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All Journal MEDIA KOMUNIKASI TEKNIK SIPIL REKA RACANA Journal of Engineering and Technological Sciences Jurnal Teknik Sipil Jurnal Jalan Jembatan EDUKASI Journal of Engineering and Technological Sciences
Indra Djati Sidi
Department Of Civil Engineering, Institut Teknologi Bandung, Jalan Ganesha No. 10, Bandung 40132, Indonesia
Religion Aerospace Engineering Humanities Automotive Engineering Chemical Engineering, Chemistry & Bioengineering Civil Engineering, Building, Construction & Architecture Education Electrical & Electronics Engineering Engineering Other

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Behavior of RCS Connections with Void Web Under Cyclic Load Reversals Yudi Herdiansah; Bambang Budiono; Herlien Dwiarti Soemari; Indra Djati Sidi
Journal of Engineering and Technological Sciences Vol. 52 No. 6 (2020)
Publisher : Institute for Research and Community Services, Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/j.eng.technol.sci.2020.52.6.5

Abstract

In this study, the inelastic cyclic behavior of hybrid connections consisting of reinforced concrete column and steel beams (RCS) was investigated. The experimental results from the lateral load testing of four interior RCS subassembly connections are presented. The first specimen was designed based on the ASCE Guidelines 1994, with connection details based on the study of Liang and Parra-Montesinos (2004), while another specimen was a proposed joint detail. The joint detail was developed to overcome the main problems with RCS frame systems, which is constructability. The behavior of the beam-column joints was evaluated in terms of strength capacity, stiffness degradation, energy dissipation, and joint shear distortion. Comparing all specimens based on the load-displacement hysteresis curves indicated that the specimen with the combination of ABP and EBP had relatively better performance in terms of strength, stiffness, and energy dissipation. ABP and EBF in the joint with a void web were able to withstand joint shear deformation exceeding 0.01 rad, with only low to medium level of damage. EBF was proven to be very effective in providing confinement and reducing the damage level in the joint panel. The existence of a void web did not affect the reduction of joint shear strength. 
Evaluasi Pembebanan Jembatan Box Girder Beton Prategang dengan Pendekatan Probabilitas Menggunakan Hasil Pengukuran Beban Kendaraan Bergerak Amatulhay Pribadi; Indra Djati Sidi
RekaRacana: Jurnal Teknil Sipil Vol 4, No 2: Juni 2018
Publisher : Institut Teknologi Nasional, Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.26760/rekaracana.v4i2.136

