High population growth in the area of East Jakarta has led to more construction of settlements, including in several areas of East Jakarta, which includes Jalan Pengantin Ali in Ciracas Sub-District. When very heavy rains fall in the rainy season, this place is often flooded, while in the dry season there is a scarcity of raw water or clean water. This study examines the application of sustainable drainage systems with the technique of making a retention pond as a flood control alternative. The purpose is to hold water runoff during the rainy season so that it does not enter the river directly, and so that some of the collected water could be used to meet the clean water supply needs of the people. The calculation of rainwater potential used the height of the monthly average rainfall. The retention pond capacity was determined by the pool simulation method during the rainy season. The planned flood discharge was calculated using the Nakayasu HSS method. The obtained results indicated a peak discharge value with a return period of 2 years that amounted to 8.84 m3/sec. The planned retention pond area is 6380.94 m2, with a retention pond height of 4 m, a dike slope of 1:1, and the elevation of the overflow base being at an altitude of 38.5 meters above sea level (masl). From the results of the HEC-RAS 5.0.6 software, an optimal overflow width of 2 m was obtained, with an outflow discharge of 4.55 m3/sec and a pond volume of 19530 m3. With the retention pond, flood peak discharge could be reduced by 4.29 m3/sec. This will allow the flood discharge in the rainy season to be reduced and increased clean water needs in the dry season to be met.
Bagong Dam is a rock-fill type dam that was built for flood control in Trenggalek district and as a reservoir for irrigation water during the dry season. In this calculation, it is found that the flood discharge tracking analysis is Q100 = 164.742 m3/second, Q1000 = 182.419 m3/second, and QPMF = 394.425 m3/second, with water elevation above the crest +328.67 meters. This spillway is designed with a overflow spillway type which includes from the launch channel, and the energy reducer channel using a USBR type III stilling pool. With the results of the channel analysis the maximum water level occurs at the QPMF return period of 2, 355 meters with a maximum flow speed of 22.78 m2/second and a froude value at the end of the channel of 7.126. Analysis The stability of the spillway is controlled using overturning control, shear control, and control of the bearing capacity of the soil, all of which are safe for spillway structures. Furthermore, for the reinforcement of the walls and floor of the channel using the highest wall, namely the energy absorber wall as high as 8 meters and on the channel wall the amount of reinforcement D13-200 is obtained which is controlled in an empty and flooded channel. As for the floor of the channel of reinforcement D13-300 are assumed to be in a flooded state. The construction cost for the construction of the spillway is Rp. 241.483.929.346.
The rapid population growth has made residential land more widespread. causing the surface water runoff getting bigger and coupled with the narrowing of the river cross-section by sediment so that the river’s capacity is no longer able to accommodate the existing flood discharge. This study aims to reduce the risk of flooding in the Cisangkuy river. Modeling was carried out using HEC-RAS 2D. Modeling results in the existing conditions show that water has flowed into the residential area. Handling in the form of normalization of the Cisangkuy River as an appropriate alternative for reducing flood risk. After normalization, there was a decrease in the water level in the upper reaches of the Cisangkuy river from an altitude of 672.13 masl to 667.85 masl and in the middle of the Cisangkuy river it fell + 3.3 meters. which was originally from an altitude of 668.57 masl to 665.21 masl. The improvement of the Cisangkuy River has had a significant impact on the flow of the Cisangkuy tributary and the urban drainage system around the area. So that the Cisangkuy River can accommodate the discharge and the risk of urban flooding can be reduced. With this risk reduction, flooding that has an impact on the social, economic, and health sectors can be controlled and can be focused on future urban problems.
Dalam operasi pemboran sering ditemukan berbagai macam masalah, salah satunya adalah dalam proses pengangkatan serbuk bor yang tidak maksimal. Pengangkatan serbuk bor yang tidak sempurna ini akan mengakibatkan masalah – masalah yang diantaranya adalah pembentukan gumbo yang berasal dari serbuk bor yang tidak terangkat, menumpuknya serbuk bor pada pahat sehingga mengakibatkan bit balling dan juga terjadinya pipa terjepit (stuck pipe) yang diakibatkan oleh proses pembersihan lubang yang tidak maksimal. Maka untuk meminimalisir terjadinya berbagai macam masalah tersebut, diperlukan optimasi hidrolika lumpur pemboran yang tepat. Evaluasi hidrolika memerlukan data hidrolika pemboran dan sifat fisik lumpur seperti laju alir (Q), densitas lumpur (ρ), plastic viscosity (PV), yield point (YP) dan data pemboran lainnya. Maksud dan tujuan dalam penulisan tugas akhir ini yaitu untuk mengetahui keefektifan sistem hidrolika lumpur pada sumur BGS lapangan PRY.Pada evaluasi dan optimasi hidrolika fluida pemboran sumur BGS lapangan PRY dilakukan dengan menggunakan metode BHHP. Evaluasi dan optimasi dilakukan dengan menganalisis jenis aliran yang terjadi baik di dalam pipa maupun di anulus, dengan membandingkan kecepatan kritis dan kecepatan rata-rata fluida pemboran maka dapat diketahui jenis alirannya. Lalu selanjutnya dengan menghitung kehilangan tekanan yang terjadi pada surface connection, drill pipe, dan anulus. Pada perhitungan aktual hidrolika trayek 17 ½ sumur BGS dengan densitas lumpur 10,1 ppg, laju alir 1000 pm, dan TFA 1,42 in2, didapatkan Pbit 460,99 psi. Pada trayek 12 ¼ dengan densitas 11,7 ppg, laju alir 800 gpm, dan TFA 1,37 in2 didapatkan Pbit 365,29 psi, dan pada trayek 8 ½ dengan densitas 10,5 ppg, laju alir 500 gpm, dan TFA 0,6627 in2 makadidapatkan Pbit 550,49 psi. Setelah di optimasi pada trayek 17 ½ didapat laju alir 1174,73 gpm dan TFA 0,88 in2, trayek 12 ¼ dengan laju alir 1003,08 dan TFA 0,90 in2, serta trayek 8 ½ dengan laju alir 557,66 dan TFA 0,57 in2. Kata kunci: Hidrolika Lumpur Pemboran, Cutting Transport Ratio, BHHP, ECD, PBI.
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