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I Ketut Sudarsana

Program Studi Teknik Sipil Fakultas Teknik Universitas Udayana

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PERILAKU RUNTUH BALOK BETON BERTULANG YANG DIPERKUAT DENGAN LAPIS GLASS FIBRE REINFORCED POLYMER (GFRP) I Ketut Sudarsana; Ida Bagus Rai Widiarsa
Jurnal Ilmiah Teknik Sipil Vol. 12, No. 1 Januari 2008
Publisher : Department of Civil Engineering, Udayana University

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This research was conducted to know the failure behavior and flexural strength of reinforced concrete (R/C) beam strengthened with GFRP sheet. The research used simple supported beams with dimension of 100x150x1100 mm. The beam resisted two concentrated loads at a distance of 300 mm from each support. On the beams were applied 3 conditions that were beam without addition of GFRP sheet; beam with addition of 1 layer GFRP sheet and beam with addition of 2 layers GFRP sheet. The GFRP sheets used in this research were made of woven roving glass fibre mixed with epoxy resin. The data collected in this research were crack load, ultimate load, crack pattern, crack width, deflection and failure behavior. Results of from this research indicated that addition of GFRP sheet decreased the length and width of the R/C beam crack. The addition of GFRP sheet improved flexural strength of R/C beam as well. The addition of 1 layer GFRP sheet increased the flexural strength by 10,8 %, with failure in flexure accompanied by breaking of the sheet. On the other hand, the addition of 2 layers GFRP sheet increased the flexural strength by 13,4 %, with failure in flexure accompanied by debonding of the sheet from concrete surface. This showed that the sheet did not work effectively.

INTERAKSI ANTARA GAYA AKSIAL DAN MOMEN PADA KOLOM BETON DENGAN TULANGAN BAMBU I Nyoman Sutarja; I Ketut Sudarsana
Jurnal Ilmiah Teknik Sipil Vol. 9, No. 1 Januari 2005
Publisher : Department of Civil Engineering, Udayana University

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The use of bamboo reinforcement in reinforced concrete structure has notbeen investigated extensively. The material is expected as an alternative of steel reinforcementin a certain condition. Therefore, this research is conducted to investigatethe capacity of columns reinforcing using bamboo in term of their axial strength andmoment as well as their interactions.Twelve columns reinforcing of bamboo are made and tested. Column dimensions of150 mm x 150 mm x 900 mm were cast using 15 MPa concrete obtained from ASTMstandard cylinder test of age of 28 days. Two group specimens based on its total reinforcementareas were made namely 400 mm2 and 600 mm2. Six variations were madefor each group to incorporate variation of applied load eccentricities during the test.The load eccentricities were 0 (pure axial), 70 mm, 100 mm, 150 mm, 200 mm and ¥(pure bending).Test results show that the experimental interaction between axial force and bendingmoment of the column reinforced with bamboo agree well with the analytical resultsfollowing the expression for column reinforced with steel reinforcement. Taking thetensile strength of the bamboo 50% of the rupture strength, give the experimentalcolumn capacities were close to the analytical results.

PENGARUH BENTUK PENAMPANG KOLOM TERHADAP KINERJA STRUKTUR BETON BERTULANG I Ketut Sudarsana; Dharma Putra; A.A. Ayu Istri Laksemana Dewi
Jurnal Ilmiah Teknik Sipil Jurnal Ilmiah Teknik Sipil, Vol. 20, No. 1, Januari 2016
Publisher : Department of Civil Engineering, Udayana University

