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Journal Inersia, Jurnal Teknik Sipil

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Sciprofile linkAmrun Nasution, Mukhlis Islam
Published: 14 September 2019
Inersia, Jurnal Teknik Sipil, Volume 11, pp 19-26; doi:10.33369/ijts.11.1.19-26

Abstract:
Installation of the pipe in the column (conduit) such as electrical and sanitary plumbing installations are found in the structure of reinforced concrete columns. This causes it to be a hollow column. The existence of holes cause a reduction in cross sectional area of the column and can result in reduced strength of a column. The purpose of this study was to know the power difference hollow concrete columns with concrete columns are not hollow and produce an analysis of the interaction in the form graphics axial force (Pn) and nominal torque (Mn). The analytical method developed by using square column spread sheet applications and use the stress-strain relationship hognestad. Analysis of the hollow square column in this study as many as 720 samples. This study used 300x300-600x600 mm dimensions with an increase of 100 mm. Quality concrete (f'c) used was 25-30 MPa to 2.5 MPa rise. Quality reinforcement (fy) used was 400 MPa and the ratio of the reinforcement taken from 1% -8% with an increase of 2% of the cross sectional area of the column, with the amount of reinforcement as much as 12-20 pieces of reinforcement to rise 4 pieces. Widely used hole that is 3% -7%, with an increase of 1%. The analysis showed a decrease in Pn-Mn hollow column to column was not perforated. The decrease Pn maximum of 7.20% in the area of hole 7% by eccentricity to d amounting to 8.01% and the maximum Mn decrease of 10.91% in the area of hole 7% by eccentricity to d amounting to 20.51%.
Sciprofile linkFaizal Hadi, Agustin Gunawan
Published: 14 September 2019
Inersia, Jurnal Teknik Sipil, Volume 11, pp 1-6; doi:10.33369/ijts.11.1.1-6

Abstract:
Concrete is a material that have the strength to compression, but it is weak against tensile strength. The weakness of the tensile strength of concrete can be minimized by adding pandanus tectorius fiber. This study was aimed to determine the effect of adding pandanus tectorius fiber to split- tensile strength of concrete and percentage of the fiber in concrete that shows the highest split- tensile strength. The specimens used in this study is cylindrical with dimensions of 30 cm in height and 15 cm in diameter (SNI 03-4810-1998). Total of specimens is 32 that consist of 8 normal concretes and 24 variation concretes. An addition of pandanus tectorius fiber with the variation of 0,25%, 0,5%, and 0,75% was based on volume of the specimen. The mix design of concrete used water-cement ratio of 0.5 and slump of 60-100 mm. The splittensile strength of concrete was tested at 7 days and 14 days of dryng after immersing for 27 days. The result of split-tensile strength test of concrete with a variation of pandanus tectorius fiber showed a decreasing. The decreasing of split-tensile strength of concrete at 41 days was smaller than at 34 days to normal concrete. The highest decreasing percentage of split-tensile strength of variation concrete to normal concrete was respectively 9,249% (variation 0,25 tested at 41 days) and 14,518% (variation 0,75% tested at 34 days) .
Sciprofile linkRara Ayu Sati, Fepy Supriani, Yuzuar Afrizal
Published: 14 September 2019
Inersia, Jurnal Teknik Sipil, Volume 11, pp 13-18; doi:10.33369/ijts.11.1.13-18

