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STUDI PERBANDINGAN PERILAKU STRUKTUR GEDUNG DENGAN KOLOM BETON BERTULANG, KOLOM BAJA, DAN KOLOM KOMPOSIT Tubuh, I Ketut Diartama Kubon
Jurnal Bakti Saraswati (JBS): Media Publikasi Penelitian dan Penerapan Ipteks Vol 8 No 2 (2019): Jurnal Bakti Saraswati (JBS) : Media Publikasi Penelitian dan Penerapan Ipteks
Publisher : Lembaga Penelitian dan Pemberdayaan (Institute for Research and Community Empowerment) Universitas Mahasaraswati Denpasar Bali

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A comparative study of the behavior of building structures with reinforced concrete columns, steel columns and composite columns was carried out by making six structural models. One reinforced concrete structure model (MC), one steel structure model (MS), two steel structure models with encased composite columns with circular (MEC-C) and square sections (MEC-S), and two models with structure steel with filled composite column with circular (MFC-C) and square (MFC-S) sections. Placement of the structure of the MC model is considered to be pinched to the ground, while other models are considered as joints. The dimensions of the IV-V floor column are made smaller than the dimensions of the columns below. Placement of the structure of the MC model is considered to be wedged in the ground, while placement of the model structure with steel or composite columns is considered as a joint. Structural behavior was observed from the results of elastic analysis in the form of deviations which then resulted in deviations between floors and drift ratio. The analysis shows, with a maximum P-M ratio range from columns of 0.79 to 0.88, all steel structure models do not meet the deviation requirements between permit floors on floors I and II. The orientation of all columns in the MS model was originally made in the same direction resulting in an imbalance of stiffness between the X and Y directions, overcome by changing the orientation of half of the total number of columns (hereinafter referred to as the MS-R model) also does not meet the deviation provisions between permit floors. The MC model, which is a reinforced concrete structure model, is the only model that meets the deviation rules between the floors. Apart from the rigid nature of the concrete material, it is also because the MC model uses the fixation fixation of the pins.

BEHAVIOR AND PERFORMANCE ANALYSES OF INFILLEDFRAME STRUCTURE WITH INFILL-WALLS PLACEMENT VARIATION AT THE GROUND FLOOR I Ketut Diartama Kubon Tubuh; Made Sukrawa -; Dharma Putra -
Jurnal Ilmiah Teknik Sipil Jurnal Ilmiah Teknik Sipil, Vol. 18, No. 1, Januari 2014
Publisher : Department of Civil Engineering, Udayana University

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Abstract: Behavior analysis and performance evaluation of frame structures with infilled wall (RDP) has been done by making four structure models, a model of open framework (MOF) and three RDP models (M1, M2, and M3). In the RDP models, walls in transverse direction of the building was placed fully on the floor 2, 3 and 4, and varied on the ground floor. The wall in longitudinal direction, however, was not included in the model because of the holes and irregularity. The walls on the ground floor were placed fully for M1, at the ends and middle of the building for M2, and none for M3. The walls were modeled as 3 diagonal struts that can withstand compressive stress only. The behavior of the structure was observed through linear elastic analysis by comparing story drift and its ratios, while the performance of the structure was evaluated through nonlinear static Pushover analysis using SAP2000. The analysis showed that the inclusion of infill walls in the model increases the stiffness of the structure. The values of drift at roof level were 8 mm, 10 mm, 12 mm and 28 mm for M1, M2, M3, and MOF, respectively. Soft story mechanism was detected in the RDP models with irregular wall placement with maximum drift ratio of 157% and 249% for M2 and M3, respectively, while MOF and M1 with continuous wall have drift ratios of 101% and 92%. Discontinuous walls also decrease performance of the structure. Pushover analysis results in the transverse direction showed that M1 is capable of resisting the largest base shear force 658 tons with a level of performance Operational (O), while M2 with O performance levels capable of resisting base shear of 437 tons. M3 and MOF can resist the lowest base shear force of 270 tons and 279 tons with performance level of Immediate Occupancy (IO) and Life Safety (LS). Pushover analysis in the longitudinal direction of the building (where the wall was not modeled) showed that, MOF can resist the least base shear compared to the three RDP models. This suggests that the struts on the transverse direction also affect the stiffness of the structure in the longitudinal direction. The actual value of ductility in the transverse direction of the structure are 4.6; 2.9; 2.8; 3.4; for MOF, M1, M2 and M3, respectively. While in the longitudinal direction the ductility are 3.2; 3.6; 3.8; 3,9. All models ductility values are smaller than the design value, i.e., µ = 5.

