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INDONESIA
JURNAL KARYA TEKNIK SIPIL
Published by Universitas Diponegoro
ISSN : -     EISSN : -     DOI : -
Core Subject : Engineering,
Civil Engineering, Building, Construction & Architecture
Arjuna Subject : -
Articles 592 Documents
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PERANCANGAN JALAN LAYANG AKSES TERMINAL A MANGKANG SEMARANG Fazar Nurrianto; Kuncoro Adhi Iswanto; Epf. Eko Yulipriyono; Rudi Yuniarto Adi
Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

 Intensiveness of Traffic density on the road Walisongo plus increasingly dense traffic of vehicles in and out of A terminal of Mangkang trigger increased of traffic delays, so need ideas to reduce the delay with the construction of  flyover as access to exit/ enter the Mangkang terminal. Construction of flyovers are planned using reinforced concrete and built at the entrance and exit of the A terminal of Mangkang. The flyover is planned to span 52 m, bordered by two abutments. Overpass with a width 8.3 m is divided into 2 lanes of traffic one direction (1 piece overpass) with each traffic lane width of 2.75 m and a width of each pavement on the right side and left the overpass 1 m. Construction on the overpass is planned to use the overpass slab of reinforced concrete, girder extends from PCI Girder. Construction under cover of reinforced concrete abutments. Using bored pile foundation with 1 m of diameter. The depth of bored pile foundation on the abutment is 12 m. The design of  the flyover also planned approach roads or highways with a length oprit each to oprit the terminal exit 185 m and oprit the terminal entrance is 143 m. In oprit, flyover is  planned using laston flexible pavement with 150 mm thick and 100mm thick layer of foundation under CBK (Mixed Concrete Slim) with a concrete compressive strength of 5 MPa (50 kg/m2). Based on the calculation of the Budget Plan (RAB) for the construction of two flyovers pieces cost of Rp. 40.078.193.427,- (Forty Billion Seventy Eight Million One Hundred Ninety Three Thousand Four Hundred Twenty-seven dollar) cost including VAT 10%, while for the time of the construction was completed over 18 months (72 weeks).
PERENCANAAN PENGEMBANGAN DERMAGA KARTINI JEPARA Afif Bani Buchori; Sriyana Sriyana; Hari Nugroho
Jurnal Karya Teknik Sipil Volume 6, Nomor 4, Tahun 2017
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Dalam kaitannya dengan peningkatan kualitas dan kenyamanan Pelabuhan Kartini, diperlukan pengembangan dermaga karena destinasi pariwisata sudah menarik berbagai macam kalangan turis dari dalam maupun mancanegara yang mengakibatkan tingkat kunjungan meningkat dan perubahan bobot kapal yang bersandar ke dermaga kartini semakin besar.Perencanaan Pengembangan Dermaga Kartini Jepara ini memerlukan data - data meliputi : data bathimetri, oceanografi, data frekuensi kapal dan data tanah. Data - data tersebut diperlukan sebagai dasar perhitungan dan perencanaan dermaga. Dari hasil penyelidikan tanah dan laporan kepemilikan dari Pemda Tkt. II Jepara, lokasi pantai sekitar pelabuhan kartini merupakan tanah berpasir dan koral dengan rentang kedalaman mencapai  21,00 - 30,00 m.Pada perhitungan elevasi lantai dermaga didapat 6 m. Panjang dermaga direncanakan sepanjang 71 m. Lebar dermaga diakomodasikan untuk naik turunnya penumpang dan barang direncanakan dengan lebar 10 meter. Dari perhitungan daya dukung tiang pancang didapatkan nilai sebesar 151,185 ton. Fender yang dipakai adalah fender karet adalah ”SumitomoHyper Ace (V Shape)” Type V 250 H x 1500L (CV4). Menyesuaikan dengan kondisi lapangan, digunakan bollard sebesar 25 ton. Diberi perkuatan setiap Breasting Dolphin dengan 2 tiang pancang dan perpanjangan dermaga sebesar 1 Mooring Dolphin. Pengembangan konstruksi Dermaga memerlukan waktu 24 minggu dengan total anggaran Rp. 10.780.727.000 (Sepuluh Milyar Tujuh Ratus Delapan Puluh Juta Tujuh Ratus Dua Puluh Tujuh Ribu Rupiah).
