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All Journal Jurnal Ilmiah Elektronik Infrastruktur Teknik Sipil Jurnal Ilmiah Teknik Sipil Jurnal Spektran Jurnal Teknik Sipil Civil Engineering Dimension Journal of International Conference Proceedings
Made Sukrawa
Program Studi Teknik Sipil, Fakultas Teknik, Universitas Udayana
Humanities Civil Engineering, Building, Construction & Architecture Decision Sciences, Operations Research & Management Electrical & Electronics Engineering Industrial & Manufacturing Engineering Languange, Linguistic, Communication & Media

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BATASAN KEKAKUAN PONDASI PELAT KAKU DI ATAS TANAH ELASTIS Ketut Ardhana; Made Sukrawa; I Ketut Sudarsana
Jurnal Ilmiah Teknik Sipil Vol. 10, No. 2 Juli 2006
Publisher : Department of Civil Engineering, Udayana University

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Abstract

Pondasi pelat umumnya dirancang dengan anggapan distribusi reaksi tanah dasar adalah linier sehingga analisis dapat dilakukan dengan metode konvensional (metode rigid). Anggapan ini benar bila kekakuan pondasi memadai. Untuk pondasi pelat yang kurang kaku dipilih metode lain yaitu metode fleksibel, yang memperhitungkan variasi dari distribusi reaksi tanah dasar akibat pengaruh fleksibelitas pondasi dan perilaku elastis tanah dasarnya. Penelitian ini bertujuan mencari batasan kekakuan pondasi pelat yang dianggap kaku di atas tanah elastis. Metode penelitian dilakukan dengan menganalisis 2 (dua) tipe pondasi pelat yaitu pondasi pelat dengan kolom tunggal (pondasi pelat tunggal) yang terdiri dari 6 (enam) ukuran dan pondasi pelat gabungan dengan dua kolom (pondasi pelat gabungan) yang terdiri dari 5 (lima) ukuran. Pondasi tersebut ditumpu di atas tanah elastis dengan 12 (dua belas) variasi modulus reaksi tanah dasar (ks) yang berbeda. Analisis dilakukan dengan program berbasis metode elemen hingga dengan metode eksak sebagai pembandingnya. Dalam proses analisis, masa tanah dimodel sebagai kumpulan pegas (elastic spring) yang berdiri sendiri dan tidak saling berhubungan, sedangkan pondasi dimodel dengan elemen shell (shell element). Dari 132 sampel pondasi yang ditinjau, diperoleh hasil bahwa batasan kekakuan pondasi pelat kaku di atas tanah elastis, merupakan besaran tak berdimensi (?l) yang nilainya 0,79, dan tebal minimum pondasi pelat kaku dapat dinyatakan dengan Persamaan : 1,975. dimana Ec adalah modulus elastisitas material pondasi (kN/m2), ks adalah modulus reaksi tanah dasar (kN/m3), l adalah panjang pondasi (m) dan ? adalah persamaan karakteristik Pondasi pelat dengan tebal kurang dari tebal minimum d, dikategorikan sebagai pondasi fleksibel, dan oleh karenanya analisis sebaiknya memakai metode fleksibel untuk mendapatkan hasil yang lebih akurat.
PEMODELAN PELENGKUNG BETON BERTULANG DENGAN MEMPERHITUNGKAN INTERAKSI TANAH DAN STRUKTUR (KASUS: ALTERNATIF RENCANA JEMBATAN SERANGAN – TANJUNG BENOA) I Putu Laintarawan; I Made Sukrawa; I Ketut Sudarsana
Jurnal Ilmiah Teknik Sipil Vol. 10, No. 1 Januari 2006
Publisher : Department of Civil Engineering, Udayana University

