Composite Design Provisions: 2005 AISC Specification for Steel Buildings

Griffis, Lawrence G.

doi:10.1061/40753(171)165

Cited by 12 publications

(29 citation statements)

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“…Based on the literature study and analysis, a notable quantity of experiments with various parameters and geometric properties that act in accordance with the limits applicable for design specifications are published. Therefore, as stated by commentary on the AISC 360 -10 specification of structural steel buildings [11], new experiments have to enhance the limit of codal design specification.…”

Section: Literaturementioning

confidence: 99%

“…So, to develop and push the limits of parameters and design specifications, more experimental studies on CFST columns are needed that can enhance the study and behaviour of columns explicitly. -Commentary on the American code specifications for structural steel buildings‖ [11] highlighted the need of experimental data to finetune the design specifications of CFST columns. Therefore, conducting experiments with varying parameters may enhance the design specifications and expand the limits of parameters in the design codes.…”

Section: Introductionmentioning

confidence: 99%

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Experimental and numerical study on the effect of parameters in axial capacity of CFST columns with various L/D ratios

2022

IJATEE

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Strength as well as behaviour of 16 circular concrete filled steel tube (CFST) sections submitted to axial compressive load was presented in this paper. Specimens having length to diameter (L/D) ratios of 3, 4, 5 and 6 with diameter to thickness (D/t) ratios of 38 as well as 25.33 with same outer diameter of 76 mm and two different wall thickness of 2 mm and 3 mm were considered to study the influence of column parameters and effect of confinement (Ꝣ). The ultimate capacities of CFST columns were compared with Eurocode-4, Australian Standards (AS 5100), American Code (AISC 360 -10) and Chinese code (DBJ13-51) predictions. Results showed that axial compressive loads of specimens with more wall thickness were found to be greater than lesser wall thickness specimens. The parameters that affect the column behaviour directly are relative slenderness ratio (λ) and L/D. Eurocode-4 results found to be conservative, Australian code and American Code underestimated while Chinese code overestimated the section capacity. Further, a finite element model of CFST specimens was developed with ABAQUS to check the accuracy of test results, buckling patterns and displacement curves.

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Section: Literaturementioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Experimental and numerical study on the effect of parameters in axial capacity of CFST columns with various L/D ratios

2022

IJATEE

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“…Sequencing issues in construction, which can lead to complications such as difficult coordination of trades, can be a barrier. On the other hand, innovative composite construction methods that resolve the sequencing issues can be highly efficient and can reduce construction time (Griffis, 1992;Traut-Todaro, 2019). Current design provisions are another barrier to the wider adoption of composite construction.…”

Section: Introductionmentioning

confidence: 99%

“…From that time until major revisions were made in the 2005 edition (AISC, 2005), the axial and flexural strengths of composite beam-columns were based on calculations that determined an equivalent steel section. This approach had limitations in that it was not applicable to columns with steel ratios below 4%, and it often underestimated the contribution of the concrete, particularly for concretedominant composite beam-columns with low steel ratios (Griffis, 2005). The current beam-column strength interaction provisions (AISC, 2016) are based more directly on mechanics principles.…”

Section: Introductionmentioning

confidence: 99%

Interaction Strength of Steel-Concrete Composite Beam-Columns Including the Balance Point

Denavit

2021

Eng J

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The maximum bending moment capacity of steel-concrete composite column cross sections occurs with concurrently applied axial compression. This is seen in the shape of the interaction diagram, where the bending moment capacity increases with increasing axial compression before reaching the balance point. The size of this bulged region of the interaction diagram can be significant, especially for concrete-dominant sections. However, it is often neglected in design because of two stability-related concerns. First, the simple transformations that are recommended to convert cross-section strength to member strength produce illogical results near the balance point, with member strength exceeding cross-section strength. Second, research has shown that the stiffness reductions used in elastic analyses are not sufficient for highly slender concrete-dominant composite members subjected to high bending moments. This work seeks to address these issues through the development of more advanced transformations and stiffness reductions. These new recommendations will more accurately capture the strength of composite members and allow for more efficient designs.

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“…The taller the building is the higher the wind load is as wind speed increases parabolically with height from ground. Damage to non-structural elements such as cracking in reinforced walls, damage to lightweight partitions and impaired operation of windows are common examples of the effect of excessive lateral displacement of tall building [8]. Thus, the control of lateral displacement is a serious issue in the design of tall building.…”

Section: Introductionmentioning

confidence: 99%

Lateral Displacement And Shear Lag Effect Of High-Rise Buildings With Diagrid SystemThat Is Constructed Above A Frame

et al. 2017

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Abstract. Diagrid system has gained a wide acceptance in the design of tall buildings due to its many advantages including its high structural efficiency in resisting both gravity and lateral loads. Most diagrid structures that had been studied have full triangulated members from the ground level to the top of the buildings where comparison in the effectiveness in minimizing the lateral displacement was often made between structures with full diagrid, frame and outrigger system. Nevertheless, no study has been performed on the effectiveness of the diagrid that is constructed above a frame system. The objective of this research is to understand the behavior of the lateral displacement and shear lag effect due to wind load when the diagrid structure is constructed above a frame. Models of sixty storey buildings were analyzed by using Staad.Pro software. The level where the diagrid members started and the spacing of vertical base columns of the frame were altered. The lateral displacement and shear lag effect resembled closely of those of the model of full diagrid when the diagrid was started at level 3, and the vertical base columns were uniformly spaced at 6 metres.

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Composite Design Provisions: 2005 AISC Specification for Steel Buildings

Cited by 12 publications

References 0 publications

Experimental and numerical study on the effect of parameters in axial capacity of CFST columns with various L/D ratios

Experimental and numerical study on the effect of parameters in axial capacity of CFST columns with various L/D ratios

Interaction Strength of Steel-Concrete Composite Beam-Columns Including the Balance Point

Lateral Displacement And Shear Lag Effect Of High-Rise Buildings With Diagrid SystemThat Is Constructed Above A Frame

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