Hary Budieny
Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro Jl. Prof. Soedarto,SH-Tembalang-Semarang.

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PERENCANAAN EMBUNG BLORONG KABUPATEN KENDAL, JAWA TENGAH Kurniawan, Muhammad Erri; Satria, Yudha; Sugiyanto, Sugiyanto; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 3, Nomor 1, Tahun 2014
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Abstract

Blorong small dam situated on the Blorong River, Kendal Regency. Blorong small dam is planned to meet the requirement of water in Kedung Pengilon irrigation area experiencing water shortages during the dry season, the months of September and October. Area has experienced drought during the dry season is expected around 1200 Ha. Discharge mainstay Blorong River calculated based FJ. Mock method with the possibility of not being met by 20%. Small dam reservoir volume is 1,589,705.56 m3 which is at an elevation of +39,00 to +53,00. Results of water balance calculations indicate that in September and October there is a shortage of water, each for 1.253.648 m3 and 122.758 m3. Flood discharge plan obtained from HSS Gama I method is equal to 503.7558 m3/s return period of 25 years (Q25 = 503.7558 m3/s). The planned small dam 19 m high, with a base elevation ponds +39.00, +58.00 dam crest elevation, surveillance 2.00 m high, 7.00 m wide dam crest, upstream slope of 1:2,5, 1:1,75 downstream slope. In planning this Blorong small dam used ogee type spillway width 30.00 m with a height of 14 m and a spillway crest elevation of +53.00, using an eject USBR Type IV with a length of 15.70 m. This project implementation is scheduled for 35 weeks with a budget plan  of Rp 24.242.419.000,00.
PERENCANAAN BENDUNGAN BENER KABUPATEN PURWOREJO Kusuma Dewi, Claudia Ratna; Lubis, Dwiarta Agustina; Edhisono, Sutarto; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 2, Tahun 2013
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Abstract

One of the efforts to develop the potency of Bogowonto River and increase the wellness and the living of the people near the river is by making a Dam.The most advantage for the dam is at Guntur Village, Bener Subdistrict, Purworejo Regency. It is planned the dam will be able to irrigate 1800 Ha of existing and 407 Ha of expanded rice field and water demand in eight subdistricts of Purworejo Regency. Bener Dam is designed with rock fill dam as its structure. The height of the Dam is 112 meters with slope ratio 1:2.5 at the upper course and 1:2.25 at the lower course for 50 years lifetime and storage capacity 28 million m3. 
PERENCANAAN PERBAIKAN SUNGAI BABON KOTA SEMARANG Perdana, Bramantyo Yuda; Panuntun, Setyo Bagus; Pranoto, Sumbogo; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 2, Nomor 2, Tahun 2013
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Flooding is a situation where areas not normally inundated with water becomes stagnant. And very adverse circumstances moriil both material as well as inhibition of transport impact on the rate of the economy of a region. Flooding problems that occurred in the city of Semarang is partly due to overflowing, one of the river is the river layer. Babon river have a length of about 17 km starting from Pucang Gading Dam downstream to the estuary through Karang Roto Dam. Babon river conditions experienced narrowing and shallowing flow leads to reduced capacity to cross the river flood discharge flow. Babon river can no longer accommodate the flood discharge that occurs especially in the rainy season so that commemorate the area around the river layer. In addition, the floods also caused the creek bank that opened for the access road so the water from the river could easily overflow. From studies and calculations have been done, solving this problem is to conduct repairs on the Babon River, by improving the flow and cross the river and make retrofitting Babon River on slopes / riverbanks prone to landslides. So as to reduce the level of flooding in the city of Semarang.
PERENCANAAN BENDUNG PROGOPISTAN DI KABUPATEN TEMANGGUNG, JAWA TENGAH Janitra, Herdi; Lathanza, Irzal; Suharyanto, Suharyanto; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 3, Nomor 1, Tahun 2014
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Abstract

Progopistan Weir is fix weir for irrigation necessary, it had built on Progo River, with area flow of river is 70,116 km2, it is location on Gemawang District, Temanggung Residency in Central Java special territory. Progo River watershed in the region especially those in Gemawang District, Kandangan district, Kaloran District, Kedu District, Temanggung Residency in Central Java there is still rain-fed agriculture. In its development, the availability of irrigation water to irrigate the area is considered very less, so that people suggested that services can be improved through the development of irrigation dam which can reach all areas. Before the dam was first planned analysis so unknown flood discharge for the return period of 50 years was 234.64 m3, and Debit retrieval of 2.42 m3/second. Progopistan weir will design with specific, such as ogee summit 6,3 m tall, USBR type III for Stilling Basin and also completed with sand trap. Canal for slice, gate for intake and slice and Retaining walls. Progopistan weir spend of fund around Rp. 6,9 billion and time schedule for construction around 196 working days.
PERENCANAAN EKO-DRAINASE KAWASAN PERUMAHAN TEMBALANG PESONA ASRI – SEMARANG Aflakhi, Aji; Cahyani, Venni Budi; Kurniani, Dwi; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 3, Nomor 2, Tahun 2014
Publisher : Jurusan Teknik Sipil Fakultas Teknik Universitas Diponegoro

