Analisis pengaruh penamambahan vortex generator terhadap karakteristik aerodinamika PTTA Elang Laut 25 PT. Carita Boat Indonesia dengan menggunakan simulasi CFD ANSYS Fluent dan Pemodelan dengan CAD CATIA.
Thesis Presentation: A Study of Water Utilization Potential and Capacity in C...Vempi Satriya
Gondang dam is one of 49 dams built until 2019. Gondang dam was planned for completion by the end of 2017. It is expected to irrigate the fields in Sragen and Karanganyar with the total area of 4630 hectares and to fulfill the raw water needs of 0.2 m3/s. This research aimed to examine the inflow characteristic, water availability, and simulation model of reservoir operation in order to obtain optimal release target showing a percentage of irrigated area and its reliability. The inflow characteristic was analyzed using Mock model. The inflow data was generated over 20 years using Thomas-Fiering seasonal model. The generated data can be used for the simulation of reservoir operation determined using Standard Operating Rule method. The whole analysis was performed by Microsoft Excel software. The research result showed that inflow from Melikan watershed has an average value of 1.37 m3/s. The analysis of water availability showed that the average monthly water balance for multipurpose scenario has -5.16 MCM deficit and 1.225 MCM surplus in term of no release for raw water need. The simulation model of reservoir operation yielding an average percentage of irrigated area 100%, 90%, and 80% has respectively 26.83%, 63.83%, and 86.63% level of reliability. For fulfilling 100% irrigated area, the level of reliability obtained from simulation was 72.25%. Due to the simulation result in the case of no release for raw water, the percentage of irrigated area relatively increased 40.28%, 72.95%, and 94.27%, respectively, while the percentage of 100% irrigated area reliability gained an average of 76.5%. Thus in order to obtain 100% of reliability, it needs more water supply.
Analisis pengaruh penamambahan vortex generator terhadap karakteristik aerodinamika PTTA Elang Laut 25 PT. Carita Boat Indonesia dengan menggunakan simulasi CFD ANSYS Fluent dan Pemodelan dengan CAD CATIA.
Thesis Presentation: A Study of Water Utilization Potential and Capacity in C...Vempi Satriya
Gondang dam is one of 49 dams built until 2019. Gondang dam was planned for completion by the end of 2017. It is expected to irrigate the fields in Sragen and Karanganyar with the total area of 4630 hectares and to fulfill the raw water needs of 0.2 m3/s. This research aimed to examine the inflow characteristic, water availability, and simulation model of reservoir operation in order to obtain optimal release target showing a percentage of irrigated area and its reliability. The inflow characteristic was analyzed using Mock model. The inflow data was generated over 20 years using Thomas-Fiering seasonal model. The generated data can be used for the simulation of reservoir operation determined using Standard Operating Rule method. The whole analysis was performed by Microsoft Excel software. The research result showed that inflow from Melikan watershed has an average value of 1.37 m3/s. The analysis of water availability showed that the average monthly water balance for multipurpose scenario has -5.16 MCM deficit and 1.225 MCM surplus in term of no release for raw water need. The simulation model of reservoir operation yielding an average percentage of irrigated area 100%, 90%, and 80% has respectively 26.83%, 63.83%, and 86.63% level of reliability. For fulfilling 100% irrigated area, the level of reliability obtained from simulation was 72.25%. Due to the simulation result in the case of no release for raw water, the percentage of irrigated area relatively increased 40.28%, 72.95%, and 94.27%, respectively, while the percentage of 100% irrigated area reliability gained an average of 76.5%. Thus in order to obtain 100% of reliability, it needs more water supply.
