analisis hidrologi
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7/17/2019 ANALISIS HIDROLOGI
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ANALISIS HIDROLOGI
a.1 Perhitungan Curah Hujan Rencana
Data Curah Hujan Sungai Cibatarua
a. Perhitungan Standar Deviasi
sd=√ 1
n−1∑i=1
n
( xn−´ x )2
¿√ 1
15−1 X 16749,867
= !"#$%
c. Perhitungan &'ee(isien S)e*ness
cs=
n∑i=1
n
( xn−´ x )3
(n−1 ) (n−2 ) s3
¿ 15 x240854 ,942
(15−1 ) (15−2 )(34,589)3
¿0,479
d. Perhitungan &'e(isien &urt'sis
ck =
n2∑
i=1
n
( xn−´ x )4
(n−1 ) (n−2 )(n−3)s4
¿ 15 x61474251,910
(15−1 ) (15−2 )(15−3)(34,589)4
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¿4,425
d. Perhitungan &'e(isin +ariasi
Cv=s
´ x
¿ 34,589
132,244
= ,"-1
Karena Cs < 1,1396 dn Ck < 5,4002, gunakan “ Rumus Gumbel “
e. Perhitungan R 1,,
K T =−√ 6π ( 0,5772 + ln (ln(
T T −1
¿¿¿
=−√ 6
π / 0 ,"#- 2 3n 03n0
100
100−1¿¿¿
= "1
R 100 = ´ x + KT . sd
= 1-"-!! 2 0 "1 4 !"#$% 5
= -!1 67det
Perhitungan Debit Rencana
8et'de Has9er
a. 8enghitung debit banjir :1,, 0 Has9ers 8eth'd
b. Perhitungan &e6iringan
Di) ; CP. 1 = 1-1
P-1 = 1-#$
P.-, = 1-!#
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&e6iringan = CP. 1 < P. -1 = 1$
Jarak { P .21k e P .20=63
CP .1ke P .21=10cm X 500=5000
P .21ke P .20=10,5cm X 500=5250
i = t7L
= 1$ 7 #,,, = ,",#
= 7 #-#, = ,",1-
= ,",-#
c. Perhitungan Run O( 0 α ¿
α =1+0,012 . A0,70
1+0,075 . A0,70
¿1+0,012 .41
0,70
1+0,075 .410,70
= ,"#$
1
β=1+t
t = 0,1 x L0,8 x i -- 0,3
= ,"1 / 1,"$ / 0,",-#5,"
= -"%$ ja6
1
β=1+
t +3,70 x10−0,40 x t
( t )2+15 x
A0,75
12
1
β=1+ 2,398+3,70 x10
−4,40 x2,398
(2,398)2+15 x 41
0,75
12
1
β=1,182
β= 1
1,182
= ,"$!
d. Perhitungan Intensitas Hujan 0>5
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q = Rn
3,6 . t Rn =t . R
100
t +1
=169,9
3,6 x 2,398 =2,398 x 241
2,398+1
= 1%"$ = 1%"%
Q = α . β . q . A
= ,"#$ / ,"$! / 1%"$ / !1
= %!"!# 67det
8et'de Na)a?asu
Di)etahui ;
C = ,"%1
@ = ,"!1
A = !1 &6-
L = 1 &6
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R = -!1 67det
C = ,"%
α = 0,4
R , = R . @
= -!1 . ,"!1
= %$"$1
tg = 0,21 x L 0,7 = ,"-1 / 1," = 1"-
tr = 0,5 tg = ,"# / 1"- = ,"
Tp = tg + 0,8tr = 1"- 2 0,"$ / ,"5 = 1" ja6
T0,3 = x tg = 2 x 1,26 = 2,53
:9 =0,91 x 41 x98,81
3,6 (0,3 x1,77+2,53) = -",% m3/dt
8et'de Rasi'na3
: = 0,278 . C . I . A
Q = debit (m3/det).C = koef pengaliran (tanpa dimensi)
A = luas daerah pengaliran (Km2
)I = intensitas urah hu!an (mm/!am).
Di)etahui ;
A = !1 &6-
L = 1 &6
H = ,"-!1 6 0beda tinggi5
R = -!1 6
7det
C = ,"#$ 0daerah 9ertanian5
t = -"%$
I = !"#$ I =( R
24 )( 24t )2
3
I =( 24124 )( 24
2,398 )2
3
= !"#$
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: = 0,278 . C . I . A
: = 0,278 .0,578 . 46,586 . 41
: = ,"%! 67det
Dimensi Saluran
R =
Q = A x V
dengan;
b = 3ebar dasar sa3uran 065
h = tinggi air 065A = luas tampang basah saluran (m2)
P = )e3i3ing basah 065
R = jarijari hidr'3is sa3uran 065
I = )e6iringan 6e6anjang sa3uran
n = )'e(isien 8anning
+ = )ece9atan a3iran 067dt5
Q = d!b"t al"ran (m3/dt)#
Menentukan Tinggi Bendung$!h"langan !n!rg" a"r %
& 'l!as" dasar saah t!rh"l"r, t!rt"ngg", dan t!r*auh =+2,00 m
& "ngg" g!nangan a"r saah = (0,10 x 2) = 0,20 m
& $!h"langan t"ngg" a"r pada saluran - b.x t!rs"!r = (0,10 x 2) =0,20 m
$!h"langan t"ngg" a"r pada bangunan sadap = (0,10 x 2) = 0,20 m
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$!h"langan t"ngg" a"r pada *ar"ngan pr"m!r = (0,10 x 2) = 0,20 m $!h"langan t"ngg" a"r pada bangunan bangunan = (0,20 x 2) =
0,40 m $!h"langan t"ngg" a"r pada alat alat uur = (0,30 x 2) = 0,60 m $!h"langan t"ngg" a"r a"bat !m"r"ngan saluran= 1,00 m
$!h"langan t"ngg" a"r a"bat !spl."tas" = 0,10 m -
A(x) = +4,+0 m
& 'l!as" dasar sunga" pada dasar b!ndung() = +1,00 m
aa, "ngg" !r7u 8!ndung (p) = x
= +4,+0 m +1,00 m
= 3,+0 m