract This study experimentally investigates the flexural behavior of concrete-filled steel tube (CFST) beams incorporating artificial notch imperfections. Twelve specimens were tested under four-point bending, including control beams, hollow tubes, and notched CFST members. Notches varied in orientation (vertical/horizontal), location (tension/compression zone), and steel thickness (2.7 mm and 4.7 mm). Results showed that notches in the tension zone critically reduced performance, with SBH-2.7 exhibiting a 30.12% drop in ultimate load and a 76.19% reduction in deflection. In contrast, compression-zone notches had a smaller effect, particularly with thicker tubes. Increasing wall thickness to 4.7 mm improved load capacity and ductility but could not fully counteract notch-induced weaknesses. Compared with hollow sections, CFST beams demonstrated up to a 72.71% strength increase and superior energy dissipation due to concrete confinement. The findings confirm that notch geometry, orientation, and location strongly influence CFST flexural response. The study provides practical guidance for evaluating damage tolerance and improving design provisions for real-world structural applications.

Experimental and numerical study of high-strength aluminum alloy circular hollow sections after exposure to fire

Thermal-mechanical behaviour of hollow section trusses during welding reinforcement under service loads

Elastic buckling formulae for web crippling of square and rectangular hollow sections under concentrated transverse forces

Cross-sectional behaviour and design of hot-rolled carbon steel circular hollow section beams under moment gradients

Lumped damage model for local buckling in steel square hollow sections based on hinge energy and geometric nonlinearity

Compressive resistance of aluminium alloy circular hollow section stub column after fire exposure

Compressive behavior and self-sensing performance of BFRP-strengthened short circular hollow section stocky steel tubes with embedded FBG sensors

Local buckling behaviour of stainless-clad bimetallic steel cold-formed square hollow section stub columns

Square hollow section (SHS) is widely used as a chord member in steel trusses. In one connection type, a brace using I-shape or box section at a T-joint transfers out-of-plane bending moment to these chords through double longitudinal plates. Design codes include rules for different connections to hollow sections, but not specifically for this detail. An experimental program is presented in this paper to verify relevant design rules and apply them to the double-plate connection, considering three key parameters: double-plate spacing, connection offset from the chord centerline, and plate width. The test results are evaluated by discussing the connection capacity and the observed failure modes, in addition to plotting both the load-displacement and moment-rotation curves. Applying relative rules from code is found to be on the conservative side and requires adjustment to apply to the current context. However, the rules for single plates are found to be adequate for some of the eccentric double-plate connections with a plate at the chord face center. Some modifications to the existing design rules are proposed to suit the eccentric connection with a plate not at the center.

Flexural buckling and design of press-braked rectangular hollow section steel long columns

Research Network HOCHFEST – Applied research for application of high‐strength steels in hollow section structures

Hysteretic Behavior of Circular Hollow Section Panel Zones in Beam-to-Column Subassemblies with Large Panel Aspect Ratio