PERENCANAAN STRUKTUR GEDUNG KULIAH DI YOGYAKARTA wahyu hardianto; Ario Bimo Hanityo; Himawan Indarto; Ilham Indarto
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Auniversity building is planned to be built inYogyakarta. The structure of the building is designed to comply with the Indonesian Concrete Code (SNI 03-2847-2002)for Special Moment Resisting Frame System (SMRFS). Dynamic analysis of the structure is based on spectrum method regulated inIndonesian Seismic Code(SNI 03-1726-2012). The structure of this building is designed to followthe Strong Coloumn Weak Beam concept. With this concept, plastic hings are designed to form on beam ends when the structure is hit by earthquake.Thestructural analysis conducted in this project shows that the structure is strong enough to resist earthquake loading.
PERBANDINGAN METODE PEJADWALAN PADA PROYEK YANG BERSIFAT LINIER (STUDI KASUS MENGGUNAKAN METODE BAR CHART, NETWORK PLANNING, DAN TIME CHAINAGE DIAGRAM) Febri Triwibowo; Imron Roni Wijaya; M. Agung Wibowo; Rudi Yuniarto Adi
Jurnal Karya Teknik Sipil Volume 2, Nomor 4, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

The implementatation of the construction works especially on linear construction usually have challenge to plan an effective schedule without disruptionand cost efficiency with outreducing the quality. Several methods of  project scheduling includes: Bar Chart, Network Diagram (CPM, PDM), and linear scheduling method (Time Chainage Diagram).The purposes of this study are to find the general scheduling method of project, to compare and to perform simulation of each type of schedule, and to analyze the strengths and weaknesses of each type of schedule. Data of project schedule was collected from 3 linear projects.  Analysis,  elaboration  and  comparison  of existing schedule was performed. Bar Chart is converted into CPM, PDM and Time Chainage Diagram. The results showed that the Bar Chart is still commonly used in construction projects, Network Diagram are proven to be powerful scheduling and suitable  for  complex  projects because it has the reliability in showing the  relationship  among  activities and the critical path of project activities, and  Linear  scheduling method  are  suitable  for  linear project  because  it can  detect  obstacles or conflicts  among  activities.  To  over come weaknesses of eachtype of  schedule, it should be combined  among    types of  schedule. Recommendations for further study are the use of each type of schedule which is suitable with characteristic of projects, and for further more it could be need more study to improvement the feature of time scheduling methods.
EVALUASI PENGGUNAAN METODE NON TANGGUL DAN TANGGUL PADA LAHAN REKLAMASI PENGEMBANGAN TERMINAL PETI KEMAS PELABUHAN TANJUNG MAS SEMARANG Ranggi Sanggawuri; Defri Maulana; YI Wicaksono; Wayudi Kushardjoko
Jurnal Karya Teknik Sipil Volume 5, Nomor 2, Tahun 2016
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

There are limitations on the land development in TPKS lead to make reclamation land with non levee and levee method.The strength of steel pile and batter pile structure construction in each method will be analyzed using Plaxis 2D. The analysis result from Plaxis 2D are safety factor and structure force. The result from first variation uses non levee method has safety factor about 1,27 and has additional cost about Rp.3,880,854,789 from contract (second B variation); the result from second A variation uses levee method with dredging until – 9 m has safety factor about 1,4203 and save the cost about Rp.1,193,035,512 from contract (second B variation); the result from second B variation uses levee method with dredging until – 12,5 m has safety factor about 1.3387 and cost equal to contract about Rp. 211,090,224,932; the result from third variation uses levee method with add geotextile has safety factor about 1,6614 and has additonal cost about Rp.1,233,863,485 from contract (second B variation); the result from fourth variation uses levee method with add anchor has safety factor about 2,3044 and has additional cost about Rp.3,963,658,400 from contract (second B variation). Comparation between non levee method and levee method has result that levee method is better than non levee method.
