ppt perencanaan waduk
TRANSCRIPT
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Perencanaan Waduk
Kelompok 1
Debora Elluisa Manurung
Januari Yanto
Ramadhan Syahriadi
Siti Irmawati
Widya Astuti
Zaenudin
SMTS 06 2012 B
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1. Mencari Luas Das
L1 = 4562,5 ππ2
L2 = 4650 ππ2
L3 = 5352,5 ππ2
L daerah tangkapan waduk 1 = 3657,5
ππ2
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2. Mencari Debit Andalan (Plotting Probabilitas)
50% akan digunakan untuk PLTADan sisa 50% akan digunakan untukIrigasi
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4. Mencari Kapasitas Waduk
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5. Mencari Debit Banjir
Setelah menghitung data hujan dengan metodeGumbel maka diperoleh curah hujan maks :
PerhitunganIntensitas Hujan
Debit banjirrencana yg
dipakai
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Perencanaan Spillway
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Saluran Pengarah Aliran
β’ Tinggi diatas Mercu Bendung
H=90 β 87 = 3 m
W= 0,6 m
Maka jika di ambil W= 20 m
akanmemenuhi syarat
karena lebih
dari 0,6 m.
+87
W
MAB=+90
MAN
MAB=+85
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Saluran Pengatur Aliran (tipe bendung pelimpah)
β’ Qbanjir yang melewati spillway - Kecepatan Aliran
Qbanjir= 1787,637 m3/s
β’ Asumsi Lebar Mercu Bendung
B= 70 m V= 1,1 m/s
β’ Kedalaman air di saluran Jadi tinggi kec. aliran
h= W+Tinggi Air diatas Mercu
= 20+3 = 23 m
β’ Penampang Basah Saluran Hv = 0,0628 m
A= H x B = 23 x 70 = 1610 m2 Hd = 90-87 = 3 m
Tinggi Energi (He) = Hd + Hv = 3,0628 m
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Saluran Transisi
Dengan ketentuan gambar disamping maka
Diasumsikan b1= 70 m b2= 55m
Y = (70-55)/2 = 7,5 m
Γ = 12,5
tanΓ = 0,2217
Panjang peralihan dimensi penampangnya
sejauh :
L = y/tgΓ = 33,8295 m
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Saluran Peluncur
Peralihan mercu spillway ke peluncur
Kedalaman air di saluran (z) = 23 m
Maka V1 = 20,5385 m/s
q = Qbanjir/ Lebar Spillway = 1787,637/70 = 25,54 m2/s
Maka kedalaman air di bagian kaki spillway adalah :
Yu=25,54/20,5385 = 1,243 m2/s
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Saluran Peluncur
Perhitungan Saluran Peluncur
Qbanjir= 1787,637 m3/s
Kedalaman kritis (Yc) saluran peluncur
q = 25,54 m2/s
Yc = 8,15 m . Maka jika Yu = 1,243 m2/s < Yc , yang terjadi adalah aliran
super kritis.
Kecepatan Kritis (Vc)
Vc = 3,132 m/s
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7. Perencanaan Pipa Pesat (Penstock)
Diameter Pipa Pesat :
π·0= 4610 m
Tebal Plat Pipa Pesat :
π‘0= 0.021 m
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Stabilitas Pipa Pesat
π0= 2,456 m/s
Ξ± = 141,266 m/s
P = 0,361 kg/ππ2 < 1 OK!
P = 5880 kg/ππ2
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Tekanan Lingkar Akibat Tekanan Hydrostatis
P = 5880 kg/ππ2
R = 2306 m
π = 0,781 kg/ππ2
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Tumpuan Penstock
L = 24,603 πππππ = 2364,78
ππππ = 16,693
P = 2381,475
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PERENCANAAN TURBIN
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Kehilangan Tinggi Terjun (Head Loss)
Akibat trash rack
π»π = 1,173 m
π0= 2,456 m/s
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Kehilangan Energi (Losses)
βπ = 0,4 βπ = 0,307
Kehilangan Energi pada Saluran Terbuka
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Kehilangan Energi (Losses)
βπ = 0,015
Kehilangan Energi pada Saluran Tertutup
βπ = 1,173 m
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Kehilangan Energi (Losses)
βπ = 1,883
Kehilangan Energi pada Saluran Tertutup
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Kehilangan Energi (Losses)
πΎπ = 38,217
π»π = 11,750
Kehilangan Energi pada Saluran Tertutup
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Kehilangan Energi (Losses)
π»π‘ππ‘ππ = 14,822
A1 = 0,853
A2 = 0,785
βπ = 0,000307
Kehilangan Energi pada Saluran Tertutup
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PERHITUNGAN TURBIN
ππ‘ = 16734,97Ns = 344,405
N = 18413,106
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PERHITUNGAN TURBIN
Nr = 37314,852
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PERHITUNGAN TURBIN
CI = 11,157 UI = 4,339 D = 0,005
Dimensi Kasar Turbin
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PERHITUNGAN TURBIN
d = 0,005 Z = 15,5m = 69033,638
Dimensi Kasar Turbin
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Konstruksi Waduk