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PENGARUH PENAMBAHAN CAMPURAN SEMEN DAN ABU SEKAM PADI TERHADAP STABILISASI TANAH PADA RUAS JALAN BUDI UTOMO I Olandri Wijaya; Mawardi Mawardi; Yuzuar Afrizal
Inersia: Jurnal Teknik Sipil Vol 7, No 2 (2015)
Publisher : Universitas Bengkulu

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33369/ijts.7.2.13-20

Research on the Effect of Mixed Addition of Cement And rice husk ash Against and Stabilization on Roads Budi Utomo I aims to determine the effect of Addition of Cement And rice husk ash and to finding the optimal mix levels of Addition of Cement And rice husk for land Stabilization. Tests conducted at the Laboratory of Engineering, University of Bengkulu and the types of tests as follows: natural water content, specific gravity, sieve analysis, atterberg limits, standard proctor,and CBR (California Bearing Ratio) laboratories. Based on laboratory testing, native land in Jalan Budi Utomo I was clay with high plasticity After testing the original soil coupled with a mixture of cement and rice husk ash obtained optimum results occur at levels of 12 % of the 4%, 8%, dan 12% variations. The following test results with a mixture of cement and rice husk ash with levels 12 % : on the CBR laboratories testing provide CBR value increase up to 148.42 % of the original soil CBR by weight of the dry contents increased up to 3.846 % of the dry weight of the contents of the original soil. The optimum moisture content decreased to 13.754 % of the original soil optimum water content, whereas soil plasticity index dropped to 50.084 % of the original soil plasticity index, and the specific gravity value of the land increased to 1.923 % of theoriginal soil. Improved stability of the soil caused by cement and rice husk ash containing silica elements where this element has a very large contribution as an adhesive and can harden by reaction with water so as to increase the strength of the soil stabilization.

NILAI CBR PADA STABILISASI TANAH DENGAN SEMEN JALAN BUDI UTOMO UNIB DEPAN mawardi mawardi; Makmun R. Razali; Olandri Wijaya
Inersia: Jurnal Teknik Sipil Vol 8, No 2 (2016)
Publisher : Universitas Bengkulu

CBR value research on soil stabilization with cement in the Budi Utomo UNIB Depan for influence soil properties and soil CBR original value after stabilisation with cement. Geotechnical Lab Testing was conducted at the Faculty of Engineering UNIB. Test laboratory soil properties include: density, water content, sieve analysis, Proctor standard test, Atterberg limits, and experimental value of CBR (California Bearing Ratio) laboratory. Stabilization soft soil made with cement with the addition of cement content of 0%, 2%, 4%, 8% and 12%. Based on test results propeties soil and the value of laboratory CBR. CBR maximum value at additioning cement content of 12%, the CBR value an increase of 144.21%, of the original soil conditions, dry density increase 3.85%, of the original soil, optimum moisture content decrease 13.75% of the original soil, PI value decresel 50.42% of the original soil, the value of specific gravity (Gs) increse 1.93% of the original soil. Stabilization with cement increasing the value of CBR, which means it will also boost the stability of the soil and will also increase the soil bearing capacity (qu). The increase in soil stabilization and soil bearing capacity proportional to the increase in the value of CBR amounted to 144.21%, this is due to the presence of silica, clay and limestone contained in the hydraulic cement is a binder.

PENGGUNAAN ABU CANGKANG SAWIT SEBAGAI PENGGANTI PADA SEBAGIAN SEMEN UNTUK MENAMBAH KEKUATAN TEKAN MORTAR Khairil Anwar; Mawardi Mawardi
Inersia: Jurnal Teknik Sipil Vol 4, No 2 (2012)
Publisher : Universitas Bengkulu

The objective of this research was to investigate the influence of palm ash powder as a substitute for a fraction of the cement to the mortar compressive strength. Palm ash constitutes as cesspool of palm production that contains a lot of silica element (SiO) and constitutes pozzolanic material. The sample used were cubes size 50 mm x 50 mm x 50 mm. Sand that used have 2 variation are mountain sand and sea sand and have 2 processing are washing and not washing. The method that used is anava 2 way. The testing object was made by composition of mixture 1 cement : 2 sand and 1 cement : 4 sand, by variation of palm ash addition on cement 0%, 7.5%, 12.5%, 25%, and 30%. By the research showed pressure strength respectively viz 38.52 MPa, 21.85 MPa, 17.10 MPa, 7.66 MPa, and 5.59 MPa. The test was conducted after the mortar was 28 days old. The test result of mortar found that higher content of the fruit bunch ash so lower of compressive mortar strength. So that the objective of this research dont have optimum percentage of palm ash to compressive strength of mortar and palm ash dont used as a subsitute for a fraction of cement to the mortar compressive strength.

