Articles
<![CDATA[Confinement of Reinforced-Concrete Columns with NonCode Compliant Confining Reinforcement plus Supplemental Pen-Binder ]]>
<![CDATA[Anang Kristianto]]>;
<![CDATA[Iswandi Imran]]>;
<![CDATA[Made Suarjana]]>;
<![CDATA[Ivindra Pane]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 44 No. 3 (2012) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/itbj.eng.sci.2012.44.3.2
<![CDATA[Abstract. One of the important requirements for earthquake resistant building related to confinement is the use of seismic hooks in the hoop or confining reinforcement of reinforced-concrete column elements. However, installation of a confining reinforcement with a 135-degree hook is not easy. Therefore, in practice, many construction workers apply a confining reinforcement with a 90-degree hook (non-code compliant). Based on research and records of recent earthquakes in Indonesia, the use of a non-code compliant confining reinforcement for concrete columns produces structures with poor seismic performance. This paper presents a study that introduces an additional element that is expected to improve the effectiveness of concrete columns confined with a non-code compliant confining reinforcement. The additional element, named a pen-binder, is used to keep the non-code compliant confining reinforcement in place. The effectiveness of this element under pure axial concentric loading was investigatedcomprehensively.The specimens tested in this study were 18 concrete columns,with a cross-section of 170 mm x 170 mm and a height of 480 mm. The main test variables were the material type of the pen-binder, the angle of the hook, and the confining reinforcement configuration.The test results indicate that adding pen -binders can effectively improve the strength and ductility of the column specimens confined with a non-code compliant confining reinforcement. ]]>
<![CDATA[Experimental Study of Confined Low-, Medium- and High-Strength Concrete Subjected to Concentric Compression ]]>
<![CDATA[Antonius Antonius]]>;
<![CDATA[Iswandi Imran]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 44 No. 3 (2012) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/itbj.eng.sci.2012.44.3.4
<![CDATA[An experimental study of 23 low-, medium- and high-strengthconcrete columns is presented in this paper. Square-confined concrete columns without longitudinal reinforcement were designed, and tested under concentric axial compression. The columns were made of concrete with a compressive strength ranging between 30 MPa and 70 MPa. The test parameters in the study are concrete compressive strengths and confining steel properties, i.e. spacing, volumetric ratios and configurations. The effects of these parameters on the strength and ductility of square-confined concrete were evaluated. Of the specimens tested in this study, the columns made with higher-strength concrete produced less strength enhancement and ductility than those with lower-strength concrete. The steel configurations were found to have an important role in governing the strength and ductility of the confined high-strength concrete. Moreover, several models of strength enhancement for confined concrete available in the literature turned out to be quite accurate in predicting the experimental results.]]>
<![CDATA[On the Development of a Nomogram for Alkali Activated Fly Ash Material (AAFAM) Mixtures ]]>
<![CDATA[Partogi H. Simatupang]]>;
<![CDATA[Iswandi Imran]]>;
<![CDATA[Ivindra Pane]]>;
<![CDATA[Bambang Sunendar]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 47 No. 3 (2015) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/j.eng.technol.sci.2015.47.3.1
<![CDATA[Alkali activated fly ash material (AAFAM) has become the most promising material to substitute materials based on ordinary Portland cement (OPC). However, there is no available nomogram for AAFAM mixtures. In contrast, there are many rational methods available in the literature to make paste, mortar and concrete with OPC based materials, such as Monteiro-Helene's nomogram, which uses Abram's law, Lyse's law and Molinari's law. This paper presents a study to construct such a nomogram for AAFAM mixtures by first conducting experiments on the paste and mortar phases. The procedure of Monteiro-Helene's nomogram was adopted in this formulation. The first step in this direction was to find a close relationship between the strength and paste composition of the material that can be used as a substitute for Abram's law. The second step was to construct the equivalent of Lyse's and Molinari's relationships by varying the sand and fly ash contents. The results show that it is possible to make a nomogram for AAFAM mixtures such as the one for OPC based materials. Class F fly ash and its mortar phase were used to construct the nomogram. In addition, the mortar samples that were used to build the nomogram had similar solidification products according to their microscopic characteristics.]]>