Abstract

ABSTRAKPerancangan dari jembatan membutuhkan konsep dasar perancangan struktur yang mencakup keamananan dan utilitas. Oleh karena itu, perlu adanya evaluasi terhadap peraturan pembebanan yaitu SNI 1725:2016, berdasarkan pengukuran beban aktual kendaraan dalam kendaraan bergerak. Data beban kendaraan (WIM) yang diperoleh dari Puslitbang Jalan dan Jembatan diolah secara probabilistik dan statistik dengan bantuan software Microsoft Excel dan EasyFit 5.5 untuk memperoleh kombinasi beban maksimum pada struktur jembatan beton prategang box girder dengan total panjang 160 m dan lebar 9 m yang dimodelkan dengan software Midas Civil 2011. Dari hasil analisis struktur diperoleh bahwa gaya dalam momen lentur maksimum akibat beban nominal standar dalam SNI 1725:2016 sebesar 29.768,24 kNm, lebih tinggi dibanding momen lentur maksimum akibat kombinasi beban terukur WIM yaitu 24.443 kNm. Sebaran momen lentur akibat beban kendaraan hasil pengukuran WIM mengikuti distribusi lognormal. Kemungkinan momen lentur maksimum akibat beban SNI terlampaui adalah  0,00139%. Indeks reliabilitas dari struktur jembatan terhadap beban hasil pengukuran WIM yaitu 4,30 yang terjadi pada girder bagian lapangan serat bawah. Resiko kegagalan yang diperoleh yaitu  = 8,577 x 10-6. Hal ini menunjukkan bahwa struktur jembatan telah didesain secara konservatif karena memiliki resiko kegagalan yang lebih kecil dari target reliabilitas β = 3,50 atau 3,72.Kata kunci: jembatan, beton prategang, standar pembebanan kendaraan, WIM, probabilitas ABSTRACTBridge requires basic concept of structural design which includes security and utilities. To ensure those requirements, an evaluation of the load regulation standards, SNI 1725:2016, based on actual vehicular moving load is needed in order to know whether the quantity of the load is too conservative or not. The vehicular load data (WIM) which obtained from Puslitbang Jalan dan Jembatan is processed probabilistic and statistically using Microsoft Excel and EasyFit 5.5 to obtain the maximum load combination on the structure of prestressed concrete box girder bridge with a total length of 160 m and a width of 9 m which was modeled using Midas Civil 2011. The analysis result showed that the maximum bending moment due to standard nominal load of SNI 1725:2016  is 29,768.24 kNm, higher than the maximum bending moment due to the combination of the measured load (WIM) which is 24,443 kNm. The distribution of bending moment due to measured vehicular load (WIM) is lognormal. The maximum bending moment due to standard nominal vehicular load (SNI) has probability of exceedance of 0.00139%. Realibity index of the bridge structure to the load measurement (WIM) is 4,3 which occurred in the bottom fiber of mid-span girder. The risk of failure obtained by  = 8.577 x 10-6. This indicates that bridge structure has been designed conservatively because the risk of failure is lower than the reliability target β = 3.50 or 3.72.Keywords: bridge, prestressed concrete, vehicular load standard, WIM, probability
Probabilistic Modeling of Updating Epistemic Uncertainty In Pile Capacity Prediction With a Single Failure Test Result Indra Djati Sidi
Jurnal Teknik Sipil Vol 24 No 3 (2017)
Publisher : Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/jts.2017.24.3.1

Abstract

AbstractThe model error N has been introduced to denote the discrepancy between measured and predicted capacity of pile foundation. This model error is recognized as epistemic uncertainty in pile capacity prediction. The statistics of N have been evaluated based on data gathered from various sites and may be considered only as a general-error trend in capacity prediction, providing crude estimates of the model error in the absence of more specific data from the site. The results of even a single load test to failure, should provide direct evidence of the pile capacity at a given site. Bayes theorem has been used as a rational basis for combining new data with previous data to revise assessment of uncertainty and reliability. This study is devoted to the development of procedures for updating model error (N), and subsequently the predicted pile capacity with a results of single failure test.AbstrakRasio antara kapasitas aksial pondasi tiang yang diukur melalui percobaan uji beban dengan kapasitas yang dihitung melalui formula dapat dianggap sebagai model error N yang menggambarkan kesalahan epistemic dalam perhitungan pondasi tiang. Data statistik N yang diperoleh dari berbagai lokasi dapat dianggap sebagai kecendrungan umum kesalahan (general error trend) yang melekat pada formula yang digunakan. Hasil percobaaan beban pada lokasi tertentu dimana bangunan terletak harus menjadi indikator langsung akan variasi kapasitas aksial tiang pada lokasi tertentu. Pada studi ini model error awal sebagai nilai kecendrungan umum dapat di update melalui kerangka teorema Bayes. Pengaruh kesalahan akibat friksi dalam alat tekan hidrolik disertakan dalam formulasi. Statistik nilai N yang baru dapat digunakan untuk menentukan kapasitas tiang ataupun angka keamanan yang dipakai dalam perencanaan untuk mencapai target keandalan tertentu.
Keandalan Menara Televisi Rangka Baja Akibat Beban Gempa Indra Djati Sidi; Akhmad Ridhwan Ma’sum
Jurnal Teknik Sipil Vol 24 No 3 (2017)
Publisher : Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/jts.2017.24.3.5

