Studi Perencanaan Ulang Bendung Tetap pada Daerah Irigasi ...
Perencanaan Bendung Mao
29
Lebar sungai Mao A3 11 A5 8.99 A7 8.2 A1 14.93 A9 12 11.024 13 Elevasi Dasar Sungai 86.3 2. Penentuan Elevasi Mercu Bendung - Elevasi dasar sungai = - Tinggi mercu = Perencanaan lebar bendung Be = B - 2 (n*Kp + Ka) H1 Be = Lebar efektif B = Lebar total n = Jumlah pilar Kp = Koefisien konstraksi pilar Ka = Koefisien konstraksi pangkal bendung H1 = Tinggi energi bp = Lebar pilar - Lebar sungai (b) = 15.6 - Jumlah pilar (n) = 1 - Lebar pilar & pintu penguras = (1/6 ~ 1/10) b 1.56 - Lebar pilar = 40 % * 1.56 0.624 - Lebar pintu penguras (p) = 60 % * 1.56 0.936 B = 14 Be = B - 2 (n*Kp + Ka) H Be = 14 - 0.22 H 3. Perhitungan Hidrolika Bendung - Tipe mercu = Segi Empat - Lebar bendung efektif = 14 - 0.22 - Debit rencana (Q100) = 68.195 - Elevasi dasar sungai = 86.3 m - Elevasi mercu bendung = 87.3 m - Tinggi mercu bendung (p) = 1 B = b - S t B = b - S t m 3 /det
-
Upload
mohabpelangi -
Category
Documents
-
view
305 -
download
100
description
Perencanaan Bendung Mao
Transcript of Perencanaan Bendung Mao
Hitung MercuLebar sungai
MaoA311A58.99A78.2A114.93A91211.02413Elevasi Dasar Sungai86.32.
Penentuan Elevasi Mercu Bendung-Elevasi dasar sungai=86.30-Tinggi
mercu=1Perencanaan lebar bendungBe = B - 2 (n*Kp + Ka) H1B = b - S
t1.523Be =Lebar efektifB =Lebar total2.25n =Jumlah pilarKp
=Koefisien konstraksi pilarKa =Koefisien konstraksi pangkal
bendungH1 =Tinggi energibp =Lebar pilar-Lebar sungai
(b)=15.6-Jumlah pilar (n)=1-Lebar pilar & pintu penguras=(1/6 ~
1/10) b1.56-Lebar pilar=40 % *1.560.6240.60.6-Lebar pintu penguras
(p)=60 % *1.560.93611B = b - S tB =14Be = B - 2 (n*Kp + Ka) HBe
=14-0.22H3. Perhitungan Hidrolika Bendung-Tipe mercu=Segi
Empat-Lebar bendung efektif=14-0.22He-Debit rencana
(Q100)=68.195m3/det-Elevasi dasar sungai=86.3m-Elevasi mercu
bendung=87.3m-Tinggi mercu bendung (p)=1Q = C. Be.
