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