Chart1

Routing WadukDATA UNTUK ROUTING WADUKROUTING WADUKElevasi mercu =119KoefCD =1.9DATA LENGKUNG KAPASITASDATA HIDROGRAF BANJIRDATA SPESIFIKASI SPILLWAYLebar mercu, B =13.2mDt =1.0jam(dihitung dari puncak mercu pelimpah)ElevasiHSS/DtQWaktu (t)Inflow, I(I1+I2)/2S1y1j2S2HOutflow,QElevasiTampungan, SWaktu (t)Debit, QLebar spillway =13.2mJam(m3/d)(m3/d)(106 m3)(m3/d)(m3/d)(106 m3)(m)(m3/d)(m)(m3)Jam(m3/d)(m)(m)(106 m3)(m3/dt)(m3/dt)(m3/dt)(m3/dt)1190.00000.02Koef. Debit, CD =1.90.00.0200.230.020119.516.500114.471190.00.00000001.014.4707.2457.50208020887.520.232.72912018.400295.69119.50.516.50045839458845792.095.69055.0807.52208721437.710.232.833120.521.0003160.981201.018.400511125512450993.0160.980128.3357.71214022688.160.253.08512121.400498.80120.51.521.000583346585658104.098.800129.8908.16226523958.620.263.348121.523.000563.821212.021.400594471598059095.063.82081.3108.62239224738.900.273.51212225.000641.93121.52.523.000638999643863396.041.93052.8758.90247025239.080.283.618122.526.740727.430.35355339061223.025.0006944130701068797.027.43034.6809.08251925549.190.283.68512328.750818.088.8671190361122.53.526.7407428164751073468.018.08022.7559.19255025739.260.283.727123.530.500912.311234.028.7507986201808678869.012.31015.1959.26256925849.300.283.75212433.750108.49123.54.530.50084722398592835310.08.49010.4009.30258125919.320.283.766124.535.800115.901245.033.75093752809515923511.05.9007.1959.32258725949.340.283.77412537.074124.11124.55.535.800994432310106978312.04.1105.0059.34259125969.340.283.776125.538.800132.871256.037.07410298369104831011413.02.8703.4909.34259225959.340.283.77612641.500142.00125.56.538.80010778416109861057014.02.0002.4359.34259225949.330.283.773126.545.700151.401267.041.50011528464117601129615.01.4001.7009.33259025929.330.283.76812747.500160.98126.57.545.70012694515129521243716.00.9801.1909.33258825899.320.283.763127.548.913170.681278.047.50013194567134781291117.00.6800.8309.32258625869.310.283.756180.48127.58.548.91313587622138981327618.00.4800.5809.31258325839.300.283.749190.3419.00.3400.4109.30258025809.280.283.742200.2420.00.2400.2909.28257625769.270.283.734210.1721.00.1700.2059.27257325739.260.283.727220.1222.00.1200.1459.26256925699.250.283.719230.0923.00.0900.1059.25256625669.230.283.711240.0724.00.0700.0809.23256225629.220.283.703

&"Arial,Italic"&8&D / &T&"Arial,Italic"&8&F / &A

Elevasi (m)Elevasi (m)Volume (MCM)

Routing Waduk prnROUTING WADUKTabel 1. Tabel pendukung penelusuran banjir di wadukTabel 2. Penghitungan penelusuran banjir melalui waduk/embungElevasi mercu =272.7Koef.CD =2.0Lebar mercu, B =32.0mDt =0.5jamElevasiHSS/DtQWaktu (t)Inflow, I(I1+I2)/2S1y1j2S2HOutflow,QJam(m3/d)(m3/d)(106 m3)(m3/d)(m3/d)(106 m3)(m)(m3/d)(m)(m)(106 m3)(m3/dt)(m3/dt)(m3/dt)(m3/dt)0.060.216272.70.0000000.5770.54342993050.54430.216272.90.20.526229262952891.01190.54432993080.54970.216273.10.41.0663592166005841.525180.54973023200.57110.226273.30.61.6203900309158852.077510.57113143650.65130.258273.50.82.1743120846123111852.51821300.65133584870.87030.3312273.71.02.7283151664154814843.02992410.87034777181.28160.4821273.91.23.2823182484186617813.54203601.281670110611.89070.7037274.11.43.84372135106218820824.04414311.8907103214622.59850.9560274.31.64.41252451130251623874.54324372.5985141418503.27701.2084274.51.84.98132767155284526905.04024173.2770177921963.87651.41107274.72.05.55013083181317429935.53623823.8765210024824.37091.59128274.92.26.11893399209350432956.03133384.3709236427024.74841.72144275.12.46.70833727238384636086.52612874.7484256628535.00561.81156275.32.67.31834066268420039327.02152385.0056270329415.15381.861627.51811985.1538278229805.21781.881658.01551685.2178281629845.22251.881668.51321445.2225281929625.18271.871649.01141235.1827279729205.10931.851609.5991075.1093275828655.01231.8115610.087935.0123270728004.89901.7715110.576824.8990264627284.77421.7314511.068724.7742258026524.64231.6813911.559644.6423250925734.50561.6313412.051554.5056243624914.36421.5812712.544484.3642236124084.22031.5312113.038414.2203228423254.07551.4811513.533364.0755220622423.93171.4311014.028313.9317212921603.78941.3810414.524263.7894205320793.64931.339815.020223.6493197820003.51211.289315.516183.5121190519233.37731.238816.013153.3773183218473.24551.198316.510123.2455176217733.11731.147817.0793.1173169317012.99231.1073