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Abstract

The Serangan-Tanjung Benoa Bridge is designed as a reinforced concretearch bridge as it usually built on hard soils, so it can be modelled as a fixed arch.However, the brigde was design on soft soil (N < 15) with hard soil (N > 50), 30 mbelow. Therefore, it is necessary to study the behavior of arch structure consideringsoil-structures interaction, due to vertical and lateral loads.Two models were made in order to model the soil-structure interaction: Model 1, thelateral soil supports is modelled as spring; Model 2, soil and foundation are modelledas solid element. Model 3, fixed arch was modelled without foundation. While modelling the soil as spring and solid, pile groups were asssumed as caisson and weremodelled as solid, and the elastic modulus of soil between piles is equal to the elasticmodulus of pile and its values were varieted and compared to the fixed model.Modulus of base soil lateral reaction, kh is modeled as spring with E of 28 N anduniformly distributed on caisson surface area behind the load. The finite elementmethod was made in 3D using SAP2000 program with static and time history analysisfor vertical and earthquake load, respectively.Soil modelled as spring and solid element in soil-structure interaction showcompatible, in which the deformation and internal forces varied by less than 2%. Themaximum deflection occurred on the peak of arch due to dead load of 191.4 mm, or37.87% smaller than the maximum deflection of the model including soil-structureinteraction. Moreover, fixed arch model has natural period of 2.37 second, which is0.39 second shorter than that including soil-structure interaction. With E greater than9000 MPa (sandstone type) the three models give deformation and internal forces itcompatible values with differences less than 2.2%.
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

Abstract

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

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Abstract

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%.
PERILAKU TEKAN DAN LENTUR DINDING PASANGAN BATAKO TANPA PLESTERAN, DENGAN PLESTERAN DAN DENGAN PERKUATAN WIREMESH Made Yani Anggreni; I K. Sudarsana; M. Sukrawa
JURNAL SPEKTRAN Vol. 3, No. 2, Juli 2015
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (649.012 KB) | DOI: 10.24843/SPEKTRAN.2015.v03.i02.p02

Abstract

Concrete blocks are one of the common materials used in construction practice because they are quite easy to get and the price is relatively cheap. Masonry (either concrete blocks or bricks) is a structure consisting of a binding material (mortar) and a filler material (such as concrete blocks). In general, masonry is very good at resisting gravity loads, but not quite good at resisting shear loads such as loads generated by earthquakes, so it requires reinforcement in the form of plaster and additional wire mesh in the plaster of the masonry. Due to several problems of the masonry frame structure, it is necessary to conduct a research on the quality of the masonry to find out the compressive and flexural behavior of the masonry with reinforcement namely plaster and wire mesh. The method used in this study was laboratory testing by creating specimens of concrete block masonry. Variations of masonry for compressive tests in this study 3 specimens varied based on the orientation namely Type A (Horizontal), Type B (Vertical) and Type C (Diagonal), and 3 specimens varied based on the treatment: masonry without plaster (TP), masonry with plaster (DP), and masonry with wire mesh reinforcement (DPW). Variations of masonry for bending tests perpendicular to the bed joint (LA) and parallel to the bed joint (LB). Based on the results the crack patterns occurring in the specimens were relatively the same, where the initial cracks occurred predominantly in the interface area between the mortar and concrete blocks. The compressive strength of the concrete block masonry with plaster had a higher value than that of with wire mesh reinforcement. This was due to adhesion between the mortar and wire mesh and poor density so the performance of wire mesh was less effective. The concrete block masonry of Type C had the highest modulus of elasticity value. This was because the propagation of cracks that occurred in the masonry of Type C was slowed down by the position of the concrete blocks, which were installed with a slope of 45o. Meanwhile, the propagation of cracks of Type A and Type B occurred vertically in the interface between the mortar and concrete blocks. Flexural strength values ??of specimens that were perpendicular to the bed joint (LTPA, LDPA, and LDPWA) were much higher than that of parallel to the bed joint (LTPB, LDPB and LDPWB). The addition of the wire mesh reinforcement to the compressive load did not contribute much to the stiffness of the masonry. Meanwhile in the bending tests, the addition of wire mesh reinforcement resulted in an increase in the flexural strength values of the concrete block masonry.
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

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (431.096 KB) | DOI: 10.24843/SPEKTRAN.2017.v05.i01.p10

Abstract

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 EKSPERIMEN PELAT BETON BERTULANG PRACETAK SATU ARAH BERPENAMPANG “U” SEBAGAI ALTERNATIF STRUKTUR LANTAI I Nyoman Ardika; I Made Alit Karyawan Salain; I Made Sukrawa
JURNAL SPEKTRAN Vol 7 No 2 (2019): Vol. 7 No. 2, JULI 2019
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