Pada penelitian ini dilakukan analisis nonlinier pushover dengan membuat 5 model struktur, yaitu model struktur kolom bujur sangkar, model struktur kolom bulat, model struktur kolom persegi panjang, model struktur kolom bujur sangkar dengan sudut-sudut kolom bulat, dan model struktur kolom persegi panjang dengan sudut-sudut kolom bulat. Penelitian ini dilakukan untuk mengetahui kinerja struktur berdasarkan variasi bentuk penampang kelima model. Kelima model tersebut menggunakan sistem struktur pemikul momen khusus (SRPMK) yang didesain berdasarkan SNI Beton 2847-2013 dan SNI Gempa 1726-2012. Kelima model memiliki luas penampang kolom yang sama, dan juga memiliki dimensi pelat atap, pelat lantai, balok induk atap, balok induk lantai, dan balok anak yang sama. Beban gempa dihitung menggunakan metode statik ekivalen berdasarkan SNI 1726-2012. Dari hasil analisis didapatkan bahwa model struktur dengan kolom persegi panjang memiliki gaya geser dasar seismik yang paling besar diantara kelima model. Dengan nilai gaya geser dasar seismik 8921,10 KN untuk arah X dan 8641,07 KN arah Y. Model struktur dengan kolom persegi panjang juga memiliki nilai simpangan paling kecil diantara kelima model, dengan nilai simpangan arah X akibat beban gempa arah X sebesar 117,26 mm dan simpangan arah Y akibat beban gempa arah Y sebesar 123,20 mm. Berdasarkan nilai gaya geser dasar seismik, perpindahan dan simpangan, dapat disimpulkan struktur dengan denah kolom persegi panjang memiliki kinerja paling baik diantara kelima model. Penambahan kolom bulat pada sudut-sudut denah struktur kolom bujur sangkar tidak memberikan pengaruh yang signifikan. Sedangkan penambahan kolom bulat pada struktur denah kolom persegi panjang justru menurunkan kinerja struktur tersebut.

KINERJA STRUKTUR RANGKA BETON BERTULANG DENGAN PERKUATAN PELAT BAJA DAN PROFIL SIKU PADA KOLOM DARI GEDUNG PERKANTORAN 5 TINGKAT I Ketut Sudarsana; I Gede Adi Susila; Luh Putu Eka Anggreni
Jurnal Ilmiah Teknik Sipil Jurnal Ilmiah Teknik Sipil, Vol. 23, No. 1, Januari 2019
Publisher : Department of Civil Engineering, Udayana University

Perkuatan kolom dengan penambahan tulangan ekternal berupa pelat baja atau profil siku diperlukan untuk meningkat kapasitas nominal dari kolom dan juga daktilitasnya. Penelitian ini dilakukan untuk mengetahui kinerja struktur beton bertulang dengan perkuatan kolom dengan kombinasi pelat baja penuh dan profil siku pada bagian end span dan perkuatan profil siku pada bagian mid span. Enam buah model struktur gedung lima tingkat dengan denah beraturan dianalisis yaitu Model ME adalah model struktur eksisting tanpa perkuatan, M1, M2, M3, M4 dan M5 adalah model struktur eksisting (ME) yang diperkuat pada seluruh kolom di lantai 1, lantai 1 dan 2, lantai 1 sampai dengan 3, lantai 1 sampai 4, dan lantai 1 sampai 5 diperkuat. Denah struktur dibuat tipikal pada semua tingkat, terdiri dari 3 bentang arah X dan Y dengan panjang bentang sebesar 7,5 m dan tinggi tiap lantainya sebesar 4 m. Fungsi bangunan berupa perkantoran yang berada di wilayah dengan kelas situs D dengan kondisi tanah sedang. Pemodelan dan analisis pushover semua model struktur dilakukan dengan bantuan program SAP2000 ver.20 untuk mengetahui level kinerja struktur. Evaluasi kinerja struktur berdasarkan FEMA 440 Displacement modification. Hasil yang diperoleh adalah simpangan yang terjadi pada seluruh model akibat beban gempa telah memenuhi persyaratan simpangan ijin. Gaya geser dasar, kekakuan, dan daktilitas semua model struktur dibandingkan dengan model ME diperoleh perkuatan pada kolom dapat meningkatkan gaya geser pada model M1, M2, M3, M4 dan M5 masing-masing sebesar 4%, 7%, 8%, 13%, dan 14% untuk sumbu X dan sebesar 8%, 7%, 13%, 13%, dan 15% untuk sumbu Y. Perpindahan yang ditargetkan berdasarkan FEMA 440 paling besar terjadi pada model M1, diikuti oleh ME, M4, M5, M2, dan M3. Level kinerja struktur arah X dan arah Y untuk seluruh model berdasarkan target perpindahan FEMA 440 memiliki level kinerja beyond to E (failure). Selain itu, kekakuan struktur meningkat sebesar 11% sampai dengan 27% untuk seluruh model. Daktilitas terbesar dihasilkan oleh M4 pada arah X yaitu sebesar 7,41, sedangkan pada arah Y daktilitas terbesar terjadi pada M5 sebesar 7.66.