PROSEDUR PENGHITUNGAN PENELUSURAN BANJIR MELALUI WADUK

Pada penelusuran banjir melalui waduk/embung, dimensi dari pelimpah (spillway) sudah ditetapkan.1.Dibuat lengkung kapasitas waduk yang dimulai dari elevasi puncak mercu ambang pelimpah (spillway), bukan dari dasar bendungan/embung.2.Ditetapkan besarnya pias waktu (Dt) untuk perhitungan penelusuran banjir.3.Dihitung besaran-besaran berikut, kemudian ditabelkan.a.dengan S adalah volume tampungan waduk (m3) dan Dt adalah besarnya pias waktu (detik).

b.

dengan notasi :Q= debit yang melewati spillway (m3/dt),C= koefisien debit di spillway,B= lebar spillway (m),H= kedalaman aliran diatas mercu spillway (m).

c.dan

Hasil dari langkah (3) ini ditabelkan sebagaimana ditampilkan pada Tabel 1.

4.Dibuat Tabel 2 dengan penjelasan sebagai berikut ini :a.Inflow (I) adalah hidrograf banjir rencana yang diperoleh dari metode klasik atau metode sintetis (Nakayasu, Gama 1 dll)

Untuk langkah waktu (t) pertama.b.Untuk langkah pertama, Outflow (Q) = 0,00 atau nilai yang ditetapkan besarnya. Hal ini sesuai dengan asumsi bahwa elevasi muka air sama dengan elevasi mercu spillway.c.Dihitung nilai H dengan menggunakan rumusan pada langkah (3).b. berdasarkan nilai debit (Q) yang sudah didapat pada langkah (4b).d.Kolom (I1 + I2)/2, kolom S1, kolom y1, kolom j2 dan kolom S2 dikosongkan

Untuk langkah waktu (t) kedua dan seterusnya.e.Dihitung nilai (I1 + I2)/2 dari debit inflow (I).f. Berdasarkan nilai H pada Tabel 2 (langkah sebelumnya), dihitung S1 dengan menginterpolasi nilai S pada Tabel 1 untuk nilai H yang sesuai.g.Berdasarkan nilai H yang sama, dihitung besarnya y1 dengan cara interpolasi nilai pada Tabel 1 untuk nilai H yang sesuai.

h.Dihitung besarnya j2 dengan rumusan sebagai berikut :

i.Dihitung besarnya S2 dengan rumusan sebagai berikut :

Q adalah debit outflow pada langkah waktu sebelumnya

j.Berdasarkan nilai S2 pada Tabel 2, dihitung besarnya H dengan cara interpolasi nilai H pada Tabel 1 untuk nilai S (Tabel 1) yang sama dengan S2k.Dihitung besarnya Q dengan menggunakan rumusan pada langkah (3).b. berdasarkan nilai H yang sudah didapat pada langkah (j).l.Diulangi langkah (e) hingga (k) untuk langkah waktu selanjutnya, dengan menggunakan nilai H dan Q yang baru.m.Dibuat grafik hidrograf Inflow (I) dan Outflownya (O).

