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Yanisfa Septiarsilia
Adhi Tama Institute Of Technology
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Journal : agregat

 1 
Analisis Pushover terhadap Struktur Gedung dengan Sistem Rangka Pemikul Momen Khusus menggunakan Metode Precast septiarsilia, Yanisfa; Propika, Jaka; Susanti, Eka; Prasetyo, Agus Edy
AGREGAT Vol 9 No 1 (2024)
Publisher : Universitas Muhammadiyah Surabaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30651/ag.v9i1.22101

Abstract

The ITS Tower 2 building was built on Keputih Street, Surabaya. This building has 13 floors with a height of +51.00 meters which was built using a conventional concrete system. Based on the structural analysis results, the authors found that the existing structure was included in the category of soft soil (SE). In SNI 2847-2019 for the Special Structural Wall Systems category, the building height had a maximum limit of 48 meters. Conventional system planning took a relatively long time to complete. So it was necessary to evaluate the existing structure and modify it using the SMRF method and Precast System. The SMRF-method was used because it did not have a height limit in its planning, and the precast system was chosen because the planned structure had a typical floor plan. The evaluation of the existing structure showed that the fundamental period was 1.2384 seconds, the mass participation in the X direction was 93.90%, the Y direction was 91.79% with 75 modals, and the most significant floor deviation occurred in the Y direction was 49.57 mm. This value met the requirements according to SNI 2847-2019 and SNI 1726-2019; several beam and column cross-section elements are still unsafe due to the reinforcement being smaller than the analysis result, but the performance level was included in the Immediate Occupancy. The evaluation results of the structure showed that the main beam B2 was 60/80 with the longitudinal reinforcement 8D29, the joist beam B4 was 50/70 and B6 was 40/60 with the longitudinal reinforcement 7D25, the column K1 was 110/110 with the longitudinal reinforcement 28D36. The structural behavior obtained the entire period of 1.6059 seconds, the mass participation in the X direction was 99.30%, the Y direction was 99.24% with 50 modals, and the most significant floor deviation occurred in the Y direction was 28.46 mm. This value met the requirements and performance of the building, including the Immediate Occupancy level. Connections for precast columns used dry joints, while the connections for other precast elements used wet joints.
Analisis Beton Precast L-Gutter sebagai Dinding Penahan Tanah dan Drainase Menggunakan Pre-Tension Method Jaka Propika; Risky Murinda; septiarsilia, Yanisfa; Heri Istiono; Eka Susanti; Dewi Pertiwi
AGREGAT Vol 9 No 2 (2024): .
Publisher : Universitas Muhammadiyah Surabaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30651/ag.v9i2.24448

Abstract

Kemajuan teknologi sangat berpengaruh pada kehidupan bermasyarakat tidak terkecuali pada dunia konstruksi. Inovasi-inovasi pada dunia konstruksi terus dilakukan untuk mendapatkan keuntungan yang lebih baik dari segi mutu, biaya, dan waktu pelaksanaan. Seperti pada beton pracetak (precast), kemajuan teknologi telah memberi pengaruh besar terhadap beragamnya komponen konstruksi yang didesain. Berbagai pengembangan telah memberi pengaruh besar terhadap beragamnya inovasi pada beton precast, salah satu produk precast yang saat ini dikembangkan yakni L-Gutter. L-Gutter memiliki fungsi ganda, yakni sebagai drainase dan dinding penahan tanah. Pada penelitian ini dilakukan desain dinding penahan tanah untuk drainase menggunakan beton precast L-Gutter yang memiliki perbandingan kemiringan 1:1 dan menggunakan pre-tension method untuk menahan tekanan tanah yang besar. Direncanakan pada 2 jenis data tanah tipe A (pasir) dan tanah tipe B (lempung) dengan keadaan terburuk sebagai acuan perhitungan awal. Besar tekanan tanah yang digunakan adalah tekanan tanah terbesar yaitu tanah tipe A (pasir). Dimensi tebal pada sisi alas 1,00 m dan tebal pada sisi dinding 0,60 m dan terdapat perkuatan tiang pancang 0,30x0,30 m panjang 19 m. Gaya prategang pada sisi alas 3011,380 kN, e = 0, jumlah seven wire strand 12 buah Ø15,24 mm; gaya prategang pada sisi dinding 6022,759 kN, e = 0, seven wire strand 24 buah Ø15,24 mm. Perencanaan besi tulangan sisi alas, tulangan utama 22D16, tulangan bagi 30Ø10; besi tulangan sisi dinding, tulangan utama 14D16, tulangan bagi 16Ø10.
Analisis Beton Precast L-Gutter sebagai Dinding Penahan Tanah dan Drainase Menggunakan Pre-Tension Method Jaka Propika; Risky Murinda; septiarsilia, Yanisfa; Heri Istiono; Eka Susanti; Dewi Pertiwi
AGREGAT Vol 9 No 2 (2024): Vol. 9 No. 2 (2024)
Publisher : Universitas Muhammadiyah Surabaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30651/ag.v9i2.24448