ANALISIS PENGARUH KONFIGURASI TULANGAN TERHADAP KEKUATAN DAN DAKTILITAS KOLOM BETON BERTULANG I K. Sudarsana
Jurnal Ilmiah Teknik Sipil Vol. 14, No. 1 Januari 2010
Publisher : Department of Civil Engineering, Udayana University

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Column is one of important structural elements to ensure that thestructure will not suffer progressive collapse. In earthquake resistant design,column must have an adequate strength and ductility to provide ductile behavior todesipate earthquake forces on the structure. Strength and ductility of columnsdepend on many factors such as reinforcement arrangements. This analysis is doneto investigate the effect of longitudinal dan transversal reinforcement arrangementon strength and ductility of reinforced concrete columns. Two groups of 4 specimens each, total 8 column sections were analized both withand without considering concrete confinement. In this analysis, stress-strainconcrete model for unconfined concrete follows Honestaad Model (1951) and forconfined concrete model follows Razvi and Saatcioglu Model (1999). Stress-strainof reinforcement is assumed to be a bilinear relationship. In the analysis ofdisplacement ductility, the column height was taken of 3.5 meter behaving doublecurvature.Comparison of the results shows that for constant longitudinal reinforcement ratio(rl), arrangements of longitudinal bars distributed uniformly along the columnsides has no significant effect on strength and ductility of the column section bothfor unconfined and confined section analysis.Hoop configuration gives an increase in strength (Mn), curvature ductility (?j) anddisplacement ductility (?D) on average about 1.2%, 2.3% and 1.83% if they areanalyzed without considering confinement effects. However, the increase in thoseparameters is about 1.2%, 12%, 9.4% for strength (Mn), curvature ductility (?j) anddisplacement ductility (?D) if considering the effects of confinement.In general, the effect of hoop confinement on column section can increase incolumn strength and ductility on average of 0.25%, 158% and 98% respectively forstrength, curvature and displacement ductilities.

KUAT TARIK BELAH DAN LENTUR BETON DENGAN PENAMBAHAN STYROFOAM (STYROCON) I.B. Dharma Giri; I Ketut Sudarsana; N.L.P. Eka Agustiningsih
Jurnal Ilmiah Teknik Sipil Vol. 12, No. 2 Juli 2008
Publisher : Department of Civil Engineering, Udayana University

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Application of lightweight material as former structure will reduce total weight of a building. Lightweight concrete is one of the lightweight structural former materials. In making of lightweight concrete, one of alternative material that used is styrofoam. Styrofoam generally used as materials that covering electronic things. Styrofoam use in lightweight concrete can be as air voids. The advantages of styrofoam than air void in lightweight concrete are that styrofoam have tensile strength. According to those, the aims of this research were to obtain the influence of adding styrofoam to volume of weight, splitting tension and modulus of rupture. The specimens for splitting test were cylinders with dimension of 150 mm in diameter and 300 mm in height and specimens for modulus of rupture were beam with dimension of 150 x 150 x 600 mm. Seven specimens were used for splitting test and 3 for modulus rupture test for any variation of percentage increased of styrofoam. Concrete was made by weight comparison of 1 : 2 : 3. The amount of cement in 1 m3 concrete mixture was 400 kg. Variation of percentage increased styrofoam were 0%, 10%, 20%, 30%, 40% to volume of mixture. The range diameter granular styrofoam are 3 – 10 mm with volume of weight of 22,89 kg/m3. Slump test is done to fresh concrete, volume of weight measurement, splitting and modulus rupture test were done after 28 days. Result showed that increased of styrofoam increased the slump value. Volume of weight and splitting tension decreased linearly. The adding of 10% granular styrofoam decreased the volume of weight and splitting tension by 81,08 kg/m3 (4,01%) and 0,34 MPa (12,19%), respectively. The change of modulus rupture value at 10% adding of styrofoam was 22,67% and at 20% adding of styrofoam was 29,62% to concrete without adding of Styrofoam. However at 30% adding of Styrofoam, modulus rupture increased by 1,21% to concrete with 20% adding of styrofoam.

