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)120.0183710004891300000.0200.020.000.002120.21904052015754600114.47114.477.2518378997.295105.275098.0218405071.420.010.019120.41971004033158400295.69295.6955.0818405071.425112.485057.4018603290.220.070.342120.6203795603160.983160.98128.3418603290.225167.295038.9619064064.380.211.763120.821049080498.80498.80129.8919064064.385294.715164.8219525319.920.343.790121.021718600563.82563.8281.3119525319.925421.755340.4419804390.170.435.245121.222388120641.93641.9352.8819804390.175498.645445.7619975857.890.486.214121.423057640727.43727.4334.6819975857.895545.695511.0120078336.050.516.818121.623727160818.08818.0822.7620078336.055573.865551.1020135707.720.537.165121.824396680912.31912.3115.2020135707.725589.625574.4320164615.810.547.342122.025066200108.49108.4910.4020164615.815597.575587.1720175625.500.547.409122.225735720115.90115.907.2020175625.505600.595593.4020174853.470.547.405122.426405240124.11124.115.0120174853.475600.385595.3820166214.560.547.352122.526740000132.87132.873.4920166214.565598.015594.5220152312.910.537.266142.00142.002.4420152312.915594.195591.7520134920.080.537.160151.40151.401.7020134920.085589.415587.7120115263.440.527.041160.98160.981.1920115263.445584.015582.8220094200.460.516.914170.68170.680.8320094200.465578.225577.3920072299.220.516.782180.48180.480.5820072299.225572.205571.6220049970.960.506.649190.34190.340.4120049970.965566.065565.6520027509.790.496.516200.24200.240.2920027509.795559.895559.6020005095.360.496.384117.511830000227210.17210.170.2120005095.365553.735553.5219982849.440.486.25412018371000296.3220.12220.120.1519982849.445547.625547.4719960855.260.476.1270.0101778643119230.09230.090.1119960855.265541.575541.4719939176.360.476.00215754600268.58240.07240.070.0819939176.365535.615535.5319917857.070.465.880

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)119120.00183710005103.0560.0005103.05555555565103.056-0.665y^353.329=18.24120120.20.2190405205289.0331.6745288.19614948265289.871120.40.4197100405475.0114.7365472.64319759925477.3790.000000256318.2119168775120.60.6203795605660.9898.7005656.63875399445665.3390.27073380.3420.028083122515.6120.80.8210490805846.96713.3955840.26919586055853.664Tabel 3.5 Perhitungan Nilai He121.01.0217186006032.94418.7206023.58444444456042.304121.21.2223881206218.92224.6086206.61818269046231.226ElevasiHeBHe3/2CQ121.41.4230576406404.90031.0106389.39513810456420.4057.352454861(m)(m)(m)(m)(m3/dt)121.61.6237271606590.87837.8876571.93446968236609.8210,23^1,5119013.20.0001.90.000121.81.8243966806776.85645.2086754.25159158466799.4602.7664274559119.50.513.20.3541.98.867122.02.0250662006962.83352.9486936.35925544576989.307120113.21.0001.925.080122.22.2257357207148.81161.0867118.26823926197179.354120.51.513.21.8371.946.075122.42.4264052407334.78969.6027299.98780973327369.5900.0316227766121213.22.8281.970.937122.52.5267400007427.77873.9977390.77912915387464.776121.52.513.23.9531.999.137122313.25.1961.9130.320122.53.513.26.5481.9164.221123413.28.0001.9200.6401

0.7076398692

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