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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 38 Documents
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Search results for , issue "Volume 3, Nomor 4, Tahun 2014" : 38 Documents clear
ANALISIS PROSES PENGADAAN MATERIAL PROYEK KONVENSIONAL DAN PROYEK ENGINEERING PROCUREMENT CONSTRUCTION (EPC) (Studi Kasus : Proyek Pembangunan Gunawangsa MERR Apartement Surabaya dan Proyek EPC 1 Banyu Urip Cepu) Moh. Nur Sholeh; Shifa Fauziyah; M. Agung Wibowo; Frida Kistiani
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Nowadays, construction project has been progressing well, it uses new technologies, materials and contract models. A new contract model is EPC (Engineering, Procurement and Construction). At Conventional contract, commonly used in highrise building projects which involves many participants such as owner, design consultant, general contractor, and management construction consultant. While, Engineering, Procurement and Construction (EPC) project involves general contractor only. In EPC project general contractor is the main actor in the engineering process, procurement until construction. EPC Contract is suitable to build facility of processing oil and gas. This research uses the project of Gunawangsa MERR Apartment and EPC 1 Banyu Urip as case studies of conventional project and EPC’s project. The goals are to analyze procurement organization and procurement material process at conventional project and EPC project, also to find out the weakness and strength of material procurement process from the both projects. The procurement process of materials on EPC projects uses the Material Tracking System (MTS) to manage the procurement process of materials because of the complexity of the project. In addition, the project EPC uses materials and equipments that have special specifications and are not available in the market so we need a system to manage the process of ordering, fabrication until materials can be delivered on time so it will not make any delays in the project. Because the material procurement process in EPC projects require time for fabrication so that procurement of materials has been performed on engineering phase. Therefore, the EPC project has its own material procurement organization which is directly supervised by a procurement manager. Where any personnel involved have a clear task.Meanwhile , the conventional material procurement project carried out by the logistics which is directly supervised by a project manager for the material procurement process which is much more simple when compared with Material Tracking System in EPC. In addition, the materials of conventional project are available in the market so that procurement is not through a specific manufacturing process and is often performed on construction phase. However, because the procurement process is undertaken during construction so that when there is a problem or difficulty in getting material it  will result any  project delays.
PERENCANAAN SISTEM DRAINASE KALI KENDAL Sukma Adji Nugrahedi; Adi Saputra; Suripin Suripin; priyo Nugroho P.
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Kendal river is always overtopped during rainy day, certainly in central city and densely populated area. The flood duration around 4-8 hours with 40-60 cm depth caused the secondary channel can’t flow into the primary channel. The problem of flooding caused by the capacity of Kendal River is decreasing. Base on that condition, this final project was aimed to redesign Kendal River system based on capacity and functionality. The first step on redesign drainage system is hidrology analysis for determining a flood discharge, analysis hidrolic analysis by HEC-RAS software to evaluate the capacity exsisting channel. The conclution of the evaluation result is the maximum channel capacity could be increased to 10 years discharge flood only (34,94 m3/s). Increase the capasity of the trapezium channel by enlarge a basis channel along 10 m at Kendal River (11,750 m), include the revetment construction (2,300 m) on P.5+050 – P.10, P.11 - P.12, P.13+050 - P.15, P.44+050 - P.45+050, P.65 - P.80. Anchored wall construction decided as a retaining wall for a rectangular channel type (2,050 m) at P.24 - P.4+050. And then, for accomodate 25 years flood discharge (45,43 m3/s) need 7 ha retention pond. Total cost is Rp. 63,847,420,000,00 for 10 years discharge desain.
PERENCANAAN SABO DAM KALI PUTIH (KM 16,7) KABUPATEN MAGELANG JAWA TENGAH Nanda Anjariwibowo; Dwi Indra Setyawan; Salamun Salamun; Hary Budieny
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
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 using 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. The results of Sabo Dam design 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 phase 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.
