Desain Hubungan Balok-Kolom Gedung 9 Lantai Menggunakan SNI 2847:2019 dan SNI 1726:2019 (Studi Kasus: Gedung Fakultas Keguruan dan Ilmu Pendidikan Universitas Borneo Tarakan)

Abstract

ABSTRACT : Design of beam-column connections needs to be planned by assuming plastic joints at the beam and column base also in reducing structural failure at the joint when cyclic earthquake loads occur. Designed a 9-story building with a total height of 37 m using a dual system and earthquake resistant element design with SNI 2847: 2019, SNI 1726: 2019, and SNI 1727: 2020. The primary data of soil case study data from boring results in 2011, the average value of N ̅ = 13.309 < 15, namely the soft soil site class (SE) in boring hole 2, KDS IV-D value SDS = 0.558 and SD1 = 0.4185. Concrete compressive quality K-350 Kg/m3, steel grade using BjTS 420 MPa. Seismic design permits using response spectrum analysis of irregular frequency results, Failure mechanism of the frame to bear lateral loads 33% (x-direction), 37% (y-direction) and structural walls 67% (x-direction), 63% (y-direction), fundamental frequency of the structure 1.504 seconds percentage 70.8% (UY) and 1.437 seconds percentage 59.7% (UX), number of variations 90% mode 10 and 100% mode 45. Strong Colomn Weak Beam (SCWB) K1 1st floor against x-direction column crawl beam ΣMn-Column = 3118.22 kNm > Σ1.2Mn-Beam = 156.97 kNm and y-direction ΣMn-Column = 2681.76 kNm > Σ1.2Mn-Beam = 2245.37 kNm. The beam-column connection (HBK) reinforcement design uses diameters namely; 13mm, and 16mm, the spacing (s) in the beam-column connection uses 90mm, 130mm, and 300mm.

Keywords: Beam-column connections, Design, Earthquake.

 

ABSTRAK: Desain hubungan balok-kolom perlu direncanakan dengan mengasumsikan terjadi sendi-plastis pada balok dan dasar kolom juga dalam mereduksi kegagalan struktur pada joint ketika beban gempa berulang (siklik terjadi. Perancangan gedung 9 lantai ketinggian total 37 m menggunakan sistem ganda dan desain elemen tahan gempa dengan SNI 2847:2019, SNI 1726:2019, dan SNI 1727:2020. Data primer data studi kasus tanah hasil boring tahun 2011, Nilai rata-rata  = 13,309 < 15 yakni kelas situs tanah lunak (SE) pada lubang boring 2, KDS IV-D nilai S_DS = 0,558 dan S_D1= 0,4185. Mutu tekan beton K-350 Kg/m³, kelas baja menggunakan BjTS 420 MPa. Gempa desain izin menggunakan analisis respons spektrum hasil kosekuensi ketidakberaturan, Mekanisme kegagalan rangka memikul beban lateral 33% (arah-x), 37% (arah-y) dan dinding struktur 67% (arah-x), 63% (arah-y), frekuensi fundamental struktur 1,504 detik persentase 70,8% (U_Y) dan 1,437 detik persentase 59,7% (U_X), jumlah ragam 90% mode 10 dan 100% mode 45. Strong Colomn Weak Beam (SCWB) K1 lantai 1 terhadap balok merangkak kolom arah-x ΣM_n-Kolom = 3118,22 kNm > Σ1,2M_n-Balok = 156,97 kNm dan arah-y ΣM_n-Kolom = 2681,76 kNm > Σ1,2M_n-Balok = 2245,37 kNm. Desain tulangan hubungan balok-kolom (HBK) menggunakan diameter yakni; 13mm, dan 16mm, spasi (s) pada hubungan balok-kolom menggunakan 90mm, 130mm, dan 300mm.

Kata kunci: Desain, Gempa, Hubungan Balok-Kolom.