Garuda - Garba Rujukan Digital

Kinerja Struktur Rangka Beton Bertulang dengan Penambahan Dinding Pengisi Berlubang sebagai Perkuatan Seismik Budiwati, Ida Ayu Made; Sukrawa, Made
Jurnal Teknik Sipil Vol 24, No 1 (2017)
Publisher : Institut Teknologi Bandung

AbstrakPenelitian ini dilakukan guna memperoleh model struktur rangka beton bertulang dengan dinding pengisi (RDP)Â berlubang, dengan dan tanpa perkuatan di sekitar lubang (lintel), sebagai perkuatan seismik, denganÂ membandingkan perilaku dan kinerja struktur RDP dengan berbagai rasio lubang. Pada tahap awal dilakukanÂ validasi model dengan membandingkan perilaku struktur yang dimodel menggunakan elemen shell (RDPsh) danÂ strut diagonal (RDPst) dengan hasil uji laboratorium yang telah dilakukan oleh peneliti lain. Model validasiÂ menunjukkan bahwa RDPsh menghasilkan diagram beban simpangan lateral yang lebih mendekati hasil tesÂ dibandingkan dengan RDPst. Disamping itu, persamaan lebar strut untuk dinding berlubang tanpa lintel tidak bisaÂ digunakan untuk dinding berlubang dengan lintel karena lintel menambah kekakuan rangka, memperkuat dindingÂ di sekitar lubang dan mengurangi tegangan maksimum pada sudut lubang sampai 40%. Lebar strut diagonalÂ kemudian dimodifikasi untuk mendapatkan model yang menghasilkan respon sesuai dengan RDPsh. KemudianÂ model rangka beton bertulang 3, 4, dan 5 lantai dengan dinding pengisi berlubang sentris dengan lintel diÂ sekeliling lubang dibuat dengan variasi rasio lubang 0 â 100%. Hasil analisis pada RDP 3 lantai menunjukkanÂ bahwa, terjadi pengurangan simpangan lateral masing-masing sebesar 65%, 58%, 43%, 22%, dan 5% untuk rasioÂ lubang 0%, 20%, 40%, 60%, dan 80%. Persentase pengurangan yang hampir sama juga terjadi pada rangka 4 danÂ 5 lantai. Untuk rangka 3-lantai, penambahan dinding pengisi dengan rasio lubang terbesar 60% cukup memadaiÂ untuk menahan beban gempa yang disyaratkan SNI 1726:2012. Tetapi, untuk rangka 4 dan 5 lantai, diperlukanÂ dinding dengan rasio lubang maksimum 40%. Penambahan dinding pengisi meningkatkan kemampuan strukturÂ dalam menahan gaya geser dasar akibat gempa. Namun demikian, peningkatan kekuatan ini disertai denganÂ penurunan daktilitas struktur seiring dengan menurunnya rasio lubang.AbstractThis research was conducted to develop a model of seismic retrofitting of reinforced concrete frame using infill wallÂ with central openings, with and without lintels around the opening, by comparing the behaviour and performance ofÂ the frame structures with varying opening ratios. Prior to model the strengthened frames, validation was done byÂ comparing the behaviour of computer models using shell element (RDPsh) and diagonal strut (RDPst) to those ofÂ laboratory tests conducted by others. The validation models show that the lateral load-displacement diagrams ofÂ RDPsh fit the test result better than the strut ones. It was also found that the strut width equation for openingÂ without lintel can not be used for opening with lintels as the lintels stiffen the frame and strengthen the wall aroundÂ the openings. Based on these results, the width of strut was modified to match the response of model using shellÂ element with lintels around the opening. The RC frames of 3, 4, and 5 storey retrofitted using infill wall with centralÂ opening ratio varies from 0 to 100%, was then conducted by modeling the infill wall as an equivalent diagonal strutÂ and shell elements in SAP2000 software. The analysis results of 3-storey frames show that, reduction on lateralÂ drifts of 65%, 58%, 43%, 22%, and 5% was observed for opening ratio of 0%, 20%, 40%, 60%, dan 80%,Â respectively. Similar results were also found for the 4 and 5 storey frames. From the reinforcement requirements itÂ can be concluded that the strengthening method can be applied with limitation on the wall opening ratios. For 3-Â storey frames, the addition of infill wall with opening ratio up to 60% is adequate to withstand the quake loadÂ specified in the SNI 1726:2012. For 4 and 5-storey frames however, opening ratio of 40% or less is required.Â Interestingly, the addition of infill wall with lintels can withstand higher base shear forces. However, the increasedÂ strength is followed by a decreased ductility in line with decreasing opening ratio.