KAJIAN STRUKTUR PENGAMAN PANTAI SIGANDU, BATANG Sidiq Leonanda Widhianto; Dicki Kharisma; Suharyanto Suharyanto; Siti Hardiyati
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Generally, the problems that occur in Sigandu Beach - Batang is abrasion, resulting in damage to the beach. This has an impact on the coastal areas along the coast of Sigandu, among others land that has been covered with sea water exceeds 2 m within 5 months, trees and houses around the beach collapsed due to erosion beach by sea water. The information and supporting data are collected from several literatures, interview, laboratory research, and a collection of documents from several institutions, including the Department of Marine and Fishery of Batang, BPDP and BPPT of Yogyakarta in 2013, BMKG Climatology Station in Semarang, Soil Mechanics Laboratory of Diponegoro University and several other institutions. The dominant wind direction effect used in the calculations come from the Northwest and North. Wave height representative used a H33% at 2,94 m and a representative period T33% 8,82 seconds. Sea level caused of tide by the calculation of admiralty generating value HWL =+0.49 m; MSL = ± 0.00 m; LWL = -0.49 m. The tide of Sigandu Beach included in mixed tide prevailing semidiurnal. In the calculation, the wave breaking occurs at a depth of 4.22 m at a distance of ± 787.09 meters from the shoreline. Based on studies of the selection safety structure from some aspects of the Sigandu Beach, the elected lower threshold breakwater structure (Pegar) Geotube. Because a bad soil conditions in Sigandu Beach, then there needs to be retaining structures on Geotube is by giving it a pile of bamboo and bamboo mattresses that had been assembled under the structure of Geotube. Geotube structure is composed of Giant Sand Bag with dimension length 20 m, width 2 m and 1,5 m high with a weight of 6 tons/m' and Sand Bag with dimension length 2,2 m, width 1,4 m, and height 0,4 m with a weight of 1,12 tons/m'. To be expected to form the salient, the structure compiled in series with spacing distance of 10 m with a 100 m length of the building and placed 75 m from the shoreline.
PENGGANTIAN JEMBATAN KALIGUNG TUWEL DENGAN MENGGUNAKAN KONSTRUKSI RANGKA BAJA Gilar Taswindo; Wahyu Agung Nugroho; Moga Narayudha; Ilham Nurhuda
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Kaligung Bridge is located in Tuwel village of Slawi in Tegal regency. The Bridge connects Bumijawa and Tuwel area and stretches along 70 meters above Kaligung river. In this project, Kaligung Tuwel bridge was designed as a steel truss system. The design steps are as follows : analysis of the existing conditions, design the upper structure and the substructure of the bridge, and calculate budget plan ( RAB ). The Design of the upper structure considers loads such as : self weight, dead load, traffic load, wind load, and seismic load. The design was carried out using LRFD (Load and Resistance Factor Design) method. Next, the substructure was designed by calculating the dimension of the foundation and abutment. The foundation was designed as a caisson while the abutment was of cantilever type.
EVALUASI DAN PEMECAHAN MASALAH LALU LINTAS PADA RUAS JALAN PANTURA DI KABUPATEN REMBANG (KALIORI-SLUKE) Annisa Rachmawati; Gusfina Tryandari; Y.I. Wicaksono; Amelia Kusuma Indriastuti
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Rembang Municipality currently shows significant development in various sectors that predicted will increase travel distribution caused by enormous trip generation and attraction. This condition will impact on the performance of Pantura as a national road network, mainly the segment that pass through this area. Therefore, it is necessary to evaluate the performance of some links and signalized intersections as part of Pantura in Rembang as well as provide suggestions to resolve the problem. The analysis of road and signalized intersections performance refers MKJI 1997, while the proposed treatment refers to Rembang Municipality’s Regional and Spatial Planning Document (RTRW) 2011 - 2031. The result showed that the values of DS in 2013 are 0.486, 0.848, 0.713 and 0.324 respectively at Kaliori Segment, Kartini Park Intersection, Lasem Mosque Intersection and Sluke Segment. The cycle time at each intersection is resetted and the LTOR rule is not applicable in order to improve the intersection performance before the future performance prediction analysis undertaken. In 2020, the number lanes on Sluke should be add up from 2/2 UD (DS = 0.849) to 6/2 D (DS = 0.330). The construction of Rembang Urban Ring Roads in 2016-2020 could be decrease the DS value at Kartini Park Intersection in  2021 (DS = 0.669), but in 2028 the DS has reached 0.909. Therefore, the trafiic signal phase must be adjusted to decline DS value to 0,462 in 2021 and 0,676 in 2028. The Lasem Urban Ring Road in 2024 decrease DS value at Lasem Mosque Intersection to 0,667 thus 0,807 in 2028. After the Rembang Outer Ring Road and Rembang Urban Ring Road officially open for public, the DS of Kaliori Segment and Kartini Park Intersection could be decrease upto 0.687 and 0,517 respectively. According to Rembang Municipality’s Regional and Spatial Planning Document, the Rembang Outer Ring Road will be operationalized in 2026 and the Lasem Urban Ring Road in 2024. However, this research suggest that this plan should be rescheduled to 2019 for Rembang Outer Ring Road and 2021 for Lasem Urban Ring Road.
