Building Structure Analysis With and Without Direct Foundation Modelling using Reinforced Concrete Special Moment Resisting Frame

The modelling of placement upon the seismic resistant structure can be carried out separately or directly. Separated modelling refers to the modelling using fixed joint, while direct modelling is defined as the lower structure directly using spring on soil-foundation interaction. Both modelling have differences in the context of behaviour and reaction of structure that must be adjusted based on SNI 1726:2019 and pile needs. This research analysed the calculation of static bearing capacity of pile and manual calculation of k coefficient by Nakazawa method and a supporting program SAP2000 V14.2.5. The analysis results indicated that under the manual calculation, total pile needs on fixed joint modelling of spun pile in diameter 600 mm class B are 185 piles within pile cap modelling at every point of column, meanwhile using SAP2000 V14.2.5, it is obtained the pile needs of spring modelling are 176 piles within integral pile cap modelling. The structural behaviour and the reaction of both modelling demonstrated the values of drift control, period, mass participation, static dynamic shear force, and force output in the fixed joint modelling were less than spring modelling.

PERENCANAAN ULANG GEDUNG UNIVERSITAS KATOLIK DARMA CENDIKA (UKDC) SURABAYA

In the era of globalization various innovations are needed to meet human needs, in the civil engineering world various innovations are also needed to realize a variety of modern designs that continue to grow. The development starts from the function of the building, the shape of the building, the aesthetics of the building and the strength of the building to accept the burden to be received.This research discusses the structural planning of reinforced concrete covering plates, beams and columns with method of Special Moment Resisting Frame System (SRPMK). Planning is done based on the Procedure of Calculation of Concrete Structure for Building Building (SNI 2847-2013). Minimum load regulations for the design of buildings and other structures (SNI 1727-2013). Regulation of earthquake resistance planning procedures for building structures (SNI 1726-2012). Earthquake calculations are based on seismic map 2017 which is the basis of consideration to determine the degree of structural ductality that depends on the moment frame system bearer. The result of this research is to know the dimension of primary structure (beam, column) and secondary structure (floor plate, roof plate) and to know the dimension of steel reinforcement on primary structure (beam, column) and secondary structure (floor plate, roof plate).AbstrakDi era globalisasi berbagai inovasi dibutuhkan untuk memenuhi kebutuhan manusia, dalam dunia teknik sipil juga dibutuhkan berbagai inovasi untuk mewujudkan berbagai desain modern yang terus berkembang. Pembangunan dimulai dari fungsi bangunan, bentuk bangunan, nilai estetika bangunan dan kekuatan bangunan untuk menerima beban yang akan diterima. Penelitian ini membahas tentang perencanaan struktur beton bertulang yang meliputi pelat, balok dan kolom dengan metode Sistem Rangka Pemikul Momen Khusus (SRPMK). Perencanaan dilakukan berdasarkan Tata Cara Perhitungan Struktur Beton Bangunan Gedung (SNI 2847-2013). Peraturan beban minimum untuk desain gedung dan struktur lainnya (SNI 1727-2013). Pengaturan tata cara perencanaan ketahanan gempa untuk struktur bangunan gedung (SNI 1726-2012). Perhitungan gempa didasarkan pada peta seismik 2017 yang menjadi dasar pertimbangan untuk menentukan derajat daktalitas struktur yang bergantung pada pemikul sistem kerangka momen. Hasil dari penelitian ini adalah untuk mengetahui dimensi struktur primer (balok, kolom) dan struktur sekunder (pelat lantai, pelat atap) serta mengetahui dimensi tulangan baja pada struktur primer (balok, kolom) dan struktur sekunder (pelat lantai) dan dimensi tulangan baja pada struktur primer (balok, kolom) dan struktur sekunder (pelat lantai) , pelat atap). Kata kunci: Sistem Rangka Pemikul Momen Khusus, SNI 1726-2012, SNI 1727-2013, SNI 2847-2013, Peta Seismik 2017.