PRESENTASI TANGGUL D.I. KELAYANG + kabupaten ibdragiri hulu
1. D I N A S P E K E R J A A N U M U M
BIDANG SUMBER DAYAAIR
K A B U P A T E N I N D R A G I R I H U L U
2. LATAR BELAKANG
DAERAH IRIGASI KELAYANG ADALAH SALAH SATU DAERAH IRIGASI YANG ADA
DI KABUPATEN INDRAGIRI HULU
DI DAERAH IRIGASI KELAYANG HAMPIR SETIAP TAHUN TERJADI BANJIR YANG
DIAKIBATKAN LUAPAN AIR SUNGAI MELIKI
LUAPAN AIR SUNGAI MELIKI TERSEBUT AKIBAT NAIKNYA MUKA AIR SUNGAI
INDRAGIRI YANG MEMPENGARUHI MUKA AIR SUNGAI MELIKI MELALUI
PERCABANGAN SUNGAI
UNTUK MENUNJANG PENINGKATAN PRODUKSI PANGAN DI DAERAH IRIGASI
KELAYANG, SALAH SATU UPAYA YANG BISA DILAKUKAN DENGAN MEMBANGUN
TANGGUL BANJIR DI DAERAH IRIGASI KELAYANG
UNTUK ITU PERLU DILAKUKAN PERENCANAAN TEKNIS YANG LEBIH MENDETAIL
YAITU DENGAN MELAKUKAN PEKERJAAN PERENCANAAN TEKNIS (DED)
TANGGUL BANJIR DAERAH IRIGASI KELAYANG DAN BANGUNAN
PELENGKAPNYA
Pemahaman Terhadap KAK
3. MAKSUD
MENDAPATKAN HASIL PERENCANAAN TENTANG PEMBUATAN TANGGUL
BANJIR DAERAH IRIGASI KELAYANG UNTUK DIJADIKAN ACUAN DALAM
PELAKSANAAN FISIK NANTINYA
TUJUAN
MELAKUKAN PERENCANAAN DETAIL BERUPA “PERENCANAAN TEKNIS
(DED) TANGGUL BANJIR DAERAH IRIGASI KELAYANG DAN BANGUNAN
PELENGKAPNYA” YANG DILAKUKAN SECARA MENDALAM SEHINGGA
SECARA TEKNIS DAPAT DIPERTANGGUNG JAWABKAN
Pemahaman Terhadap KAK
4. Metode Perencanaan
Start
-Persiapan Pendahuluan
-Pengumpulan Data
-Studi Literatur
Survey Pendahuluan
Survey Detail
-Survey Topografi
-Survey Data Hidrologi, Hidrometri
-Survey Geoteknik
Analisis Data
-Analisis Topografi, Cathment Area
-Analisis Hidrologi
-Analisis Hidrolika
Analisis Genangan
Pra Desain Tanggul Banjir Analisis Tanggul Banjir
-Analisis Kesetabilan Lereng
-Analisis Rembesan
error
Desain Detail
-Gambar Teknis Tanggul
-Gambar Teknis Bangunan Pelengkap
-Estimate Engineer
-RKS
OK
9. SALURAN SUPLESI
DAERAH IRIGASI
KELAYANG
Lokasi Kegiatan
No Fungsi Lebar Atas (m) Kedalaman (m) Panjang (m) Bentuk Saluran Konstruksi
1 Sal. Suplesi Sekunder 2,5 1 6487 Trapesium Beton Bertulang
2 Sal. Suplesi Tersier Type A 0,4 0,4 139 Persegi Empat Beton Bertulang
3 Sal. Suplesi Tersier Type B 0,4 0,4 176 Persegi Empat Beton Bertulang
4 Sal. Suplesi Tersier Type C 0,4 0,4 155 Persegi Empat Beton Bertulang
5 Sal. Suplesi Tersier Type D 0,3 0,5 16 Persegi Empat Beton Bertulang
10. SALURAN
PEMBUANG DAERAH
