Standardisation of partial strength connections of extended end-plate connections for trapezoid web profiled steel sections

Traditionally, connections are usually classified as pinned or rigid although the actual behaviour is known to fall between these two extreme cases. The use of partial strength or semi-rigid connections has been encouraged by codes and studies on the matter known as semi-continuous construction have proven that substantial savings in steel weight of the overall construction. The objective of this paper is to develop a series of standardised partial strength connections tables of extended end-plate connections for trapezoidal web profiled steel (TWP) sections. The range of standard connections presented in tabulated form is limited to eight tables comprised of different geometrical aspects of the connections. These tables could enhance the design of semi-continuous construction of multi-storey braced steel frames. The connections are presented in the form of standardised tables which include moment capacity and shear capacity after considering all possible failure modes. A method proposed by Steel Construction Institute (SCI) which take into account the requirements in Eurocode 3 and BS 5950:2000 Part 1 were adopted to predict the moment capacity and shear capacity in developing the tables. A series of tests have been carried out to validate the results of the standardised tables. The test results showed good agreement between theoretical and experimental values. It can be concluded that the proposed standardised tables for TWP sections is suitable to be used in the design of semi-continuous construction

Structural performance of cold-formed steel section in composite structures: a review

Cold-formed steel (CFS) sections are lightweight materials where their high structural performance is very suitable for building construction. Conventionally, they are used as purlins and side rails in the building envelopes of the industrial buildings. Recent research development on cold-formed steel has shown that the usage is expanding in the present era of building constructions and infrastructural applications. However, the study on cold-formed steel as composite structures is yet to be explored in the literature. Therefore, this review paper has presented research works done which investigate the structural improvement of cold-formed steel as composite structures. The use of cold-formed steel with self- compacting concrete (CFS-SCC) which can be considered as a unique composite entity is also presented. The significance of using the CFS-SCC as composite is also highlighted. The results of various researchers indicated that the robustness of the product (cold-formed steel-concrete) was significantly improved for both the shear resistance and the flexural resistance. The investigation on the behaviour of CFS-SCC designed as composite is a key issue where the innovative construction method and significant advantages are highlighted in this paper. The review papers have proven that the use of cold-formed steel as composite has enhanced the application of the cold-formed steel as competitive material for construction

Force and deformation behaviour of roof truss system with cold-formed steel channel section

Cold-formed steel is widely used in Malaysia’s construction for roof truss structures. This study aims to investigate the force and deformation behaviour of a roof truss system and evaluate the results from analytical and experimental investigation. One roof truss was constructed by using LC7510 cold-formed steel channel which is 5.4m long and 0.651m height with angle about 20 degree and eight concentrated loads were acting on the top chord. The deflection of the roof truss was analyzed by LVDT’s. STAAD Pro was used to carry out the analytical investigation. Three models with three load cases been modeled and compared with actual roof truss. The critical load case is Load Case 2 which leaded to higher deflections. The percentage difference on deflection between Model 1 with Load Case 2 is 15.4% and the roof truss failed on connection direct to the support due to buckling

Wind-moment design of semi-rigid un-braced steel frames using cruciform column (CCUB) section

The design of un-braced frames using wind-moment method (WMM) with cruciform column (CCUB) section as vertical member is presented here. Steel frames on a regular grid with approximately equal column spacings in the y-y and z-z direction using UC/UB sections has resulted in minor axis controlled the design, which leads to a significant loss in performance. The use of CCUB sections with equal Iy and Iz warrants an equal behaviour in both directions whilst ensuring that both the major and minor axis beam to column connections remain straightforward. The study has been conducted on 2-bay and 4-bay plane frames with 2, 4, 6 and 8 storey heights, and two different load cases are considered: minimum wind load in conjunction with maximum gravity load and vice versa. Structural design optimization of steel frames was conducted on the selection of steel sections for beam and column. The selection was carried out in such a way that the steel frame had the minimum weight while the performance of the structure was within the limitations described by BS EN 1993-1-1: 2005. Significant column weight savings (between 17–66%) was achieved by using CCUB section in the design, as compared to conventional UC sections

Steel weight saving developed from semi-continuous construction in multi-storey braced steel frame based on euro-code 3

Steel frames can be designed as simple, semi-continuous, and continuous construction. However, these types of constructions depend on the type of connections used. Connections are usually classified in design as pinned which is associated with simple construction or rigid which is associated with continuous construction. However, the actual behaviour in most cases is classified as semi-rigid connections or partial strength. The semi-rigid connections usually associated with the stiffness of the connection while the strength of this connection usually associated with partial strength. The use of semi-rigid connection has been encouraged by Euro-code 3 and studies on the matter known as semi-continuous construction have proven that substantial savings in steel weight of the overall construction. A series of parametric studies on two bays of two, four, six, and eight storey of multi-storey braced steel frame are presented in this paper. All frames are designed using S275 steel and flush end-plate connection was used as connection for semi-continuous construction whereas fin plate connection was used for simple construction. The frames are designed both as simple construction and semi-continuous construction and the steel weight of the frames was calculated and compared. From the parametric study it was found that by using partial strength connection the saving in steel weight of the frames is in the range of 11.5% to 22.5% of the total steel weight of the frames