PERANCANGAN STRUKTUR GEDUNG BETON BERTULANG MENGGUNAKAN SISTEM RANGKA PEMIKUL MOMEN KHUSUS (SRPMK) DENGAN RSNI 03-1726-xxxx Rudiatmoko, Restu Wiro; Wiryasa, Ngakan Made Anom; Budiwati, I.A.M
Jurnal Ilmiah Elektronik Infrastruktur Teknik Sipil Vol 1 No 1 (2012): Vol.1, No.1, Desember 2012
Publisher : Jurnal Ilmiah Elektronik Infrastruktur Teknik Sipil

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (312.65 KB)

Abstrak : Lokasi Indonesia yang berada diantara empat sistem tektonik aktif menyebabkan Indonesia memiliki tingkat resiko gempa yang cukup tinggi. Dalam kondisinya terjadinya gempa kuat diharapkan bangunan pusat pelayanan utama yang penting terhadap penyelamatan setelah gempa terjadi seperti bangunan rumah sakit, bangunan penyimpanan air dan bangunan lainya yang non gedung, tidak boleh mengalami kerusakan yang berat sehingga tidak berfungsi. Salah satunya bangunan gedung rumah sakit perlu direncanakan untuk memiliki ketahanan terhadap gempa. Daktilitas penuh menjadi alternatif dalam perencanaan struktur tahan gempa dan syarat pendetailan dibutuhkan yang detail. Tujuan dari studi ini adalah dapat memahami penggunaan gedung tahan gempa dengan menggunakan Sistem Rangka Pemikul Momen Khusus (SRPMK) dengan RSNI 03-1726-xxxx. Rencana lokasi gedung ini adalah di wilayah Denpasar dan termasuk wilayah gempa kuat berfungsi sebagai gedung rumah sakit, ukuran denah 12,25 m x 20,75 m, dengan 4 lantai struktur dan tinggi gedung 15,55 m. Perencanaan gedung meliputi perencanaan pelat atap, pelat lantai, tangga, balok, kolom dan pondasi. Gaya-gaya dalam akibat beban mati, hidup, air hujan, dam gempa dilakukan dengan bantuan software SAP 2000 v.11 dalam bentuk analisa struktur portal 3 dimensi.

PENGUJIAN KEKUATAN PENGHUBUNG GESER YANG TERBUAT DARI BAJA TULANGAN BERBENTUK L YANG DIBENGKOKKAN DENGAN SUDUT 45 DERAJAT Evendy AR, Andriana; Giri, I. B. Dharma; Budiwati, Ida Ayu Made
Jurnal Ilmiah Elektronik Infrastruktur Teknik Sipil Volume 2, No. 1, Februari 2013
Publisher : Jurnal Ilmiah Elektronik Infrastruktur Teknik Sipil

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (196.736 KB)

