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KETERANGAN = tidak perlu dirubah
= sesuai data
= sesuai pilihan dari interpolasi yang mendekati
= tentukan sendiri
1 Lebar dasar sungai pada lokasi bendung = 25 m
2 Tinggi/eleasi dasar sungai pada dasar bendung = 100 m
! Tinggi/eleasi sa"ah bagian hilir tertinggi dan ter#auh = 102 m
$ Tinggi/eleasi muka tanah pada tepi sungai = 104 m% = 200 m /dt
& Kemiringan/slope dasar sungai = 0.003
' = 1.65 kg/(m
) Koe*isien pengaliran +(, akibat (urah hu#an = 0.5
- = 2 m /dt
b= 25 m
.= 1.6
= 0.0030
0AGAN ERKRAAN TNGG AR +d!, A34E5 6ATER 5ET7 +m,
2.3110 2.3120 2.3130 2.314
&!811%' &!81$%! 63.1750 &!829$&
5ebit ban#ir ren(ana +:d,
Tegangan tanah dasar yang dii;inkan + = $98)2&1 $98)!92 40.8344 $98)!)%
!81&!% !81&$$ 3.1653 !81&&2
1--8&&!$ 1--8)1%2 199.9670 299811))
!= 3.1653
d!= 2.3130
g= 9.81 m /dt
?r = = 98&&$$-!''
0n = b d! = 2'8!1!9 m
0 = &/% 0n = 1@2 0n = !28''%& m
= = !82''%& m
n = = = 18&!)') 2 buah
!= >
: = A 8 !
b2+1/2 d!, =
b1
2
A
,R
.=1+
)'
/8R
!8dg
V
2
19
0
1 b
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b1 = = = 18&!- m
t = 1.5 m
= LB = 0 C b C t 9@)98 b
= 0 C t C 9@298 b = 2-812 m
Eleasi sa"ah yang tertinggi dan ter#auh = 192 m
Ketinggian air di sa"ah = 981 m
Kehilangan tekanan dari tersier ke sa"ah = 981 m
Kehilangan tekanan dari sekunder ke tersier = 981 m
Kehilangan tekanan dari primer ke sekunder = 981 m
Kehilangan tekanan akibat kemiringan saluran = 98! m
Kehilangan tekanan pada alatDalat ukur = 98$ m
Kehilangan tekanan dari sungai ke primer = 982 m
Kehilangan tekanan karena eksploitasi = 981 m
Kehilangan tekanan karena bangunan D bangunan = 982% m
Eleasi dasar sungai pada dasar bendung +, F34LA7 = 19!8&% mEleasi dasar sungai pada dasar bendung +y, = 199 m
Tinggi 4er(u 0endung + , = C y = !8&% m
= Dy = 3.65 m
7e = 2 m
0e**
2
2
1b
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d! = 2.3130 m
0e** = 29.12 m
= 18)2% +lihat pada gra*ik 5>D12, >1 =
= !8!!'9 m
= 28)2 +lihat pada gra*ik 5>D1!, >2 =
= 18&&)% +lihat pada gra*ik 5>D1!, >! =
> = >1 >2 >!
> = 2.145
7e = = 281'2 m
= !8292
= 299 m /dt
hd = 7e C d!
7e!/2
= m!/2
: = > 8 0e**
8 7e2/!
ef
d
C
Q
0E
!
2
e*0E>
dQ
He
P
He
dhd!
+
He
hd
!
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0agianTinggi perkiraan 7e +m,
2.01 2.02 2.03 2.03
299 299 299 200
/7e 18)1%-29!-) 18)9&- 18'-)9 1.7980
!8!$'9 !8!%'9 !8!&'9 3.3670
28)1%-29!-) 28)9&- 28'-)9 2.7980
hd/7e 18&&%1'$12-$ 18&&1- 18&%)& 1.6586
281$' 281$ 281$1 2.141
1 1 1 1
1 1 1 1
281$' 281$ 281$1 2.141
2-812 2-812 2-812 29.12
7eB = 281'11 281'%) 281'%1 2.1751
He He
7e = 2.03 m
= 3.65 m0e** = 29.12 m
0agian2.03 0.035 0.059 0.0766
:d
hd = 7e C d!
+hd d!,/7e
>1
>2
>!
> = >1 >
2 >
!