PREDIKSI KUAT GESER BALOK - TINGGI BETON BERTULANG BERDASARKAN STRUT AND TIE MODEL I K. Sudarsana
Jurnal Ilmiah Teknik Sipil Vol. 10, No. 1 Januari 2006
Publisher : Department of Civil Engineering, Udayana University

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Balok tinggi beton bertulang merupakan salah satu contoh daerah terganggu (Disturb Region) pada elemen struktur. Pada D-region, teori balok (beam teori) tidak tepat diterapkan oleh karena itu diperlukan suatu metode yang rasional untuk diterapkan pada daerah-daerah tersebut. Strut and Tie Model (STM) merupakan pengembangan dari analogi rangka, telah diakui cukup baik diterapkan pada daerah-daerah tersebut. Pada tulisan ini diuraikan keakuratan dari metode STM dalam memprediksi kuat geser dari balok tinggi beton bertulang. Sebanyak 151 buah balok tinggi beton bertulang hasil eksperimen dengan rasio av/d < 2.5 dikumpulkan dari literatur, dianalisis sesuai dengan pengklasifikasian data berdasarkan kriteria: keberadaan tulangan badan (balok - tinggi dengan tulangan badan dan balok - tinggi tanpa tulangan badan), kuat tekan beton (beton normal dan beton mutu tinggi). Kuat geser hasil eksperimen dibandingkan dengan kuat geser hasil analisis berdasarkan metode STM. Analisa statistik sederhana terhadap rasio perbandingan (VTEST/VSTM) ini dilakukan untuk mengetahui rata-rata (AVR), standar deviasi (STD) dan koefisien variasi (COV). Hasil analisis menunjukkan bahwa Metode STM dengan mengambil bentuk strut prismatis dan kekuatan elemen-elemennya mengikuti ACI 318-2002 Apendik A, mampu memprediksi kuat geser balok tinggi beton normal dengan tulangan badan secara aman dengan nilai AVRtotal dari VTEST / VSTM sebesar 1,154 dengan STD dan COV masing-masing 20.9% dan 18.9%. Namun metode STM menjadi tidak konservatif lagi bila mutu beton ditingkatkan f’c > 41 MPa. Untuk balok tinggi beton bertulang tanpa adanya tulangan badan baik beton bermutu normal maupun beton mutu tinggi, prediksi kuat geser metode STM secara umum tidak konservatif.

PERKUATAN KOLOM BULAT BETON BERTULANG DENGAN LAPIS GLASS FIBER REINFORCED POLYMER ( GFRP ) I Ketut Sudarsana; A.A Gede Sutapa
Jurnal Ilmiah Teknik Sipil Vol. 11, No. 1 Januari 2007
Publisher : Department of Civil Engineering, Udayana University

