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<![CDATA[PERENCANAAN PENGGANTIAN JEMBATAN TINJOMOYO KOTA SEMARANG ]]>
<![CDATA[Indra Hadi Mulyaning Wahyu]]>;
<![CDATA[Kurmein Al Musadad]]>;
<![CDATA[Moga Narayudha]]>;
<![CDATA[Rudi Yuniarto Adi]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[The purpose of planning the replacement of the bridge is the first Tinjomoyo to the facilitate public access Tinjomoyo an increasingly crowded, and then to replace the steel bridge that was damaged because there is no control of the government for the cost of care is expensive and prone to corrosions and there fore the government has an alternative to replace the bridge permanently by using concrete bridge or concrete because of soil condition in the area tinjomoyo including hard ground and there fore the selection of the palm of shallow foundation and wells as a load – bearing, but it is not concrete in terms of treatment need special care such as steel concrete bridge corrosions. Event not experience in bridge construction is needed time of 32 weeks.]]>
<![CDATA[PERENCANAAN GEDUNG PAVILIUN GARUDA II RUMAH SAKIT DOKTER KARIADI SEMARANG ]]>
<![CDATA[Bernard Bayu Baskoro]]>;
<![CDATA[Daniel Erlanda]]>;
<![CDATA[Nuroji Nuroji]]>;
<![CDATA[Purwanto Purwanto]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Design of Paviliun Garuda II dr. Kariadi Hospital Building, Semarang is designed using the Special Moment Frame System (SMFS). With the election of SMFS system expected to behave ductile structure, because ductile structure not only has large energy but also has a large caapacity in the resist earthquake loads. In system of SMFS, we have to use the concept of strong column weak beam in which the vertical elements of the structure (column) must be made stronger than the horizontal elements of the structure (beam), so that the plastic joints formed first on the beam. In addiction, beam-column joint must also be properly designed to prevent the collapse first. The technique of design and analysis structure, by using the SAP 2000v14 program, will obtain internal forces used to calculate the number of the reinforcements needed by the structure. It is in accordance with Indonesian National Standard or SNI as the main guidance in design of Paviliun Garuda II dr. Kariadi Hospital Building, Semarang.]]>
<![CDATA[PERENCANAAN STRUKTUR BANGUNAN GEDUNG HOTEL HORISON PEKALONGAN ]]>
<![CDATA[Andy Purwanto]]>;
<![CDATA[Muhammad Tri Prayogy]]>;
<![CDATA[Ilham Nurhuda]]>;
<![CDATA[Parang Sabdono]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Design of highrise building includes design of structure elements such as floor slabs, stairs, beam-column frames and foundations to withstand all working loads. Therefore, an engineer should select the most appropriate structural system such as fully elastic, partially ductile or fully ductile. The structure of Horison Hotel Pekalongan is designed to apply Special Moment Resisting Frame System (SRPMK) based on Indonesia building codes and standard. The structure analysis was conducted using ETABS v.9.7.1 software. The seismic analysis using the response spectrum dynamic analysis obtained the value of maximum vibration period of 1.74 seconds and design seismic force (V) = 344.18 ton. The internal forces calculated from ETABS v.9.7.1 were used to determine the amount of reinforcement required by the structure. Results obtained from the design show that Special Moment Resisting Frame System (SRPMK) used in Horison Hotel Pekalongan is capable of supporting all working loads considered in the analysis.]]>
<![CDATA[ANALISIS PERBANDINGAN ANTARA BIAYA OPERASIONAL KENDARAAN (BOK) DI JALAN ARTERI PRIMER DENGAN RENCANA JALAN TOL RUAS : UNGARAN - SALATIGA ]]>
<![CDATA[Rendy Augusta Wirayoga]]>;
<![CDATA[Danang Setiyo Cipto Saputro]]>;
<![CDATA[Djoko Purwanto]]>;