Standardization of composite connections for trapezoid web profiled steel sections

Connections are usually designed either as pinned usually associated with simple construction or rigid normally is associated with continuous construction. However, the actual behaviour falls in between these two extreme cases. The use of partial strength or semi-rigid connections has been encouraged by Euro-code 3 and studies on semi-continuous construction have shown substantial savings in steel weight of the overall construction. Composite connections are proposed in this paper as partial or full strength connections. Standardized connection tables are developed based on checking on all possible failure modes as suggested by "component method" for beam-to-column composite connection on major axis. Four experimental tests were carried out to validate the proposed standardised connection table. The test results showed good agreement between experimental and theoretical values with the ratio in the range between 1.06 to 1.50. All tested specimens of the composite connections showed ductile type of failure with the formation of cracks occurred on concrete slab at maximum load. No failure occurred on the Trapezoidal Web Profiled Steel Section as beam and on the British Section as column

Behaviour of rectangular gusset plate with angle cleat connections for cold-formed steel section

Cold-formed steel (CFS) members designed with proper stiffener can significantly increase the loading capacity of the connected member even though they are thin and slender. Design recommendations of connections especially for CFS sections are mostly related to the load-carrying capacities of individual fasteners such as bolts, screws, and rivets. The proposed bolted top-seat flange cleat joint in this paper should be able to categorize as semi-rigid that can further enhance the use of CFS in structural steel. This paper aims to investigate the behaviour of cold-formed steel section with gusset plate integrated with angle cleats. The full-scale isolated joint test was conducted on three specimens where the size of column size is C30024, and the size of beams is C20024, C25024, and C30024. All sections are 2.4mm thick. The connections were stiffened with a rectangular gusset plate of 10mm thick and angle cleat of 6 mm thick, respectively. The result of the test showed that the moment resistance (Mj) of the connection for beam sections C20024, C25024 and C30024 were 45.3 kNm, 48,8 kNm, and 52.5 kNm respectively. The initial stiffness (Sj,ini) of the connections for beam section C20024, C25024 and C30024 were 510 kNm/rad, 650 kNm/rad and 610 kNm/rad respectively. The experimental results showed that the ratio of the moment resistance ranged from 1.00 to 1.16, and the ratio of initial stiffness ranged 1.00 to 1.35 as compared to the numerical analysis adopted from EC3 code

Structural use of coated fabric for long span roofs an overview

One of the more visible developments in civil engineering in- the past decade has been the utilization of coated fabrics as a major structural component for roofs of large spans. Fabric roofs can now be found throughout the world covering various types of structures such as sports stadia, ice rinks, swimming pools, leisure centres and other applications. Coated fabrics are now being used extensively in hot countries to create shades. The decision to use a fabric structure can be for one a/three reasons: image, cost or some special property of the material, such as tra"lSlucency or radio transparency. II is intended thot this paper will provide an introductory overview of the.technology of modem lightweight fabric structures by means of brief description and illustration of some technical aspects of such system

Standardisation of partial strength connections of flush end plate connections for trapezoid web profiled steel sections

Connections are usually designed as pinned or rigid although the actual behaviour is known to fall between these two extreme cases. The use of partial strength or semi-rigid connections has been encouraged by codes. Studies on the matter known as semicontinuous construction have proven that substantial savings in steel weight of the overall construction can be achieved. The objective of this paper is to develop a series of standardised partial strength connections tables of flush end-plate connections for trapezoidal web profiled steel (TWP) sections. The range of standard connections presented in tabulated form is limited to six tables comprised of different geometrical aspects of the connections. These tables could enhance the design of semi-continuous construction of multi-storey braced steel frames. The connections are presented in the form of standardised tables which include moment capacity and shear capacity after considering all possible failure modes. The moment capacity, shear capacity, geometrical aspects of the connections, the size of beams, and columns that are suitable with the connections are included in the standardised tables. A method proposed by Steel Construction Institute(SCI) which take into account the requirements in Eurocode 3 and BS 5950:2000 Part 1 were adopted to predict the moment capacity and shear capacity in developing the tables. This proposed method has been successfully applied to the establishment of standardised connections tables for hot-rolled British sections. Although the use of the proposed method is intended for hot rolled section, it is also possible to apply the same proposed method to TWP section provided that the predicted failure modes should comply with the requirements of Eurocode 3 and BS 5950:2000 Part 1 and the TWP section should at least classified as compact section. The moment capacity and shear capacity in the standard tables presented in this paper showed good agreement with the requirement of Eurocode 3 and BS 5950:2000 Part 1