Previaswary, Fadhella Rizky and Manurung, Heri Saputra (2015) Perencanaan Teknis Drainase Saluran Sekunder Ngagel Jaya Selatan Daerah Ngagel Tirtosari Kota Surabaya. Diploma thesis, Institut Technology Sepuluh Nopember.
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Abstract
Perencanaan drainase saluran Ngagel Jaya Selatan
dimaksudkan untuk mengatasi genangan yang sering melanda di
daerah Ngagel Tirto Sari yang berada dalam sistem saluran Kali
Sumo. Di saat musim penghujan, sering terjadi genangan air
hujan sehingga membuat aktifitas masyarakat menjadi terganggu.
Dalam perencanan ini dilakukan perhitungan curah hujan
rencana dengan metode log pear`son type III dan metode gumbel.
Hasil perhitungan distribusi diolah menjadi perhitungan
Intensitas hujan dengan metode Dr. Mononobe. Sehingga didapat
debit rencana, kemudian menghitung full bank capacity.
Perhitungan debit rencana dan full bak capacity selanjutnya
dibandingkan. Apabila Q rencana lebih besar daripada Q
tampungan maka dilakukan redesign. Kemudian metode yang
dipakai adalah perhitungan hidrograf dan backwater.
Dari hasil perhitungan terlihat bahwa debit banjir rencana
pada titik pengamatan 2 sebesar 11,946 m3/det dengan debit
saluran eksisting sebesar 3,699 m3/det, kemudian debit banjir
rencana pada titik pengamatan 3 sebesar 12,911 m3/det dengan
debit saluran eksisting sebesar 12,235 m3/det, dan debit banjir
ii
rencana pada titik pengamatan 4 sebesar 12,899 m3/det dengan
debit saluran eksisting sebesar 4,833 m3/det terjadi perbedaan
dengan kondisi meluber. Ini disebabkan oleh dimensi saluran
tidak sesuai dengan debit yang direncanakan.
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Planning Ngagel Jaya Selatan drainage channel is intended
to addres the puddle that often occurs in areas that are in Ngagel
jaya selatan duct system. In the rainy season, around the area of
Karang Menjangan frequent rain puddles that make people
become disturbed activity.
In this planning scheme rainfall calculation method and the
long Gumbel distribution type III person. The result of the
calculation is processed into the calculation of the distribution of
rainfall intensity with Dr. methods Mononobe. In order to get the
discharge, and then calculate the full bank capacity, calculation
of the discharge, and the full bank capcity then compared. If Q is
greater than Q plans bin then do a redesign. Then the calculation
method used is the hydrograph and backwater.
From the result of the calculation shows that the flood
discharge plan at the observation point 2 of 11,946 m3/s with a
discharge of 3,699 m3/s of existing channel, then flood discharge
plan at the observation point 3 of 12,911 m3/s with existing
discharge channel amounted to 12,235 m3/s and flood discharge
plan at the observation point 4 of 12,899 m3/s with a discharge of
iv
4,833 m3/s of existing channel any difference to the condition of
the overflow water. This is due to the dimensions of the channel is
not in accordance with the planned discharge.
| Item Type: | Thesis (Diploma) |
|---|---|
| Additional Information: | RSS 627.54 Pre p |
| Uncontrolled Keywords: | genangan, curah hujan, intensitas, debit rencana, debit ekisting, redesign |
| Subjects: | T Technology > TE Highway engineering. Roads and pavements > TE215 Drainage |
| Divisions: | Faculty of Civil Engineering and Planning > Civil Engineering > 22401-(D3) Diploma 3 |
| Depositing User: | Mr. Tondo Indra Nyata |
| Date Deposited: | 25 Jun 2019 06:50 |
| Last Modified: | 25 Jun 2019 06:50 |
| URI: | http://repository.its.ac.id/id/eprint/63239 |
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