STUDI PERBANDINGAN PERILAKU DAN KINERJA STRUKTUR BAJA MENGGUNAKAN KOLOM KOMPOSIT CONCRETE ENCASED DAN CONCRETE FILLED TUBE, SERTA NON KOMPOSIT I Ketut Diartama Kubon Tubuh; Made Sukrawa; I Gede Adi Susila
JURNAL SPEKTRAN Vol 5 No 2 (2017): Vol. 5, No. 2, Juli 2017
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

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Comparative study of steel structure behavior and performance using composite and non composite columns were done by making five structure models. A model using wide flange steel columns, two models with circular and square concrete encased columns (MCEC and MCES), also two models with circular and square concrete filled tube columns (MCFTC and MCFTS). Columns on 4th-5th floor are smaller than columns on three floors below. Structure behavior were observed through elastic analysis which are displacement and interstory drift. While structure performance were evaluated through non linear static Pushover analysis using SAP2000®. The analysis showed that with P-M ratio ranging from 0.79 until 0.88, all models interstory drifts were exceed limit on 1st, 2nd and 4th floors. Countermeasures were done by rotating half of total MS steel columns (then became MS-R), enlarging 4th-5th floor columns on MS-R and MCFTC, and also installing eight X-bracings on all models ground floor. Pushover analysis showed that performance level of all models are Immediate Occupancy (IO) except MCFTS. MCFTS model which in Collapse (C) performance level were improved by increasing thickness of steel section (then became MCFTS-Improved) and resulting IO performance level. Calculation of structure materials cost showed the most expensive until the cheapest models respectively were MS-R, MCFTS-Improved, MCEC, MCES, and MCFTC with comparison 1:0,99:0,88:0,87:0,86. Keywords: concrete encased (CE), concrete filled tube (CFT), X-bracing, Pushover analysis

STUDI PERBANDINGAN PERILAKU STRUKTUR GEDUNG DENGAN KOLOM BETON BERTULANG, KOLOM BAJA, DAN KOLOM KOMPOSIT I Ketut Diartama Kubon Tubuh
Jurnal Bakti Saraswati (JBS): Media Publikasi Penelitian dan Penerapan Ipteks Vol. 8 No. 2 (2019): Jurnal Bakti Saraswati (JBS) : Media Publikasi Penelitian dan Penerapan Ipteks
Publisher : Lembaga Penelitian dan Pemberdayaan (Institute for Research and Community Empowerment) Universitas Mahasaraswati Denpasar Bali

Show Abstract | Download Original | Original Source | Check in Google Scholar

A comparative study of the behavior of building structures with reinforced concrete columns, steel columns and composite columns was carried out by making six structural models. One reinforced concrete structure model (MC), one steel structure model (MS), two steel structure models with encased composite columns with circular (MEC-C) and square sections (MEC-S), and two models with structure steel with filled composite column with circular (MFC-C) and square (MFC-S) sections. Placement of the structure of the MC model is considered to be pinched to the ground, while other models are considered as joints. The dimensions of the IV-V floor column are made smaller than the dimensions of the columns below. Placement of the structure of the MC model is considered to be wedged in the ground, while placement of the model structure with steel or composite columns is considered as a joint. Structural behavior was observed from the results of elastic analysis in the form of deviations which then resulted in deviations between floors and drift ratio. The analysis shows, with a maximum P-M ratio range from columns of 0.79 to 0.88, all steel structure models do not meet the deviation requirements between permit floors on floors I and II. The orientation of all columns in the MS model was originally made in the same direction resulting in an imbalance of stiffness between the X and Y directions, overcome by changing the orientation of half of the total number of columns (hereinafter referred to as the MS-R model) also does not meet the deviation provisions between permit floors. The MC model, which is a reinforced concrete structure model, is the only model that meets the deviation rules between the floors. Apart from the rigid nature of the concrete material, it is also because the MC model uses the fixation fixation of the pins.

