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Pariatmono
Universitas Mercu Buana
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Real Response Modification Value of Reinforced Concrete Structures Using the Pushover Method in Horizontal Irranged Buildings Octaviani, Rien; Bestari, Resmi; Sukamdo, Pariatmono
ASTONJADRO Vol. 14 No. 1 (2025): ASTONJADRO
Publisher : Universitas Ibn Khaldun Bogor

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32832/astonjadro.v14i1.16264

Abstract

The country of Indonesia is prone to earthquakes, because geographically Indonesia is located at the meeting point of four tectonic plates, namely the Asian continental plate, the Australian continental plate, the Indian Ocean plate and the pacificocean plate. An earthquake is a vibration or shock that occurs on the surface of the earth due to the sudden release of energy from within, creating seismic waves. Earthquakes are usually caused by movements of the earth's crust (earth plates). Planning an earthquake-resistant building structure in Indonesia is very important, because most areas in Indonesia are in fairly high earthquake areas, so earthquake regulations, namely SNI 1726-2019, have been issued. Design re-planning or follow-up can be done using the real R value. If in the SRPMK structure the real R value is greater than the design R, then the planner can save reinforcement by re-analyzing the structure using real R. With the results of this research analysis, it can be concluded that the SRPMK structure with horizontal irregularities at the Jakarta location, produces a real modified response (R) value (referring to the ATC-40 limit on the ratio of deviations between floors and the rotational capacity of structural components) which is smaller than the specified maximum value. on SNI. In accordance with the provisions of ATC-40, all structural configurations are included in the Damage Control (DO) category level, which means that the transition between Immediate Occupancy (IO) SP-1 and Life Safety (LF) SP-3, the building is still able to withstand the forces of the earthquake that occurred, with the risk of human loss is very small. Only SRPMB's 8-story medium ground structure is included in the Life Safety (LF) category level SP-3. The real R value obtained in the SRPMK structure varies between 7.218 – 8.515. The results of this analysis are not significantly different from existing provisions, and in soft soil conditions the value is smaller than for the SRPMB structure. Real R less than the provisions is the maximum value that can be used based on this research. The real R value obtained in the SRPMB structure varies between 5.081 – 10.276. The results of this analysis are very different from the existing provisions for both soft and medium soil conditions; and Structural optimization has been carried out in each building configuration, but it was found that the cross-sectional dimensions of the SRPMB columns and beams in soft soil conditions were the largest cross-sectional dimensions compared to the others.
Analisis Tekuk Probabilistik Pada Batang Tekan dari Baja Ringan Oktavia, Tuti; Sukamdo, Pariatmono
Rekayasa Sipil Vol 13, No 2 (2024)
Publisher : Universitas Mercu Buana

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22441/jrs.2024.v13.i2.06

Abstract

Lightweight steel profiles have relatively thin thickness dimensions with the ratio of the dimensions of the width of each profile element to the thickness is very large, making it prone to bending. In SNI 8399:2017, mentions tolerances for geometric imperfections Bow (bw) (in the perpendicular direction Z-Z),  Twist (h) (X-X direction), Camber, profiles C, Z, U. SNI 8399: 2017 has not been explained what kind of decrease in column strength against  these geometric imperfections. In this study, an analogy was made to the measurement of imperfections in the geometry of the decapitated cone plate  conducted by Pariatmono, 1994. In Pariatmono's research, data  from the circular axis was changed into a horizontal axis by taking several angles in a circle, in this study it was taken every 6º (60 data in one row) and used as data with probablistic behavior. Then from the 60 rods obtained, Fourier analysis was carried out to obtain geometric imperfection equations. From these 60 bars obtained each Fourier coefficient. Then the average is taken, averaging +10%, +20%, +30%, +40%, +50% and -10%, -20%, -30%, -40% and -50% of the standard deviation values. Of the 11 rods, a non-linear buckling analysis was carried out using ANSYS Workbench 2022 R1. The probabilistic compressive analysis of geometric imperfections conducted in this study has not been able to definitively provide a general idea of the limits of geometric imperfections.
Pengembangan Spektrum Respons Dari Gempa Riwayat Waktu Palu 2018 Rifaldy, Indra; Sukamdo, Pariatmono
Rekayasa Sipil Vol 14, No 1 (2025)
Publisher : Universitas Mercu Buana