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Penelitian ini dilakukan untuk mengetahui pengaruh perkuatan kolom bulat beton bertulang dengan metode jacketing menggunakan Glass Fiber Reinforced Polymer (GFRP) dengan panjang sambungan (overlapping) GFRP yang bervariasi terhadap perilaku keruntuhan, daya dukung aksial dan daktilitas aksial kolom. Sebanyak 21 buah silinder beton dengan diameter 150 mm dan tinggi 300 mm dibuat dan dites. Variasi panjang sambungan GFRP adalah 100%, 150%, 200%, 250% dan 300% dari panjang sambungan hasil perhitungan yang didasarkan pada kuat tarik dan kuat rekatan GFRP. Pengujian dilakukan dengan memberikan beban tekan pada benda uji sampai benda uji mengalami keruntuhan. Data yang dicatat dalam pengujian adalah perilaku runtuh, beban maksimum benda uji dan perpendekan longitudinal benda uji untuk setiap peningkatan beban sebesar 10 kN. GFRP dengan sambungan 100% dan 150% mengalami gagal geser pada sambungan sedangkan GFRP dengan sambungan 200% sampai dengan 300% gagal tarik (putus) di luar sambungan. Hasil pengujian menunjukkan perkuatan kolom bulat beton bertulang dengan metode jacketing/wrapping dengan satu lapis GFRP mampu meningkatkan daya dukung aksial sebesar 11,86% sampai dengan 15,25% dan daktilitas aksial sebesar 12,41 % sampai dengan 47,14%. Abstract: The paper presents an experimental investigation the effect of circular reinforced concrete short columns strengthening using Glass Fiber Reinforced Polymer (GFRP) wrap with variation of overlapping to failure behavior, axial capacity and axial ductility. Twenty one cylindrical concrete specimens with diameters of 150 mm, and 300 mm high were made and tested. Variations of overlapping in this research were 100%, 150%, 200%, 250% and 300 % from overlapping that calculation with GFRP ultimate tension and ultimate debonding strength. Compressive load was applied to the specimens until the specimens failure. Data that note when test were; failure behavior, maximum load and longitudinal strain for every 10 kN increasing load. GFRP with overlapping 100% and 150% failed by sliding (debonding) in overlapping zone, while GFRP with overlapping 200% until 300% failed by broken outside overlapping zone. The experimental results show that circular reinforced concrete columns strengthening by jacketing method/wrapping using one layer of GFRP sheet increasing axial capacity by 11,86% until 15,25% and axial ductility by 12,41% until 47,14%.

PERILAKU DINAMIS STRUKTUR BETON BERTULANG DARI GEDUNG BERATURAN DENGAN DAKTILITAS (Nilai R) SUBSISTEM STRUKTUR YANG BERBEDA I K. Sudarsana; D.P.G Sugupta; I G.N.K. Udara
Jurnal Ilmiah Teknik Sipil Vol. 14, No. 2 Juli 2010
Publisher : Department of Civil Engineering, Udayana University

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In the SNI 03-1726-2002 Standard Clause 4.3.5 it is stated that “When astructural system parallel to the direction of nominal earthquake load, consists ofsome sub-structural systems, the representative reduction factor (Rr) of theearthquake load for this structure in the direction of the earthquake load can becalculated as an average of weighting values with each sub-structural system baseshear as its weighting factors”. With the representative reduction factor (Rr), thebase shear acting on the structure does not consider the weakest sub-system whichreaches its yielding capacity first, whereas base on stiffness concept, sub-systemwith a different ductility will resist a different base shear. In order to investigatedynamic behavior of a structure due to this both earthquake loading condition,analysis was done on a reinforced concrete structure of a regular building consistedof structural sub-systems of shear walls and frames which have each differentductility. This both loading conditions are the earthquake with reduction factor ofRr and Rs.Dynamic behavior of the structure is obtained from the results of modeling andanalysis of the structure using finite element software (SAP 2000). The calculationwas done in two stages in which the first stage, the structure was designed to resistboth gravity load and earthquake load. In the design process, earthquake load wastreated as static equivalent earthquake load with a reduction factor calculatedaccording to SNI 03-1726-2002 requirements. The second stage, the structure thathas been designed, its dynamic behavior was evaluated using nonlinear staticpushover analysis including period, base shear, horizontal drift, stiffness, dampingand other dynamic properties of the structures.The results of analysis show that dynamic behaviors of the structure subjected toearthquake load with representative reduction factor (Rr) differ from those of theearthquake load with reduction factor each sub-system (Rs). For earthquake loadwith reduction factor Rs, the actual ductility factor, actual earthquake reductionfactor, effective period of the structure are bigger than those of the structure withreduction factor Rr. However, it has smaller base shear, less number of plastichinges and smaller effective damping.