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Abstract

As the construction rapidly growing in Indonesia, it causes the land decreasing that can be used to absorb water. This phenomenon will cause an often flood in rainy season and drought in dry season. On the other side, the degradation of land infiltrations as the effect of the changing  of environment. Before the development of the area, the studied area contributes of flow by 0,167 m3/s and volume of run-off equal to 601,2 m3. After theconstruction of Tembalang Pesona Asri regency , the post-development peak of flow and run-off volume increase to 0,573 m3/s and 2061,8 m3. Eco-drainage is defined as efforts to manage the excess of rainfall water by infiltrating into the ground as much as possible or flowing naturally into the river without exceeding the capacity of the river before. Eco-drainage facilities that offeredin this final task included infiltration wells,  and bioretention cell. To restore the flow and volume of runoff around the pre-construction condition, the minimum eco-drainage facilities need 177 units of infiltration wellswith diameter size dimension  of 1,5m depth of 3m, 1300 m2 of bioretention cell which 560 m2 located in Blok R and 740 m2 in Blok A. The construction of this Eco-drainage facility in the Tembalang Pesona Asri regency area can decrease runoff of 1220,419 m3 or 83,5 % from the runoff water cause by the regency construction. This construction of the Eco-drainage facility need approximately 3 months of time with  total cost  Rp. 1.209.126.133,- (one billion two hundred and nine million one hundred twenty-six thousand one hundred and thirty-three rupias). The houses total in Tembalang Pesona Asri Regency are 287 units, so each house’s contribution is equal to Rp. 4.212.983,- (four million two hundred twelve thousand nine hundred eighty three.
PERENCANAAN SABO DAM KALI PUTIH (KM 16,7) KABUPATEN MAGELANG JAWA TENGAH Anjariwibowo, Nanda; Setyawan, Dwi Indra; Salamun, Salamun; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 3, Nomor 4, Tahun 2014
Publisher : Jurusan 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.
Perkiraan Koefisien-koefisien Karakteristik Daerah Aliran Sungai Krengseng untuk Membangun Kurva-Durasi Debit Sachro, Sri Sangkawati; Sugiyanto, Sugiyanto; Budieny, Hary
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 19, Nomor 1, JULI 2013
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (554.341 KB) | DOI: 10.14710/mkts.v19i1.7831

Abstract

The flow-duration curve at a site is most useful tool for evaluating flows in water resources development projects. Flow-duration curves are based on cotinuous stream flow data, where stream flow meuserements are not available, precipitation and potensial evapotranspiration records can be used to calculate continuous flows. Calculation of monthly flows from meteorologic data are based on the water balance in watershed. The water balance equation is Precipitation – Actual evapotranspiration + Storage = Runoff. This calculation use coefficients that represent watershed characteristics, that will change from one watershed to another. The watershed characteristic coefficients changes will correlate with changes in vegetation, soils, and subsurface geology. This study is an attempt to estimate the watershed characteristic coefficients to calculate monthly streamflows in Krengseng River at Diponegoro Dam site. The  watershed characteristic coefficients analysis using F.J.Mock Model and NRECA Model. Resuls of watershed characteristic coefficients  analysis using F.J.Mock are, Expose surface, m = 50%, Soil moisture capacity, SMC = 200 mm, Infiltration factor, IF = 0.45, Recesion coeffisien, RC =0.70. Watershed characteristic coefficients using Model NRECA are, Index soil moisture capacity, Nominal:100+(0.25xmean annual precipitation), Base flow parameter, PSUB = 0.30 and Index groundwater storage, GWF=0.50.
Uji Kemampuan Bangunan Pengaman Mengurangi Longsoran pada Balas Rel akibat Banjir Atmojo, Pranoto Samto; Sachro, Sri Sangkawati; Budieny, Hary
MEDIA KOMUNIKASI TEKNIK SIPIL Volume 19, Nomor 1, JULI 2013
Publisher : Department of Civil Engineering, Diponegoro University

Show Abstract | Download Original | Original Source | Check in Google Scholar | Full PDF (689.262 KB) | DOI: 10.14710/mkts.v19i1.7835

