Kartina, Anistisia Artha (2017) Evaluasi Sistem Drainase Tambak Wedi. Undergraduate thesis, Institut Teknologi Sepuluh Nopember.
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Abstract
Salah satu kawasan banjir di Surabaya adalah pada Sistem Drainase Tambak Wedi yang berada pada wilayah Surabaya Utara dan salah satu akses menuju Madura. Berdasarkan laporan data genangan “Dinas Pekerjaan Umum Bina Marga dan Pematusan Surabaya” tinggi genangan yang terjadi pada sistem Tambak Wedi rata rata 30-50 cm dan lama genangan rata rata 2 jam. Penyebab banjir yang terjadi di sub-sistem Tambak Wedi pada umumnya dikarenakan oleh kurangnya kapasitas saluran sekunder, baik dikarenakan oleh banyaknya sedimen ataupun dimensi saluran yang kurang lebar Analisa yang dilakukan pada Tugas Akhir ini meliputi analisa hidrologi, analisa hidrolika, dan analisa pompa. Analisa Hidrologi memperrhitungkan curah hujan rencana dengan distribusi Log Person Type III periode ulang dua, lima dan sepuluh tahun, serta perhitungan debit banjir rencana menggunakan HSS Nakayassu. Untuk perhitungan analisa hidrolika dilakukan untuk mengetahui kapasitas eksisting penampang saluran Hasil dari evaluasi dilakukan dengan membandingkan debit eksisting dengan debit banjir rencana. Bersarkan analisa perhitungan diperoleh debit eksisting Primer Pegirian hulu 10,34 m3/det, hilir 22,65 m3/det. Sedangkan debit eksisting Primer Tambak Wedi hulu 2,73 m3/det, hilir 75 m3/det. Dari data hujan selama 15 th didapat Debit rencana 10 th debit rencana Primer Pegirian hulu 11,39 m3/det, hilir 40,68 m3/det. Sedangkan debit rencana Primer Tambak Wedi hulu 27,59m3/det hilir = 48,61 m3/det. Kapasitas eksisting tidak dapat menampung debit banjir rencana. Oleh karena itu solusi yang digunakan untuk mengatasi banjir ialah redesign saluran atau normalisasi saluran. Dari hasil perhitungan redesign saluran diperoleh lebar saluran Pegirian bagian hulu = 15 m, lebar saluran hilir=25 m, kemiringan dasar saluran = 0,0001. Perbaikan Saluran Primer Tambak Wedi diperoleh lebar saluran Tambak Wedi bagian hulu = 16 m, lebar saluran hilir = 24 m, dan kemiringan dasar saluran = 0,0002. Dengan adanya dimensi baru maka debit banjir rencana dapat dialirkan saluran. . Dari hasil analisa pompa diperoleh pada saluran simolawang dan Donorejo masing- masing penambahan 1pompa dengan kapasitas 3 m3/det dan 2 m3/det . Selain itu juga penambahan 3 buah pompa dengan kapasitas masing- masing 4 m3/det pada Muara Tambak Wedi ===================================================================================== One of the flooded area in Surabaya is at Tambak Wedi Drainage Systems that are in the region of North Surabaya and one of the access to Madura. Based on the data reports inundation "Public Works Department of Highways and drainage Surabaya" high inundation occurred in Tambak Wedi system average of 30-50 cm and length of inundation average 2 hours.The cause of the flooding that occurred in Tambak Wedi sub-systems in general because of the lack of capacity on the secondary channel, either because of the amount of sediment or less channel width dimension. Analysis performed in this final project includes the analysis of hydrology, hydraulics analysis, and analysis of the pump. Hydrological Analysis takes into account rainfall distribution plan Log Person Type III repeated periods of two, five and ten years, and the calculation of flood discharge using HSS Nakayassu plan. For the calculation of hydraulics analysis was conducted to determine the capacity of the existing cross-section of the channel. The results of the evaluation carried out by comparing with the existing discharge flood discharge plan. Bersarkan analysis of the calculation, the existing discharge upstream Primer Pegirian 10.34 m3 / s, downstream of 22.65 m3 / s. While the existing discharge upstream Primer Tambak Wedi 2.73 m3 / s, downstream of 75 m3 / sec. From the data obtained rainfall during the 15 th plan Debit 10 th Primary design discharge upstream Pegirian 11.39 m3 / s, downstream of 40.68 m3 / s. While Tambak Wedi Primer design discharge upstream 27,59m3 / s downstream = 48.61 m3 / s. Existing capacity can not accommodate the flood discharge plan. Therefore the solutions used to cope with flooding is the redesign of the channel or channel normalization. From the calculation results obtained channel redesign Pegirian the upstream channel width = 15 m, width = 25 m downstream channel, the channel bottom slope = 0.0001. Primary Channels repair Tambak Wedi obtained Tambak Wedi channel width = 16 m section upstream, downstream channel width = 24 m, and the channel bottom slope = 0.0002. With the new dimensions of the flood discharge plan can be streamed channe. From the analysis results obtained in channel simolawang pump and Donorejo each additional 1pompa with a capacity of 3 m3 / s and 2 m3 / sec. There was also the addition of three pumps with a capacity of respectively 4 m3 / s at Muara Tambak Wedi
| Item Type: | Thesis (Undergraduate) |
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| Uncontrolled Keywords: | Evaluasi; Drainase; Debit; Tambak Wedi; Pegirian; Evaluation; Drainage |
| Subjects: | T Technology > TA Engineering (General). Civil engineering (General) |
| Divisions: | Faculty of Civil Engineering and Planning > Civil Engineering > 22201-(S1) Undergraduate Thesis |
| Depositing User: | ANISTISIA ARTHA KARTINA |
| Date Deposited: | 02 Mar 2017 05:24 |
| Last Modified: | 05 Mar 2019 08:41 |
| URI: | https://repository.its.ac.id/id/eprint/2740 |
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