Contoh analisa agradasi makul teknik sungai

Sheet1ghI=80.9*D

ghD50D65I9805055.20.008255

Suatu sungai kecil kedalaman 0.50 m, seimen berupa kerikil diameter 5 cma. Berapa ALIRAN NORMALC =37.1186623215q =0.1957097165m3/dt/m =7.2307512801D =0.0825I =0.008255hI =0.0298452948Y =2.7642548176D^1.5 =0.0111803399X =0.0066120191S us =0.0002972652h dw =100h us =50

Perhitungan backwaterhARVEDel ECnSeSo-SeDel XX1110.19570971651.001954198642.53720224340.02350883340.00002116830.0082340.90.90.90.21745524060.90241259090.099541607741.71356741330.02355572190.00003019550.00822512.102460682612.10246068260.890.890.890.21989855790.8924671110.009945479941.6262223630.02356123230.0000313560.0082241.209361263313.3118219460.790.790.790.24773381840.79313122680.099335884240.69448988670.0236266550.00004691070.00820812.102043019525.41386496540.690.690.690.28363727030.6941045970.099026629839.63648587670.02371626920.00007421420.00818112.104631200437.51849616590.590.590.590.33171138390.59561390010.098490696938.4125384530.02384161450.00012639290.00812912.116400690349.63489685610.50.50.50.3914194330.50781679450.087797105637.11866232150.02400136920.00022239760.00803310.929955960260.5648528164

HilirHuluC =42.5372022434C =37.1186623215 =8.0635207413 =7.2307512801D =0.0825D =0.0825I = Se =0.0000211683I = Se =0.0002223976hI =0.0001706914hI =0.0008040509D^1.5 =0.0111803399D^1.5 =0.0111803399Y =483.3283943765Y =102.60544114342.18 mX =0.0000000164X =0.0000007877Sdw0.0000000007Sdw0.0000000354DEL S =Vol us - Vol dw-0.0000000347 pengendapan1 bulan365hari31536000dtm360.6mVol hulu0.0000000354Vol hilir0.0000000007Del vol0.0000000347m tiap detikZ =0.0000000694m / detikZ tahun =2.1871929721m / tahunS baru =0.0361132385

Sheet2

Sheet3