Profil Mercu

DATA-DATA PERENCANAANNoKeterangan1Debit Banjir Rencana; Q=58.0m3/detik2Elevasi sawah Tertinggi=614.0m3Elevasi Dasar Sungai di Hulu=613.0m4Elevasi Dasar Sungai di Hilir=612.5m5Lebar Dasar Sungai=20.0m6lebar Pilar=1.5m7Jumlah pilar=18Koefisen Kontarksi Abutment; Ka=0.019Koefisien Kontraksi Pilar; Kp=0.18Saat hujan banyak membawa pasir, sehingga elevasi ambang dari dasar sungai=1.0m9Tinggi Pintu Pengambilan=1.4mTinggi Pintu Pengambilan : 0.4 - 1.4 m

AElevasi Puncak Bendung=615.5m(sudah mencukupi)BPerkiraan Tinggi Bendung perlu, p=2.5mp = tinggi ambang pengambilan + tinggi pintu + 0.1CElevasi Puncak Berdasarkan Tinggi Bendung=615.5mElevasi dasar sungai + pDLebar Netto Bendung; B=18.5mLebar sungai - lebar pilarETinggi air di atas mercu; d=0.8mDigunakan Rumus BunchuFTinggi Air di Hulu Bendung; h=1.2mh = 1.5dGLebar Efektif Bendung; Beff=18.2mHJari-jari Lengkung Mercu; R=1.0mR = 0.7h - hIKoefisien Pengaliran; m=1.2Digunakan Rumus Bunchu & VerwoerdJTinggi Kecepatan aliran di hulu; k=0.03m

Gambar Profil MercuXY-3.00613.00-1.00613.00-1.00614.50-0.95614.81-0.90614.94-0.85615.03-0.80615.10-0.75615.16-0.70615.21-0.65615.26-0.60615.30-0.55615.34-0.50615.37-0.45615.39-0.40615.42-0.35615.44-0.30615.45-0.25615.47-0.20615.48-0.15615.49-0.10615.49-0.05615.500.00615.500.05615.500.10615.490.15615.490.20615.480.25615.470.30615.450.35615.440.40615.420.45615.390.50615.371614.871.50614.372613.872.2613.672.4613.472.6613.272.8613.073612.873.2612.673.37612.503.47612.403.57612.303.67612.203.77612.108.77612.108.77612.59.77612.5

Profil AliranProfil1Kedalaman aliran di atas mercud=0.8779166502mVz=Q/(2Tinggi Energi di hulu bendungh=1.3477995686qk=H1.34779956863.1821158099xyzhzhz120615.500.87791665020.877793.62514474983.03266341490.05615.4987492178-0.00125078220.8763.63255229443.03689911130.1615.4949874371-0.00501256290.8753.63670378283.04012437450.15615.4886859967-0.01131400330.8743.64086477113.04334621960.2615.4797958971-0.02020410290.8733.6450352923.04656465750.25615.4682458366-0.03175416340.8723.64921537843.0497796990.3615.4539392014-0.04606079860.8713.65340506313.05299135480.35615.4367496998-0.06325030020.873.65760437923.05619963560.4615.416515139-0.0834848610.8693.66181336013.05940455190.45615.393028555-0.1069714450.8683.66603203913.06260611450.5615.3660254038-0.13397459620.8673.67026044973.06580433371614.8660254038-0.63397459620.8663.67449862583.068999221.5614.3660254038-1.13397459620.8653.67874660113.07219078392613.8660254038-1.63397459620.8643.68300440963.07537903562.2613.6660254038-1.83397459620.8633.68727208573.07856398542.4613.4660254038-2.03397459620.8623.69154966353.08174564372.6613.2660254038-2.23397459620.8613.69583717763.08492402052.8613.0660254038-2.43397459620.863.70013466273.08809912613612.8660254038-2.63397459623.2612.6660254038-2.83397459623.37612.4960254038-3.00397459623.47612.3960254038-3.10397459623.57612.2960254038-3.20397459623.67612.1960254038-3.30397459623.77612.0960254038-3.4039745962

Sheet1

DATA-DATA PERENCANAANNoKeterangan1Debit Banjir Rencana; Q=58.0m3/detik2Elevasi sawah Tertinggi=325.0m3Elevasi Dasar Sungai di Hulu=350.0m4Elevasi Dasar Sungai di Hilir=331.3m5Lebar Dasar Sungai=36.0m6lebar Pilar=1.5m7Jumlah pilar=18Koefisen Kontarksi Abutment; Ka=0.019Koefisien Kontraksi Pilar; Kp=0.18Saat hujan banyak membawa pasir, sehingga elevasi ambang dari dasar sungai=1.0m9Tinggi Pintu Pengambilan=1.4mTinggi Pintu Pengambilan : 0.4 - 1.4 m

AElevasi Puncak Bendung=326.5m(sudah mencukupi)BPerkiraan Tinggi Bendung perlu, p=2.5mp = tinggi ambang pengambilan + tinggi pintu + 0.1CElevasi Puncak Berdasarkan Tinggi Bendung=352.5mElevasi dasar sungai + pDLebar Netto Bendung; B=34.5mLebar sungai - lebar pilarETinggi air di atas mercu; d=0.5mDigunakan Rumus BunchuFTinggi Air di Hulu Bendung; h=0.8mh = 1.5dGLebar Efektif Bendung; Beff=34.3mHJari-jari Lengkung Mercu; R=1.0mR = 0.7h - hIKoefisien Pengaliran; m=1.2Digunakan Rumus Bunchu & VerwoerdJTinggi Kecepatan aliran di hulu; k=0.01m

Gambar Profil MercuXY-3.00331.25-1.00331.25-1.00332.75-0.95333.06-0.90333.19-0.85333.28-0.80333.35-0.75333.41-0.70333.46-0.65333.51-0.60333.55-0.55333.59-0.50333.62-0.45333.64-0.40333.67-0.35333.69-0.30333.70-0.25333.72-0.20333.73-0.15333.74-0.10333.74-0.05333.750.00333.750.05333.750.10333.740.15333.740.20333.730.25333.720.30333.700.35333.690.40333.670.45333.640.50333.621333.121.50332.622332.122.2331.922.4331.722.6331.522.8331.323331.123.2330.923.37330.753.47330.653.57330.553.67330.453.77330.358.77330.358.77330.759.77330.75