Wan Hamidon Wan Badaruzzaman

Experimental and finite element study of profiled steel sheet dry board folded plate structures

Folded plate structures constructed with profiled steel sheeting connected to dry boards by self drilling, self tapping screws (known as the PSSDB system) are being proposed as an alternative to traditional forms of roof construction. This paper describes the analysis, testing, and the structural behaviour of such kind of structures. The proposed efficient and load bearing structural system consists of an assembly of individual PSSDB panels connected by steel angle plates at the ridges, formed to the required shape, width and span. An analytical model using finite element method has been proposed. The profiled steel sheeting was idealised as an equivalent homogeneous orthotropic thin shell plate elements of constant thickness. Two directional plate elements were proposed in modelling the connection between profiled steel sheeting and dry board to include biaxial shear deformation. The proposed analytical method has been used to analyse the results of full-scale folded plate PSSDB tests and is found to give good results.

Dry boards as load bearing element in the profiled steel sheet dry board floor panel system—structural performance and applications

Abstract This paper describes the application of various types of dry boards that are normally used as non-load bearing building components, as a structural component in an innovative lightweight composite structural flooring panel system known as the Bondek II/Cemboard Composite Flooring Panel (BCCFP) system. The composite panel system consists of profiled steel sheeting attached to a top layer dry board by simple mechanical connectors. In the proposed system, dry board plays a dual role, firstly in providing a flat floor surface covering the corrugated profiled steel sheeting, and secondly, it helps in enhancing the stiffness and strength of the composite system. The role of dry boards in the BCCFP system and the performance of the system using various types and thickness of dry boards are investigated. In addition, the effect of varying the spacing of screws on the panel performance is also studied. From test results, it was found that the application of dry boards in the BCCFP system could increase the flexural stiffness of the composite panel by between 12.8% to as high as 26.3% compared to that of the steel sheeting alone for the various tested samples. The stiffness value of a typical practical configuration of the BCCFP system comprising of 1.0 mm thick Bondek II attached to 16 mm Cemboard with screw spacing of 100 mm was found to be 166 kNm 2 /m with a percentage interaction value of 21.3%. The introduction of a layer of dry board to the bare steel sheeting alone has been shown able to increase by 12.2% the moment capacity value from 8.2 kNm/m of the steel sheeting alone to 12.2 kNm/m of the typical BCCFP system mentioned above. It can be concluded that the dry boards, which are normally used in non-load bearing applications, are having great potential to be used as components in load bearing structural system. Some interesting applications of the system in real buildings are also highlighted in this paper.

Two-way bending behavior of profiled steel sheet dry board composite panel system

Abstract This paper describes the structural behavior, analysis, and testing of a structural system known as the profiled steel sheeting dry board (PSSDB) system when applied as two-way floor panels subjected to out-of-plane loading. The system consists of profiled steel sheeting connected to dry boards by self-drilling, self-tapping screws. Analytical models employing the finite element method have been proposed to analyze the panel. This involved two types of modeling: first, the isotropic model, and secondly, the orthotropic equivalent model representing the geometrically orthotropic profiled steel sheeting. It is the simpler latter approach which is of main interest. However, comparison of theoretical to experimental results shows that the isotropic model is more accurate, within reasonable agreement with discrepancies ranging from 2.8% to 12.8%. The ‘orthotropic model’, on the other hand, shows a bigger discrepancy of more than 30%. This indicates that there is a need for improving further the orthotropic model as described in this paper. However, for practical design purposes, the orthotropic model is acceptable since it is more conservative in predicting deflection values of the two-way PSSDB panel. The orthotropic model is preferred over the isotropic model because it is less tedious, requiring less computer memory and computational time, and is more practical for design purposes.

THE NATURAL FREQUENCIES OF COMPOSITE PROFILED STEEL SHEET DRY BOARD WITH CONCRETE INFILL (PSSDBC) SYSTEM

This paper aims to measure natural frequencies of Profiled Steel Sheet Dry Board (PSSDB) with Concrete infill (PSSDBC) system. For this purpose, experimental tests by estimation of Frequency Response Function (FRF) and a numerical method by development of Finite Element Model (FEM) are used. The connection stiffness between Peva45 as Profiled Steel Sheet (PSS) and different concrete grades of 25 (C25), 30 (C30), and 35 (C35) are measured by push-out tests to be used in the FEM. The effect of presence of concrete in the PSSDB system on the natural frequencies such as Fundamental Natural Frequency (FNF) of the system is investigated. The variability in the FNF of the studied system under different parameters such as concrete grades, thicknesses of PSS and Dry Board (DB), and boundary conditions is determined. In a wide numerical study, the FNF of the PSSDBC system with practical dimensions is revealed for different lengths, widths, and boundary conditions. The results help designer predict serviceability and design criteria of the studied panels.

Dynamic response of low frequency Profiled Steel Sheet Dry Board with Concrete infill (PSSDBC) floor system under human walking load

This paper investigates the dynamic response of a composite structural system known as Profiled Steel Sheet Dry Board with Concrete infill (PSSDBC) to evaluate its vibration serviceability under human walking load. For this point, thirteen (13) PSSDBC panels in the category of Low Frequency Floor (LFF) were developed using Finite Element Method (FEM). The natural frequencies and mode shapes of the studied panels were determined based on the developed finite element models. For more realistic evaluation on dynamic response of the panels, dynamic load models representing human walking load were considered based on their Fundamental Natural Frequency (FNF), and also time and space descriptions. The peak accelerations of the panels were determined and compared to the limiting value proposed by the standard code ISO 2631-2. Effects of changing thickness of the Profiled Steel Sheet (PSS), Dry Board (DB), screw spacing, grade of concrete, damping ratio, type of support, and floor span on the dynamic responses of the PSSDBC panels were assessed. Results demonstrated that although some factors reduced dynamic response of the PSSDBC system under human walking load, low frequency PSSDBC floor system could reach high vibration levels resulting in lack of comfortableness for users.