<![CDATA[Wahyudi Kushardjoko]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Semarang is one of the big cities, where many centers of economic, political, socio-cultural and educational center. The existence attractive to residents outside of Semarang to travel to Semarang. Most Salatiga’s residents doing trip - roundtrip to the Semarang city. However, the operation conditions of public transportation that led to and leaving Semarang still not up and there are a few obstacles along the way such as markets, factories and other activities that disrupt the trip. This transport problems will cause a variety of negative effects, such as lost time due to the long trip and the increase in Vehicle Operating Costs (VOC) to existing roads, so that the government develop a national road network in particular in areas of Java such as Trans Java Toll road construction Semarang - Solo segment. The purpose of this evaluation is to analyze the velocity space (space mean speed) and the Vehicle Operating Costs comparison between existing roads and toll roads segment Ungaran - Salatiga. Vehicle Operating Costs (VOC) using the Pacific Consultants International (PCI) formula. Data that obtained from the survey results for the velocity space (space mean speed) toward Ungaran - Salatiga for each vehicle and departure times both morning and afternoon, for the morning bus speeds faster 1.55 km / h of speed during the day is 31.14 km / h; 2 axle trucks during the day faster 4.67 km / h of speed in the morning is 30.76 km / h; as daytime tuk 3 faster 1.37 km / h from speed in the morning is 27.05 km / h; while the direction of Salatiga - Ungaran for the bus in the morning faster 1.21 km / h of speed during the day is 36.36 km / h; 2 axle trucks during the day more fast 3.77 km / h of speed in the morning is 34.29 km / hr; 3 axle truck in the morning faster 3.09 km / h of speed during the day is 26.81 km / h. The average speed for the Toll Road is taken based on a minimum speed of 60 km / h. The results of the comparison vehicle operating cost (VOC), it costs when crossing the Toll road is more economical when compared to the existing road. Where is the economic value of the vehicle in the morning for the bus is more efficient to IDR 37.132,38 (27.19%); 2 axle trucks more efficient IDR 32,802.99 (30.17%); and 3 axle trucks more efficient IDR 22,842.59 (13.58%). While in the afternoon, when crossing the Toll road for the bus will be more efficient IDR 39,564.97 (28.47%); for 2 axle trucks more efficient IDR 26,220.25 (25.67%); while for 3 axle trucks would be more efficient IDR 23,083.17 (13.70%).]]>
<![CDATA[ANALISA DAN INVESTIGASI LONGSORAN JEMBATAN TAMBAKBOYO PADA RUAS JALAN LINGKAR AMBARAWA ]]>
<![CDATA[Rangga Aditya Pratama]]>;
<![CDATA[Moga Narayudha]]>;
<![CDATA[Siti Hardiyati]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Ambarawa is a small town in Central Java. The location is between the two major cities of Semarang and Yogyakarta. In the development of an increase in the density of traffic on the road Theater - MGR Soegijaapranata Ambarawa traffic density is due to the market Ambarawa have very solid activity around it and the narrowing of the road in front of the market. Therefore the construction of the ring road Ambarawa done. In the process of the construction of the ring road is a problem with the bridge construction Tambakboyo. The problem is the soil avalanche oprit pile on one side of the abutment. To address the problems with the structure of the solution taken Millipedes. The solution was taken because the original soil conditions where there is very unstable old former underground streams that support native land oprit heap. Oprit caused landslides on a sloping abutments, so it needs to be jacked back into position. The slope is not going to happen because the abutment unstable. To handle oprit While, based on the analysis and calculations, selected spoon piles with a diameter of 45 cm in the construction of the bridge 120 meters long millipede. Spoon piles Depth varies from 15 meters to 19 meters. To bind each pile pilecap are associated with beams. With the improvement in oprit expected to provide stability for the abutment and landslides again.]]>
<![CDATA[PERENCANAAN PENGGANTIAN JEMBATAN TINJOMOYO KOTA SEMARANG ]]>
<![CDATA[Rani Wijayanti]]>;
<![CDATA[Wisnu Dwi Sampurno]]>;
<![CDATA[Moga Narayudha]]>;
