ANALISIS POSISI DINDING GESER PLAT BAJA TERHADAP PERILAKU STRUKTUR BANGUNAN PORTAL BAJA (Studi Kasus : Gedung Rektorat Akpar NHI - Bandung)

• Main Author: Ande'z Charistian Fernando, - (Author)
• Format: Book
• Published: 2020-08-28.
• Subjects: Thesis; NonPeerReviewed
• Online Access: Link Metadata

Summary

Baja memiliki daktalitas yang tinggi sehingga sangat cocok digunakan di wilayah rawan gempa seperti wilayah Indonesia. Selain itu, kekuatan baja cukup tinggi sehingga rasio antara berat sendiri struktur baja dengan daya dukung aksial beban yang dapat dipikulnya relatif cukup kecil jika dibandingkan dengan struktur beton sehingga profil baja yang digunakan relatif langsing. Namun profil baja yang cukup langsing tidak dapat menahan beban lateral yang terjadi. Penelitian ini membahas salah satu cara yang dapat digunakan untuk menahan beban lateral yang terjadi pada struktur baja yaitu dengan menggunakan dinding geser pelat baja. Objek dari penelitian ini adalah Gedung Rektorat Akpar NHI. Pemodelan yang dibuat pada penelitian ini sebanyak 3 model yang terdiri dari model eksisting, model Core Wall dan model Frame Wall. Tujuan dari penelitian ini adalah untuk mengetahui perubahan simpangan struktur bangunan portal baja akibat dari pemasangan posisi dinding geser plat baja dan hasil evaluasi kinerja struktur bangunan tersebut. Analisis menggunakan metode respon spektrum dengan bantuan program struktur STAAD PRO. Hasil analisis menunjukkan bahwa model Core Wall mampu mereduksi nilai simpangan pada lantai atap terhadap model eksisting 77,47% arah x dan 69,88 % arah z sedangkan model Frame Wall mampu mereduksi nilai simpangan pada lantai atap terhadap model eksisting sebesar 38,63 % arah x dan 19,56 % arah z. Hasil evaluasi kinerja struktur pada model eksisting ,model Core Wall dan model Frame Wall berada dalam level kinerja struktur immediately occupancy. Kata kunci : dinding geser plat baja, simpangan, level kinerja struktur; Steel has a high daktalitas so it is suitable in earthquake prone areas such as Indonesia. In addition, the strength of steel is high enough that the rasio between the weight of the steel structure and the carrying capacity of the load that it can carry is relatively small if dias with the concrete structure so that the steel profile used is relatively slim. But a sufficient steel profile could not withstand the lateral load that occurred. This research discusses one of the ways that can be used to withstand lateral loads that occur in steel structures i.e. using with steel plate shear walls. The object of this research is the Akpar NHI Rectory Building. Modeling that researches on this as many as 3 models that t from existing models, Core Wall models and Frame Wall models. The purpose of this study is to find out the deviation of the structure of the steel portal building due to the effect of the installation of the steel plate shear position wall installation and the results of the evaluation of the performance of the structure of the building. Analysis uses spectrum response methods with the help of the STAAD PRO structure program. The analysis showed that the Core Wall model was able to reduce the deviation value on the roof floor of the model against the existing 77.47% direction x and 69.88% direction z while the Frame Wall model was able to reduce the deviation value on the floor roof at 38.63% direction x and 19.56% z direction. The results of structural performance evaluation on existing models, Core Wall models and Frame Wall models are within the performance level of the immediate residential structure. Keywords : steel plate shear wall, deviation, structure performance level

Item Description

http://repository.upi.edu/55828/7/S_TS_1304625_TITLE.pdf
http://repository.upi.edu/55828/2/S_TS_1304625_Chapter1.pdf
http://repository.upi.edu/55828/3/S_TS_1304625_Chapter2.pdf
http://repository.upi.edu/55828/4/S_TS_1304625_Chapter3.pdf
http://repository.upi.edu/55828/5/S_TS_1304625_Chapter4.pdf
http://repository.upi.edu/55828/6/S_TS_1304625_Chapter5.pdf
http://repository.upi.edu/55828/1/S_TS_1304625_APPENDIX.pdf