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Rosehan Anwar
PS T. Sipil FT Unlam
Engineering

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Studi Perencanaan Saluran Samping Ruas Jalan Bayangkara Tanah Grogot Kabupaten Pasir Rosehan Anwar
INFO-TEKNIK Vol 8, No 1 (2007): INFOTEKNIK VOL. 8 NO. 1 2007
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v8i1.1717

Abstract

Evaluation from the existing drainage infrastructure, there is indication that level of the need has exceeded level of service. If we evaluated the problem in general, hence arising problem are the presence of ponds especially as result at rain water at low land district, and drag of current as result of by rain intensity that is blow far again. Therefore the planning of new drainage systems is important supporting development of region.Analysis method applied are hydrology method and hydraulic method.Result of planning drainage is got by side passage which form of trapezium, basic breadt h=0,55m, maximum water dept= 0,35m, dip of passage basic=0,934%, passage height=4,2m, passage peak with = 0,75m, side passage with form of rectangular b=2d, basic breadth=0,33m, maximum water depth=0,66m, did of passage basic=1,33%, passage height=5,75m,gorong-gorong(cloced channel), diameter (D) =0,57m, water height (d) = 0,46m, dip of passage basic (i) = 0,5%.
ANALISA TEBAL PERKERASAN LENTUR DENGAN METODE SNI 1989 DAN METODE NCSA (NATIONAL CRUSHED ASSOCIATION DESIGN) PADA RUAS JALAN PENDIDIKAN KABUPATEN BALANGAN. Rosehan Anwar
INFO-TEKNIK Vol 13, No 2 (2012): INFOTEKNIK VOL. 13 NO. 2 2012
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v13i2.1834

Abstract

Along with the development of a more advanced civilization, then the existence of an adequate road transportation is preferred. To support this Balangan county government make policy / program that is handling the construction and improvement of roads, routine and periodic maintenance. The policy is to achieve a smooth road services, safe and comfortable. So that development activities in the area there is no constraint. Way to memenuhu smoothness, safety and comfort requirements would have a thickness of the layers according to the circumstances existing subgrade. On that basis then, in the final writing, the author raised the title of Flexible Pavement Thickness Analysis Methods With ISO 1989 And Methods NCSA (National Crushed Association Design) At Toll Road District Education Balangan.The purpose of the writer was to determine thick flexible pavement with ISO 1989 method and the method of NCSA (National Crushed Association Design). Based on secondary data using the ISO 1989 obtained the results of calculations for the surface layer lataston HRS-WC with 3 cm thick HRS-BASE 4 cm thick, the base layer of crushed stone class A with 20 cm thick, and a layer of crushed stone foundation below grade B with a thickness of 10 cm. With the NCSA method to get a thick layer with a thick surface layer lataston 5 cm, the base layer of crushed stone class A 10 cm thick layer of crushed stone foundation under class B with a thickness of 25 cm.Of the two methods above can be known methods NCSA at the surface layer and the base layer is thinner, but to the method NCSA foundation layer 15 cm thicker than the method of ISO 1989.
ANALISIS MODEL KEBUTUHAN PARKIR PADA BANGUNAN PERDAGANGAN DI KOTA BANJARMASIN Rosehan Anwar
INFO-TEKNIK Vol 6, No 2 (2005): INFOTEKNIK VOL. 6 NO. 2 2005
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v6i2.1675

Abstract

Parking area is one of the important problem in our daily life.  This park problem increases as much as growth of resident.  As the increasing of amont of people and vehicle. Those wildings are no longer enable to provide the parking area, beside that buldings with many space parking area. The purpose of this research is describing the need of two and four wheel vehicle for the parking area in the comerse building inBanjarmasin. In this case, providing of parking area is counting based on the maximum accumulation of two and four wheel vehicle to the width of building, amount of employees.The method used is analysis of linier and multy linier regresi.  As the result of analysis, the best regresi model for four wheel motor vehicle parking is linier with equition of  Y1 = 4,63 + 0,0083  X1  With  R2 = 0,981, and for two wheel motor vehicle is linier with equition of  Y2 = 2,84 + 0,0167 with R2 = 0,982.  The minimum standart widw of parking need four for the four wheel motor vehicle is one check park 101 m2 of comerce building, and for the two wheel motor vehicle is one check park  57 m2 of comerce building.
ANALISIS BUNDARAN PADA SIMPANG EMPAT JALAN A. YANI KM 36 DI BANJARBARU Rosehan Anwar
INFO-TEKNIK Vol 13, No 1 (2012): INFOTEKNIK VOL. 13 NO. 1 2012
Publisher : Universitas Lambung Mangkurat

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.20527/infotek.v13i1.1817

Abstract

Kota Banjarbaru merupakan kota penghubung antara kota Banjarmasin dengan kota lainnya di Kalimantan selatan. Bundaran pada simpang empat Jalan A. Yani ini merupakan salah  satu  bundaran  penting  di  Banjarbaru. Bundaran  ini  melayani berbagai arus yang berasal dari arah Banjarmasin, Martapura, Jalan Mistarcokrokusumo dan Jalan Ir. P.M. Noor. Penelitian  ini  dimaksudkan  untuk  mengetahui  kinerja  bundaran  saat  ini, kinerja bundaran ketika ukuran lebar jalinan di perkecil, dan kinerja bundaran ketika ukuran lebar jalinan di perbesar. Penelitian yang dilakukan pada bundaran ini yaitu dengan pengumpulan data primer dan sekunder. Dalam melakukan analisa, perhitungan berdasarkan metode dari Manual Kapasitas Jalan Indonesia 1997. Dari hasil analisa menunjukan bahwa volume terbesar terdapat pada sore hari yaitu jam 16.45-17.45 wita sebesar 1953,6 smp/jam dan terdapat pada jalinan antara Jl. P.M. Noor dengan Jl. Mistarcokrokusumo. Untuk derajat kejenuhan pada kondisi eksisting dan ukuran lebar jalinan di perkecil sebesar 0,24. Sedangkan kondisi ukuran lebar  jalinan  di  perbesar  yaitu  sebesar  0,22.  Untuk  nilai  tundaan  pada  kondisi eksisting sebesar 6,355 det/smp, pada kondisi ukuran lebar jalinan di perkecil yaitu sebesar 6,403 det/smp dan pada kondisi ukuran lebar jalinan di perbesar yaitu sebesar 6,245 det/smp. Berdasarkan MKJI 1997 nilai DS < 0,85 dan nilai D < 10 det, maka bundaran ini masih normal atau tidak jenuh kepadatan arusnya.
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