TINJAUAN PENERAPAN KONSEP BALOK LEMAH KOLOM KUAT PADA BANGUNAN BERSERTIFIKAT LAIK FUNGSI (SLF) (STUDI KASUS BANGUNAN KOMERSIAL DI JALAN DEWI SRI, KUTA)

Abstract

The Certificate of Feasibility is a crucial document for any building. With an SLF, it can be ensured that the building is fit for occupancy. One of the safety requirements for a building is the structural requirements. A building structure can be considered fit for occupancy when it meets the applicable standard regulations. One of the structural requirements for buildings implementing a special moment-resisting frame system (SMF) is the weak beam strong column concept. This concept is applied to ensure that the column strength exceeds the beam strength. To review the application of the weak beam strong column concept in buildings with a Certificate of Feasibility, an analysis of the existing structural components and earthquake[1]resistant building analysis must first be conducted to ensure compliance with the applicable standards. From the analysis conducted, several discrepancies were identified, including the area and spacing of the column stirrups, the shear strength of the beam-column joints, and the stirrup area in the beam-column joints. From the earthquake-resistant building analysis, it was found that the inter-story drift was below the allowable limit and the P-Δ effect stability coefficient was less than the permissible coefficient. In the review of the weak beam strong column concept, it was found that the nominal axial load of column K1 was 2239.14 kN, the nominal moment of the beam at the negative support area was 237.47 kN.m, and at the positive support area was 162.62 kN.m, resulting in a nominal moment of 259.26 kN.m at the lower column and 220.85 kN.m at the upper column. Using the interaction diagram by projecting the Pn and Mn values, it was determined that the intersection of Pn and Mn remained within the influence boundary of the 1.6% reinforcement area. Thus, the weak beam strong column concept was fulfilled. The reinforcement installed at the interior beam-column joint in the X direction was 5 D13-75, and in the Y direction was 3 D13-75. At the exterior joint in the X direction, the reinforcement was 4 D13-100, and in the Y direction was 4 D13-100. At the corner joint in the X direction, the reinforcement was 3 D13-100, and in the Y direction was 4 D13-100.