TINJAUAN DAN PERENCANAAN PLTA KEDUNGOMBO PURWODADI – JAWA TENGAH Arika Iranawati; Dwi Putri Wulandari; Joetata Hadihardaja; Sri Sangkawati
Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Kedungombo Dam besides enabled for the fulfillment of the irrigation demands and raw water is also used for power plant. Kedungombo Hydro Electric Power Plant Kedungombo planned with the maximum discharge 61.8 m3/sec and  minimum discharge 45.00 m3/sec. Power designed by 22.50 MW. However, in reality the power generated is less than the designed power. The volume of the sediment in Kedungombo Dam to 2012 amounted to 34.47 million m3 and has reached the elevation of 56.80 m. While intakes are mounted at an elevation of 55.60 m, so the elevation of the intake should be increased. In addition, to increase the production of electricity, the power house was moved to a lower elevation. Design discharge for hydropower obtained from the discharge evaluation by using mass curve inflow over the last 5 years (from 2007 until 2012) obtained  design discharge of 34.77 m3/sec. Discharge release for 5 years (from  2007 until 2012) obtained an average discharge of 33.91 m3/sec, maximum discharge 61.8 m3/sec, and the minimum discharge of 49.02 m3/sec. When reviewing the irrigation  demands and raw water,Kedungombo Dam  must meet the requirements of 1,530.70 million m3 of water and discharge must flow with minimum 55.00 m3/sec. Kedungombo Hydro Electric Power Plant designed with the maximum discharge 61.80 m3/sec and minimum discharge 45.00 m3/sec, so the development of hydropower has taken maximum design discharge of 61.80 m3/sec. Hydro electric power plant structure that designed for operational support in order to function properly such as intake, penstock, control gate, turbines, tail race, and the draft tube. Results of the detailed design, are (1) intake using a towe with diameter 3,8 m on elevation +60.00. (2) Penstock (steel pipe) with diameter 3.8 m and the total length 287 m connected with intake on elevation +60.00. (3) Nett Head 60.00 m. (4) The power generated 32.37 kW. (5) Control gate using Canal 500x250x10 profile. (6) Turbine type used is Franciss Turbine. (7)Tail race stone masonry type in trapezium shape with b = 5.5 m, h = 2.6 m. From calculations of  power plant operations, the results of  Kedungombo power plant production can be increased by 78.87% from the original production. Average production of the Kedungombo Hydro Electric Power Plant 16.81 MW to 29.57 MW. Cost of constuction Kedungombo Hydro Electric Power Plant is estimated Rp 38.958.723.000.- (Thirty Eight Billion Nine Hundred and Fifty Eight Million Seven Hundred Twenty Three Thousand Rupiahs) and durations for execution is 17 weeks.
PERENCANAAN JEMBATAN SLAB ON PILE PADA PROYEK JALAN TOL BALIKPAPAN SAMARINDA (KM. 13 BALIKPAPAN – KM. 38 SAMBOJA) SEGMEN 1 Intan Denada Putri; Teguh Setyo Purwanto; Himawan Indarto; Muhrozi Muhrozi
Jurnal Karya Teknik Sipil Volume 7, Nomor 1, Tahun 2018
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Metode slab on pile menjadi salah satu solusi yang cukup efektif yang digunakan untuk pemecahan masalah, seperti penggunaan design  slab on pile pada  struktur jembatan pada Proyek Jalan Tol Balikpapan Samarinda (Km. 13 Balikpapan – Km. 38 Sombaja) segmen 1. Penggunaan desain slab on pile ini dikarenakan tanah di sekitar proyek yang mudah mengalami kelongsoran yang akan berakibat fatal terhadap konstruksi jembatan. Oleh karena itu selain mengunakan design slab on pile, desain jembatan ini  juga dibagi menjadi segmen-segmen untuk menghindari kerusakan yang menyeluruh pada tubuh jembatan ketika terjadi longsoran dan kemungkinan kerususakan akibat terjadimya gempa.  Analisis awal dengan bantuan software SAP2000 untuk mengetahui gaya dalam yang terjadi pada struktur jembatan dan perilaku struktur terhadap beban gempa yang terjadi. Untuk sistem pondasi yang digunakan pada jembatan  slab on pile ini adalah tiang pancang dengan tumpuan spring dimana fungsi dari tumpuan spring mewakili sifat dari tanah.  Perencanaan jembatan slab on pile ini menggunakan peraturan-peraturan SNI terbaru khusus untuk jembatan. Dalam tugas akhir ini juga menganalisis kestabilan tanah disekitar lokasi proyek jembatan  slab on pile yang ditunjukkan dengan angka keamanan FS dengan bantuan data N-SPT hasil dari  test boring di beberapa lokasi proyek jembatan  slab on pile. Analisis kestabilan tanah mengambil satu lokasi yaitu di STA 3+875 yang mana merupakan salah satu lokasi yang rawan longsor sedangkan analisisnya sendiri menggunakan bantuan software PLAXIS 8.2.