Behaviour of stiffened concrete-filled steel composite (CFSC) stub columns

This paper investigates the behaviour of axially loaded stiffened concrete-filled steel composite (CFSC) stub columns using the finite element software LUSAS. Modelling accuracy is established by comparing results of the nonlinear analysis and the experimental test. The CFSC stub columns are extensively developed using different special arrangements, number, spacing, and diameters of bar stiffeners with various steel wall thicknesses, concrete compressive strengths, and steel yield stresses. Their effects on the columns behaviour are examined. Failure modes of the columns are also illustrated. It is concluded that the parameters have considerable effects on the behaviour of the columns. An equation is proposed based on the obtained results to predict the ultimate load capacity of the columns. Results are compared with predicted values by the design code EC4, suggested equation of other researchers, and proposed equation of this study which is concluded that the proposed equation can give closer predictions than the others.

Axial Load Behavior of Acomposite Wall Strengthened with an Embedded Octagon Cold-Formed Steel

This study investigates the axial load behavior of an existing composite wall consists of a double-skinned profiled steel sheet in-filled with normal concrete. Three different composite walls in three-dimensional finite element models were developed, i.e. profiled steel sheet (PSS), core concrete, and the full composite wall system. The models were simulated and compared with the experimental results published by other researchers. Studies are then carried out on different effect of varying the PSS thicknesses, an embedded octagon cold-formed steel (CFS) thickness, and an embedded octagon CFS supported by two stiffeners with different shapes. As a result, the ultimate axial load of the composite wall was increased by approximately 3.3% when PSS thickness changed from 0.8 mm to 1.0mm. Meanwhile, the ultimate axial load was also increased by 17% and 55% when an embedded octagon CFS with thicknesses of 0.8 mm and 1.0 mm were used. Lastly, the ultimate axial load was raised by 54% and 78% when an L-shaped and a T-shaped stiffener were added.

Behaviour of composite plate girders with partial interaction

AbstractThis paper is concerned with the behaviour and strength of composite plate girders in which, the interaction between the steel plate girder and concrete slab is partial. Based on curvature compatibility principle, an approximate method is proposed from which, the shear capacity and deflection at any given load may be determined. The tension field action developed in web panels at the post-buckling stage is incorporated in the solutions. From the results obtained by using the proposed method, it is found that the flexural stiffness and failure load drop with decrease in degree of interaction. Comparisons are made between the results obtained through the proposed method and the corresponding ones from finite element analysis. A satisfactory correlation between the results in terms of behaviour and strength establishes the accuracy of the proposed method.

Numerical study of concrete-filled steel composite (CFSC) stub columns with steel stiffeners

Numerical study of concrete-filled steel composite (CFSC) stub columns with steel stiffeners is presented in this paper. The behaviour of the columns is examined by the use of the finite element software LUSAS. Results from nonlinear finite element analyses are compared with those from corresponding experimental tests which uncover the reasonable accuracy of the modelling. Novel steel stiffeners are used in the CFSC stub columns of this study. The columns are extensively developed considering three different special arrangements of the steel stiffeners with various number, spacing, and widths of the stiffeners. The main variables are: (1) arrangement of the steel stiffeners (C1, C2, and C3); (2) number of the steel stiffeners (2 and 3); (3) spacing of the steel stiffeners (50 mm and 100 mm); (4) width of the steel stiffeners (50 mm, 75 mm, and 100 mm); (5) steel thickness (2 mm, 2.5 mm, and 3 mm); (6) concrete compressive strength (30 MPa, 40 MPa, and 50.1 MPa); (7) steel yield stress ( 234.3 MPa, 350 MPa, and 450 MPa). Effects of the variables on the behaviour of the columns are assessed. Failure modes of the columns are also illustrated. It is concluded that the variables have considerable effects on the behaviour of the columns. Moreover, ultimate load capacities of the columns are predicted by the design code EC4, suggested equation of other researchers, and proposed equation of the authors of this paper. The obtained ultimate load capacities from the analyses are compared with the predicted values. It concludes that EC4 gives more conservative predictions than the equations.

Experimental Evaluation of Profiled Steel Sheet Dry Board Wall Panel System

This research paper describes the investigation of new innovative form of lightweight composite known as Profiled Steel Sheeting Dry Board (PSSDB) wall panel system. Profiled Steel Sheeting Dry Board (PSSDB) is categorized as Industrialized Building System where paneling system has been developed to substitute the traditional structure of brick wall. The proposed system is a novel form of double and single sheathed composite panel. It consists of dry board and profiled steel sheet for middle core, attached by screws at both surfaces forming the composite action. This paper present the experimental results of twelve full scaled samples of PSSDB wall panel by using Cliplock 610 and PEVA45 as profiled steel sheet and PrimaFlex dry board for surface sheathed. All 12 wall panel samples have been tested under axial load until failure. From the experiment, it was found that the maximum load capacity of PSSDB wall panel can withstand is 1329kN with PEVA45 at screw spacing of 200 mm. While for the wall panel assembled using Cliplock 610, the maximum load is 612kN. The study shows that the new PSSDB wall panel system has a great potential to be used as a load bearing under axial load and expected to have a confidence for structural system in future construction.