Abstract

AbstrakPerencanaan struktur menara telah bergeser dari konsep equal hazard menjadi konsep equal risk, dimana semua bangunan dirancang untuk mempunyai tingkat kegagalan atau risiko yang sama nilainya, dalam hal ini 1% dalam masa layan 50 tahun. Berkembangnya konsep ini disebabkan bahwa struktur menara televisi yang dirancang dengan konsep equal hazard ternyata mempunyai tingkat risiko yg tidak sama yang disebabkan oleh variabilitas dari tahanan menara terhadap gempa. Variabilitas kapasitas menara terhadap gaya gempa dipengaruhi oleh variasi gaya gempa yang bekerja yang dikenal sebagai record to record variation. Dalam makalah ini disampaikan model probabilitas untuk menghitung tingkat keandalan menara terhadap gaya gempa, dengan mengkombinasikan kurva hazard dan kurva fragilitas struktur menara. Kapasitas menara atau kurva fragilitas didapatkan dengan mencari peak ground acceleration (PGA) collapse dari menara dengan menggunakan incremental nonlinear time history analysis dari 40 pasang data time history. Reliability atau keandalan menara diperoleh dengan memanfaatkan total probability theorem yaitu dengan melakukan proses risk integral antara kurva hazard dan kurva fragilitas.AbstractThe new earthquake design code emphasizes on uniform risk concept at every structure and every location which is 1% probability of collapse in 50 years, as stated in SNI 1726-2012. Indonesian television tower design, until this research is conducted, still uses the concept of uniform hazard ground motion, sample tower that is assessed in this research included. This research will assess probability of collapse of the sample tower as well as it's performance. Probability of collapse is calculated by risk integrating fragility curve from two different loading direction and hazard curve at the site. The result will then be summarized with the probability of each loading direction included to get the total probability of collapse in 50 years. Fragility curve is generated by Incremental Dynamic Analysis process of 40 different earthquake records. The measured intensity is determined as PGA. The fragility curve is calculated with lognormal distribution parameters of median ( ) and standard deviation (β) which are obtained from the PGA data set of IDA result.
The Risk of Failure Assessment in Bina Marga Standard Designed Prestressed Concrete Girder Bridges under B-WIM Load Measurement Widi Nugraha; Indra Djati Sidi; Made Suarjana; Ediansjah Zulkifli
Journal of Engineering and Technological Sciences Vol. 55 No. 5 (2023)
Publisher : Directorate for Research and Community Services, Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/j.eng.technol.sci.2023.55.5.5

Abstract

The use of precast prestressed concrete girder bridges in Indonesia has been increasing rapidly due to their high quality, reliability, and faster construction on site. The girder components are typically designed for a specific bridge span and can be prefabricated. The Directorate General of Highways of the Ministry of PUPR (Bina Marga) has released a standard design for prestressed concrete girder bridges with a typical span of up to 40 m. This design is based on the bridge loading standard SNI 1725 2016, which determines the live traffic load through consensus due to limited data on actual traffic load measurement results. However, the Ministry of PUPR has been implementing actual traffic load measurements using weigh-in-motion (WIM) technology to directly measure the load of passing vehicles. In this study, a risk assessment of the failure risk of a standard Bina Marga bridge with a 40-m span prestressed concrete girder type was conducted based on B-WIM load measurements. The results of this assessment indicate that the standard Bina Marga bridge has a failure risk of 1.48 x 10-4, which is smaller than the acceptable risk of failure according to the AASHTO LRFD Bridge Design Specification as referenced in SNI 1725 2016.
PENENTUAN FAKTOR BEBAN DINAMIS PADA JEMBATAN BERDASARKAN PENGUKURAN BRIDGE WEIGH-IN-MOTION Nugraha, Widi; Sidi, Indra Djati; Suarjana, Made; Zulkifli, Ediansjah
Jurnal Jalan Jembatan Vol 40 No 2 (2023)
Publisher : Direktorat Bina Teknik Jalan dan Jembatan