Abstrak : Penelitian ini bertujuan untuk mengetahui kekuatan penghubung geser yang terbuat dari baja tulangan berbentuk L dengan dua mutu beton ( ) yang berbeda, sedangkan panjang dan diameter penghubung geser adalah konstan. Mutu beton ) yang direncanakan adalah sebesar 20 dan 25 MPa. Benda uji yang digunakan untuk pengujian kuat tekan beton adalah silinder dengan diameter 150 mm dan tinggi 300 mm sebanyak 6 buah, sedangkan pengujian kekuatan penghubung geser dilakukan terhadap 6 spesimen komposit, dengan panjang masing-masing penghubung geser sebesar 200 mm dan diameter 10 mm. Masing-masing spesimen dibuat dari kombinasi baja profil IWF (250x125x6x9) mm dengan panjang 600 mm dan pelat beton dengan ukuran (2x450x225x150) mm. Hasil pengujian yang dilakukan terhadap benda uji komposit dengan penghubung geser yang terbuat dari baja tulangan berbentuk “L” menunjukkan bahwa slip yang terjadi pada benda uji R20 lebih besar daripada benda uji R25. Dengan pemberian beban maksimum sebesar 140 kN, slip rata-rata yang terjadi pada R20 sebesar 1,762 mm sedangkan pada R25 sebesar 1,38 mm atau dengan kata lain slip rata-rata yang terjadi pada benda uji R20 lebih besar 21,68% dibandingkan dengan slip rata-rata yang terjadi pada benda uji R25 yang mempunyai kenaikan mutu beton sebesar 29,74%. Pada benda uji R20 dan R25 beban ultimit belum tercapai hingga akhir pengujian dengan beban sebesar 140 kN sehingga dapat diyakini bahwa penghubung geser pada benda uji komposit masih mampu menerima beban lebih besar dari 140 kN.Abstract : This study aims to determine the shear connectors strength made of L-shape steel reinforcement with two different concrete quality ( ), while the length and diameter of the shear connector were kept constant. Concrete compressive strength (f 'c) was designed of 20 and 25 MPa. Specimens used for testing the concrete compressive strength are 6 cylinders with a diameter of 150 mm and height of 300 mm, while the strength of shear connector (push out test) was tested on six composite specimens, which the length of steel reinforcement were of 200 mm and diameter of 10 mm. Each specimen is made of a combination of IWF steel (250x125x6x9) mm with a length of 600 mm and a concrete slab with the size of (2x450x225x150) mm. The results of tests performed on composite specimens with L-shape steel reinforcement indicates that the slip that occurred in the specimen R20 is larger than that of specimens R25. By applying a maximum load of 140 kN, the average slip that occurs in R20 (f 'c = 23.77 MPa) is of 1.76 mm, while for the R25 (f’c = 30.44 MPa) is of 1.38 mm or in other words the average slip occurs in the specimen R20 is 21.68% larger than the average slip occurring in R25 which is having concrete quality increases by 29.74%. The ultimate loads were not reached for both specimens (R20 and R25) until the total load of 140 kN. It can be concluded that these shear connectors are still able to withstand a load greather than 140 kN.

Analisis Numerik Perilaku Rangka Beton Bertulang dengan Dinding Pengisi Budiwati, Ida Ayu Made; Dharma Giri, Ida Bagus
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 25, Nomor 1, JULI 2019
Publisher : Department of Civil Engineering, Diponegoro University

The behavior of reinforced concrete frame with infill wall (RDP) has been studied numerically by modeling the RDP structure using the LUSAS software. The results were compared to other researchersâ€™ results that conducted laboratory test and used SAP programs. The results of analysis using SAP show that the proposed model that subjected to load up to the maximum limit show similar behavior to the laboratory tests results in which parameters such as secant modulus for concrete and wall materials based on graphs of stress-strain relationships and a reduction in moment of inertia due to the crack of beam-column are taken into account. The model using LUSAS did not adopt this method instead applied plastic elastic material and non-linear analysis. The results of the analysis are still not in proportional to the magnitude of the laboratory test results, but the behavior of the load and deflection indicates similar form. The analysis models show the maximum stress points that occur on the wall similar to that with the pattern of failure in laboratory testing. The maximum stress occurs at the opening corner and the beam column joint corner that is in line with the results of laboratory testing.