<![CDATA[The Behavior of Slab-Column Connections with Modified Shear Reinforcement under Cyclic Load ]]>
<![CDATA[Riawan Gunadi]]>;
<![CDATA[Bambang Budiono]]>;
<![CDATA[Iswandi Imran]]>;
<![CDATA[Ananta Sofwan]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 46 No. 1 (2014) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/j.eng.technol.sci.2014.46.1.2
<![CDATA[Generally, slab-column frames show lower stiffness, drift capacity, and ductility as compared to beam-column frames. Under combined gravity and lateral cyclic loading, the lower initial stiffness and stiffness degradation lead to poor structural performance. Therefore, in the current codes, slab-column frames are recommended only for Intermediate Moment Frames with dual systems. The objective of this study is to modify slab-column connection details to enhance seismic performance such that the system can also be used with Special Moment Frames. Four specimens of interior slab-column connection models with the same dimensions and flexural reinforcement were tested under gravity and cyclic lateral loads. One specimen, constructed as control specimen, was designed using standard orthogonal stud rails. The other specimens used newly designed stud rails. The experimental results demonstrated that the modified stud rails significantly improved the specimens' behavior. The experimental results demonstrated that the modified stud rails significantly improve the specimen behavior. The highest ratio of initial stiffness adequacy of specimen with modified stud rail was 131.19% for risk category I/II, while the ratio of the control specimen was 97.94%. The highest relative energy dissipation ratio of specimen with modified stud rail was 33.82%, while the ratio of the control specimen was 25.94%.]]>
<![CDATA[The Hysteretic Behavior of Partially Pre-Stressed Beam-Column Joint Sub-assemblages Made of Reactive Powder Concrete ]]>
<![CDATA[Siti Aisyah Nurjannah]]>;
<![CDATA[Bambang Budiono]]>;
<![CDATA[Iswandi Imran]]>;
<![CDATA[Saptahari Sugiri]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 48 No. 5 (2016) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/j.eng.technol.sci.2016.48.5.4
<![CDATA[Reactive powder concrete (RPC) is an alternative to normal concrete (NC) allowing for significantly higher strength of partially pre-stressed concrete structures. In the Indonesian national standard SNI 03-2847-2013 (2013) and the American standard ACI 318-14 (2014), the partial pre-stressed ratio (PPR) is limited to a maximum of 25.0 percent to ensure that pre-stressed concrete structures remain ductile and capable to dissipate seismic energy sufficiently. The objective of this experimental study was to investigate the hysteretic performance of partially pre-stressed-RPC (PP-RPC) for both interior and exterior beam-column joint sub-assemblages. Four specimens with different levels of PPR were tested with a combination of constant axial compression and cyclic lateral loads. The PPR used for the first and the second two specimens were 22.8% and 33.8%, respectively. The strength of the RPC was 101.60 MPa for all specimens. The results showed that increasing the PPR of PP-RPC improves its hysteretic performance. The best performing specimen, with a PPR of 33.8%, had a ductility that was 1.97 times that of the specimen with a PPR of 22.8%.]]>
<![CDATA[Non-linear Numerical Modeling of Partially Pre-stressed Beam-column Sub-assemblages Made of Reactive Powder Concrete ]]>
<![CDATA[Bambang Budiono]]>;
<![CDATA[Siti Aisyah Nurjannah]]>;
<![CDATA[Iswandi Imran]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 51 No. 1 (2019) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/j.eng.technol.sci.2019.51.1.3