Abstract

Ballast rail has a vital fuction to support the train’s load and its dynamic forces. This load is then distributed to the subgrade layer through pile of gravel under the ballast. Most of the design about the gravel layer (ballast) doesn’t take into account the effect of flood overflow on the rail, which is very likely to occur during rainy season. The Flood flows above the rail will reduce the ballast stability and then eroded. Part or most of the gravel were flushed out, thus resulting the ballast to be weak and may collapse, which is vey dangerous to the train traffic. Its therefore requires to investigate stability of the ballast under flood flow above the rail condition and any measure or improvement required by Hydraulic Modeling. The research is conducted at Hydraulic Laboratory, Diponegoro University. The model prototype is refer a tract rail at Mangkang-Semarang KM.12, with scale of 1:5. Its shown that the ballast  without a safety structure will start to scour when water level h1 = 15 cm , meanwhile with the structures Type 1 and Type 1 + 1 its start scour h1 = 17 and 19 cm respectively. The safety structure is able to scouring decrease , ie at the variation of h1 = 19 cm , there are 68.50 cm without structure, and with structure Type 1 and Type 2 are  29 and  26 cm respectively. This research shown that it needs to installing safety structure (sill) to reduce the danger cause of flood flow over the rail, especially at the flood prone area. The Management of train traffic could adopt this result how to protect of ballast scour cause of flood.
PERENCANAAN KOLAM PELABUHAN PONDOK DAYUNG FASARKAN TANJUNG PRIOK JAKARTA UTARA Ristiyanto, Agus; Murtadlo, Asif; Salamun, Salamun; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 4, Nomor 1, Tahun 2015
Publisher : Jurusan Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Ports of Pondok Dayung is one of the special port designation refers to as one of the supporting facilities and infrastructure facilities NKRI defense, such as privatization TNI navy military has its have means to sea port dont depend on other agencies. Planning a pool port of Pondok Dayung Fasarkan design covering breakwaters, design port dock, grooves cruise design, as well as design lap pool port. Functionally, this port will be used as a berthing dock and military vessels, as well as a repair ships for the Navy in particular regional western Indonesia and the surrounding region. Data processing in the planning include wind speed data processing used for forecasting wave generation in the area of the deep, significant wave height values obtained (Ho = 1.53 m) and significant wave period (To = 9.585 sec) using wave probabilias according Gumbel distribution (Fisher method type 1) when repeated waves during the 50-year plan. Data processing tidal water of the sea as well as the face of map data bathimetry high elevation used as reference breakwater planning and building a dock, from the calculation of the value obtained tidal water of sea level plan HHWL = + 51.4 cm, MSL = ± 0.0 cm, and LLWL = -34.6 cm. A fleet of data used as reference calculation wide planning a groove cruise obtained wide a groove 216 m (two paths) , and large the depth of the draft of the port plan the pool D=± 12.25 m from the sea bet. Data geotek worn to find out the characteristics of the ground used as reference planning breakwater type of the building , and planning foundation structure a wharf. Planning breakwater building used type of sloping side (1: 1.5) planned a total length L = 1292 m, the number of layers n = 2 Secondary layers thick layer t = 1 m heavy pieces of stone W = 168-200 kg for layers in the core layer of heavy point W = 16-20 kg, and the design elevation mercu of breakwater ± 3.79 m from MSL. Plan a wharf a total length of 252 m with elevation plan + 1,07 m of msl, plan a structure of plates thick the floor 20 cm, foundation structure piles spun pile Ø 50 cm with concrete quality K 500. Dock facilities that Fender type V (400H 1000L) with a impact energy capacity of 160 kN, as well as the type fastening a Bollard with pull capacity of 35 tons. During the planning there are several aspects of which suggested to examined more detail particularly on the big problem the value of sedimentation tranport large and shallow , with such a large value of sediment transport and sedimentation occurred in the port basin can be calculated and minimized optimally.
PENATAAN KANAL BANJIR TIMUR SEMARANG Adijaya, Krisma; Prianto, Wisnu; Suripin, Suripin; Budieny, Hary
JURNAL KARYA TEKNIK SIPIL Volume 4, Nomor 4, Tahun 2015
Publisher : Jurusan Teknik Sipil, Fakultas Teknik Universitas Diponegoro

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Abstract

Semarang has two major channels namely Kanal Banjir Timr (KBT) and the Kanal Banjir Barat (KBB). KBT is a canal that functioned as a flood control of the eastern city of Semarang. The existing condition of KBT is no longer able to accommodate the existing flood discharge. At the end of March 2015, KBT overflowed and inundated the residential areas around it. The decrease capacity of KBT are caused by the high of sedimentation, isn’t appropriate river space, and garbage. Therefore, proper handling efforts are needed to improve KBT. The aim of this study is to design a plan of KBT. The concept of river restoration considers not only hydraulic aspect, but also environment around the river (Maryono, 2007). The design of KBT is divided into three steps, first step is hydrology analysis, second step is hydraulics analysis and the third is the step of design. The aim of hydrological analysis is to determine the flood discharge with the HSS Gama I method. The aim of hydraulics analysis is to determine the dimension of the KBT that able to accommodate the flood discharge using HEC-RAS software. The third step is to create a landscape designs of KBT space area and estimate the cost needed. Based on this study, the proposed discharge Q 50-year is 518.29 m3/sec. To accommodate the discharge the demension of KBT is enlarged from 21.2 m to 23 m at the upstream, from 35.7 m to 40 m at the middle stream and from 55.4 m to 65 m at the downstream. In the border area and the banks of the canal changes into green space area, parks and sports facilities area. Total costs required to implement them is Rp . 118,848,568,000.00 (A Hundred Eighteen Billion Eight Hundred Forty Eight Million Five Hundred Sixty Eight Thousand Rupias).