<![CDATA[Indrastono Dwi Atmanto]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Along with growth of density of traffic getting through joint streets of Ngadirojo Biting so government of Province Central Java of has a plan to innovate Bridge of Mider III . This Matter because of the Bridge have passed plan and also Wonogiri is area which is expanding and the position of strategic that is connecting Sub-Province of Wonogiri Central Java with Sub-Province of Ponorogo Java East. Replacment of Mider III Bridge to be build this is prestressed-concrete Bridge with length 50 meters. This bridge consist of two unfolding limited by one pillar and two abutment. The width of bridge is 9,7 m that consists of 2 traffic lanes, 3,5 m width of each lane and there are pavement 1 m width in the right and left side of the bridge. For upper structure, there are reinforced concrete for floor bridge, and the girders uses 10 prestreesed concrete type I height (H) 1600 mm. For under structure consists of reinforced concrete abutment with contrafort, and for pillar, it is made from reinforced concrete with rectangle shape 3 m x 3 m, and for foundations its used The Foundation using the sinks foundation with diameter 3,5 m for abutment and 5 m for pillar , the depth of the sinks foundation for abutment is 5 m and the depth of the sinks foundation for pillar is 7 m. On the design of this bridge,Mider III is planned also connection way between bridge and ring road way which is called oprit are also designed. Each way has length 125 m and it is same on Wonogiri destination and Ponorogo destination. This connection way uses flexible pavement with laston thick 100 mm, base course foundation with class A aggregate thick 200 mm, upper course foundation with sirtu class B thick 400 mm. Based on the bill of quantity the design of Tambakboyo bridge needs Rp 5.063.827.000,00 (Five Billion Sixty Three Million Eight Hundreds twenty seven Thousand rupiah ) and PPN 10 % Rp 506.382.700,00 (Five Hundreds Six Million Three Hundred eighty two Thousands Seven Hundred Rupiah). While this project can be finished on 34 weeks.]]>
<![CDATA[PERENCANAAN PEMBANGKIT LISTRIK TENAGA MINI HIDRO DI SUNGAI LOGAWA, KABUPATEN BANYUMAS ]]>
<![CDATA[Apriadi Ali Ramadhan]]>;
<![CDATA[Arie Al Asyari]]>;
<![CDATA[Suharyanto Suharyanto]]>;
<![CDATA[Abdul Kadir]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Electricity is a basic human need. Human activity will be disrupted if the availability of electrical energy is also affected. This condition is also currently being experienced by the people of Indonesia. There has been an energy crisis in some regions of Indonesia, particularly in Java - Bali where the area is the center of activity in Indonesia. This is indicated by the frequent occurrence of blackouts in rotation as in most cities in Indonesia. The crisis caused by an imbalance between supply and demand of electricity usage. Meanwhile, the ability of the government, in this case the PLN in providing the electricity needs is very limited. Therefore, the government is encouraging private sectors and communities to participate in the production of alternative energy, one of which is the Mini Hydro Power Plant. Banyumas Regency has a potential river to build as Mini Hydro Power Plant. This mini hydro power plant will utilize the waterflow from the rivers. The electrical energy produced will be supplied to the Java – Bali interconnection network so that electricity supply can increase the Java – Bali capacity. In this PLTMH Logawa is planned to generate 616 kWh of power which can serve approximately 600 homes with the assumption that the usage of the power is about 900 watts per hours. It requires investment funds for the construction works amounting to Rp.25,265,787,700,-]]>
<![CDATA[EVALUASI DAN PERENCANAAN KEMBALI BENDUNG SAPON ]]>
<![CDATA[Fajar Nugroho Utomo]]>;
<![CDATA[Dyah Wahyu Apriani]]>;
<![CDATA[Sri Eko Wahyuni]]>;
<![CDATA[Siti Hardiyati]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Sapon weir, which located at Kulon Progo, Yogyakarta, is a hydraulic structure that its water supply is from Progo river. Sapon weir are used to flow through ± 1850 ha rice field area, from ± 2250 ha before at 2,3 m3/sec, and to fulfill the water needs in 4 sub districts at 0,2 m3/sec. The increasing function of Sapon weir from only covering the irrigation needs, to fulfilling the water needs it is the implementation of the regulation no 8 year 2005 about water resources. The analysis of flood design using Haspers Metod, FSR Jawa-Sumatera, HSS Nakayasu, HSS Gama 1 with flood design comparation from Pasing Capacity Metod that has 1123,96 m3/sec of flood discharge in hundred year periode (Q100). The design of Sapon weir consists of main dam, complement buildings and requirement water supply pump for 1383,97 m3/sec of flood discharge hundred years period. The differences of weir design change the weir dimensions and the complement buildings.]]>