STUDI ANALITIKAL PERILAKU DAN KINERJA STRUKTUR RANGKA DINDING PENGISI DENGAN BUKAAN SENTRIS I Putu Agus Putra Wirawan; I Ketut Diartama Kubon Tubuh; I Gede Gegiranang Wiryadi
PADURAKSA: Jurnal Teknik Sipil Universitas Warmadewa Vol. 11 No. 1 (2022)
Publisher : Program Studi Teknik Sipil, Fakultas Teknik dan Perencanaan, Universitas Warmadewa

This study aims to compare the open frame structure (OF) with the centric perforated infill wall frame structure (IF) with reinforcement around the opening. Validation of the model on the results of laboratory tests was carried out. Next, a simple frame model is made to make an equation for the width of the diagonal strat. Single-stage IF is also made with an aperture ratio of 10% to 60% at 10% intervals and diagonal strat angles of 33°, 39°, 45°, 51°. The infill wall is made by modeling the diagonal strat and shell elements. After obtaining the strat width formula, it continues with applying the formula in modeling a three-story frame structure with varying diagonal strat angles. The results obtained are IF modeling with shell and strat diagonal elements that can follow the results of laboratory tests. From the analysis of the width of the diagonal strat, the formula Wco = (d/4tanØ)·Cc, where d is the length of the diagonal; Cc is the coefficient of stiffness of the wall (Cc = 1.2022r2-2.0953r + 1.045); r is the opening wall ratio; Ø is a diagonal angle. The application of the strat width formula shows the behavior of the strat model coincides with the shell element model. The strength of the structure increases 57%-86% after the addition of walls. The difference in drift ratio shows that the diagonal strat angle is inversely proportional to the strength of the structure that occurs.

LEVEL KINERJA STRUKTUR GEDUNG FAKULTAS PARIWISATA UNIVERSITAS UDAYANA BERDASARKAN FEMA 356 DAN ATC-40 I Gede Gegiranang Wiryadi; I Putu Agus Putra Wirawan; I Ketut Diartama Kubon Tubuh; I Made Andika Candra
Jurnal Teknik Gradien Vol 14 No 1 (2022): Jurnal Teknik Gradien
Publisher : Fakultas Sains dan Teknologi Universitas Ngurah Rai

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.47329/teknikgradien.v14i1.832

Desain berbasis kinerja adalah desain struktur yang menunjukkan tingkat kerusakan suatu struktur akibat beban gempa lateral. Tingkat kerusakan harus dinyatakan dengan tingkat kriteria atau performance level. Penelitian ini mengambil studi kasus Gedung Fakultas Pariwisata Universitas Udayana yang terletak di Jalan Kampus Bukit Jimbaran, Badung, Bali. Menurut SNI 1726:2012, fungsi gedung ini sebagai fasilitas pendidikan termasuk dalam kategori risiko IV, yang berarti gedung ini memiliki risiko tinggi terhadap nyawa manusia saat terjadi gempa. Bangunan ini perlu dianalisis dalam keadaan non-linier dengan menggunakan metode analisis static-pushover, sehingga dapat ditentukan tingkat kinerjanya. Analisis kinerja dilakukan dengan mengikuti ketentuan ATC-40 dan FEMA 356 yang sudah tersedia dalam software SAP2000. Performance point dengan analisis pushover ditentukan menggunakan metode kapasitas spektrum ATC-40 dan menunjukkan nilai total drift maksimum 0,0056 m pada arah X dan 0,0049 m pada arah Y. Berdasarkan kriteria pada ATC-40, kinerja struktur gedung berada pada tingkat Immediate Occupancy (IO). Sedangkan berdasarkan metode koefisien perpindahan FEMA 356 didapatkan hasil target perpindahan pada arah X sebesar 0,125 m dan pada arah Y sebesar 0,098 m. Target perpindahan pada arah X dan Y kurang dari 1% dari tinggi bangunan, sehingga bangunan tersebut masuk dalam level kinerja Immediate Occupancy (IO).