PENGARUH PEMASANGAN ANGKER UJUNG TERHADAP PERILAKU RUNTUH BALOK BETON BERTULANG DENGAN PENAMBAHAN LAPIS GFRP (Glass Fibre Reinforced Polymer) I K. Sudarsana; I B. Rai Widiarsa
Jurnal Ilmiah Teknik Sipil Vol. 13, No. 2 Juli 2009
Publisher : Department of Civil Engineering, Udayana University

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Some researches have shown that critical phenomena on the use of FRPsheets as external reinforcement is de-bounding between the FRP sheet andconcrete. This research was done to investigate the effect of end anchorage onfailure behavior and flexural strength of reinforced concrete beam with additionalGFRP sheet.The test was done on reinforced concrete beam specimens with dimension of 100 x150 x 1100 mm on a simple support having a span length of 900 mm. Thespecimens were loaded using 2 point concentrated loads at 300 mm from thesupports. Three group specimens were made namely control beam withoutadditional GFRP sheets, beam with 2 layer GFRP sheets without end anchorage, beam with 2 layer GFRP sheets with end anchorage type U-shape straps, fastenersand steel bolts. Each group consists of 3 specimens. The data observed during thetest are cracking loads, crack patterns, crack widths, ultimate load capacities,deflections and failure modes.Test results show that end anchorage changes starting point of de-boundingmode failure of the GFRP sheets which is from the point of cut-off to the middlespan of the beams. The addition of end anchorages can increase the ultimateflexural capacity of the beam with 2 layer GFRP sheet about 18.628%, 5.555% and10.131% respectively for end anchorage of fastener, U-shape straps and steel bolts.When it is compared to the capacity of control beam, the ultimate flexural capacityof the beams with end anchorage is higher about 31.373%, 18.3% and 22.876% forend anchorage of fastener, U-shape straps and steel bolts, respectively.

Co-Authors A. A. Diah Parami Dewi A. A. N. A. Angga Pradhana A.A. Ayu Istri Laksemana Dewi A.A. Ayu Istri Laksemana Dewi A.A.G.A. Yana Amanda, Anastasia Anak Agung Gde Agung Asmara Anak Agung Gede Sutapa Arnawa, I Putu Ayu Swandewi Trikusuma Caridad N. Barrameda D.M Priyantha Wedagama D.P.G Sugupta David Pramono Dewa Ayu Hendrawathy Putri Dharma Putra Dharma Putra Dharmayanti, Gusti Ayu Putu Candra Dwi Wiranata Gd. Astawa Diputra Gede Pringgana Gilbert S. Arrieta Gusti Ayu Rai Mahayani Hendra Wijaksana I Dewa Gede Rat Dwiyana Putra I G. A. Susila I G.N.K. Udara I Gede Adi Susila I Gede Gegiranang Wiryadi I Gede Wira Sayoga I Gusti Ayu Putu Wegie Puryandhari I Gusti Ketut Sudipta I Gusti Ketut Wirawan I K. Ade Siswanta I Made Alit Karyawan Salain I Nyoman Sutarja I P. Alit Suthanaya I Putu Laintarawan I Wayan Dana I Wayan Dana I Wayan Sudithayasa I.B. Dharma Giri I.G.N. Suditha I.N. Lanus Ida Ayu Budiwati Ida Ayu Made Budiwati Ida Bagus Dharma Giri Ida Bagus Ngurah Purbawijaya Ida Bagus Rai Widiarsa K. Astawa Ketut Ardhana Ketut Sidang Partayasa Luh Putu Eka Anggreni Made Respawan Made Sukrawa Made Yani Anggreni Marselinus Anggur Ngganggus Mayun Nadiasa Mulya Dewi N.L.P. Eka Agustiningsih Nanda Dwi Wulan Sari Ni Kadek Armini Ni Luh Putu Pradnyadewi Ni Made Anggreni Ni Made Dwi Ari Astuti Ni Made Tutarani Ni Nengah Selasih Ni Putu Candra Prastya Dewi Ni Wayan Novi Suryantari Putera Kumarayasa Mudita Putu Agus Nusada Putra Putu Deskarta Putu Didik Sulistiana Putu Hendra Kusuma Putu Lokantara Rahayu Ria Kusumawati Saputra, I Gede Yoga Dana Wayan Mustika Yohanes Angga Wijaya

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