THE EFFECT OF “PANDAN PANTAI” LEAF FIBER ADDITION TO CONCRETE STRENGTH Mawardi Mawardi
Inersia: Jurnal Teknik Sipil Vol 3, No 1 (2011)
Publisher : Universitas Bengkulu

There are several fibers which can be used for improving concrete properties. Such as steel fiber, fiber glass, banana fiber. The objective of this research is to know how Pandan leaf fibers Beach affects to the concrete strength. During the experiment 2.5 mm fibers were mixed to the concrete mortar. The fiber length diameter was 0.2-0.5 mm. The concrete simple size is 15 cm x 15 cm x l60 cm. The cement water factor was 0.45 –0,6. The fiber volume proportion were 0%, 1%, 2%, and 3%.It was observed that those addition increase the strength by 18%, and decrease concrete breaks

ANALISIS LERENG TERASERING DALAM UPAYA PENANGGULANGAN LONGSOR METODE FELLENIUS DENGAN PROGRAM GEOSTUDIO SLOPE Dimas Haryadi; Mawardi Mawardi; Makmun R. Razali
Inersia: Jurnal Teknik Sipil Vol 10, No 2 (2018)
Publisher : Universitas Bengkulu

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 <1,5. Based on the results of the research on the slopes of the safest type 1 slope the value of the safety factor is the type of slope of the slope trap 3,19o,FK = 1,61 greater than the safety factor value of slope type 2 slope trap 19o, FK = 1,57 and safe slope type safety factor value slope of 19o, FK = 1.519 and the value of the safety factor of the original slope type of slope 30o, FK =0,88.

INOVASI MENGATASI PENDANGKALAN PADA PELABUHAN TAPAK PADERI KOTA BENGKULU mawardi mawardi
Inersia: Jurnal Teknik Sipil Vol 8, No 1 (2016)
Publisher : Universitas Bengkulu

This research give solution about problem superficiality on port Tapak Paderi, Bengkulu's city. Tapak Paderi porting Bengkulu's city is finished to be built year-end 2008, but condition now was really concerns where port pool was fraught boggy and sand, port entrance was full boggy and sand. Port auxiliary building uncompleted, eventually to build that porting deplete APBN'S fund that by dozens. Process this sedimentation begets to be troubled its city coast regiongrowing Bengkulu already dicanangkan by Bengkulu's Province local government in render Bengkulu's City as “Turism's city”. On this research is assessed how to settle superficiality causative sedimentation on port entrance. Of this research, wave high break average = 0,39 m, perioda undulates average = 8,78 seconds, corner of wave break average = 0,75 degrees, undulate speed average = 0,020 m/dt, current speed average = 0,035 m/dt, Undulate energy average = 190,79 N/m, Flux is energy average = 4,63 j/m, transport is ranging sediment average = 15,75 m3/days. Current aim of north to the south. Of this research is acknowledged that aught sediment on port entrance comes from Water river sediment Bengkulu, effect erosion and effect Stone mining smolders on river upstream. Solution that is given for about problem this is: to settle sedimentation at port entrance therefore on port entrance front assembled by upright Groyns building beaches. Groyns this will prevent its happening sedimentation on portentrance. This Groyns's building functions as building of capturing and keep all sediment who will come in to porting. Cause of in height sediment content on Water river estuary Bengkulu is because mark sense changing manner bring off forest on river upstream and marks sense upriver river coal mining.

LAND SLIDE ANALYSIS USING DIGITAL ELEVATION MODELS Mawardi Mawardi; Makmun R. Razali; Cyntia Cyntia
Inersia: Jurnal Teknik Sipil Vol 10, No 2 (2018)
Publisher : Universitas Bengkulu

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).

PENGARUH NILAI KEKASARAN PERMUKAAN AGREGAT KASAR TERHADAP KUAT TEKAN BETON Mawardi Mawardi; Besperi Besperi
Inersia: Jurnal Teknik Sipil Vol 6, No 2 (2014)
Publisher : Universitas Bengkulu

The aim of this research was to find out the influence of surface cruduity value of coarse aggregater to pressure strength of concrete. The water ratio that aplicated was 0,5. The percentation of surface cruduity value were 100%, 50%, and 0% of the specimen. 9 cylinders of 150 x 300 mm specimens had been tested. It was showed the surface cruduity value to the concrete cause the strengths gettinglower as the percentation getting smaller (average 12 %).

