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Totok Apriyanto
Prodi Sipil Fakultas Teknik Universitas Darul Ulum Islamic Centre Sudirman Guppi
Civil Engineering, Building, Construction & Architecture Engineering Transportation

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PERENCANAAN STRUKTUR BANGUNAN GEDUNG ASRAMA HAJI SEMARANG Fajar Rizkiyawan; Bambang Triyanto; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 4, No 1 (2023): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v4i1.418

Abstract

Planning the Structure of the Semarang Hajj Dormitory Building is located on Jl. Abdul Rahman Saleh No. 285, Kalipancur, Kec. Ngaliyan, Semarang City, Central Java. This arama was built to improve the facilities and infrastructure of pilgrims in the Semarang area.The planning of this building is carried out with primary data such as data from soil sondir, and is equipped with other secondary data. This structural planning analysis is assisted by the SAP 2000 software application (Structure Analyst Program) for structural modeling and calculating internal forces. The analysis carried out includes: calculation of the structure of the Foundation, Columns, Beams, Plates and Roofs.From the results of the analysis obtained the type of foundation using piles with P1:1.00x1.75x0.70 m with 2 piles measuring 30x30 cm 9 m depth, P2:1.80x1.80x0.70 m with 4 piles measuring 35x35 cm depth 9 m, P3:1,90x1,90x0,70 m with 5 piles measuring 30x30 cm with a depth of 9 m. beam size 40x70 3-D22 principal reinforcement (support) 10-150 shear reinforcement, 3-D22 principal reinforcement (field) 10-150 shear reinforcement. beam size 30x50 2-D22 principal reinforcement (support) 10-150 shear reinforcement, 2-D22 main reinforcement (field) 10-150 shear reinforcement. beam size 15x30 main reinforcement 2-D19 (support) shear reinforcement 10-150, 2-D19 main reinforcement (field) shear reinforcement 10-150. Column 60x60 main reinforcement 8-D25, shear reinforcement 10-150. Column 70x70 main reinforcement 12-D25, shear reinforcement 10-150. Roof rafter beam WF 250.125.6.9, steel column WF 250.125.6.9, gording C. 125.50.20.2,3, roof covering: steel roof (span deck) distance between roof rafter beams 4 m, distance between steel columns 4 m, distance between gording 1 m, bolt diameter using 16 mm and steel anchor diameter 16 mm (length 50 cm). From the calculation results, each element of the building structure can be categorized as safe.
DESAIN KOLAM PEREDAM ENERGI BENDUNG PLAOSAN KABUPATEN SEMARANG Eric Afrida; Totok Apriyanto; Ratih Pujiastuti
Jurnal Teknik Indonesia Vol 4, No 1 (2023): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v4i1.414

Abstract

Hydraulic aspect of the weir is important factors in planning a stilling basin. Remaining energy on the stilling basin is expected to be as minimal as possible so that scour does not occur on the river bed. Plaosan Weir does not yet have a stiiling basin structure. Therefore it is necessary to recommend the design of stiliing basin.The analysis carried out hydrological analysis, including calculating return period rainfall, flood discharge (Q) using the Haspers method, and calculating Froude number (Fr) to determine pond type. Based on the recommendations for the type of stilling basin, a building design is carried out and also stability of design..From the results of calculation it is obtained that 50-year return period rainfall is 108.68 mm. Planned discharge for 50 years is 186.06 m3/s, and froude number : 4. The appropriate type of stilling basin is USBR Type IV. The pond is planned to have a length of L = 17 m, with a block face width of 0.68 m, height of 1.36 m, distance between front blocks of 1.69 m and total of 13 pieces. The results of stability control analysis during normal water conditions and flood water conditions produce values above the safety factor so that it can be concluded that the design is planned qualify.
ANALISA PERBANDINGAN KEKERASAN PAVING DENGAN CAMPURAN ABU BATU DAN PASIR Ahmad Susanto; Achmad Akbar Romadhon; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 4, No 1 (2023): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v4i1.419

Abstract

Paving block is an environmentally friendly construction where paving blocks are very good at helping groundwater conservation, implementation is faster, easy to install and maintain, has a variety of forms that add aesthetic value, and the price is easy to reach. Therefore, paving blocks are an important building material in the construction of public facilities, especially for road construction in residential areas. The use of paving blocks in the field is still limited to parking lot pavements, sidewalks, parks and connecting buildings. Even though the application of paving block materials is very wide. However, of course, local experience and the successful use of paving blocks will play more and more influence in terms of the application of these materials. Stone ash in this study was used as a substitute for natural fine aggregate (natural sand) with the proportions of 0%, 15%, 30%, 45%, and 60%. To get the optimal compressive strength value, the researcher has the opinion of a combination of fine aggregate of natural sand and rock ash waste with the appropriate percentage. And tested with mortar age of 14 days and 28 days. In the study, the volume weight test of paving blocks with the addition of stone ash waste obtained the highest compressive strength at a variation of 45% for the test at the age of 14 days and 28 days, with the compression test for 14 days reaching a compressive strength of 100.92 kg/cm2 and for the compressive test 28 day reached a compressive strength of 160.28 kg/cm2.
PERENCANAAN ULANG VOLUME EMBUNG PUSPORENGGO KECAMATAN MUSUK KABUPATEN BOYOLALI Joko Susilo; Didik Kurniawan; Totok Apriyanto; Ratih Pujiastuti
Jurnal Teknik Indonesia Vol 4, No 1 (2023): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v4i1.415

