ANALISIS HIDROLOGI Tabel 4.42 Perhitungan debit andalan tahun 1989

LAPORAN TUGAS AKHIR Perencanaan Embung Tambakboyo Kabupaten Sleman DIY 164

BAB IV ANALISIS HIDROLOGI Tabel 4.42 Perhitungan debit andalan tahun 1989

C Uraian Satuan Bulan Jan Feb Mar Apr Mei Jun Jul Ags Sep Okt Nov Des [1] CURAH HUJAN P mm 528 708 470 226 179 433 541 145 10 314 418 387 [2] JUMLAH HARI HUJAN N hr 17 19 15 13 12 15 16 12 6 15 15 13 Limited Evapotranpiration [3] Evapotranpiration Eto mm 105,15 92,76 107,74 90,46 92,73 81,06 87,64 100,13 104,19 111,87 103,98 103,00 [4] Exposed Surface m 30 30 30 40 40 30 30 40 50 30 30 30 [5] m20 18 - N 0,015 -0,015 0,045 0,100 0,120 0,045 0,030 0,120 0,300 0,045 0,045 0,075 [6] dE [5] x [3] mm 1,58 -1,39 4,85 9,05 11,13 3,65 2,63 12,02 31,26 5,03 4,68 7,73 [7] Etl = Eto -dE [3] - [6] mm 101,65 89,26 104,24 86,96 89,23 77,56 84,14 96,63 100,69 108,37 100,48 99,50 WATER BALANCE [8] P - Etl [1] - [7] mm 426,35 618,74 365,76 139,04 89,77 355,44 456,86 48,37 -90,69 205,63 317,52 287,50 [9] SOIL STORAGE mm 90,69 [10] SOIL MOISTURE mm 50 50 50 50 50 50 50 50 50 50 50 50 [11] WATER SURPLUS [8] - [9] mm 426,35 618,74 365,76 139,04 89,77 355,44 456,86 48,37 205,63 317,52 287,50 RUN OFF AND GROUND WATER STORAGE [12] INFILTRATION 0,3 x [11] mm 127,90 185,62 109,73 41,71 27 107 137 15 62 95,26 86,25 [13] 0,5 x 1 + k x 1 x [12] mm 111,92 162,42 96,01 36,50 24 93 120 13 54 83,35 75,47 [14] K x V n-1 mm 298,00 307,44 352,39 336,30 279,60 227,37 240,51 270,33 212,27 159,20 159,88 182,43 [15] STORAGE VOLUME [13] + [14] mm 409,92 469,86 448,41 372,80 303,17 320,68 360,44 283,02 212,27 213,18 243,23 257,89 [16] dVn = Vn - Vn-1 mm -23,40 59,94 -21,45 -75,60 -69,64 17,51 39,76 -77,41 -70,76 0,91 30,06 14,66 [17] BASE FLOW [12] - [16] mm 151,30 125,68 131,18 117,32 96,57 89,12 97,30 91,92 70,76 60,78 65,20 71,59 [18] DIRECT RUNOFF [11] - [12] mm 298,44 433,12 256,03 97,33 63 249 320 34 144 222,27 201,25 [19] RUN OFF [17]+[18] mm 449,75 558,80 387,21 214,64 159,41 337,93 417,11 125,78 70,76 204,72 287,47 272,84 [20] RUN OFF [17]+[18] m³dt 1,7E-04 2,2E-04 1,5E-04 8,3E-05 6,1E-05 1,3E-04 1,6E-04 4,9E-05 2,7E-05 7,9E-05 1,1E-04 1,1E-04 [21] CA km 2 20,33 20,33 20,33 20,33 20,33 20,33 20,33 20,33 20,33 20,33 20,33 20,33 [22] DEBIT EFEKTIF [19] x A ltdt 3527,53 4382,89 3037,06 1683,53 1250,27 2650,51 3271,52 986,54 554,96 1605,71 2254,72 2139,97 [23] DEBIT EFEKTIF [19] x A m³dt 3,53 4,38 3,04 1,68 1,25 2,65 3,27 0,99 0,55 1,61 2,25 2,14 Sumber : Perhitungan LAPORAN TUGAS AKHIR Perencanaan Embung Tambakboyo Kabupaten Sleman DIY 165

BAB IV ANALISIS HIDROLOGI Tabel 4.43 Perhitungan debit andalan tahun 1990