H3/2-AsumsiH=2.0457762296-Kemiringan hulu=2 : 3-Kemiringan
hilir=1:00-Jari-jari mercu=1-Lebar effektif (Be) =13.5499292295Cd
=1.72Q =68.1950207752A =Be*(P+H1)41.2700523604m2V
=Q/A1.6524093592m2/dtv2/2g =0.1391670077Hd =H1 -
v2/2g1.906609222mDebit Di Atas Mercu BendungLebar Total=15.6mJumlah
Pilar=1buahLebar Pilar=0.6mTinggi Mercu=1mJari-jari mercu=1mNoH1
(m)H1/rp/H1C0C1C2CdBef (m)Q
(m3/det)10.000.000.001.001.7214.000.0020.100.1010.000.000.001.001.7213.980.7630.200.205.000.000.001.001.7213.962.1540.300.303.330.000.001.001.7213.933.9450.400.402.500.000.001.001.7213.916.0560.500.502.000.000.001.001.7213.898.4570.600.601.670.000.001.001.7213.8711.0980.700.701.430.000.001.001.7213.8513.9590.800.801.250.000.001.001.7213.8217.01100.900.901.110.000.001.001.7213.8020.27111.001.001.000.000.001.001.7213.7823.70121.101.100.910.000.001.001.7213.7627.30131.201.200.830.000.001.001.7213.7431.06141.301.300.770.000.001.001.7213.7134.96151.401.400.710.000.001.001.7213.6939.01161.501.500.670.000.001.001.7213.6743.20171.601.600.630.000.001.001.7213.6547.51181.701.700.590.000.001.001.7213.6351.95191.801.800.560.000.001.001.7213.6056.51201.901.900.530.000.001.001.7213.5861.18212.002.000.500.000.001.001.7213.5665.97222.04582.050.490.000.001.001.7213.5568.20232.102.100.480.000.001.001.7213.5470.86242.202.200.450.000.001.001.7213.5275.86252.302.300.430.000.001.001.7213.4980.96262.402.400.420.000.001.001.7213.4786.15272.502.500.400.000.001.001.7213.4591.45282.602.600.380.000.001.001.7213.4396.83292.702.700.370.000.001.001.7213.41102.30302.802.800.360.000.001.001.7213.38107.86312.8022.800.360.000.001.001.7213.38107.96322.902.900.340.000.001.001.7213.36113.50333.003.000.330.000.001.001.7213.34119.22343.103.100.320.000.001.001.7213.32125.03353.203.200.310.000.001.001.7213.30130.91363.303.300.300.000.001.001.7213.27136.87373.403.400.290.000.001.001.7213.25142.90383.503.500.290.000.001.001.7213.23149.00393.603.600.280.000.001.001.7213.21155.17403.703.700.270.000.001.001.7213.19161.4268.200.002.04580.0068.200.102.04580.7668.200.202.04582.1568.200.302.04583.9468.200.402.04586.0568.200.502.04588.4568.200.602.045811.0968.200.702.045813.9568.200.802.045817.0168.200.902.045820.2768.201.002.045823.7068.201.102.045827.3068.201.202.045831.0668.201.302.045834.9668.201.402.045839.0168.201.502.045843.2068.201.602.045847.5168.201.702.045851.9568.201.802.045856.5168.201.902.045861.1868.202.002.045865.9768.202.102.045870.8668.202.202.045875.8668.202.302.045880.9668.202.402.045886.1568.202.502.045891.4568.202.052.045868.20Elevasi
dasar kolam olak= Elevasi mercu - P - AZ=0mPanjang kolam olak :44L
= 2.h1.((1+8Fr)^0.5 - 1)=0mL diambil=0m0Kedalaman air di kolam
olakKedalaman hidrolishc =(h12 / g)1/3=0Panjang Loncatan hidrolisLj
=6.9 (h2 - h1)=0Hj = Hidrolic of infolding jetq=Yj . HjHj=Yj +
v2/2gqYj asumsiY hitung =2g(Hj -
Yj)DataP=0.000mQ=0.000m3/dtH1=0.000mBe=0.000mHd=0.000mEl.dasar=19.740El.puncak=21.240M.A
Hulu=21.240El.dasar olak ass.=18.740mHj=2.500mq=0.000m2/dtYj
asumsiY hitungKontrol0.3350.0000.0000.000v1=q/Y1=0.000m/dtFr1=v1/
