Analisis Tulangan pada Blok Angkur Jembatan Gantung Desa Pisang Binaya dengan Menggunakan Ansys dan Metode Empiris

Abstract

The strength of the anchor block structure on a suspension bridge is highly dependent on its weight to be able to carry the tensile load of the backstay cables. Therefore it is necessary to have dimensions designed in such a way that it has a greater capacity than the tensile force of the backstay cable. The existing dimensions used in the anchor blocks in this study already have very large dimensions. Concrete has good compressive strength but lacks good tensile strength, the tensile strength of concrete is only about 10% of its compressive strength. Therefore, in planning the anchor block, it is necessary to have a steel anchor block made of steel that has a high enough tensile stress and is embedded in the anchor concrete block to withstand the tensile force before the tensile stress is transferred to the concrete block. In this paper, profile steel H 300.300.10.15 is used as steel anchors embedded in concrete blocks. The purpose of this research is to obtain the stress values that occur in the anchor blocks using the Ansys program, obtain optimal reinforcement spacing in the maximum tension area (critical area), and evaluate the stress distribution of the anchor block structures from the results of the Ansys program running visually. This research was carried out with a numerical study using the SAP 2000 program to calculate the internal forces on the entire suspension bridge structure, then using the Ansys analysis program to obtain the tensile stress that occurs in the anchor blocks that have been modeled on Ansys with boundary conditions that are close to the conditions is on the field. Ansys analysis results show that the maximum tensile stress occurs in steel profile H 300.300.10.15 of 80,582 MPa and the maximum tensile stress in concrete is 0,41 MPa. The value of 0,41 MPa is still within safe limits because this tensile stress is still below the concrete's allowable tensile stress of 2.23 MPa. From the results of empirical analysis, it is obtained that the maximum distance of reinforcement in critical areas is 300 mm, and in non-critical areas is 350 mm.