&"Arial,Italic"&8&D / &T&"Arial,Italic"&8&F / &A

Elevasi (m)Elevasi (m)Volume (MCM)

Sheet1DATA LENGKUNG KAPASITASData Hidrograf Banjir ROUTING WADUK (Diukur dari puncak pelimpah)Spesifikasi SpillwayLebar Spillway: 13,2 mElevasiVolume (S)Koefisien Debit : 1,9Elevasi mercu119.0koef. 1.9(m)(10^6 m3)Lebar mercu (B)13.2t1.01190.000WaktuDebit (Q)ElevasiHSS/DtQWaktu (t)Inflow, I(I1+I2)/2S1y1j2S2HOutflow,Q119.516.500(t)(m3/dt)Jam(m3/d)(m3/d)(106 m3)(m3/d)(m3/d)(106 m3)(m)(m3/d)12018.40000.02(m)(m)(106 m3)(m3/dt)(m3/dt)(m3/dt)(m3/dt)120.520.068114.471190.000.00000.0000000.020.0090.0212121.736295.69119.50.5016.5004583.33333333337.5374587.10185892374579.564807743114.477.2450.283106266978.575969487285.8210.02601028310.858121.523.4043160.981201.0018.4005111.111111111121.3185121.77011111115100.4521111111295.6955.08012225.072498.80120.51.5020.0685574.444444444439.1645594.02627782075554.86261106823160.98128.335122.526.740563.821212.0021.7366037.777777777860.2966067.92598250046007.6295730551498.80129.89012328.807641.93121.52.5023.4046501.111111111184.2676543.24450808586458.9777141364563.8281.310123.530.874727.431223.0025.0726964.4444444444110.7727019.83023311816909.0586557708641.9352.87512432.940818.08122.53.5026.7407427.7777777778139.5887497.57184842767357.9837071279727.4334.680124.535.007912.311234.0028.8078001.8888888889170.5448087.16088888897916.6168888889818.0822.75512537.074108.49123.54.5030.8748576203.5008677.7501909398474.249809061912.3115.195125.539.442115.901245.0032.9409150.1111111111238.3429269.2823539729030.9398682503108.4910.40012641.810124.11124.55.5035.0079724.2222222222274.9739861.70886157819586.7355828663115.907.195126.544.177132.871256.0037.07410298.3333333333313.30910454.988000343310141.6786663234124.115.00512746.545142.00125.56.5039.44210956.0555555556353.27811132.694514790610779.4165963206132.873.490127.548.913151.401267.0041.81011613.7777777778394.81511811.185220350211416.3703352053142.002.435160.98126.57.5044.17712271.5437.86312490.431552766812052.5684472332151.401.700170.681278.0046.54512929.2222222222482.37113170.407860003612688.0365844409160.981.190180.48127.58.5048.91313586.9444444444528.29313851.090938494913322.797950394170.680.830190.34180.480.580200.24190.340.410210.17200.240.290220.12210.170.205230.09220.120.145240.07230.090.105240.070.080

ELVTabel 3.2 Data Hidrograf BanjirTabel 3.1 Data Tampungan WadukKala ulang 100 TahunTabel 3.4 Perhitungan Penelusuran Banjir Melalui Waduk dengan Bangunan Pelimpah

ElevasiTampungan (S)WaktuDebit, QWaktuInflow, I(I1+I2)/2S1S2HOutflow, Q(m)(m3)V(Jam)(m3/d)(jam)(m3/dt)(m3/dt)(m3)(m3/dt)(m3/dt)(m3)(m)(m3/dt)119.0157546004891300000.0200.020.000.002119.21638233715754600115.87115.877.9515762295.524378.414370.4615790888.670.010.025119.417010074331584002104.952104.9560.4115790888.674386.314325.9016008274.010.080.465119.6176378113176.553176.55140.7516008274.014446.414305.6616513298.500.242.407119.8182655494103.364103.36139.9616513298.504585.904445.9517008470.110.405.115120.018893286569.99569.9986.6817008470.114722.274635.6017302087.580.497.012120.219521023645.98645.9857.9917302087.584802.934744.9417485588.590.558.296120.420148760730.08730.0838.0317485588.594853.424815.3917592630.680.599.077120.620776497819.83819.8324.9617592630.684883.104858.1417649790.070.609.504120.821404234913.50913.5016.6717649790.074899.284882.6217675569.310.619.699121.022031971109.31109.3111.4117675569.314905.504894.1017681712.060.619.745121.222659709116.47116.477.8917681712.064907.474899.5817675033.210.619.695121.423287446124.51124.515.4917675033.214906.184900.6917659896.580.619.580122.526740000133.14133.143.8317659896.584902.784898.9617639177.760.609.424142.19142.192.6717639177.764898.064895.3917614843.970.599.242151.53151.531.8617614843.974892.524890.6617588267.180.589.045161.07161.071.3017588267.184886.534885.2317560384.870.588.840170.75170.750.9117560384.874880.334879.4217531838.430.578.631180.53180.530.6417531838.434874.094873.4517503071.590.568.422190.37190.370.4517503071.594871.294870.8417474372.070.558.216200.26200.260.3217474372.074850.264849.9417445929.980.548.013117.511830000227210.19210.190.2317445929.984842.554842.3317417894.550.537.81412018371000296.3220.14220.140.1717417894.554835.284835.1217390357.360.527.6210.0115617398119230.10230.100.1217390357.364828.404828.2817363353.860.517.43315754600268.58240.07240.070.0917363353.864821.894821.8017336900.930.507.250

