Analisa Pola Keruntuhan Konstruksi Rangka Atap dengan Menggunakan Profil Baja Ringan

Truss light steel is a modern technology of roof truss made of a thin plate of zinc-alum which is designed by computers and manufactured by machines. Truss light steel can be an alternative choice to support the roof to be able to deal with the extreme weather conditions, not to be distracted from termite attack and to be held longer than truss form wood. From its material, there are some weaknesses of light steel, among other are buckling and deflection occurs, so that a review was made of the failure that will occur in some spans and truss forms. SolidWorks is a Computer Aided Design (CAD) 3D program using the Windows operating system. SolidWorks program can provide the simulation and compute the forces that arise in structures which designed by using finite element method. The use of SolidWorks program shows the simulation of failure mode that will occur, so it can be the input for the planning and construction of the better light steel. This analysis used the truss of type pratt and howe with theoretical spans 12 m and 24 m at 300 angle. The components used were profile lip channel 75x32.8x7.95 and tek screw formed in SolidWorks program. The results obtained in the SolidWorks program was the failure occurred because of flexural buckling in A6 rod to the entire spans and forms. Truss pratt type was stronger to resist the loads on the theoretical span of 12 m and the howe type was stronger to resist the loads on the theoretical span 24 m. Diagonal mounting differences affected the strength of each spans

Push-out test of profiled metal decking slabs with cold-formed steel beams and rebar shear connector

New methods to provide shear strength on the cold-formed steel (CFS) lipped c-channel section composite beam encased with concrete partially is proposed using rebars embedded in concrete. The development of research on the CFS composite beams technology with partial encasement shows that the section of the composite beam encased with concrete partially can provide ductile flexural action for the composite beam. The application of profiled metal decking slabs in the composite beam is becoming increasingly popular compared to solid slabs. However, it has a detrimental effect on the structural behavior of a composite beam. This research is aimed primarily at presenting the behavior of the rebar shear connector to evaluated ductility, shear capacity, and modes of failure. Two samples using a rebar 12 mm in diameter in the profiled metal decking slabs and solid slabs were tested using the standard push-out test till failure. For the composite beam design, the proposed shear connector embedded in the slab concrete and the CFS encased with concrete partially used the test results’ shear capacity, greater than the values as proposed by section 3.1, BS 5950. Due to rebars shear-off, the solid slab specimen failed with the highest load of 489.6 kN while the Profiled Metal Decking Slab specimen failed due to the formation of the cracks on the PMDS at 421.1 KN ultimate loading

Experimental evaluation of composite beam-to-column joint using cold-formed steel sections

This paper is focusing on the experimental investigation of composite beam-to-column joint formed by a composite concrete slab and two lipped cold-formed steel C-sections placed back-to-back as beam and column. As the bare joint of cold-formed sections might not have higher moment resistant, a composite action from the composite concrete slab is utilized and expected to enhance the load carrying capacity of the joint. Two specimens namely the composite joint and non-composite joint are constructed and tested until failure under a point load at a certain eccentricity from the face of the column to induce moment to the joint. All components which are the decking, hot rolled plate, bolts and reinforcement bar used were the same for both specimens except the arrangement of the longitudinal bars. The relationship between the load and deflection, and subsequently, the moment and rotation of the joints are obtained specifically, the ultimate load and the respective moment resistance. It is found out that the composite joint yields higher ultimate load and moment resistance compare to the non-composite joint. The results also indicate that a composite joint has credible rotation and moment resistance, and the fracture of the joint occurs after substantial rotational deformation has been achieved

Waste mineral wool and its opportunities—a review

Massive waste rock wool was generated globally and it caused substantial environmental issues such as landfill and leaching. However, reviews on the recyclability of waste rock wool are scarce. Therefore, this study presents an in-depth review of the characterization and potential usability of waste rock wool. Waste rock wool can be characterized based on its physical properties, chemical composition, and types of contaminants. The review showed that waste rock wool from the manufacturing process is more workable to be recycled for further application than the postconsumer due to its high purity. It also revealed that the pre-treatment method—comminution is vital for achieving mixture homogeneity and enhancing the properties of recycled products. The potential application of waste rock wool is reviewed with key results emphasized to demonstrate the practicality and commercial viability of each option. With a high content of chemically inert compounds such as silicon dioxide (SiO2), calcium oxide (CaO), and aluminum oxide (Al2O3) that improve fire resistance properties, waste rock wool is mainly repurposed as fillers in composite material for construction and building materials. Furthermore, waste rock wool is potentially utilized as an oil, water pollutant, and gas absorbent. To sum up, waste rock wool could be feasibly recycled as a composite material enhancer and utilized as an absorbent for a greener environment

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

Application of wind moment method on the design of multi-storey unbraced steel frames with partial and full strength connections

In the multi-storey unbraced steel frame, the requirements of lateral load resistance are very critical in the design. Shear wall, core wall and bracing system are commonly applied to resist the lateral loads. However in some cases, due to the architectural requirements, the frames have to be designed as unbraced. As a result, the lateral load due to wind needs to be catered by utilizing the stiffness of connections, columns and beams. The application of wind moment method on the design of unbraced frame has becoming popular due its simplicity and straight forward approach. The objective of this paper is to compare the design of unbraced frames between partial and full strength connections with column bending on major axis. The frames were designed to satisfy the ultimate limit state and service limit state based on BS5950-1:2000. The sway-deflection of the frame was limited to hT/450 for partial strength connections and hT/300 for full strength connections, where hT is the total height of the multi-storey frame. The economic aspect was presented base on the total steel weight savings of the unbraced plane frame design using both partial and full strength connections. A parametric study on a series of two bays with two, four, six, and eight storey height were done. It was concluded that the total steel weight saving for frame design with wind moment method using full strength connection was up to 21% less than the frame design using partial strength connections

Moment resistances of extended endplate connections with trapezoid web porfiled steel sections as beams

A trapezoid is a quadrilateral that has only one pair of sides that are parallel

Structural behaviour of slip-in gusset plate connection for double lipped channel cold formed steel using partial strength connection

Commonly, the cold-formed connection used screwed joint that advantages in simple and fast installation. However, the screw connections should have many problems when it applied for primary structure such as beam and column. To solve this problem, it can be applied the bolted connections using slip in gusset plate as primary structure. The aims of this paper to study the behaviour slip-in gusset plate connection for double lipped channel C20024 using sub-assemblage frame test. The proposed of connections were rectangular gusset plate (RG) and haunched gusset plate (HG). The failure mode, moment resistance, classification connection and discussion will be presented in this paper. The failure mode of bearing bolt CFS was occur for isolated joint test specimens. All of specimens sub-assemblage frame test have similar failure modes where the beam had lateral torsional buckling. The moment resistance of sub-assemblage frame test for RG connection was 13.17 kNm and HG connection was 17.76 kNm. The classification of strength for all sub-assemblage frame test specimens test were classified as partial strength connection