FATHURRAHMAN, KEVIN DAFFA (2023) RANCANGAN TEKNIS SISTEM PENYALIRAN TAMBANG BATU ANDESIT MENGGUNAKAN DISTRIBUSI LOG PEARSON TYPE III DAN DISTRIBUSI NORMAL. Other thesis, UPN "Veteran" Yogyajarta.
![[thumbnail of Lembar Pengesahan.pdf]](http://eprints.upnyk.ac.id/style/images/fileicons/text.png) |
Text
Lembar Pengesahan.pdf Download (162kB) |
|
Text
Abstrak.pdf Download (130kB) |
|
Text
Cover.pdf Download (100kB) |
|
Text
Draft Full Skripsi.pdf Restricted to Repository staff only Download (3MB) |
|
Text
Daftar Isi.pdf Download (196kB) |
|
Text
Daftar Pustaka.pdf Download (154kB) |
Abstract
v
RINGKASAN
Analisis hidrologi terutama curah hujan merupakan langkah awal dalam
merancang sistem penyaliran tambang. Terdapat berbagai metode distribusi yang
dapat digunakan untuk perhitungan curah hujan rencana, dalam penelitian ini
distribusi yang digunakan hanya distribusi Log Pearson Type III dan distribusi
Normal. Tujuan dari perhitungan data curah hujan adalah untuk merancang sistem
penyaliran tambang dan kolam pengendapan.
Penelitian ini dilakukan di PT. Watu Gunung Sinorowedi di Desa
Tlogokotes dan Desa Dadirejo, Kecamatan Bagelen, Kabupaten Purworejo,
Provinsi Jawa Tengah. Data curah hujan yang digunakan yaitu dari tahun 2009-
2021 yang berasal dari World Weather Online. Analisis dilakukan dengan
melakukan perhitungan data secara statistik dengan metode distribusi yang dipilih
untuk mendapatkan nilai curah hujan rencana. Kemudian dilakukan perhitungan
intensitas curah hujan, debit air limpasan untuk mengalisis rancangan dimensi
saluran terbuka dan dimensi kolam pengendapan. Namun pada akhirnya dipilih
menggunakan distribusi Log Pearson Type III.
Hasil penelitian berdasarkan distribusi Log Pearson Type III didapatkan
nilai curah hujan rencana 111,80 mm/hari, intensitas curah hujan 38,76 mm/jam,
debit air limpasan pada DTH 1 dan DTH 2 yaitu 0,16 m3/detik dan 0,11 m3/detik.
Dimensi Saluran Terbuka 1 (dari DTH 1) memiliki dimensi ; Lebar Dasar Saluran
(B) = 0,7 m; Lebar Permukaan (b) = 1,16 m; Kedalaman Aliran Air (h) = 0,402 m;
h + Tinggi Jagaan (d) = 0,482 m; Panjang Sisi Luar Saluran Basah (a) = 0,464 m;
Kemiringan Dinding Saluran (α) = 60 º. Dimensi Saluran Terbuka 2 (dari DTH 2)
memiliki dimensi ; Lebar Dasar Saluran (B) = 0,61 m; Lebar Permukaan (b) =
1,01 m; Kedalaman Aliran Air (h) = 0,348 m; h + Tinggi Jagaan (d) = 0,417 m;
Panjang Sisi Luar Saluran Basah (a) = 0,40 m; Kemiringan Dinding Saluran (α) =
60 º. Volume kolam pengendapan sebesar 364,5m3 dan padatan yang berhasil
diendapkan pada kolam dalam waktu sehari 15,67 m3/hari, sehingga perlu
dilakukan pengerukan pada kolam pengendapan setiap 23,26 hari sekali.
vi
SUMMARY
Hydrological analysis, especially rainfall, is the first step in designing a
mine drainage system. There are various distribution methods that can be used for
the calculation of rainfall plans, in this study the distribution used only the
Pearson Log Type III distribution and the Normal distribution. The purpose of
testing rainfall data is to design mine drainage systems and settling ponds.
This research was conducted at PT. Watu Gunung Sinorowedi in Tlogokotes
Village and Dadirejo Village, Bagelen District, Purworejo Regency, Central Java
Province. The rainfall data used is from 2009-2021 from World Weather Online.
The analysis is carried out by performing statistical calculations of the data with
the selected distribution method to obtain the precipitation value of the plan. Then
the calculation of rainfall intensity, runoff water discharge is carried out to
analyze the design of the dimensions of the open channel and the dimensions of
the settling pond. But in the end the researchers prefer to use the Pearson Type III
Log distribution.
The results of the study based on the distribution of Pearson Type III obtain
planned rainfall value of 111.80 mm/day, rainfall intensity of 38.76 mm/hour,
runoff water discharge at DTH 1 and DTH 2 is 0.16 m3/sec and 0.11 m3/sec. Open
Channel Dimension 1 (from DTH 1) has dimensions ; Channel Base Width (B) =
0.7 m; Surface Width (b) = 1.16 m; Depth of Water Flow (h) 0.402 m; h + Guard
Height (d) = 0.482 m; Length of the Outer Side of the Wet Channel (a) = 0.464 m;
Slope of the Channel Wall (α) = 60º. Open Channel Dimension 2 (from DTH 2)
has dimensions ; Channel Base Width (B) = 0.61 m; Surface Width (b) = 1.01 m;
Depth of Water Flow (h) 0.348 m; h + Guard Height (d) = 0.417 m; Length of the
Outer Side of the Wet Channel (a) = 0.40 m; Slope of the Channel Wall (α) = 60º
The volume of the settling pond was 364.5 m3 and the solids that were
successfully deposited in the pond within a day were 15.67 m3/day, so it was
necessary to dredge the settling pond once every 23.26 days.
| Item Type: | Thesis (Other) |
|---|---|
| Subjects: | T Technology > TA Engineering (General). Civil engineering (General) |
| Divisions: | Faculty of Engineering, Science and Mathematics > School of Engineering Sciences |
| Depositing User: | Eko Yuli |
| Date Deposited: | 04 Jul 2023 02:06 |
| Last Modified: | 04 Jul 2023 02:06 |
| URI: | http://eprints.upnyk.ac.id/id/eprint/36279 |
Actions (login required)
 |
View Item |