PEMETAAN POTENSI LIKUIFAKSI WILAYAH PESISIR BERDASARKAN DATA CONE PENETRATION TEST DI KELURAHAN LEMPUING, KOTA BENGKULU Rena Misliniyati; Mawardi Mawardi; Besperi Besperi; Makmun R. Razali; Redho Muktadir
Inersia: Jurnal Teknik Sipil Vol 5, No 2 (2013)
Publisher : Universitas Bengkulu

Bengkulu city is one of the cities on the west coast of Sumatra island particularly vulnerable to earthquakes because it is located in an active seismic lines . This vulnerability allows the phenomenon of liquefaction when an earthquake occurs . One of the areas in Bengkulu city which through the lines is Lempuing Village . This study aims to analyze the liquefaction potential based on the data of Cone Penetration Test (CPT) using deterministic methods published by Idriss and Boulanger in 2008 . The data describes soil parameters, collected from the 6 point spread CPT test in Lempuing. Shear wave velocity data obtained from the correlation vs. the CPT data . Seismic load parameters used were obtained from the Indonesian Earthquake Hazard Map of 2010 and the seismic history of the city of Bengkulu. The magnitude of potential liquefaction happens to the value of Safety Factor (SF). The analysis at a depth of 0-2meter showed that most of the area in Lempuing with high potential of liquefaction, indicated by the value of SF is less than 1 . Furthermore , the results of the analysis are displayed in the form of Liquefaction Potential Map . This map shows that the entire area of Lempuing be in an unsafe condition to the danger of liquefaction during an earthquake with a magnitude > 7.9 earthquake and bedrock acceleration of 0.4 g.

ANALISIS STABILITAS LERENG TERASERING BUATAN DENGAN METODE FENITE ELEMEN mawardi mawardi; danang afrizal
Teknosia Vol. 16 No. 1 (2022): Juni 2022
Publisher : UNIB Press

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.33369/teknosia.v16i1.20414

Kawasan Kantor Pemda Kabupaten Seluma, di desa Talang Saling, merupakan kawasan area perkantoran, area jalan, dan area tanah berlereng, dan area timbunan. Tujuan penelitian ini adalah mengetahui angka keamaanan lereng pada kawasan ini. Metode yang digunakan untuk mengananalisis stabilitas lereng ini adalah Metode Finite Elemen (FE). Analisis ini untuk mendapatkan nilai faktor aman (FK) lereng. Penelitian diawali dengan melakukan pengambilan sampel tanah di lapangan, kemudian melakuakn pengujian sifat fisis dan sifat mekanik tanah, selanjutnya melakukan perhitungan dan analisis angka keamanan lereng untuk mengetahui nilai FK. Hasil Perhitungan dan analisis stabilitas lereng pada kondisi adanya pengaruh air pori mendapatkan hasil : pada lereng no. 1 kemiringan asli, FK = 0,65<1,50 kemiringan tidak aman, lereng terasering 2 trap, diperoleh FK = 1,00<1,50 kemiringan tidak aman, Lereng terasering 3 trap, diperoleh FK = 1,11<1,50 kemiringan tidak aman. Pada lereng no. 2 kemiringan asli, nilai FK = 0,55<1,50 kemiringan tidak aman, lereng terasering 2 trap, diperoleh FK = 0,83<1,50 kemiringan tidak aman, lereng terasering 3 trap, diperoleh FK = 1,03<1,50 kemiringan tidak aman. Pada lereng no. 3 kemiringan asli, diperoleh FK = 0,43<1,50 lereng tidak aman, lereng terasering 2 trap, FK = 0,66<1,5 lereng tidak aman, lereng terasering 3 trap FK = 0,97<1,50 lereng tidak aman. Lereng kemiringan yang aman adalah lereng dengan FK > 1,50 dan semua lereng 2 trap dan semua lereng 3 trap termasuk lereng tidak aman karena FK kurang dari 1,5. The area of Seluma Regional Government Office, is at Talang Saling, Seluma District. Thera are an offices area, a roads area, and an slopes area. This study aims to analyze modified slope stability in several variations using the Finite element method, so that it is known that the safety factor (FK) and soil type on the slopes Seluma District. The study began to take soil sample, and than carrying out a physical and mechanical property test, then performed slope stability analysis is to find out the slope safety Factor (FK). The Calculation and analyze of slope stability with the effect of pore water obtained results : on the original slope number 1, FK = 0.65<1.50, is not safe slope, FK = 1.00<1.50, 2 stair terraces, is not safe slope and 3 stair terraces, FK = 1.11<1.50, is not safe slope. The original slope number 2, FK = 0.55<1.5, is not safe slope, FK = 0.83>1.50, 2 stair terraces, is safe slope, and 3 stair terraces, FK = 1.03<1.5 Is not safe slope. The original slope number 3, FK = 0.43< 1.5 is not safe slope, FK = 0.66<1.50, 2 stair terraces, is safe slope, and 3 stair terraces, FK = 0.97<1.50 is not safe slope. So, the safe slope is the slope with slope safety number (FK) more than 1.50 and all slope with 2 stair terraces and all slope with 3 stair terraces is not safe slope.

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