PENINGKATAN PENERAPAN PROTOKOL KESEHATAN DENGAN HAND SANITIZER TANPA-SENTUH DAN PEMASARAN PRODUK UMKM WARUNG BU YULI PADA MASA PANDEMI COVID-19 I Ketut Diartama Kubon Tubuh; I Nyoman Wiyasana Putra
Jurnal Abdi Dharma Masyarakat (JADMA) Vol. 3 No. 1 (2022): April 2022
Publisher : LPPM Universitas Mahasaraswati Denpasar

Pengabdian kepada Masyarakat (PkM) ini dilakukan pada salah satu Usaha Mikro Kecil dan Menengah (UMKM) Warung Bu Yuli yang berlokasi di Banjar Sangiang, Desa Kekeran, Kecamatan Mengwi, Kabupaten Badung, Bali. PkM dilakukan bertujuan untuk menanggulangi pandemi COVID-19 secara klinis dengan membuat Alat Bantu Hand Sanitizer Tanpa-sentuh. Pembuatan alat dilakukan dengan bahan yang mudah didapatkan di toko bangunan terdekat, yaitu pipa rumah tangga berbahan PVC beserta aksesorisnya. Peralatan yang diperlukan juga merupakan perkakas pertukangan sehari-hari yaitu mesin gerinda, meteran, bor, dan spidol. Alat bantu penggunaan hand sanitizer ini menerapkan mekanisme tanpa-sentuh dengan cara menginjak untuk mengeluarkan cairan sanitizer-nya. Hasil pembuatan alat ini diharapkan agar pelanggan UMKM mitra mau melakukan dekontaminasi tangan dengan tepat dan efektif dalam rangka memutus rantai penyebaran COVID-19. Selain itu, dengan bahan dan peralatan yang terjangkau diharapkan mampu membantu mitra meringankan beban pengeluaran untuk menyediakan Alat Bantu Hand Sanitizer Tanpa-sentuh sekaligus menularkan kepada masyarakat sekitar untuk dapat membuat dan mengembangkan sendiri alat seperti ini. Di samping itu, penanggulangan secara sosial ekonomi juga dilakukan dengan melatih dan mendampingi mitra menggunakan media sosial Instagram sebagai media pemasaran usaha mitra dengan hasil yang diharapkan yaitu mampu mengenalkan usaha mitra pada masyarakat lebih luas dan meningkatkan omzet penjualan.

KUAT TEKAN BETON YANG TERJADI AKIBAT PENGGUNAAN PECAHAN GENTENG DARMASABA SEBAGAI PENGGANTI SEBAGIAN AGREGAT KASAR I Made Sastra Wibawa; I Gede Angga Diputera; I Ketut Diartama Kubon Tubuh
Jurnal Ilmiah Kurva Teknik Vol. 10 No. 1 (2021): Jurnal Ilmiah Kurva Teknik
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Mahasaraswati Denpasar

The need for concrete as a construction material to support infrastructure development is still very large, this is because concrete is still believed to be a reliable material for building construction. The availability of concrete mixtures in nature is running low because it continues to be taken for development. Realizing this, it is necessary to innovate in the future to find materials as a substitute for sand and coral, which are decreasing in number. This research tried to use the tile fragments of Banjar Tegal, Darmasaba, as a substitute for some of the coarse aggregate needed in the concrete mixture. The purpose of this study was to determine whether the Banjar Tegal tile fragments qualify as a concrete mixture according to the grading requirements, and how much compressive strength occurs. Tile fraction samples were taken in Banjar Tegal, Darmasaba, Abiansemal, Badung, while the research was carried out at the Concrete Laboratory, Faculty of Engineering, Unmas Denpasar. Tests were carried out using cylindrical specimens of size 15 x 30 cm, the mixture was made in five treatments with 8 pieces of each treatment, and testing was carried out on 28 days old concrete. The results show that the Banjar Tegal tile fragments can meet the requirements of aggregate gradation as a concrete mixture, and according to the laboratory test results the compressive strength of the concrete still meets the requirements in accordance with the concrete plan, but a slight decrease is proportional to the percentage of replacement made. The complete results are P0 = 237.74 Kg / Cm²; P1 = 234.63 Kg / Cm²; P2 = 232.05 Kg / Cm².; P3 = 229.22 Kg / Cm²; P4 = 225.27 Kg / Cm². Thus, the tile fragments of Banjar Tegal, Darmasaba can be used as a substitute for some of the coarse aggregate in the concrete mixture.