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.58499/jatan.v40i2.1221

Abstract

Vehicle loading on bridges involves dynamic loads, exhibiting distinct behavior from static loads. Dynamic loads can lead to the phenomenon of dynamic load amplification, potentially increasing the effects of the static weight of vehicles on the bridge. Addressing these effects is crucial during bridge design to ensure safety. The Dynamic Amplification Factor (DAF) is employed in bridge design as a multiplier for the live load standard to account for these effects. This study aims to assess the DAF on two Bridge Weigh-in-Motion (B-WIM) systems in Indonesia: Pawiro Baru Bridge (ID-001) with an 18 m in span and Kaligawe Bridge (ID-004) with a 30 m in span. The methodology involves analyzing the bridge's structural response to passing vehicles using strain transducer sensors in the B-WIM system to calculate the DAF. Results indicate that the average DAF for light vehicles (GVW<25 ton) is 1.19 for ID-001 and 1.19 for ID-004. For heavy vehicles (GVW>=25 ton), it's 1.10 for ID-001 and 1.09 for ID-004. The analysis reveals a consistent correlation between DAF and GVW, with heavier vehicles yielding lower DAF values. This research suggests to a proposed DAF model as a function of GVW, which proved to be more efficient and accurate based on actual measurements. The model presents the potential to enhance the efficiency of bridge design. It generally yields lower DAF values compared to those stated in SNI 1725:2016, aiming to align design standards more closely with the actual dynamic behaviour of typical bridge types under varying vehicle loads. Keywords: bridge, dynamic amplification factor (DAF), Bridge Weigh-in-Motion (B-WIM), bridge design, gross vehicle weight (GVW)
Comparative Seismic Evaluation of Building Codes: A Case Study on Structural Performance and Safety Jovan Thierry Salim; Indra Djati Sidi
Journal of Engineering and Technological Sciences Vol. 56 No. 6 (2024)
Publisher : Directorate for Research and Community Services, Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/j.eng.technol.sci.2024.56.6.10

Abstract

The evolution of structural design standards, from empirical approaches to modern precision, has significantly impacted seismic evaluation and building safety. Indonesia’s adoption of seismic standards in 2002, aligned with global practices like ASCE, introduced notable shifts in seismic design philosophy. This study offers a novel comparison of the seismic performance of a forty-story office building in Jakarta designed under SNI 1726:2002 versus the updated SNI 1726:2019. The unique focus of this research lies in evaluating how the shift from a uniform risk philosophy to a uniform hazard philosophy, alongside changes in earthquake return periods, affects structural safety and performance criteria. A comprehensive seismic evaluation was conducted using both nonlinear static (pushover) and nonlinear time-history analyses (NLTHA), with performance criteria based on ASCE 41-17’s Life Safety and Collapse Prevention levels. By employing both methods, this study uniquely highlights discrepancies between traditional pushover analysis and the more rigorous NLTHA, a comparison rarely explored in the context of Indonesia’s seismic standards. The results revealed significant disparities between the two methods. While pushover analysis exposes potential beam failure under the Collapse Prevention criteria, the NLTHA results suggest a more resilient behavior, indicating that the structure may perform better under real seismic events. These findings emphasize the limitations of pushover analysis and underscore the importance of more detailed nonlinear time-history analyses in accurately assessing the seismic performance of buildings.
Pengukuran Faktor Beban Dinamis Struktur Jembatan menggunakan Bridge WIM pada jembatan bentang pendek di Indonesia Nugraha, Widi; Sidi , Indra Djati; Suarjana , Made; Zulkifli, Ediansjah
Jurnal Teknik Sipil Vol 30 No 2 (2023): Jurnal Teknik Sipil
Publisher : Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/jts.2023.30.2.8

