PERBANDINGAN KETAHANAN GEMPA SNI 03-1726-2002 & SNI 03-1726-2012 PADA PERENCANAAN BANGUNAN GEDUNG DI KOTA ACEH

Hastono, Budi and Syamsudin, Ryan PERBANDINGAN KETAHANAN GEMPA SNI 03-1726-2002 & SNI 03-1726-2012 PADA PERENCANAAN BANGUNAN GEDUNG DI KOTA ACEH. GeSTRAM (Jurnal Perencanaan dan Rekayasa Sipil), 1 (1). pp. 1-7. ISSN 2615-7195

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Abstract

Abstract The history of reinforced concrete structural design guidance for building buildings in Indonesia continues to grow, the first PBI '71, then updated SK-SNI T-15-1991-03, complied with SNI 03-2847-2002. At this time has been published guidelines of the latest edition of SNI 03-2847-2013. For earthquake endurance planning guidance also experienced renewal, which has long been used is SNI 03-1726-2002, and for now has also published the latest edition of SNI 03-1726-2012. Related to the development of the planning guidelines there must be some changes or simplifications in planning that need to be known, especially those that occur in earthquake resistant. The planning method was applied to a 3-storey building located in aceh city with a special moment bearer structure system (SRPMK) based on SNI 03-2847-2013, for earthquake endurance planning using 2 guidelines namely SNI 03-1726-2002 and SNI 03 -1726-2012. Guidance of SNI 03-1726-2002 produces acceleration factor of response (C) maximum earthquake 0.83 occurs at natural vibration time 0,2 second and load static equivalent shear force due to influence of earthquake plan (V) 10.518 kgf at direction X and 19.515 kgf at direction Y Guidance of SNI 03-1726-2012 resulted in a maximum acceleration response factor (SA) of 0.93 earthquake occurred at a natural vibration time of 0.143 seconds and a static shear force load equivalent to the effect of quake plan (V) 12.129 kgf in the X and 22.483 kgf directions in Y. The comparison result of the calculation is the spectrum response value of SNI 03-1726-2012 larger than 8.5% of SNI 03-1726-2002 and for static equivalent SNI 2012 14% larger than SNI 2002, so that influence the moment that work on the beam causing the difference dimensions and needs of reinforcement, and from the calculation of SNI 2012 3% larger than SNI 2002 but on the axial style working on the column and the foundation of the same value on each sni, so the design and the equations are same.

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