IRIGASI KELAYANG
Lokasi Kegiatan
No Nama Fungsi Lebar Atas (m) Kedalaman (m) Panjang (m) Bentuk Saluran
1 SP 1 Sal. Primer 5 2 3089 Trapesium
2 SK3 Ka Sal. Sekunder 3 1,3 1450 Trapesium
3 SK3 Ki Sal. Sekunder 3 1,5 1500 Trapesium
4 SK2 Ki Sal. Sekunder 2,5 1,3 1300 Trapesium
5 SK1 Sal. Sekunder 2 1,5 1000 Trapesium
6 SK4 Ka Sal. Sekunder 3 1,5 1500 Trapesium
7 SK5 Ka Sal. Sekunder 3 1,5 1600 Trapesium
8 SK6 Ka Sal. Sekunder 3 1,5 1600 Trapesium
9 SK7 Ka Sal. Sekunder 2 1 2050 Trapesium
10 SK7 Ki Sal. Sekunder 2 1 400 Trapesium
11 SK6 Ki Sal. Sekunder 3 1,5 1000 Trapesium
12 SK4 Ki Sal. Sekunder 3 1,5 1600 Trapesium
13 SK5 Ki Sal. Sekunder 3 1,5 1500 Trapesium
14 SK2 Ka Sal. Sekunder 3 1,5 300 Trapesium
15 SK2 Sal. Sekunder 4 1,3 200 Trapesium
26. Analisis Kesetabilan
Lereng
No
.
KONDISI
Koefisien
Gempa
y/h
Janbu Method Bishop Method Morgenstren Price Method
Tanpa
Gempa
Dengan
Gempa
Tanpa
Gempa
Dengan
Gempa Tanpa Gempa
Dengan
Gempa
1
Masa Pembangunan ( Lereng
Hulu ) 0.066 0.5 3.053 2.610 3.324 2.866 3.317 2.862
Masa Pembangunan ( Lereng
Hilir ) 0.066 0.5 3.040 2.601 3.307 2.851 3.300 2.847
2
Muka Air Normal ( Lereng Hulu
) 0.066 0.5 3.053 2.610 3.324 2.866 3.317 2.862
Muka Air Normal ( Lereng Hilir ) 0.066 0.5 3.040 2.601 3.307 2.851 3.300 2.847
3
Muka Air Banjir ( Lereng Hulu ) 0.066 0.5 2.304 1.966 1.710 1.496 1.710 1.496
Muka Air Banjir ( Lereng Hilir ) 0.066 0.5 1.602 1.385 1.645 1,395 1.647 1,395
No. KONDISI
Koefisien
Gempa
y/h
Janbu Method
Tanpa
Gempa
Dengan
Gempa
1
Masa Pembangunan ( Lereng Hulu
) 0.066 0.5 3.053 2.610 > 1,1
Masa Pembangunan ( Lereng Hilir ) 0.066 0.5 3.040 2.601 > 1,1
2
Muka Air Normal ( Lereng Hulu ) 0.066 0.5 3.053 2.610 > 1,3
Muka Air Normal ( Lereng Hilir ) 0.066 0.5 3.040 2.601 > 1,3
3
Muka Air Banjir ( Lereng Hulu ) 0.066 0.5 2.304 1.966 > 1,3
Muka Air Banjir ( Lereng Hilir ) 0.066 0.5 1.602 1,385 > 1,3
Tabel Hasil Analisis Kesetabilan Lereng
dengan beberapa metode
Tabel pemelihan Hasil Analisis Kesetabilan
Lereng terkeritis dari metode yang ada.
27. Analisis Rembesan
Kondisi
Debit Rembesan Dan Faktor Keamanan
Q Q Q max izin
Icr In Fk(piping)
(m
3
/dt) (l/dt) (m3/det)
Muka Air Banjir 1.1483 10-6
1.1483 10-3
0.022 1.54 0.21 7.38 > 4.00
Tabel Hasil Analisis Rembesan
Hasil Simulasi
Rembesan pada Kondisi
Muka Air Banjir Q2 elv.