0e**
Tinggi perkiraan h9
+m,
!
2
ef
d
BxC
Q
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9 18--% 18-'1 1.9534
!8&% %8&$% %8&21 5.6034
19&82))! 1&$8!)2- 1&!8&)$9 163.1715
18))1' 1821&' 18221- 1.2257
981)9% 989'%$ 989'&1 0.0766
hv0 hv
h9=hH= 0.0766
7= 1.9534
d9= 5.6034
A= 163.1715
9= 1.2257
I = = = &8)&)1
= = 18&)'-
= = $89&-1
7 = 7e C h9
d9= 7
A = 0e**
8 d9
9= :
d/A
hB=
d(
(
g
v
2
2
9
JL
Q
efB
Q
( ) !1
2
g
q
(d
I
2
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= = 98)$!-
= d( h( = &81)1)
E(= 6.1818
0agian
10 10.645 10.55 10.408
98&)&) 98&$%2 98&%19 0.6599
%89-&) %8''%% %8&'2- 5.5212
%8')!' &8$29' &8!2!- 6.1811
E1EC1 = 10.408
= 0.6599
= 5.5212
= E(= 6.1811
h(
E(
erkiraan ke(epatan + 1,
d1=
h1
=
E1= d
1 h
1
d1
h1
E1
g
c
2
1v
q
g
v
2
2
1
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?r = = $89-9'
= = !8%91)
= = 18-&1!
= = 981-&1
= d2 h2 = !8&-'-
! = 3.1653
d! = 2.3130
= = 98%19'
d2
2
h2
E2
h!
1
1
d8g
v
( )[ ]1D)12
21 Frd
+
2d
q
( )
g
v
2
2
2
( )v 2!
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= d! h! = 28)2!'
h = !82-9$
d = 300
T = = 28-1!)
L = = 1&82'21
Ele8 dasar sungai = = 1998999 mEle8 muka air normal +4AN, = Ele8 dasar sungai = 19!8&%9 m
Ele8 muka air ban#ir +4A0, = Ele8 dasar sungai d9 = 19%8&9! m
Ele8 energi kritis = Ele8 dasar sungai E( = 19&81)2 m
Ele8 energi di hilir bendung = Ele8 dasar sungai E! = 1928)2$ m
Ele8 dasar kolam olakan = Ele8 dasar sungai D +TDd!, = --8!-- m
Ele8 sungai maksimum di hilir = Ele8 dasar sungai d! = 1928!1! m
E!
= d9C d
!
yHkx nn 88 ,1+ =
g
9@%'9@2
!2@9I8h8
'%@$
d
( ) Hg
PHgv +
+
28821
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EREN>ANAAN 4ER>3
7= 1.9534
= 3.65
/7 = 1.8685
Type /7 KemiringanA 9@$9 11
0 9@$9 C 1@99 !2
> 1@99 C 1@%9 !1
D > 1,50 Vertikal
Type A
= 9811- 7 = 982!2$%$&
= 1811- 7 = 281)%)%$&
= 98$% 7 = 98)'-9!
= 18$% 7 = 28)!2$!
Type 0
= 9811% 7 = 9822$&$1
= 9821$ 7 = 98$1)92'&
= 98$) 7 = 98-!'&!2
= 9822 7 = 98$2-'$)
Type >
M9
M1
R9
R1
M9
M1
R9
R1
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= 981!- 7 = 982'1%22&
= 982!' 7 = 98$&2-%%)
= 98%) 7 = 181!2-'2
= 9821 7 = 98$1921$
T!e D
" 0.175 # H " 0.342
" 0.282 # H " 0.551" 0.5 # H " 0.977
" 0.2 # H " 0.391
Kemiringan permukaan k n
11 18)'! 18''&
!2 18-!- 18)19!1 18-!& 18)!&
Vertikal 2.000 1.850
k= 2.000
n= 1.850
M9
M1
R9
R1
$0
$1
%0
%1
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= !8%!! y
= 982)! n
+1 1, kemiringan garis lurus
98%2!&+nD1,
(= 281$19 y(=
+nD1, = k 7+nD1, / n 18-199
Eleasi muka air normal = 103.65
,1n+7k
nEy
=
1=dx
dy
1,1n+7k
,1n+En
dE
dy=
=
,1n+
n
,1n+7kE
=
,1n+7k
nEy
=
,1n+7k
nEy
=
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Eleasi dasar kolam olakan = 99.399
NTEROAL 982
+m, y +m, Eleasi +m,
9 9 19!8&%9
982 9891$$ 19!8&!&
98$ 989%29 19!8%-)
98& 981199 19!8%$998) 981)'! 19!8$&!
