Analisis Penempatan Posisi Dinding Geser Pada Pola Gedung UIN Maliki Malang Dengan Menggunakan Metode Analisis Respon Linear Riwayat Waktu (Time History Analysis)

Nawawi, Abdul Aziz (2019) Analisis Penempatan Posisi Dinding Geser Pada Pola Gedung UIN Maliki Malang Dengan Menggunakan Metode Analisis Respon Linear Riwayat Waktu (Time History Analysis). Other thesis, Universitas Islam Riau.

Text 133110187.pdf - Submitted Version Restricted to Repository staff only Download (6MB) | Request a copy

Abstract

In 2012 the Indonesian government ratified SNI 1726: 2012 on how to plan earthquake resilience for the structure of buildings and non-buildings. Planned earthquake forces can be calculated using equivalent static analysis, dynamic analysis of various spectral responses and dynamic time history analysis. In this planning the building structure is analyzed using the dynamic time history method. This study uses three earthquake recordings (time history), namely the El centro earthquake in 1940, the 2007 Mentawai Earthquake, the 2018 Lombok Earthquake. The development of science and technology has led to a solution to improve the performance of high-level building structures, namely shear wall in order to increase the stiffness of the structure and absorb the lateral force caused by the earthquake load. From the results of the analysis using Etabs 2016 shows the results that the most and the largest deviation and exceeding the SNI-permit limit from 1726-2012, which occurs in the Mentawai earthquake. The shearwall design was carried out on a quake earthquake by assuming four different shear wall positions. The best results are using the assumption of the 4th shear wall where the deviation results are decreased after using the wall of 46.04% for the X axis and 76.14% for the Y axis. Whereas the intersection between floors is 45.07% for the X axis and 65.62 for Y axis. Reinforcement of shear walls refers to the SNI-2847-2013 regulations. From the results of the previous analysis it was obtained a shear wall thickness of 300 mm, due to the thickness of the shear wall of 200 mm for shear reinforcement over stress. From the output of the software, the value of Vu = 2096 kN with a longitudinal reinforcement value of 25239 mm2, while for shear 1700 mm2. From the requirements fulfilled SNI-2847-2013, the dimensions of the longitudinal reinforcement used are D25-150 mm and for

Actions (login required)

View Item