ANALISIS PERILAKU THREE-SIDED ARCH SEBAGAI ALTERNATIF DARI BOX CULVERT Ida Bagus Prastha Bhisama; Made Sukrawa; Ida Ayu Made Budiwati
JURNAL SPEKTRAN Vol 9 No 1 (2021)
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.24843/SPEKTRAN.2021.v09.i01.p02

Penelitian ini dilakukan untuk mengetahui perilaku dari struktur three-sided arch (TSA) yang merupakan salah satu alternatif dari struktur box culvert (BC). Perilaku kedua struktur dibandingkan melalui pemodelan elemen hingga pada program SAP2000. Pemodelan model validasi merupakan tahap awal dalam penelitian ini, yang dibuat berdasarkan pada hasil uji laboratorium oleh peneliti lain. Hasil pemodelan validasi menunjukkan bahwa pemodelan dengan elemen frame (MFR) dan shell (MSH) lebih mendekati hasil uji laboratorium, sedangkan elemen solid (MSO) jauh berbeda sehingga tidak digunakan dalam model aplikasi. Setelah metode pemodelan valid, selanjutnya dilakukan pemodelan aplikasi BC dan TSA yang memiliki panjang bentang bervariasi. Model aplikasi yang dibuat meliputi BC dan TSA dengan bentang 4 m (BC4 dan TSA4), 5 m (BC5 dan TSA5), 7 m (BC7 dan TSA7), 9 m (BC9 dan TSA9) dan 11 m (BC11 dan TSA11) dengan tebal pelat atas 400 mm pada model BC dan 300 mm pada TSA. Deformasi kedua model dianalisis secara non-linier menggunakan pembebanan bertahap, variasi modulus elastisitas (E) dan momen inersia penampang retak (Icr). Untuk mengetahui gaya-gaya dalam lainnya, kedua model dianalisis secara linier dengan beban lalu lintas sesuai SNI 1725:2016. Berdasarkan hasil analisis, perilaku TSA lebih baik dibandingkan BC, dilihat dari deformasi TSA yang mampu menyerupai atau bahkan lebih kecil dari BC meskipun dengan ketebalan pelat atas yang 25% lebih kecil. Pada model dengan variasi bentang, struktur mampu menahan kombinasi pembebanan lajur ‘D’ sampai dengan bentang 7 m. Untuk model bentang 9 dan 11 m, yaitu BC9, TSA9, BC11 dan TSA11 diperlukan penebalan pada pelat atas struktur.

STUDI ANALISIS PENGARUH PROPERTI BETON DAN DINDING PASANGAN TERHADAP PERILAKU RDP BERLUBANG Ida Ayu Made Budiwati; I Ketut Sudarsana; Made Sukrawa; Nanda Dwi Wulan Sari
JURNAL SPEKTRAN Vol 6 No 2 (2018): Vol. 6, No. 2, Juli 2018
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (668.08 KB)

ABSTRAK Perilaku rangka beton bertulang dengan dinding pengisi berlubang sentris (RDP) dipengaruhi oleh karakteristik material dan geometrinya. Analisis sensitivitas dilakukan pada model RDP menggunakan analisis numerik akibat variasi modulus elastisitas dinding (Em), modulus elastisitas beton (Ec), dan lebar strat diagonal (wds) pada struktur RDP. Balok dan kolom dimodel sebagai elemen frame dan dinding pengisi berlubang dimodel sebagai strat diagonal. Hasil analisis sensitivitas model RDP kemudian dibandingkan dengan hasil eksperimen peneliti lain dan diaplikasikan pada gedung perkantoran 3 lantai. Hasil analisis sensitivitas menunjukkan bahwa nilai modulus elastisitas dinding (Em), modulus elastisitas beton (Ec), dan Inersia balok (Ib) dan inersia kolom (Ik) perlu direduksi setelah 95% beban lateral dikerjakan pada struktur. Nilai reduksi pada beban 95% adalah sebesar 0,6 dan 0,8 masing-masing untuk modulus elastisitas dan inersia. Pada beban 100%, nilai modulus dan inersia dinding pengisi masing-masing direduksi sebesar 0,5 dan 0,7. Lebar strat diagonal (wds) yang digunakan dalam analisis yaitu Persamaan 1. Hasil analisis pada gedung menunjukkan bahwa peningkatan beban dari 95% ke 100% dan reduksi modulus elastisitas serta inersia, mengakibatkan peningkatan simpangan struktur, terjadi penurunan momen lapangan pada balok sebesar 4,74%-11,22%, dan penurunan momen tumpuan pada balok sebesar 12,84%-14,15%. Pada kolom, terjadi penurunan momen sebesar 1,24%-17,94%. Penurunan gaya geser pada balok terjadi sebesar 0,97%-1,63%, sedangkan pada kolom sebesar 1,67%-4,84%, namun terjadi peningkatan gaya aksial pada kolom sebesar 4,03%-5,36%.