Tabel 3.3 Perhitungan Tinggi Muka Air-Storage-Debit (H-S-Q)

ElevasiHSS/tQ117.5(m)(m)(m3)(m3/dt)(m3/dt)(m3/dt)(m3/dt)119119.00157546004376.2780.0004376.27777777784376.278-0.665y^353.329=18.24120119.20.2163823374550.6491.6314549.8334887514551.465119.40.4170100744725.0214.6144722.71343713984727.3280.000000256318.2119168775119.60.6176378114899.3928.4774895.1534705184903.6310.27073380.3420.028083122515.6119.80.8182655495073.76313.0515067.2377512785080.289Tabel 3.5 Perhitungan Nilai He120.01.0188932865248.13518.2405239.01492063495257.255120.21.2195210235422.50623.9775410.51779786775434.495ElevasiHeBHe3/2CQ120.41.4201487605596.87830.2155581.77047644375611.9857.352454861(m)(m)(m)(m)(m3/dt)120.61.6207764975771.24936.9155752.79162410245789.7070,23^1,511909.60.0002.110.000120.81.8214042345945.62144.0495923.59625976955967.6452.7664274559119.50.59.60.3542.117.162121.02.0220319716119.99251.5916094.19680811446145.78712019.61.0002.1120.256121.22.2226597096294.36359.5196264.60377077456324.123120.51.59.61.8372.1137.213121.42.4232874466468.73567.8176434.82617684226502.6440.031622776612129.62.8282.1157.293122.53.5267400007427.778119.4347368.06092588497487.495121.52.59.63.9532.1180.06912239.65.1962.11105.253122.53.59.66.5482.11132.63412349.68.0002.11162.0481

0.822214382

0.70763986980.022.1713.20.0000184499

Sheet2Tabel 3.6 Nilai Koefisien k dan nTabel 3.7 Hasil Perhitungan Kemiringan Mercu

TitikXYKemiringankn(m)(m)Permukaan Hilir00.00.000Tabel 3.12 nilai X dan Y untuk tinggi air maksimum (h) = 3,457 m3:011.9361.83610.50.1713:021.9361.8121.00.616X (m)-0.032010203040506070809096.2401:011.8731.77631.51.304Y0.0000.0621.1151.5761.9302.2282.4912.7282.9473.1503.3413.455Vertikal 21.8542.02.22152.53.35663.04.702Tabel 3.11 Nilai X dan Y untuk Tinggi Air Maksimum (h) = 6,915 m

X (m)-0.1340102030405060708088.979Y0.0000.2682.3313.2854.0194.6385.1845.6776.1316.5546.91181.96615702840.653157028475.353650210281.9661570406Tabel 3.8 nilai X dan Y untuk tinggi air maksimum (h) = 17,289 m

X (m)-1.095010203040506067.193Y0.0002.1896.9699.61011.66813.41314.95616.35517.291Tabel 3.9 Nilai X dan Y untuk Tinggi Air Maksimum (h) = 13,769 m

X (m)-0.63701020304050607074.4550.6155629986Y0.0001.2745.2067.2518.83510.17611.35912.43013.41613.8320.8122645466Tabel 3.10 Nilai X dan Y untuk Tinggi Air Maksimum (h) = 10,327 m

X (m)-0.3280102030405060708081.717Y0.0000.6563.6815.1646.3087.2748.1268.8979.60610.26610.375