Abstract:
Bagasse ash and stone ash are materials that have some elements that fimilar to cement elements. Bagasse ash is a waste that has not been utilized by community. Stone ash is a waste of stone crusher whose utilization in building structures is still lacking. This research was aimed to know compressive strength of the mortar which use bagasse ash and stone ash as a partial substitute of cement. The method of casting and compressive strength test of the mortar referred to SNI 03-6825-2002. The total of mortar cubes was 128 specimens with dimensions of 50 mm x 50 mm x 50 mm. Variations of bagasse ash and stone ash used were 5%, 10%, 15%, 20% and 25% of the weight of cement. The range of initial flow values used are 105%-115% (SNI 03-6882-2002). Mortar cubes cured for 27 days and test of mortar was conducted at 28th days. The value of mortar compressive strength variation of bagasse ash decrease from normal mortar compressive strength with a decrease respectively of 0.62%, 2.14%, 7.33%, 7.50% dan 9.53%. Compressive strengths of mortar with stone ash is increases from normal mortar in variations 5%, 10% and 15% with the percentages of 4.66%, 3.41% and 2.38% respectively, while in the variation of 20% and 25% is decreases. Compressive strength of mortar with mixture bagasse ash and stone ash reduce from normal mortar with a decrease of 0.08%, 1.04%, 5.67%, 8.06% dan 15.12% respectively.
Agung Rizki Pratomo, Fepy Supriani, Agustin Gunawan
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10, pp 35-40; doi:10.33369/ijts.10.2.35-40

Abstract:
This research was motivated by the contained SiO2 in zeolite. The purpose of this research was to know the zeolite effect as a substitute of cement in constructing 14 days paving block material which used conventional method toward the compressive strength of paving block. This research used SNI 03-06-1996 in constructing and testing the materials. The material was cube shaped with ±5 cm size which consists of normal paving block and 6 variations with 5 specimens of each variation. Total of specimen were 35. Substitute of zeolite variations used 2,5%, 5%, 7,5%, 10%, 12,5%, and 15% on the weight of cement. The result of compressive strength of normal paving block is 15,64 MPa. The result of compressive strength test had increased in the variation of 2,5% zeolite substitute by 6,28% normal paving block. The result of compressive strength test results showed the greatest decrease in variation of 15% zeolite replacement by 39,05% against normal paving block.
Sciprofile linkYovanda Putra Medika, Elhusna Elhusna, Ade Sri Wahyuni
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10, pp 29-34; doi:10.33369/ijts.10.2.29-34

Abstract:
One of the conventional brick production processes is the clay stirring process, which the red brick clay mortar mix is, done by stepping on it. This research is aimed to know the duration of stepping on the process of the clay mortar mixing to the red brick properties. The method of this research is experimental. The brick making process is done in the way that the factory does. The variation of stepping on brick dough is about 20, 25, 30, 32, 35 and 40 minutes where 32minutes is factory time. The objects of the test created on this research is 15 for normal bricks and 90 for variation bricks. The testing of the compressive strength of the brick refers to SNI 03-416-1996 and uses the Compression Machine Hand Operated with capacity 250 kN. The biggest of of the compressive strength of the brick is on stepping on brick dough in 40 minutes with 1,09 MPa. This research shows that the length of the stirring process determines the strength of the produced bricks; simply put, the longer the stirring process gets, the stronger bricks become.
Dimas Haryadi, Sciprofile linkMawardi Mawardi, Makmun R. Razali
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10, pp 53-60; doi:10.33369/ijts.10.2.53-60

Abstract:
The Musi Hydroelectric Power Plant area in Kepahiang Regency is a hilly area that has steep slopes that are prone to landslides. One of the landslides that occurred at October 2017 precisely occurred on a highway between Susup Village, Bengkulu Tengah Regency and Ujan Mas District, Kepahiang Regency. This study aims to analyze the slope stability of the terraces using the Fellenius Method. The results of testing the physical properties of the soil indicate that the soil on the slopes of the area of the Musi Hydroelectric Power Plant is clay. The slopes studied in the Musi hydropower area are all prone to landslides because safety factor, FK
Anggita Yuliani, Samsul Bahri, Yuzuar Afrizal
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10; doi:10.33369/ijts.10.2.13-20

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Sciprofile linkMawardi Mawardi, Makmun R. Razali, Cyntia Cyntia
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10, pp 21-28; doi:10.33369/ijts.10.2.21-28