gY1=0.000Y2/Y1=1 + 8Fr2 - 12Y20.000Profil Muka Air Di Atas
PelimpahVz=2g(z + H1 - Yz)Q/Be=Vz . YzQ=2g(z + H1 -
Yz)Be.Yz0.000=2*9.81*(z+0.000-Yz)Yz0.00019.62*(z+0.000-Yz)Yz20.000=19.62z+0.000-19.62YzYz20.000=19.62z.Yz2+0.000Yz2-19.62Yz3zYz(m)Vz(m/dt)Fzkontrol10.4690.0000.0000.0001.50.4050.0000.0000.00020.3630.0000.0000.0002.50.3320.0000.0000.00030.3090.0000.0000.0003.50.2900.0000.0000.00040.2740.0000.0000.000
Hitung Mercu
Q (m3/det)
H1 (m)
Kritis4. Perencanaan Kolam OlakLoncatan Hidrolis-Datay
(p)=1.000mQ=68.195m3/dtB=15.600mH=2.046mv2/2g=0.139md=1.907mh=2.546mdc=1.364mElevasi
dasar hulu=86.300mElevasi mercu=87.300mMuka air hulu=89.346mElevasi
dasar kolam olak=85.300mElevasi decksert=89.846m-FroudeD =
(dc/y)3=2.5368839873d21.5220095532Fr =
2.53/(D0.138)=2.2249847433A223.743P218.644Fr < 3 Kolam olak type
Stright Drop dengan buffle
blocksR1.2735102283s0.00166d2=1.5220095532mV22.8721486895H21.9428890478Q268.1944287997Karena
H > d2 maka diperlukan penurunan apron hilir
sebesar0.900mSehingga total vertcal drop=2.000-Perencanaan Panjang
Kolam Olaky/dc=-1.4664360435yt=0.057Liat
grafikyt/dc=0.0418747794xa/dc=3.2xa=4.36432262324.5xb=1.09108065581.1xc=2.38673893462.4Lb
= xa + xb + xc8Lf = Xa + 0.8 dc=5.45540327912Tinggi blok halang =
0.8 dc=1.09108065581.1Lebar blok halang
(b)=0.7501179509(0.4+0.15)dc0.75Tinggi endsill (s) = 0.4
dc=0.54554032790.6Tinggi deksert hilir=2.68128275(d2 + 0.85
dc)3Lebar Kolam Olak :Qf = Q(1.1 +
(0.033(y-s)))=78.2876669522L=15.555275659215.6-Cekq5.0328691479dc1.3718946325D0.3227544834Fr2.9573051937Jumlah
blok halang50% - 60% B=12.4812buah-335544.32
Q100 = 68,195 m/dtk
H1 = 2,0 m
Elevasi Mercu + 87,30m
subkritis4. Perencanaan Kolam OlakLoncatan Hidrolis-Datay
(p)=1.000mQ=68.195m3/dtB=15.600mSyarat Q/B < =
12H=2.046mv2/2g=0.139md=1.907mh=2.546mdc=1.364mElevasi dasar
hulu=86.300mElevasi mercu=87.300mMuka air hulu=89.346mElevasi dasar
kolam olak=85.300mElevasi decksert=89.846m-FroudeD =
(dc/y)3=2.5368839873d21.5220095532Fr =
2.53/(D0.138)=2.2249847433A223.743P218.644Fr < 3 Kolam olak type
Stright Drop
biasaR1.2735102283s0.00166d2=1.5220095532mV22.8721486895H21.9428890478Q268.1944287997Karena
H > d2 maka diperlukan penurunan apron hilir
sebesar0.01666666670.900m60Sehingga total vertcal
drop=2.0002.4445858545-Perencanaan Panjang Kolam
OlakH2/dc=1.4664360435(h.dc)^0.5=1.628LB.(h.dc)^0.5=4.7LB=7.6507725777.7h'/dc=0.34h'=0.46370927870.5--335544.32
intake5. Perencanaan intake (bangunan pengambilan) :-Debit
saluran induk Qn :Qn intake=0.0330m/dtkDebit rencana karena ada
kantong lumpur Qr = 1.2*Qn :Qr intake=0.0396m/dtk-Kecepatan rencana
di pintu intake (dengan z = 0,50 m) :V = m
(2gz)^0.5=2.5056735621m/dtk-Elevasi dasar ambang di intake
direncanakan 0.5 m di atas dasar sungaidengan kehilangan air di
intake dan kisi-kisi penyaring = 0.20 m, maka denganEl. mercu/muka
air normal=87.3mKehilangan z=0.2mEl. dasar sungai=86.3m/dtkTinggi
bukaan pintu=0.3m-Lebar pintu intake :Intake kiri : b =
Qr/V.a=0.05mdirencanakan penggunaan 1 buah pintu dengan b
:0.5