Abstract

Abstrak Jembatan lalu lintas adalah struktur yang mengalami beban yang bersifat dinamis. Efeknya pada elemen jembatan adalah kemungkinan terjadinya amplifikasi beban yang dialami dibandingkan dengan beban kendaraan dalam kondisi statis. Besaran faktor amplifikasi beban dinamis ini harus diperhitungkan dalam desain jembatan sebagai pengali dari beban desain. Dalam Standar pembebanan jembatan SNI 1725:2016 ditetapkan faktor beban dinamis (FBD) adalah 30-40% tergantung panjang bentang jembatan. Seiring perkembangan teknologi pengukuran beban kendaraan, yaitu menggunakan Bridge Weigh-in-Motion (B-WIM), FBD ini dapat diperhitungkan untuk setiap kendaraan yang melintas. Hasil pengukuran B-WIM di Ruas Jalan Nasional Pantura Jawa Tengah, Batang– Kendal, pada tahun 2018 yang memiliki kondisi beban dan lalu lintas terberat di ruas jalan nasional akan digunakan dalam penelitian ini. Pengukuran FBD terhadap kendaraan yang melintasi jembatan yang digunakan sebagai B-WIM dengan metode analisa respons elemen struktur jembatan tersebut. Nilai FBD bisa didapatkan sebagai rasio antara respons dinamis terhadap respons statis perhitungan berdasarkan algoritma B-WIM. Dari studi ini didapatkan bahwa dalam nilai FBD kendaraan sifatnya acak dan memiliki nilai rata-rata 1,18 dengan koefisien variansi 16%, yang berada di bawah nilai FBD dalam SNI. Kemudian, sebuah persamaan regresi diusulkan untuk penentuan nilai FBD bagi jembatan bentang pendek di Indonesia. Kata-kata Kunci: Beban bergerak, beban dinamis, faktor beban dinamis, jembatan, SNI. Abstract Bridge is a structure that withstands dynamic loading due to traffic. The dynamic effects on bridge element could amplifies the loading to be larger than static loading. This dynamic amplification effect should be considered on bridge design and applied as multiplier factor of the design load. On SNI 1725:2016 Bridge Loading Code, the dynamic load amplification factor (DAF) is set at 30-40% depending on bridge span length. Due to recent development on vehicle live load measurement, such as Bridge Weigh-in-Motion (B-WIM), DAF can be calculated for every vehicle passed the bridge. The B-WIM measurement results on North Coast National Road of Batang-Kendal, Central Java in 2018 which has busiest and also heaviest traffic loading, will be used on this research. The DAF measurement due to traffic vehicle load that passed the bridge that used as B-WIM can be done by doing analysis on bridge structure response. DAF is ratio of dynamic response and static response, the static response on B-WIM is a calculated signal based on B-WIM algorithm. From this study, DAF is a random variable, with average of 1,18 & coefficient of variation 16%, which is below DAF on SNI. Also, a bilinear equation of DAF is proposed for short span bridge in Indonesia. Keywords: Bridge, dynamic amplification factor, dynamic load, weigh-in-motion, SNI.  
MODIFIKASI KOEFISIEN RESPON SEISMIK (CS) UNTUK PERANCANGAN BANGUNAN SUPER TINGGI MENGGUNAKAN METODE PERFORMANCE-BASED DESIGN Muharzaki Putri, Wirza; Djati Sidi, Indra; Boediono , Bambang; Kusumaningrum , Patria
Jurnal Teknik Sipil Vol 31 No 1 (2024): Jurnal Teknik Sipil - Edisi April
Publisher : Institut Teknologi Bandung