<![CDATA[EVALUASI KELONGSORAN PADA RUAS JALAN WELERI – PATEAN KM50 DAN ALTERNATIF PENANGANANNYA ]]>
<![CDATA[Moh. Ariawan Hidayat]]>;
<![CDATA[Danni Tanro]]>;
<![CDATA[Sri Prabandiyani Retno Wardani]]>;
<![CDATA[Indrastono Dwi Atmanto]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[Road between Weleri - Patean is a national road that has an important role in regional and national economic development. The road is an alternative route that connects the “Pantura” to the “Selatan” route. In January 2012, there was a catastrophic landslide occurred in kilometers 50 from Weleri to Patean. It’s 6.8 meters in height and 8 meters in lenght landslide. As result,, only half the roads are passable by vehicles, and by the implementation of on way system, the flow of traffic became pretty slow. After slope stability analysis using Fellenius method is performed, it is shown that the SF or safety factor of the slope is 0.878 and for 1.284 by using Plaxis V.8.2 program. Both SF less than normal safety factor which is 1.3. So it can be inferred that the slope is in critical condition. Therefore, it is very important to install special reinforcement to restrain or stabilize the slope. The first alternative of slope reinforcement is gabion, the second alternative is retaining wall and the third alternative is steel sheet pile reinforcement. Based on finite element method calculation using Plaxis V.8.2 software, it is found that gabion changes the safety factor of the slope from 1.284 to 1.512 and gives 4.645 cm displacement. Meanwhile, retaining wall increases the value of safety factor from 1.284 to 1.538 and gives 4.365 cm displacement. In otherhand, steel sheet pile reinforcement gives a noticeable safety factor value which is 2.075 and gives 2.932 cm displacement. Compared to the other alternatives, steel sheet pile reinforcement performs the best stabilization reinforcement, resulting in high safety factor value and small displacement value, therefore, steel sheet pile reinforcement is is considered as the best alternative solutions for landslide in Weleri – Patean Km 50 Road.]]>
<![CDATA[PERENCANAAN SISTEM DRAINASE PASAR JOHAR SEMARANG ]]>
<![CDATA[Arif Wicaksono]]>;
<![CDATA[Pungky Dwi Saputra]]>;
<![CDATA[Hari Budieny]]>;
<![CDATA[Abdul Kadir]]>
<![CDATA[ Jurnal Karya Teknik Sipil Volume 2, Nomor 2, Tahun 2013 ]]>
Publisher : <![CDATA[Departemen Teknik Sipil, Fakultas Teknik Universitas Diponegoro ]]>
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<![CDATA[As trade area which is located in the north of the Semarang City, Johar is an area prone to flood. That's because the drainage canal superficiality clog due to garbage, the channel capacity is not large enough and the pump capacity is not sufficient. Johar is at a height that is almost equal to the sea surface which land subsidence periodically, so as to Johar area, water flows through a drainage pump with Kali Semarang as an elongated catch. The method we used to handle the flood of Pasar Johar is by calculating the flood discharge, isolate the area around the elevation of the road which serves as a dike, enlarge the channel that is not enough, enlarge the channel that is not enough and made sluice in preparation if the pump can not operated. From the calculation, some channels have increased flow capacity. Type of partner channels with bony concrete / precast planned to increase the capacity of Existing stream channel is the channel type C with a width of 1000 mm and 1000 mm high channels. There are 5 channel capacity should be increased. To remove the water from the drainage channel used pumps which located in the drainage pump house. Pump house planned 3 units main pump installed and 1 unit reserved. Maximum discharge for each pump is 0.35 m3/second. Drainage channels connected to the house by using the channel pump. When only light rain occurred, simply lit one pump only. While in the event of heavy rain, so can lit two or three pumps. Thus the application of more efficient pump. Time waster channels streamed to Semarang with waste pipe from the pump drainage. Waste pipe is made with galvanized materials with elements lighter than steel and stainless steel. Based on the calculations, the total cost for the Design of Johar Drainage System is 8,471,009,500.00 rupiah.]]>