ANALISA KOEFISIEN PRODUKTIVITAS TENAGA KERJA PADA PEKERJAAN PEMBESIAN Khubab Basari; Rendra Yoga Pradipta; Jati Utomo Dwi Hatmoko; Arif Hidayat
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Labor’s productivity is one of the success factors in construction project. The optimal labor’s performances can be measured using the productivities coefficient of the workers. The coefficient of productivities known as BOW analysis is further updated into SNI analysis. However, the value of labor’s coefficient productivity may be different at each location depending on their performances. For example the steel work labor’s who perform their work either outside or inside the project site. Therefore, this research takes some work sites on the steel workshop and the storey building project. The purpose of this study is to know the coefficient of labor’s productivity of steel working on the workshop and the storey building project. Then, the results of the observation is compare with the benchmarks that presents at this moment, which is BOW and SNI so can be obtained the optimum coefficient values of productivity. The results revealed that the coefficient’s value of steel labor productivity for foreman in workshop, building project, BOW, SNI are 0.0179, 0.0089, 0.00 and 0.004 respectively. The value of coefficient productivity for chief worker in workshop, building project, BOW, SNI are 0.00, 0.0089, 0.255 and 0.007 respectively. In the building project, the foreman and the chief worker do not only do steel working but also doing other types of job so it assumed that both of them are doing only 60% in steel working. The value of coefficient productivity for Vulcan in workshop, building project, BOW, SNI are 0.0359, 0.0592, 0.675 and 0.07 respectively. The value of coefficient productivity for assistant worker in workshop, building project, BOW, SNI are 0.0887, 0.0726, 0.675 and 0.07 respectively. Based on the coefficient value, it can be concluded that the order value of the optimum coefficient productivity of the worker is in the  workshop, building projects, SNI and BOW.
ANALISIS KONTRAK BERBASIS KINERJA (KBK) DAN KONTRAK KONVENSIONAL STUDI KASUS: PROYEK PEMBANGUNAN JALAN KBK SEMARANG-BAWEN DAN PROYEK PEMBANGUNAN JALAN TOL SEMARANG-SOLO Indra Wijaya; Vanessa Nurmalita; M. Agung Wibowo; Rudi Yuniarto Adi
Jurnal Karya Teknik Sipil Volume 3, Nomor 4, Tahun 2014
Publisher : Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Construction sector in Indonesia, especially for road construction projects are progressing very rapidly in recent years. Indonesia is intensively implementing the road construction project, from new road construction, road maintenance and repairs. Road construction sector in Indonesia is mostly using the conventional contract system, with a lump sum or unit price. In this conventional contract service user must fully bear the risks associated with the quality of work that is to be maintained. It required an innovative method in order to contract the service user and the service provider can be better off, for example with the system performance based contracting (PBC). This study will analyze the differences between the PBC system and conventional system by comparing the life cycle project, project coordination line, the construction, the maintenance period, and the budget plan contract. The research method used was a descriptive analytical methods and data collection through direct field observations and interviews with project case studies Construction Project Semarang-Bawen Road with PBC and Construction Project Semarang-Solo Highway. From the results, the fact that the PBC has a single stage system that is not present in the conventional contract there is system maintenance services. At  the PBC system imposed fines ranging from construction period while the conventional system of fines awarded the contract if the contract or is unable to complete the construction work by the duration of time that has been given. At the PBC system there is not planning consultant contracts while the conventional system, there are consultants planning consultant. At the PBC system maintenance is faster than the conventional contract system maintenance. The budget plan contract at the PBC system is higher than the conventional contract system’s budget plan contract.

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