A Proposal for a Simple Method for Determining the Concrete Slab Width of Composite Beam-to-Column Joints

Abstract

Extensive brittle failures in the weld zone of the beam bottom flange in composite joints of SMRFs were observed during the Northridge earthquake and the Kobe earthquake. One of the main reasons is the large tensile strain demand generated at the beam bottom flange zone under positive bending. The key to accurately understanding the mechanical properties of composite joints is the effective width of the slab. However, researchers have no consensus on the flange slab’s effective width for composite joints, even with the simplest solid concrete slab. Therefore, the best way to design the composite joint specimen is by following the current design specifications. However, each specification implements different ideas and approaches for specifying an effective slab width. This paper presents comparisons of the effective flange width provisions in China, the United States, Australia/New Zealand, and the European Union. The characteristics of each provision are briefly described and summarized. Numerical comparisons for positive and negative moment regions of continuous spans follow. Based on the commonalities and main differences among all these provisions, we propose a recommended equation for calculating the effective width of a solid concrete slab, reflecting the specification differences. The reliability of the recommended equation was verified with ABAQUS software analysis. The recommended equation can meet the fast and secure design requirements for composite joints in tests with concrete slabs.

The Concrete Effective Width of a Composite I Girder with Numerous Contact Points as Shear Connectors

“…The impact of connector numbers and positions on the effective width of a composite beam flange has not yet been fully explored [8][9][10]. The effective width of a flange is the width of a hypothetical flange that compresses uniformly across its width, similar to the loaded edge of a real flange under the same edge shear forces.…”

The Influence of Box-Strengthened Panel Zone on Steel Frame Seismic Performance

“…This ductile behavior was expected to occur through flexural hinges at the beam-to-column connections and shear yielding in the column panel zone, resulting in a ductile plastic mechanism in the frame. However, many multi-story steel structures with SMFs during the earthquake had brittle fractures in the beam-to-column moment connections [1][2][3][4][5]. These incidents generated severe concerns about the design and construction of SMFs, resulting in a design revolution in steel frame joints and connections.…”

“…Researchers conducted tests and other investigations to determine the causes of the failure of the pre-Northridge connections and constructed several post-Northridge connections to prevent brittle earthquake failure [5]. Koetaka et al [6] proposed a novel weak-axis column bending connection with hysteretic dampers.…”