<![CDATA[Three partially pre-stressed interior beam-column sub-assemblages (SI) and two partially pre-stressed exterior beam-column sub-assemblages (SE) made of reactive powder concrete as test specimens were numerically modeled using a finite element program. The objective of this study was to investigate the behavior of the SI and SE numerical models. The numerical model inputs were: material data, details of test specimen dimensions, and test specimen reinforcements. The numerical models were subjected to the same loads as those applied experimentally. The numerical modeling results were hysteretic and backbone curves and stress distribution contours. The numerical model outputs showed good similarity with the experimental results. The stress distribution contours of the numerical models correlated with the crack patterns in the joint zone of the test specimens. The behavior of the SI numerical models differed from the SE numerical models due to various stresses on the beam plastic joints and the joint zones.]]>
<![CDATA[Determination of The Site Amplification on Deep Soil Layer Using 1-D Site Response Analysis (Case study: Jakarta City, Indonesia) ]]>
<![CDATA[Delfebriyadi Delfebriyadi]]>;
<![CDATA[Masyhur Irsyam]]>;
<![CDATA[Bigman M. Hutapea]]>;
<![CDATA[Iswandi Imran]]>;
<![CDATA[Muhammad Asrurifak]]>
<![CDATA[ Journal of Engineering and Technological Sciences Vol. 51 No. 6 (2019) ]]>
Publisher : <![CDATA[Institute for Research and Community Services, Institut Teknologi Bandung ]]>
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DOI: 10.5614/j.eng.technol.sci.2019.51.6.6
<![CDATA[The dynamic response of deep soil layers is used in the development of microzonation maps. The empirical correlation between standard penetratation blow count numbers and S-wave velocity was derived for practical purposes in site characterization based on local data in a case study in Jakarta, Indonesia. For estimating the intensity of potential earthquake shaking at the ground surface as a function of depth to the bedrock surface layer, 1-D site response analysis was carried out in 5745 simulations. The site amplification values were then evaluated by dividing the spectral acceleration (SA) at ground surface by the SA at rock outcrop. Plots of the SA amplification values at interested depth intervals of the bedrock surface layer were assigned. The results showed that the site amplification values estimated by considering the local depth of the bedrock surface layer were generally smaller than the SA amplification values from the Indonesian seismic building code SNI-1726-2012. Also, there appears to exist a tendency of lower levels of mean regression of amplification, in particular for the soft soil site class.]]>
<![CDATA[Kinerja Struktur Sistem Tunggal dan Ganda dengan Performance Based Design ]]>
<![CDATA[Siti Aisyah Nurjannah]]>;
<![CDATA[Hanafiah]]>;
<![CDATA[Wanda Lestari]]>;
<![CDATA[Erwin Lim]]>;
<![CDATA[Iswandi Imran]]>
<![CDATA[ Cantilever: Jurnal Penelitian dan Kajian Bidang Teknik Sipil Vol 8 No 2 (2019): Cantilever ]]>
Publisher : <![CDATA[Department of Civil Engineering and Planning, Faculty of Engineering, Sriwijaya University ]]>
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DOI: 10.35139/cantilever.v8i2.21
<![CDATA[The structure of a simple rental apartment building of the Sumatran Technology Institute had been modeled using the Performance Based Design method. The aim of this study was to obtain the base shear and maximum displacement as well as the performance level of the building structure models in resisting the combination of gravitation and lateral earthquake loads. The loads were based on the function and location of the building. The building structures had been designed as a double system, namely the beam-column frames and shear walls in the direction of the XZ and YZ axis. There were four models: the models with a double system according to the original design, the beam-column frames without XZ shear walls, the beam-column frames without YZ shear walls, and the beam-column frames without shear walls. The results of the analysis at the performance level showed that the model with a double system was able to resist the highest base shear while the frames system without shear walls was only able to resist the lowest base shear compared to other models. The inter story drift under earthquake loads in the direction of the X and Y axis showed that all models of structural system were still within the safe limit.]]>
<![CDATA[NON-LINIER COMPRESSION STRESS-STRAIN CURVE MODEL FOR HARDWOOD ]]>
<![CDATA[Adhijoso Tjondro]]>;
<![CDATA[Bambang Suryoatmono]]>;
<![CDATA[Iswandi Imran]]>
<![CDATA[ MEKANIKA Vol. 1 No. 1 (2016) ]]>
Publisher : <![CDATA[MEKANIKA ]]>