Abstract

Kemajuan teknologi sangat berpengaruh pada kehidupan bermasyarakat tidak terkecuali pada dunia konstruksi. Inovasi-inovasi pada dunia konstruksi terus dilakukan untuk mendapatkan keuntungan yang lebih baik dari segi mutu, biaya, dan waktu pelaksanaan. Seperti pada beton pracetak (precast), kemajuan teknologi telah memberi pengaruh besar terhadap beragamnya komponen konstruksi yang didesain. Berbagai pengembangan telah memberi pengaruh besar terhadap beragamnya inovasi pada beton precast, salah satu produk precast yang saat ini dikembangkan yakni L-Gutter. L-Gutter memiliki fungsi ganda, yakni sebagai drainase dan dinding penahan tanah. Pada penelitian ini dilakukan desain dinding penahan tanah untuk drainase menggunakan beton precast L-Gutter yang memiliki perbandingan kemiringan 1:1 dan menggunakan pre-tension method untuk menahan tekanan tanah yang besar. Direncanakan pada 2 jenis data tanah tipe A (pasir) dan tanah tipe B (lempung) dengan keadaan terburuk sebagai acuan perhitungan awal. Besar tekanan tanah yang digunakan adalah tekanan tanah terbesar yaitu tanah tipe A (pasir). Dimensi tebal pada sisi alas 1,00 m dan tebal pada sisi dinding 0,60 m dan terdapat perkuatan tiang pancang 0,30x0,30 m panjang 19 m. Gaya prategang pada sisi alas 3011,380 kN, e = 0, jumlah seven wire strand 12 buah Ø15,24 mm; gaya prategang pada sisi dinding 6022,759 kN, e = 0, seven wire strand 24 buah Ø15,24 mm. Perencanaan besi tulangan sisi alas, tulangan utama 22D16, tulangan bagi 30Ø10; besi tulangan sisi dinding, tulangan utama 14D16, tulangan bagi 16Ø10.
Analisis Pushover terhadap Struktur Gedung dengan Sistem Rangka Pemikul Momen Khusus menggunakan Metode Precast septiarsilia, Yanisfa; Propika, Jaka; Susanti, Eka; Prasetyo, Agus Edy
AGREGAT Vol 9 No 1 (2024)
Publisher : Universitas Muhammadiyah Surabaya

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.30651/ag.v9i1.22101

Abstract

The ITS Tower 2 building was built on Keputih Street, Surabaya. This building has 13 floors with a height of +51.00 meters which was built using a conventional concrete system. Based on the structural analysis results, the authors found that the existing structure was included in the category of soft soil (SE). In SNI 2847-2019 for the Special Structural Wall Systems category, the building height had a maximum limit of 48 meters. Conventional system planning took a relatively long time to complete. So it was necessary to evaluate the existing structure and modify it using the SMRF method and Precast System. The SMRF-method was used because it did not have a height limit in its planning, and the precast system was chosen because the planned structure had a typical floor plan. The evaluation of the existing structure showed that the fundamental period was 1.2384 seconds, the mass participation in the X direction was 93.90%, the Y direction was 91.79% with 75 modals, and the most significant floor deviation occurred in the Y direction was 49.57 mm. This value met the requirements according to SNI 2847-2019 and SNI 1726-2019; several beam and column cross-section elements are still unsafe due to the reinforcement being smaller than the analysis result, but the performance level was included in the Immediate Occupancy. The evaluation results of the structure showed that the main beam B2 was 60/80 with the longitudinal reinforcement 8D29, the joist beam B4 was 50/70 and B6 was 40/60 with the longitudinal reinforcement 7D25, the column K1 was 110/110 with the longitudinal reinforcement 28D36. The structural behavior obtained the entire period of 1.6059 seconds, the mass participation in the X direction was 99.30%, the Y direction was 99.24% with 50 modals, and the most significant floor deviation occurred in the Y direction was 28.46 mm. This value met the requirements and performance of the building, including the Immediate Occupancy level. Connections for precast columns used dry joints, while the connections for other precast elements used wet joints.
Co-Authors Ahmad Hernadi Anditya Hendra Pratama Aniendhita Rizki Amalia Apriyanto, Arie Fauzi Arintha Indah Dwi Syafiarti Budi Suswanto Data Iranata Dewi Kusumaningrum Dewi Pertiwi dewi pertiwi Dita Kamarul Fitriyah Eka Susanti Eka susanti Eka Susanti Felicia Tria Nuciferani Hendra Wijayana Heri Istiono Heri Istiono I Gusti Putu Raka Indra Komara Indra Komara Indra Komara, Indra Istiono, Heri Jaka Propika Jaka Propika Jaka Propika Jenny Caroline Kartiko, Andi Susilo Katon Putra Baskara Kurnia Hadi Putra Kurnia Hadi Putra, Kurnia Hadi Laras Laila Lestari Mila Kusuma Wardani Prasetyo, Agus Edy Putra Tri Yudhatama Risky Murinda Sekartadji, Ratih Siti Choiriyah Siti Choiriyah Tavio, Tavio Theresia Maria CA Umbu Miron Umbu Miron Wijayana, Hendra Yonatan Gidio Yudhatama, Putra Tri Yuyun Tajunnisa