PENGGUNAAN LEADCAP SEBAGAI MATERIAL ADITIF UNTUK WARM MIX ASPHALT (WMA) Muhammad rifki hanifan; Apriadi Simon Harianja; Bagus Hario Setiadji; YI. Wicaksono
Jurnal Karya Teknik Sipil Volume 4, Nomor 1, Tahun 2015
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Material LEADCAP is an additive material to be added to the asphalt (by the dry/ wet process) for the purpose of reducing the temperature of the mixed asphalt. LEADCAP melts at about 100̊C and completely  dissolve into the asphalt at a temperature 130⁰C. To determine the performance of the asphalt mixture by LEADCAP, we made 15 samples to determine the optimum bitumen content (OBC) with a bitumen content of 4.5%, 5%, 5.5%, 6%, 6.5%. Then with the OBC has been obtained, the mixture is made with 3 variations LEADCAP levels of 2%, 4%, and 6%. From the LEADCAP levels, made respectively - each 3 variations in temperature is 145⁰C, 140⁰C, 130⁰C. Every each temperature we made 3.
PERENCANAAN BANGUNAN PENGENDALI SEDIMEN KALI PUTIH KM 16,7 YOGYAKARTA Dwi Indra Setyawan; Nanda Anjariwibowo; Salamun Salamun; Hari Budieny
Jurnal Karya Teknik Sipil Volume 2, Nomor 4, Tahun 2013
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Mount Merapi (2980) meters above sea level, one of the most active volcanoes in the world, located in Central Java Province. Mt. Merapi last erupted in 2012, producing a large number of volcanic materials which has highly destructive force. This flow happened on almost all of the rivers in Mt. Merapi hillside, such as Kali Putih for example. Kali Putih has a big potential of damage because of its location, near rural areas. Reffering to the above mentioned, the preventive effort of disasterous effect need to be done to decrease the damages by building Sabo Dam. The data we need to design it are hydrological data such as annual daily rainfalls data and Kali Putih catchment area map, soil investigation data, a topographic map and geometric river map. Those data will be processed and used as the basis for designing the Main Sabo Dam, Sub Sabo Dam, Apron and etc. After the process of designing is completed, the results are: total height of Main Dam is 8,55 meters, total height of Sub Sabo Dam is 2,79  meters, length of Apron is 6,1 meters, sediment storage capacity is 8.100 m3, the total cost is Rp.1.470.615.000,00 (including VAT) and the construction period is 14 weeks. The construction of Sabo Dam will be more optimal if it is accompanied by a good maintenance system done by the related agencies, so that the percentage of the damaged covering areas will decrease significantly.
DESAIN FLY OVER PADA PERLINTASAN SEBIDANG JALAN KERETA API DI JALAN SLAMET RIYADI SURAKARTA Denta Purnama Mahyar; Wahyu Aktorina; Himawan Indarto; Kami Hari Basuki
Jurnal Karya Teknik Sipil Volume 6 ,Nomor 1, Tahun 2017
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Perencanaan fly over di Daerah Purwosari tepatnya Jalan Slamet Riyadi ini didasarkan oleh perlintasan sebidang dengan jalan kereta api yang menyebabkan lalu lintas di persilangan tersebut berhenti total ketika ada kereta api melintas. Dengan adanya pembangunan fly over pada perlintasan tersebut, diperhitungkan bahwa arus lalu lintas di Jalan Slamet Riyadi akan menjadi semakin lancar, hal ini dapat dilihat dari nilai derajat kejenuhan ruas jalan tersebut yang dihitung berdasarkan Manual Kapasitas Jalan Indonesia (MKJI) 1997, yang berkurang dari 1,26 menjadi 0,62 setelah direncanakannya fly over. Fly over ini direncanakan dengan tipe 2 lajur 2 arah tak terbagi dengan lebar 11 m dan panjang 410,8 m. Struktur atas fly over menggunakan balok prategang dengan profil I. Struktur bawah fly over menggunakan dua buah abutment, sembilan buah pilar dan pondasi jenis bore pile dengan diameter 0,6 m dan kedalaman 18 m.

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