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<![CDATA[Non-linier compression stress-strain relationship was derived from experimental investigation of 144 small clear specimens of three Indonesian hardwood species, namely Acacia, Meranti and Kruing. Both compression parallel to the grain and compression perpendicular to the grain were tested. The stress-strain curve consists of linier-elastic line until proportional limit and bi-linier curve. Stress-strain curve parameters for compression parallel to the grain, such as elastic modulus, post-elastic modulus, proportional limit, ultimate stress and post-elastic strain limit were derived based on the specific gravity. And also stress-strain curve parameters for compression perpendicular to the grain, such as elastic modulus, post-elastic modulus and proportional limit were derived based on the specific gravity and the angle between stress direction and tangential axis direction. Compression strength perpendicular to the grain in tangential direction was found much lower than compression strength perpendicular to the grain in radial direction.]]>
<![CDATA[Pengaruh Pemodelan Zona Terkekang Terhadap Prediksi Hubungan Momen-Kurvatur Kolom Persegi Beton Mutu Tinggi ]]>
<![CDATA[Iswandi Imran]]>;
<![CDATA[Remigildus Cornelis]]>
<![CDATA[ Jurnal Teknik Sipil Vol 12 No 2 (2005) ]]>
Publisher : <![CDATA[Institut Teknologi Bandung ]]>
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DOI: 10.5614/jts.2005.12.2.3
<![CDATA[Abstrak. Paper ini mengkaji salah satu aspek yang berkaitan dengan pemodelan daerah terkekang pada kolom persegi beton mutu tinggi yang diberi beban aksial tekan eksentrik. Cakupan daerah terkekang pada penampang kolom adalah parameter yang dikaji untuk melihat pengaruhnya terhadap prediksi analitis kekuatan dan daktilitas kolom. Beberapa pemodelan daerah terkekang yang sering digunakan dalam berbagai literature dievaluasi untuk mengetahui karakteristik dan sensitivitasnya. Selanjutnya dalam paper ini dikembangkan program komputer MOKUR2D untuk menganalisis hubungan momen-kurvatur kolom persegi beton mutu tinggi. Dalam program, cakupan daerah terkekang pada penampang kolom dapat dimodelkan dengan tiga pendekatan, yaitu pendekatan model konvensional yang menggunakan koefisien kekangan efektif, model dengan daerah arching action yang tak terkekang dan model penampang dengan tiga variasi derajat kekangan yang berbeda. Studi perbandingan dengan menggunakan program tersebut kemudian dilakukan terhadap 4 buah kolom yang diuji oleh Sheikh dan Bayrak [1998]. Semua kolom tersebut berdimensi 305 x 305 mm, dengan delapan tulangan longitudinal berdiameter 19.5 mm yang terdistribusi merata pada penampang. Tegangan leleh tulangan baja yang digunakan adalah 454 MPa. Dua tipe konfigurasi sengkang yang dikaji masing-masing adalah sengkang diamond dan konvensional dengan volumetric ratio berkisar antara 1.68 hingga 5.24 persen. Spasi tulangan sengkang yang terpasang berkisar antara 90 mm hingga 108 mm. Hasil analisis menunjukkan bahwa pemodelan daerah terkekang dengan model konvensional masih cukup akurat walaupun sedikit overestimate terhadap hasil eksperimen sedangkan model dengan tiga variasi derajat kekangan terlihat memiliki akurasi respon teoritis momen kurvatur yang lebih baik dan sangat mendekati hasil eksperimen jika kekangan pada daerah arching action ditetapkan sebesar 50% dari kekangan pada inti kolom.Abstract. This paper studies one aspect of confinement modeling of high strength concrete square columns subjected to axially eccentric compression. Confined zone models were studied to evaluate their effect on the analytical prediction of strength and ductility of high strength concrete square columns. Several models of confined zones found in literatures were discussed to observe their characteristics and sensitivity. Based on the findings, a computer program MOKUR2D was developed. In the program, confined zone in reinforced concrete columns can be modeled with three different approaches, i.e. conventional models (using a coefficient of effective confinement), models with unconfined arching zone, or models with three zones of confinement. A comparative study using the program was later carried out on 4 high-strength concrete square columns tested by Sheikh and Bayrak [1998]. The cross-section size of all columns was 305 x 305 mm. All columns were reinforced with 8 bars of 19.5 mm diameter, uniformly distributed around the core perimeter. Yield strength of the rebars was 454 MPa. Two types of ties configuration ties were used with volumetric ratio varying from 1.68 percent to 5.12 percent. The spacing of the ties was from 90 mm to 108 mm. From the study, it was found that the conventional model is able to produce a fairly good estimate of test results. The best estimate of test results is given by the model with three zones of confinement in which the arching zoneis assigned with 50% of full confinement.]]>
