PERHITUNGAN DRAINASE No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Xrata-rata Sx = = XT = 120,07 33,25 120,07 = I = DATA
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PERHITUNGAN DRAINASE No 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Xrata-rata Sx
= =
XT
=
120,07 33,25 120,07 =
I
=
DATA HUJAN Tahun Hujan Harian (mm) 1958 126 1959 166 1960 146 1961 86 1962 136 1963 56 1964 146 1965 156 1966 146 1967 100 1968 116 1970 106 1971 103 1972 146 1973 66
90%
+
33,25 1,0206 152,22 mm x 4
152,22
x
1,4999
=
-
0,5128
34,25 mm/jam
Hitungan Waktu Konsentrasi t aspal
t bahu
= =
(2/3 x 3,28 x Lo x (nd/s^0,5))^0,167 1,08 menit
= =
(2/3 x 3,28 x Lo x (nd/s^0,5))^0,167 1,02 menit
t tanah
= =
t1
=
t2
= =
(2/3 x 3,28 x Lo x (nd/s^0,5))^0,167 1,62 menit 3,72
nilai-nilai Lo aspal bahu tanah
= = =
8m 1m 100 m
nd aspal bahu tanah
= = =
0,013 0,1 0,02
s aspal bahu tanah
= = =
0,02 0,04 0,06
L V
= =
109 m 3 m/s
menit
L / 60 x V 5,45 menit
PERHITUNGAN DRAINASE Tc
t1 + t2
=
berdasarkan kurva basis , I max
=
Panjang saluran drainase
=
L1 L2 L3
=
Permukaan aspal Permukaan bahu Permukaan tanah = = =
9,17
menit
194,89 mm/jam 109 m
= = =
8 1 100
8 1 100
x x x
A1 A2 A3
aspal bahu tanah
C
=
0,7 x 872 + 0,65 x 109 + 0,4 x 10900 872 + 109 + 10900
= = = =
11881 m2 0,42 194,89 1/3,6 x C x I x A
m m m
C1 C2 C3
= = =
= = =
872 109 10900
109 109 109 =
0,42
Debit A C I Q
=
= =
0,011881
km2
1/3,6 x 0,42 x 194,89 x 0,011881 0,27 m3/detik
0,7 0,65 0,4 m2 m2 m2
PERHITUNGAN DRAINASE Saluran direncanakan adalah beton, kecepatan ijin Penampang basah A
= =
bxd
Keliling basah P
= =
b + 2d
Jari-jari hidrolis
= =
A/P
= =
1/n x R^2/3 x S^1/2 0,02 m/detik
Kecepatan aliran
0,45 m2
= b d n manning s
Q hitung 0,01
= = = =
1m 0,45 m 0,01 0,02
1,9 m
0,225 m
Hitung tinggi jagaan ꙍ = 0,5 x d^0,5 = 0,34 m Kontrol Q hitung
3 m/detik
ꙍ
d
= =
AxV 0,01
m3/detik
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