Pembandingan Perancangan Bangunan Tahan Gempa Menggunakan SNI 1726:2012 Dan SNI 1726:2019

Indonesia has a code for designing a seismic-resistant building, which has always improved year after year. Start from Peraturan Perencanaan Tahan Gempa Indonesia Untuk Gedung (PPTI-UG) 1983, SNI 1726:2002, SNI 1726:2012, and the latest one is SNI 1726:2019. SNI 1726:2019 experienced some renewal on designing a seismic-resistant building. This research aims to compare spectrum response design and the structural behavior between seismic-resistant building design using SNI 1726:2012 and SNI 1726:2019. The reviewed structure behaviors are base shear force (V), drift (δmax), and story drift (Δ). The study compares the detail of the structural components as well as using SNI 2847:2013 and SNI 2847:2019. The research uses a 10-story building modeling that serves as an apartment building and located in the city of Banda Aceh. Seismic analysis using a spectrum response analysis with Special Moment Resisting Frame (SMRF) structure. The result showed that the peak acceleration (Sa) for the class sites of Medium Land (SD) and Hard Land (SC) were 11% and 26%, respectively, while for Soft Land (SE), there was no increase. The shear force in SNI 1726: 2019 has increased by 19.75% for the X direction and 19.97% for the Y direction. The increase in the shear force is directly proportional to the increase in drift and story drift. In the beam detailing and beam-column connection, there were no significant changes. While in the column detailing, there are additional provisions that cause the transverse reinforcement to be tighter.

FEMA P695 methodology for safety margin evaluation of steel moment resisting frames subjected to near-field and far-field records

This study presents the impact of near-field and far-field earthquakes on the seismic design of Intermediate Moment Resisting Frame (IMRF) and Special Moment Resisting Frame (SMRF) structures through FEMA (Federal Emergency Management Agency) P695 methodology to highlight the importance of probabilistic collapse as well as seismic performance factors of these structures. The purpose of this study is to investigate the collapse performance of steel intermediate and special moment resisting frame systems as the most common structural systems in urban areas in order to assess the seismic performance factors used for the design using nonlinear static and dynamic analysis methods. In this regard, as the representatives of low-rise to high-rise buildings, archetypes with 5-, 10- and 15- story of intermediate and special moment resisting frames are designed and then the nonlinear models are developed in OpenSees software. Nonlinear static analyses are performed to assess the overstrength and ductility of these systems. The effects of near-field and far-field ground motions on these frames are investigated through incremental dynamic analysis. These analyses are performed with 22 far-field and 20 near-field ground motion records using FEMA P695 methodology. The results show that near-field earthquakes have serious impacts on the collapse probability of structures. The superiority of special moment resisting frame over intermediate moment resisting frame is quantified in terms of safety margin and median collapse capacity under both near-field and far-field earthquakes. Finally, the results indicate that the response modification factors introduced in seismic design code are acceptable for intermediate moment resisting frame and special moment resisting frame under far-field ground motions. However, in the near-field sites while SMRF system meets the requirements of FEMA P695 methodology, the IMRF system does not satisfy these criteria.

Assessment of seismic responses toward multi-story buildings of steel special moment resisting frame by considering the setback irregularities

Setback irregularities are considered where discontinuity between adjacent stories is excessive. This irregularity caused the probability of high damage at structures subjected to strong earthquake motion. For this purpose, this study was conducted by modeling the steel special moment frame (SMF) structures using a finite element calculation program with nonlinear static analysis compared to Padang city’s response spectrum. The buildings are also modeled with two types of setbacks: single and multiple setbacks. The results of this paper are discussed including the explanation of many parameters that relate to elastic and inelastic seismic responses of steel special moment frame (SMF). Based on the results, the setback irregularities, both single and multiple setbacks, the inelastic seismic responses are adequately sufficient to SNI 1726 2019 regarding drift limit. The other seismic responses are also discussed in terms of fundamental periods, inter-story drifts, story stiffness, and base shear. Referred to Indonesian Seismic Provision, SNI 1726 2019, it is found that single setback building has more adequate than multiple setbacks in terms of seismic responses. Then, the seismic assessments between these setbacks are explained to address the recommendations about future prevention toward damages and failures in steel buildings.

STRUCTURAL ANALYSIS OF APARTMENT BUILDING WITH SPECIAL RESISTING FRAME SYSTEM

Indonesia has a high earthquake risk, therefore several buildings in Indonesia are designed with seismic retention systems where the column structure is designed to be stronger than the beam. The calculation of apartment building structure in this final design is based on SNI 1726:2012 and SNI 2847:2013. The method used in this calculation is the Special Moment Resisting Frame System (SMRFS) because the building area is included in the category of E seismic design which is a type of soft soil. The Special Moment Resisting Frame System is designed so that the building has more strength to withstand earthquakes, especially the column structure. This building is classified as a high-level building, therefore the analysis of seismic load is carried out by Spectrum Response Dynamic, using the SRSS (Square Root of the Sum Squares) method because the building structure has far-flung natural vibration times. In high-rise buildings, it is necessary to control the displacement between floors to reduce the large sway on each floor. The displacement between floors resulting from elastic analysis is less than the maximum allowable intersection between floors. so that the building structure is still safe against swaying.