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Abstract

This research is motivated from the thought how to apply advantage-precast method and resolve deficiency conventional method in implementation of construction reinforced concrete slab structures multi-storey building. Therefore conducted preliminary experiments by making structure slab of some elements one way precast reinforced concrete slab. From some preliminary experiments with the problems encountered, finally defined cross-section “U” upside down, with f'c 15 MPa design and 1300 mm long with cross sectional size 320 mm x 150 mm x 40 mm, tensile reinforcement 2Ø5,6987 mm with yield stress of steel 188 MPa. In this research will be reviewed some problems, that is capability slab U to support service load until cracking moment, maximum length U slab to support service load design until cracking moment, and maximum length U slab to support service load design until maximum deflection. These three problems completed by carrying out the load test by using water as a testing load and the physical properties of the material which is used for reinforced concrete. Based on the analysis of test data obtained U slab able to support three times service load design (4,310 N/mm) without cracking, maximum length U slab to support service load design without cracking is 2300 mm, and maximum length U slab to support service load until maximum deflection is 3302,6 mm. Keywords: U-Slab, precast, slab structure
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

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (349.437 KB) | DOI: 10.24843/SPEKTRAN.2016.v04.i01.p02

Abstract

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.
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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Abstract

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
ANALISIS PENILAIAN BANGUNAN RUMAH TINGGAL DI KOTA DENPASAR M. Mariada Rijasa; M. Sukrawa; Mayun Nadiasa
JURNAL SPEKTRAN Vol. 2, No.2, Juli 2014
Publisher : Master of Civil Engineering Program Study, Faculty of Engineering, Udayana University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (426.856 KB) | DOI: 10.24843/SPEKTRAN.2014.v02.i02.p05

Abstract

Research on factors that affect the value of residential buildings in the city of Denpasar has been done consisting of literature review, interviews with experts, data collection and statistical analysis. Obtained from literature review were 45 factors which then grouped into four, namely: land characteristics, environment, location, and building characteristics. Survey on 27 valuation expert respondents was done to obtain their perceptions on the factors, and then their perceptions were measured with Likert scale. The data were then statistically tested to determine its validity and reliability, after which factor analysis was performed to obtain factors that truly valid within its group. To further evaluate the dominant factor in each group, two hundred data of previously assessed residential buildings were collected and analyzed using multiple linear regression. Results showed that group of factors that affect the value of residential building the most is location (7.723) followed by environment (3.843), building characteristics (3,741) and land characteristics (3.253). Downtown area, road width, building area, and land area are the factor of location, environment, building characteristics, and land characteristics, respectively, that dominantly showed positive effect within its group. SUTET transmission, poor road conditions, poor physical condition of the house, and the land at road end "tusuk sate" dominantly showed negative impact within its group.
Co-Authors A. A. N. A. Angga Pradhana A.A. Ayu Istri Laksemana Dewi A.A. Ngurah Agung Angga Pradhana Aditya Permana Putra Arif Nofiyanto - Bobby Benniardi Hadi Dharma Putra - Gede Arya Wibawa Gede Pringgana I G. A. Susila I Gede Adi Susila I Gede Yoga Pratama I Gusti Agung Adnyana Putera I Ketut Diartama Kubon Tubuh I Ketut Suada I Ketut Sudarsana I Made Alit Karyawan Salain I Nyoman Ardika I Nyoman Sugita I Nyoman Sutarja I Putu Agus Putra Wirawan I Putu Laintarawan I Wayan Dana I Wayan Dana Ida Ayu Made Budiwati Ida Bagus Dharma Giri Ida Bagus Prastha Bhisama Ida Bagus Rai Widiarsa IGD Adi Widyastana Ketut Ardhana L.G. Wahyu Widyarini Made Hendra Prayoga Made Mariada Rijasa Made Yani Anggreni Maya Saridewi Pascanawaty Mayun Nadiasa Nanda Dwi Wulan Sari Ni Nyoman Rita Rahayu P. A. Parmaheni Tirta Sari Putu Deskarta Putu Dyah Jasmine Pradnyantari Putu Ratna Suryantini