Analisis Kinerja Struktur Gedung Dengan Analisis Pushover Pada Proyek Gedung Rektorat Universitas Mahasaraswati Denpasar I Made Sastra Wibawa; I Ketut Diartama Kubon Tubuh; Pande Putu Lingga Aditya Prawira
Jurnal Ilmiah Kurva Teknik Vol. 10 No. 2 (2021): Jurnal Ilmiah Kurva Teknik
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Mahasaraswati Denpasar

Evaluasi untuk memperkirakan kondisi struktur bangunan pada saat gempa perlu untuk mendapatkan jaminan bahwa kinerjanya memuaskan pada saat terjadinya gempa, Salah satu tren dalam perencanaan bagunan tahan gempa yaitu perencanaan berbasis kinerja (performance-based design). Konsep dari perencanaan ini merupakan kombinasi dari aspek tahanan dan aspek layan, dimana perencanaan ini memanfaatkan teknik analisa non-linier berbasis komputer untuk menganalisa perilaku inelastis struktur dari berbagai macam intensitas gempa, sehingga dapat diketahui kinerjanya pada kondisi kritis. Penelitian ini mengambil studi kasus Gedung Rektorat Universitas Mahasaraswati Denpasar yang berlokasi di Jalan Kamboja, Dangin Puri Kangin, Kec. Denpasar Utara, Kota Denpasar, Bali. Gedung ini memiliki ketinggian 20,40-meter dengan jumlah tingkat yaitu 4 lantai. Menurut peraturan SNI 1726:2012 fungsi Gedung ini ditunjukan sebagai fasilitas Pendidikan dengan kategori resiko II. Kinerja struktur dievaluasi melalui analisis statik non linier Pushover menggunakan software SAP2000. Untuk mengetahui tingkat kinerja suatu struktur bangunan sesuai dengan dokumen FEMA (Federal Emergency Management Agency) 356. Performance point dari analisis statik pushover berdasarkan metode koefisien perpindahan FEMA 356 diperoleh hasil target perpindahan (δT) pada arah X sebesar 0,178 m, kinerja yang diperlihatkan oleh struktur adalah Collapse Prevention (CP) dimana gedung hanya mampu menahan gaya gempa sebesar 3820,91 kN. Sedangkan hasil target perpindahan (δT) pada arah Y sebesar 0,168 m, kinerja yang diperlihatkan oleh struktur adalah Collapse Prevention (CP) dimana gedung hanya mampu menahan gaya gempa sebesar 3756,71 kN.

Level Kinerja Struktur Gedung B SMP Negeri 14 Denpasar Menggunakan Analisis Pushover Berdasarkan Fema 356 I Ketut Diartama Kubon Tubuh; I Putu Agus Putra Wirawan; I Wayan Sukharatta
Jurnal Ilmiah Kurva Teknik Vol. 11 No. 1 (2022): Jurnal Ilmiah Kurva Teknik
Publisher : Program Studi Teknik Sipil Fakultas Teknik Universitas Mahasaraswati Denpasar

Aturan perencanaan untuk mendirikan bangunan adalah bangunan tersebut harus mampu menahan beban gempa yang ada. Karena pada dasarnya prinsip bangunan tahan gempa adalah boleh terjadi kerusakan pada bangunan tersebut, tetapi tidak pada elemen struktur. Perlu dilakukan desain berbasis kinerja yang memperlihatkan batas-batas kinerja dari kerusakan sebuah struktur yang diakibatkan oleh beban lateral gempa. Analisis pushover merupakan salah satu komponen desain berbasis kinerja yang menjadi sarana dalam mencari kapasitas dari suatu struktur. kinerja struktur dievaluasi melalui analisis statik non linier Pushover menggunakan SAP2000. Untuk mengetahui tingkat kinerja suatu struktur bangunan sesuai dengan dokumen FEMA (Federal Emergency Management Agency) 356. Hasil analisis kinerja menyimpulkan bahwa titik kinerja yang menentukan adalah berdasarkan metode Koefisien Perpindahan FEMA 356, target perpindahan (δT) arah X = 0,12912 m dengan perpindahan sebesar 0.130 m kinerja yang diperlihatkan oleh struktur adalah Immediate Occupancy (IO) dimana gedung hanya mampu menahan gaya gempa sebesar 3753,63 kN. Sedangkan target perpindahan (δT) arah Y = 0,11643 m dengan perpindahan sebesar 0.11679 m kinerja yang diperlihatkan oleh struktur adalah Immediate Occupancy (IO) dimana gedung hanya mampu menahan gaya gempa sebesar 3718,45 kN. Dari hasil analisis maka struktur gedung ini level kinerjanya Immediate Occupancy (IO).

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