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22441/jrs.2025.v14.i1.06

Abstract

Indonesia is at the summit of three world plates – the Indonesian plate – Australia, the Eurasian plate, and the Pacific plate, so the earthquake activity that occurs in Indonesia is quite high. On Friday, September 28, 2018, at 18:02 WITA there was an earthquake that shook Palu M 7.4 and a depth of 10 km. This study aimed to build a response spectrum from the 2018 Timeline Earthquake. The maximum spectral values of the vibration were obtained at each vibration period value of the T structure and then imploted into such a vibration spectrum, indicating that the beginning of the production of the response spectrum began with the calculation of the angular velocities and periods of vibration of wi and Ti on the information of the stiffness of ki and mi masses. Using the Central Difference numerical method approaching to the derivative value of the time function or a displacement time derivative, both for velocity parameters and acceleration parameters. The SDOF response consisted of a two-dimensional structure analysis by inserting the parameters of the Palu Response Spectrum 2018, to find out how SDOF Respons.The result from development of the displacement response spectrum were HNE 160,60 cm T2,98 sec, HNN 230,09 cm T4,69 sec, and HNZ 94.43 cm T4,97 sec. Velocity HNE maximum 335,79 cm/d T2,98 seconds, HNN 307.30 cm/de T4,69 sec, and HNZ 143,98 cm/sec T2,11 sec. Acceleration HNE 1480 cm/det2 T0,23 seconds; 1850 cm/det2 T 0,38 sec and HNZ 3773 cm/sec2 0,12 sec.
Analisis Kinerja Bearing Jembatan Kereta Api (Studi Kasus : Jembatan BH114 Ngawi – Madiun Jawa Timur) MULYONO, MULYONO; Sukamdo, Pariatmono
Rekayasa Sipil Vol 14, No 1 (2025)
Publisher : Universitas Mercu Buana

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.22441/jrs.2025.v14.i1.07

Abstract

Bagian yang terpenting dalam komponen konstruksi jembatan adalah sistem peletakan. Bantalan Elastomer adalah Jenis bantalan yang biasa digunakan dalam konstruksi jembatan. Kesalahan dalam perhitungan rencana akan menimbulkan risiko keruntuhan konstruksi. Tujuan dari simulasi perencanaan pemasangan elastomer adalah untuk menentukan data teknis pemasangan elastomer mengacu SNI 3967:2013 serta perhitungan desain penempatan elastomer mengacu pedoman desain penempatan elastomer yang diatur dalam  surat edaran dari PUPR pada tahun 2015 dan spesifikasi bantalan elastomer dalam SNI 3967:2013. Desain penempatan elastomer disimulasikan pada proyek pembangunan Jembatan Kreta Api BH114. 206+000 - km. 209+300 antara Madiun - Kedung Banteng sepanjang 3,3 KM'SP Surabaya Gubeng - Solo. Bantalan adalah bantalan bantalan elastomer berlapis, yang dimensinya adalah: Panjang Elastomer (L) = 800mm, Lebar (L) = 800mm, Tebal (H) = 202mm, Tebal Cover ( ) = 5mm, Tebal dalam ( ) = 18mm, Jumlah lapisan baja (N) = 10 lapis, dan tebal lembaran baja (hst) = 3mm. Dari hasil pembahasan perhitungan kontrol menunjukkan bahwa pemasangan elastomer yang digunakan telah memenuhi standar yang dipersyaratkan.
Co-Authors Anindhya Mustika Larasati Arif Sanjaya Dimas Aryo S Dwi Agus P Dzikri Fauzan, Ahmad Emeralda Insani. N. S. P. J. D. S. P Erlangga Rizqi F Faishol Arif Fery Riswanto Fery Riswanto Mawardi Amin Mirna Kristiyanto Mohammad Ihsan Mulyadi Sinung H Mulyono Mulyono Novianti Novianti Octaviani, Rien Oktavia, Tuti Ontowirjo, Budianto Resmi Bestari M Resmi Bestari Muin Resmi Bestari, Resmi Rifaldy, Indra Robby Wallansha Setiyadi, Syukur Sigit Pramono Sitompul, Sang Toga Susy Widhiyanti Thiya Fiantika Wimpie Agoeng N. A