RESPON SEISMIK STRUKTUR RANGKA DINDING PENGISI YANG DIMODEL DENGAN ELEMEN SHELL PENUH DAN PARSIAL Putu Ratna Suryantini; M. Sukrawa; I. A. M Budiwati
JURNAL SPEKTRAN Vol 5 No 1 (2017): Vol. 5, No. 1, Januari 2017
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Abstract: Research on the seismic response of in-filled frame structure has been done with in-filled frame model as full and partial shell elements. The wall is considered active until the maximum load on the full shell models, while the partial shell model using the gradual load with the strength of the wall is considered inactive if the stress of the wall exceeded the wall strength The 4 storey hotel building with full wall in x-direction and wall with opening in y-direction were modeled in SAP 2000 as 3D infilled-frame using full and partial shell element. In Mxy models, both wall were included in the model, while in My models, only the wall in y-direction included. Therefore, 4 models were obtained, there are full shell model MxyShPn and MyShPn and partial shell model MyShPar and MyShPar. In addition, 2 diagonal strut models MxyS and MyS and an open frame model MOF were made as comparison. Prior to model 3D structure, validation models were created using test result condited by other as reference. For that purphose 5 2D models were created there are open frame model MOF, single strut model MST, multiple strut model MSG, full shell model MShPn and partial shell model MShPar. From validation models, it is apparent that the MxyShPar model mimic the behavior of tested structure better than the other models. From the 3D models analysis result show that the displacement in x-direction of MxyShPn, MxyShPar, MxyS were 89%, 85%, 84% smaller than those of MOF, respectively inclusion of wall in the models, also reduce the internal forces and reduse the natural period of the sctructure.

STUDI KARAKTERISTIK BATA MERAH LOKAL BALI SEBAGAI DINDING Ni Nyoman Rita Rahayu; I. A. M Budiwati; M. Sukrawa
JURNAL SPEKTRAN Vol 4 No 1 (2016): Vol. 4, No. 1, Januari 2016
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Abstract : This study was conducted to determine the characteristics of brick red walls. Red brick taken from a local brick manufacturer Gianyar, Tabanan and Negara refer to SNI 15-0686-1989. By using mortar 1: 4, 1: 5, 1: 6, 1: 7 and 1: 8, according to the rules SK SNI M-111-1990-03. Testing red brick wall refers to the standards set in SNI 03-4164-1996. The data measured in this study is the compressive strength, modulus of elasticity and flexural strength. Modulus of elasticity of the wall pair by way of experiment calculated using the equation defined BSEN 1052-1-1999 Brick walls Gianyar, Tabanan of mortar 1: 4 consecutive compressive strength characteristics are 1.22, 1.32 and 1.42 N / mm ². Based on the results obtained in the testing of masonry walls with mortar 1: 4 with the value of the average compressive strength of 11.13 N / mm ² are classified as class mortar (i) according to standard BS 5628-1-1992 characteristic compressive strength for all wall below the chart value pairs are characteristic compressive strength of masonry that is equal to 2.5 N / mm ². Average modulus of elasticity of masonry walls Gianyar of mortar 1: 4, 1: 5, 1: 6, 1: 7 and 1: 8, according to the equation obtained 1052-1-1999 BSEN 240, 191, 171, 156 and 154 N / mm ², masonry walls Tabanan of mortar 1: 7 and 1: 8 obtained elastic modulus of 356 and 344 N / mm ², masonry walls Negara of mortar 1: 7 and 1: 8 obtained elastic modulus of 363 and 348 N / mm ². When compared three types of masonry is based on the elastic modulus and compressive strength, then the resulting brick wall of Negara has the greatest value for the various types of mortar, followed by a later brick wall brick wall Tabanan, Gianyar. Flexural strength values ??by using the equations listed in SNI 03-4165-1996, for gianyar masonry walls with mortar 1: 4, 1: 5, 1: 6, respectively are 0.005, 0.004 , 0.004 N/mm2, brick Tabanan 0.009, 0.007, 0.005 0.009 N/mm2 and brick Negara, 0.008, 0.006 N/mm2. Testing by means of BS EN 1052-2-1999 be reviewed only for 1:4 mortar masonry walls flexural strength values ??produced an average of 0.0045 MPa, this value is very close to the value obtained from way SNI 03-4165-1996 is equal to 0.005 MPa.