Abstract

Pusporenggo Smalldam was built in Pusporenggo Village, Musuk District, Boyolali Regency. This reservoir was built to meet the needs of raw water Pusporenggo Village.The analyzes carried out include: analysis of watershed area, analysis of raw water needs and calculation of reservoir volume. From the analysis, watershed area of Pusporenggo Smalldam  is 0.339 km² with a river length of 1,281 km. Sediment volume: 15,083.61m³, infiltration volume: 26,101.97m³, evaporation volume: 1,436.55m, volume of raw water requirement: 104,407.88m³. From the volume calculation, it is known that the Pusporenggo Reservoir requires a reservoir volume of: 147.030.00m³. As for the initial design, the Pusporenggo Embung is planned with a spillway elevation of +501.50 and a volume of 234.532.60m³. It can be concluded that this reservoir can be used to fulfill water requirement for other areas.e
PENINGKATAN JARINGAN IRIGASI DAERAH IRIGASI KRIPIK KOTA SEMARANG Muhamad Irvan; Nurwakhid Nurwakhid; Totok Apriyanto; Ratih Pujiastuti
Jurnal Teknik Indonesia Vol 4, No 1 (2023): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v4i1.416

Abstract

Water is a very basic need for All living things on this earth without exception. The Kripik River is currently not being utilized by community optimally. For this reason, it is necessary to increase Irrigation Area which aims to increase agricultural production. Currently, the Bendung Kripik area serves an irrigation area of 95,94 Ha with the height of the exsisting weir lighthouse is 1 m.The improvement of the irrigation network is carried out based on secondary data with other supporting data. The analysis carried out includes: hydrological analysis which includes : watershed, maximum rainfall, flood discharge, average rainfall, average climatology, Eto – Penman, F.J Mock mainstay discharge, planting patterns then carried out channel design, weir design and calculation of weir stability.In this study, it was proposed to increase the rice field area by 130.17 Ha From the results of hydrological analysis, the flood discharge value of the Nakayasu Synthetic Unit Hydrograph (HSS) method was obtained when repeating 100 th by 40.10 m3 / s. The water requirement for irrigation of D.I Kripik after the addition of the area is 0.086 m3 / s. As for the bed, a weir width of 30 m with a weir height of 1.05 m is required, a weir lighthouse width of 28 m, a rinse width of 1 m and a pillar width of 1 m (2 Pillars of 1 m each). The radius of the spherical threshold type weir is 0.5 m, the olak pond type is USBR Type IV with a length of 3.50m. Keywords: Irrigation, Weir, Flood Discharge
ANALISIS EVALUASI RENCANA DAN PENGENDALIAN JUMLAH PENGGUNAAN ANGGARAN BIAYA PELAKSANAAN PROYEK PEMBANGUNAN GEDUNG KANTOR PELAYANAN MASYARAKAT DINAS BINA MARGA DAN CIPTA KARYA PROV. JATENG Ari Mahfud; Dina Citra Rosdiana; Hartopo Hartopo; Totok Apriyanto
Jurnal Teknik Indonesia Vol 4, No 1 (2023): JTI (Jurnal Teknik Indonesia)
Publisher : Universitas Darul Ulum Islamic Centre Sudirman GUPPI

Show Abstract | Download Original | Original Source | Check in Google Scholar | DOI: 10.61689/jti.v4i1.417

Abstract

The Construction Project for the Public Service Office Building for the Highways and Human Settlements Office of Central Java Province is carried out from February to October 2021, with total contract value of Rp. 8,313,888,968. This project using planning and controlling time and costs so that later work will be more efficient, according to plans and objectives. The purpose of this study is to determine the time performance of the Development Project, to find out the problems encountered in the implementation of the Project, as well as the solutions used to overcome the problems that arise. The method used in this study is the Earned Value Concept method in which it combines elements of schedule, cost, and work performance to calculate the estimated cost and time needed to complete the project to completion. The data obtained from the Project includes the Budget Plan (RAB), Project Work Schedule, Daily, Weekly, Monthly Reports and actual cost requirements. Furthermore, an analysis of costs, schedules, and work performance is carried out by explaining the problems that arise during the research. From the results of the research and analysis it is known that the total costs incurred are relatively the same as the budget that has been planned, this is indicated by the results of CV = 1 and the project implementation time has been delayed from the planned schedule, indicated by the results of SPI = 6.6883 The results of calculating an estimated cost of Rp. 8,313,888,968 with an estimated completion time of 36 weeks which indicates a delay of 1 week from the planned 35 weeks. Where this delay was caused by several factors such as weather conditions which were in the rainy season when the project was running, damage or inadequate tools.
Co-Authors Achmad Akbar Romadhon Ahmad Susanto Ari Mahfud Bambang Triyanto Didik Kurniawan Dina Citra Rosdiana Eric Afrida Fajar Rizkiyawan Hartopo Hartopo Joko Susilo Muhamad Irvan Nurwakhid Nurwakhid Ratih Pujiastuti