Sheet1

A (km2)39.3debit puncak=QpL (km)9.18debit naik garis lurusTk 1 (km)16.3Qp=0,1836*A^(0.5886)*JN^(0,2381)*TR^(-0,4006)L tot (km)27.7S= slope0.0001debit turun merupakan liku exponensial, e=2,3JN10Qt=Qp e^(t/K) I=waktu kearah turun (jam)SF0.59SN0.57TR waktu naik (jam)Lb 0.757TR=0,43 (L/100 SF)^3+1,0665*SIM+1,2775Lb 0.254WF1.75TB waktu dasar dimulai dari titik (0.0) sampai akhir hidrograf (jam)RUA0.6TB=27,4132*TR^(0,1457*S^(-0,0956)*SN^(0,7344)*RUA^(0,2574)SIM1.05D1Qb (base flow) perkiraan aliran dasar (m3/dt)A hulu23.58Qb=0,4751*A^(0,6444)*D^(0,243)TR (jam)2.4TB (jam)43.32index infiltrasiK7.26index =10,4903-3859*10^(-6) A^(2)+1,6985 *10^(13)*(A/SN)^(4)Qb (m3/dt)5.06koefisien tampunganQp (m3/dt)1.94k=0,5617 *A^(0,1799)*S^(-0,1445)*SF^(-1,0697)*D^(0,0457) (mm/jam)10.49e2.3

DURASITITI/TRQ=(TI/TR)Qp

__110.420.812.42.41.001.94tt/KQt = Qp e ^(t/K) 2.4__1.9430.60.081.8141.60.221.6152.60.361.4463.60.501.2874.60.631.1485.60.771.0296.60.910.91107.61.050.81118.61.180.72129.61.320.641310.61.460.571411.61.600.511512.61.740.461613.61.870.411714.62.010.361815.62.150.321916.62.290.292017.62.420.262118.62.560.232219.62.700.202320.62.840.182421.62.980.162623.63.250.132825.63.530.10

Sheet3