PENGARUH RISIKO PADA PROYEK PERLUASAN DAN RENOVASI HOTEL DI BALI TERHADAP BIAYA, MUTU, DAN WAKTU PELAKSANAAN PROYEK IG.N Indra Cahya Hardiana; G.A.P Candra Dharmayanti; Ida Ayu Made Budiwati
JURNAL SPEKTRAN Vol 6 No 1 (2018): Vol. 6, No. 1, Januari 2018
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (393.399 KB)

The project construction at the hotel wherein the existing hotel is still operating have higher risk than a new projects which starting from begining because the owner want the existing hotel still operate as usual during the construction project activity. This study aimed: to analyze the major risks that may occur in hotel renovation and extention project; and to analize their impact on the cost, time, and quality. Data collected by interviews and survey using questionnaires. Respondents were selected based on purposive sampling includes 71 respondents (contractors, consultants, owners and hotel operators) on this project. The data were analyzed by descriptive qualitative risk analysis. The number of the risks identification were 54 risks. 28 risks are categorized as major risk which sourced from criminality, permit, contract, pollution, natural conditions, price change, financial problems, project access, planning and design, project supervision and implementation, procurement, human resources, and social. That major risk such as pollution, limited access and land of projects, existing installation, the availability of existing material, contractor experience, partition blocks, and the time adjusment of project activities with hotel operational time. From that 28 major risks, 15 risks affect to the cost, 25 risks affect to the time, and only 3 risk affect to the quality. This study will be continued to formulate the actions to mitigate the major risks. Keywords: Cost, Hotel Renovation Project, Quality, Risk Management, Risk Mitigation, Time

PEMODELAN STRUKTUR RANGKA DINDING PENGISI BERATURAN UNTUK GEDUNG 4, 7 DAN 10 LANTAI DENGAN VARIASI PENEMPATAN DINDING PENGISI PADA LANTAI DASAR P. A. Parmaheni Tirta Sari; M. Sukrawa; I. A. M. Budiwati
JURNAL SPEKTRAN vol 2, No 1, Januari 2014
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Research on reinforced concrete structure with and without infill wall has been done by modeling the same structure as open frame (OF) and infilled frame (RDP) to compare in their stiffness, force distribution and dimensional changes. In RDP model, the wall is modeled as equivalent diagonal struts with one, two and three struts. Seven-storey building structure is taken as a reference and structures of 4 and 10 floors are used as comparison. To observe the effect of wall discontinuity at ground level additional 4 models were made for the 7 storey building by removing one, four, six, and all nine walls at ground level (RDP7S3SS1, RDP7S3SS2, RDP7S3SS3, and RDP7S3SS4). For seven-storey model, RDP structures with one, two, and three struts have a comparable lateral stiffness but it tends to increase for model with many struts. Compared to OF, RDP structure with one, two, and three struts have smaller lateral deformation with ratio 0,655; 0,636, and 0,612, respectively. Bending moment, shear and axial in the frame of RDP are also smaller than those of OF with ratio 0,223 and 0,916. RDP model with 3 struts gives better force distribution on the frame compared to the model with single strut. Removing all walls at ground level produce inter storey drift ratio of 4, which is a soft storey phenomenon. On the 4, 7, and 10 storey variation the lateral deformation ratio for RDP and OF are 0,547; 0,612, and 0,581, respectively. The cross sectional area of frame for RDP is as low as 40% compared to that of OF.

Title

Found 16 Documents
Search

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Title Search

Found 16 Documents Search

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Abstract

Title

Found 16 Documents
Search