Abstract:
Landslides almost every year occur in Indonesia, this rare landslide that can be detected early. because so far the prediction of slope slope is difficult. To predict the calculation requires the analysis and stability of the slope manually. This manual calculation process is quite long and long process. The calculation data and slope stability analysis are in the form of slope measurement, the work is quite tiring and risky for the researcher, and also the scope of the slope that can be measured is only narrow. In addition to slope inclination data, for slope analysis also requires soil data to be sampled and testing in a geotechnical laboratory. This study investigated slope stability by creating landslide models using Digital Elevation Models (DEM), and Geoslope programs. Slope model was analyzed from DEM and landslide stability analysis using Geoslope. From this concept we are expected to analyze landslide / stability slope quickly and accurately without risk for researcher. The results of lab tests were obtained:water content (wN), wN1 = 39.47%, wN1 = 40.54%, wN1 = 38.89%. Specific Soil Weight (Gs) ranged from 2.60 to 2.62, wet soil volume weight ranged from 14.59 to 16.16 kN / m3, the weight of saturated soil volume ranged from 15.59 to 16.82 kN / m3, the weight of soil volume dried ranged from 09.99 to 16.82 kN / m3, soil liquid limit ranged 61.26-66.06%, plastic limit of land ranged from 39.58 to 44.88%, soil plastic index ranged from 21.18 to 21.66, so that the soil is categorized as organic clay soil, the face of the soil at a depth of -0.5m, the cohesion value (c) ranges from 29.10 to 34.90 kPa, and the frictional angle values in the range 19.51 21.100, the slope of the slope ranges from 24 to 420 and slope safety figures (FK), on slopes 1 FK = 1.87 (slope safe against landslide hazard), on slope 2 FK = 1.20 (slope unsafe against landslide hazard), on slope 3 FK = 1.52 (the slope is safe from landslide hazards).
Sciprofile linkHanan Shalsabillah, Khairul Amri, Gusta Gunawan
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10, pp 61-68; doi:10.33369/ijts.10.2.61-68

Abstract:
The Irrigation Area of Air Nipis is located in Regency of South Bengkulu at Bengkulu Province with irrigation area 3.116 Ha. Planning and management of irrigation systems is one of the important steps to determine the irrigation water requirement as a whole. The purpose of this research is aim to analyze the water requirement to get value prediction of minimum and maximum irrigation water requirement in irrigation area of Air Nipis using the CROPWAT Version 8.0 method. Irrigation water requirements obtained from CROPWAT Version 8.0 are based on climate data, soil data and plants.The parameters that were reference plant evapotranspiration, effective rainfall, soil treatment, soil data, and plants. The results of the research showed that the maximum irrigation requirement for calculation using CROPWAT 8.0 software occurred in the first 10 days of December (14,49 m3/sec), while the minimum irrigation water requirements for CROPWAT 8.0 occurs in mid to end March (0,04 m3/sec).
Samsul Bahri, Sciprofile linkRio Saputra, Yuzuar Afrizal
Published: 29 January 2019
Inersia, Jurnal Teknik Sipil, Volume 10, pp 69-74; doi:10.33369/ijts.10.2.69-74

Abstract:
Parking on the road body is one of the causes of traffic congestion, therefore the handling of parking on the road becomes very important and has a positive impact on solving traffic congestion problems. The purpose of this study was to determine the effect of parking vehicles on the road body on the performance of the Mahoni Street in Bengkulu City. Data collection methods and techniques include road geometric surveys, traffic volume surveys, side barriers and speed surveys. To get the data in this study is done by recording the state of the road and calculating the number of vehicles that cross the road through the recording.Data generated at peak hours in the form of a capacity of 1544,076 smp/hour traffic volume of 1281.2 sm / hour with a degree of saturation of 0.83 is at the level ofservice D which means approaching an unstable current, low speed. DS value is above the degree of saturation required by MKJI, namely DS
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