+29.00
33. Estimasi Biaya REKAPITULASI
RENCANA ANGGARAN BIAYA (RAB)
KEGIATAN : PENGEMBANGAN PENGELOLAAN DAERAH RAWA DALAM RANGKA PENGENDALIAN BANJIR
PEKERJAAN : PERENCANAAN TEKNIS (DED) TANGGUL BANJIR D.I. KELAYANG DAN BANGUNAN PELENGKAPNYA
LOKASI : KEC. RAKIT KULIM - KAB. INDRAGIRI HULU - PROP. RIAU
NO MATA PEMBAYARAN HARGA
I PEKERJAAN PERSIAPAN Rp 88.138.729,14
II PEKERJAAN TANGGUL BANJIR Rp 4.417.459.811,92
III PEKERJAAN PEMBANGUNAN PINTU AIR (3 UNIT) Rp 967.942.947,07
A JUMLAH HARGA ( I + II + III ) Rp 5.473.541.488,13
B PPN ( PAJAK PERTAMBAHAN NILAI 10 % X A) Rp 547.354.148,81
C TOTAL HARGA (A + B) Rp 6.020.895.636,94
D JUMLAH TOTAL DIBULATKAN Rp 6.020.895.000,00
TERBILANG: Enam Milyar Dua Puluh Juta Delapan Ratus Sembilan Puluh Lima Ribu Rupiah
34. Estimasi Biaya RENCANA ANGGARAN BIAYA (RAB)
KEGIATAN : PENGEMBANGAN PENGELOLAAN DAERAH RAWA DALAM RANGKA PENGENDALIAN BANJIR
PEKERJAAN : PERENCANAAN TEKNIS (DED) TANGGUL BANJIR D.I. KELAYANG DAN BANGUNAN PELENGKAPNYA
LOKASI : KEC. RAKIT KULIM - KAB. INDRAGIRI HULU - PROP. RIAU
HARGA JUMLAH
NO JENIS DAN URAIAN MATA PEMBAYARAN SATUAN VOLUME SATUAN HARGA
(Rp. ) (Rp. )
I PEKERJAAN PERSIAPAN
1.1 Mobilisasi Dan Demobilisasi Ls 1,00 36.216.000,00 36.216.000,00
1.2 Pek. Pembutan Direksi Kit, Los Kerja, dan Gudang Ls 1,00 5.000.000,00 5.000.000,00
1.3 Pek. Land Clearing (Tebas, Tebang, Potong, dan Pilah, Kumpul,
Bersih)
Ha 2,57 18.229.498,50 46.922.729,14
Sub Total 88.138.729,14
II PEKERJAAN TANGGUL BANJIR
2.1 Timbunan Tanah Pilihan badan tanggul M³ 25.827,00 154.796,24 3.997.922.561,92
2.2 Gebalan Rumput M² 21.780,00 19.262,50 419.537.250,00
Sub Total 4.417.459.811,92
III PEKERJAAN PEMBANGUNAN PINTU AIR (3 UNIT)
3.1 Pek. Dewatering Ls 1,00 6.000.000,00 6.000.000,00
3.2 Pek. Galian tanah M³ 23,67 64.112,50 1.517.542,88
3.3 Pek. Cor Lantai Kerja K-100, t= 5 cm M³ 10,30 734.256,60 7.564.311,49
3.4 Pembesian Beton dengan Besi Ulir Kg 18.349,80 19.941,00 365.913.361,80
3.5 Bekisting Beton Ekspose M² 260,40 523.094,67 136.213.851,94
3.6 Bekisting Beton Biasa M² 527,40 397.830,92 209.816.026,94
3.7 Pek. Cor Beton K-225 M³ 183,51 944.898,38 173.398.301,01
3.8 Pek. Pembongkaran Bekisting Beton M² 787,80 9.545,00 7.519.551,00
3.9 Pek. Pas. Pintu Air Sorong 1m x 2m Unit 3,00 20.000.000,00 60.000.000,00
Sub Total 967.942.947,07