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.5614/jts.2024.31.1.8

Abstract

Abstract Performance-Based Design (PBD) method is widely used to design or evaluate super high-rise building against earthquake loads. The building is expected to present a certain level of performance set on FEMA 303 in response to ground motions, and should meet the target performance at Service Level Earthquake (SLE) and at Risk-Targeted Maximum Considered Earthquake (MCER). The performance level would be determined by using non-linear time history analysis and it requires non-linier parameter based on reinforcement of the structural elements. The common method proposed by Tall Building Initiative (TBI) requires the structural members are designed using response spectra at Service Level Earthquake (SLE). The problem is the ground motion and response spectra at Service Level Earthquake (SLE) are not always immediately available. In this paper, the modified seismic response coefficient (CS-M) is introduced in designing the structural members, as an initial step of Performance-Based Design (PBD), using the common response spectra of Risk-Targeted Maximum Considered Earthquake (MCER) instead of Service Level Earthquake (SLE). The performance of buildings is evaluated at Service Level Earthquake (SLE) and Risk-Targeted Maximum Considered Earthquake (MCER) to validate that design with modified seismic response coefficient (CS-M) is still in accordance with method by Tall Building Initiative (TBI). Keywords: Modified Seismic Response Coefficient (CS-M), Performance-Based Design (PBD), Risk-Targeted Maximum Considered Earthquake (MCER), Service-Level Earthquake (SLE), Tall Building Initiative (TBI). Abstrak Metode Desain Berbasis Kinerja (PBD) banyak digunakan untuk merancang atau mengevaluasi bangunan super tinggi terhadap beban gempa bumi. Bangunan diharapkan dapat mencapai tingkat kinerja tertentu yang ditetapkan dalam FEMA 303 sebagai respons terhadap gerakan tanah, dan harus memenuhi kinerja target pada Service Level Earthquake (SLE) dan pada Risk-Targeted Maximum Considered Earthquake (MCER). Tingkat kinerja akan ditentukan dengan menggunakan analisis riwayat waktu non-linier dan membutuhkan parameter non-linier berdasarkan penulangan elemen struktural. Metode umum yang diusulkan oleh Tall Building Initiative (TBI) mengharuskan komponen struktural dirancang menggunakan respons spektra pada Service Level Earthquake (SLE). Masalahnya adalah gerakan tanah dan respons spektra pada Service Level Earthquake (SLE) tidak selalu tersedia secara langsung. Dalam paper ini, diperkenalkan koefisien respons seismik yang dimodifikasi (CS-M) dalam merancang komponen struktural, sebagai langkah awal Desain Berbasis Kinerja (PBD), dengan menggunakan respons spektra umum dari Risk-Targeted Maximum Considered Earthquake (MCER) sebagai ganti dari Service Level Earthquake (SLE). Kinerja bangunan dievaluasi pada kondisi Service Level Earthquake (SLE) dan Risk-Targeted Maximum Considered Earthquake (MCER) untuk memvalidasi bahwa desain dengan koefisien respons seismik yang dimodifikasi (CS-M) masih sesuai dengan metode yang diajukan oleh Tall Building Initiative (TBI). Kata kunci: Koefisien Respons Seismik yang Dimodifikasi (CS-M), Desain Berbasis Kinerja (PBD), Risk-Targeted Maximum Considered Earthquake (MCER), Service-Level Earthquake (SLE), Tall Building Initiative (TBI).
Pendidikan Agama di Sekolah Umum Dalam Perspektif Multikultural Indra Djati Sidi
EDUKASI: Jurnal Penelitian Pendidikan Agama dan Keagamaan Vol. 2 No. 4 (2004): EDUKASI: Jurnal Penelitian Pendidikan Agama dan Keagamaan
Publisher : Badan Litbang dan Diklat Kementerian Agama RI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.32729/edukasi.v2i4.388

Abstract

Pendidikan Agama di Sekolah Umum Dalam Perspektif Multikultural
Co-Authors Akhmad Ridhwan Ma’sum Amatulhay Pribadi Andri Mulia Andri Mulia, Andri Bambang Budiono Boediono , Bambang Daniel Hutabarat Daniel Hutabarat, Daniel Ediansjah Zulkifli FX Toha Herlien Dwiarti Soemari I Wayan Sengara I Wayan Sengara, I Wayan Jovan Thierry Salim Kusumaningrum , Patria Lastiasih, Yudhi Made Suarjana Masyhur Irsyam Muhammad Asrurifak Muhammad Asrurifak, Muhammad Muharzaki Putri, Wirza Pribadi, Amatulhay Suarjana , Made Widi Nugraha Widi Nugraha Widi Nugraha, Widi Yudi Herdiansah Zulkifli, Ediansjah