Disertasi ini membentangkan reka bentuk anggota-anggota keluli bagi struktur pra-kejuruteraan dengan menggunakan piawaian reka bentuk Eurocode 3 (EN 1993-1-1:2005 “General rules and rules for buildings”) berdasarkan lukisan pembinaan sebuah kilang. Kombinasi beban 1 (1.35Gk + 1.50Qk) telah dipilih untuk direka kerana kombinasi ini merupakan keadaan yang paling kritikal. Prestasi struktur pada analisis awal dan analisis muktamad pada kerangka kritis yang dipilih telah dijalankan dengan menggunakan Dlubal RSTAB 8.18. Kestabilan bingkai di dalam rangka dan ketidaksempunaan beralih diperiksa berdasarkan EN 1993-1-1: 2005. Hasil untuk momen lentur, daya ricih dan daya paksi telah dikumpulkan dalam jadual-jadual tertentu. Untuk menilai kestabilam struktur bingkai dengan menggunakan EC 3, rintangan keratan rentas dan rintangan lengkokan telah disahkan berdasarkan Fasal 6.2.4 – Mampatan, Fasal 6.2.5 – Momen Lentur, Fasal 6.2.6 – Ricih, Fasal 6.2.8 – Lengkung dan Ricih, Fasal 6.2.9 – Lenturan dan Paksi Paksa dan Fasal 6.3.4 – Kaedah Umum untuk Pembinaan Struktur rintangan lengorkan kilasan sisi dan rintangan lengkokan. Dalam kajian ini, keratan rentas web terpilih untuk kelengkungan dan tiang diklasifikasikan di bawah Kelas 4. Hal ini melibatkan pertimbangan ricih elastik dan kawasan yang berkesan pada bahagian keluli yang krtikal. Selain itu, penggunaan Kaedah Umum pada pengesahan rintangan terhadap lengkorkan kilasan sisi dan rintangan lengkokan bagi komponen struktur memerlukan pengekstrakan beberapa faktor dengan menggunakan perisian analisis struktur. Dalam kes ini, penguat beban minimum seperti αult,k dan αcr,op telah diekstrak dari Dlubal RSTAB 8.18 melalui analisis unsur terhingga. Di samping itu, perbezaan dalam reka bentuk anggota-anggoat keluli bagi bangunan pra-kejuruteraan menggunakan EC 3 telah dibandingkan dengan kajian kes yang lain.
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This dissertation presents the design of tapered member for pre-engineered steel structure with Eurocode 3 (EN 1993-1-1:2005 “General rules and rules for buildings”) based on a construction drawing of a factory. Type 1 of load combination (1.35Gk + 1.50Qk) was selected to be designed due to the most critical condition. Structural performance at initial analysis and final analysis of the selected critical frame were carried out using Dlubal RSTAB 8.18. The structural frame stability and sway imperfections were checked based on EN 1993-1-1:2005. The results of the bending moments, shear forces and axial forces of the selected steel members were tabulated in tables. To assess the structural stability of the portal frame using EC 3, cross sectional resistance and member buckling resistance were verified based on Clause 6.2.4 – Compression, Clause 6.2.5 – Bending Moment, Clause 6.2.6 – Shear, Clause 6.2.8 – Bending and Shear, Clause 6.2.9 – Bending and Axial Force and Clause 6.3.4 – General Method for Lateral and Lateral Torsional Buckling of Structural Components. In this study, the cross sections of the selected web-tapered for rafter and column were classified under Class 4. These involved the consideration of elastic shear resistance and effective area on the critical steel sections. Besides that, the application of the General Method on the verification of the resistance to lateral and lateral torsional buckling for structural components required the extraction of some parameters using structural analysis software. In this case, minimum load amplifiers such as αult,k and αcr,op were extracted from Dlubal RSTAB 8.18 through finite element analysis. Then, the differences in the design of tapered member for pre-engineered building using EC 3 were compared with previous case studies.
Pre-engineered building design of a portal frame of a factory using eurocode 3 / Bong Wely