1 982)!9 19!8!&'
182 98!-&% 19!82%!
18$ 98%2'$ 19!812!
18$999) 98%2'$ 19!812!
18$999- 98%2'% 19!812!
2.1410 1.1573 102.493
&' '
(a)ia* Hilir +!illa -e*)a* e/iri*)a* 11
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=1
Ele8 dasar kolam olakan = 99.399
NTEROAL 982 +m, y +m, Eleasi +m,
9 9 102.493
982 982 19282-!
98$ 98$ 19289-!
98& 98& 1918)-!
98) 98) 1918&-!
1 1 1918$-!
182 182 19182-!
18$ 18$ 19189-!
18& 18& 1998)-!
18) 18) 1998&-!
2 2 1998$-!
282 282 19982-!
28$ 28$ 19989-!
28& 28& --8)-!
28) 28) --8&-!
! ! --8$-!
!82 !82 --82-!
!8$ !8$ --89-!
tgn o$%=
xytgnx
y=== 1
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!8& !8& -)8)-!
!8) !8) -)8&-!
$ $ -)8$-!
$82 $82 -)82-!
$8$ $8$ -)89-!
$8& $8& -'8)-!
$8) $8) -'8&-!
% % -'8$-!
%82 %82 -'82-!%8$ %8$ -'89-!
%8& %8& -&8)-!
%8) %8) -&8&-!
& & -&8$-!
3.094 3.094 99.399 eleasi dasar kolam olakan
eleasi dasar kolam olakan D1928$-! "
"
"
"
"
"
"
"
"
"
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P7 = "
"
( = 5
"
"
' '
P7 ab = 28% % 98%
P7 b( = 18% % 98!P7 (d = 1 % 982
P7 de = 18% % 98!
P7 e* = 1 % 982
P7 *g = 18% % 98!
P7 gh = 1 % 982
P7 hi = 1 % 982
P7 i# = 18% % 98!
P7 = 28%
L = 28% & % 128%
?aktor keamanan +29Q, = 982 128% 28%
= 128% 28% 1%
18%
18%
Ltotal
an#ang hori;ontal + Lh
,
c
L
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18%
2
2
1
289
1
2
18!
total = 1%8)
28%
1
1 2-8$99
1
18%
1
1
11
1
18&
total = 1!8&99
an#ang ertikal + L,
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an#ang Total >reep Line + L , = =
>ek H.'
H.'
2-8$99 128% SK
=
>( = 5
= !82-9$
" >( 8 7b 1&8$%2
>ek
1&8$%2 2-8$99 SK
=
Lh L
7b= 7 C d
!
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= 3
-8)'12
=
1)8)&'
>ek
1&8$%2 1)8)&' SK
28!1!9 198$9)
!81&%! 98&%--
2-812 %8%212
!8&% &81)11
7e 289! !8%91)
989'&& 18-&1!
>"
" C. H
:
Ld
=L L
h
-
-
d!
1
!
d1
LB=0e**
h1
E1
d2
h9
2
!
1
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%8&9!$ 981-&1
7 18-%!$ !8&-'-
1822%' T 28-1!)
18&)'- L 1&82'21
$89&-1 98%19'
98)$!- 28)2!'
&81)1) L 2-8$99
d9
h2
E2
9
d(
(
h!
h(
E!
E(
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upstream *a(e
2 ! 1 ! *a(e ertikal
7 O 7 O 7 O
0 0 2.145
0 0 1
0 0 1
= 9 9 281$%
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181%'!
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Tabel Tekanan Air normal
Bagian b h berat (ton)
V H
Pa1 3.85 3.85 1 7.411
Pa2 0.21 3.85 1
jumlah 7.411
Tabel Tekanan Air Banjir
Bagian b h berat (ton)
V H
Pf1 3.85 3.85 1 7.411
Pf2 1.25 3.85 1 7.411
Pf3 0.!303 0.!303 1 0.1
Pf4 0.!303 0.!303 1 "0.1
Pf5
Pf!
jumlah 0.1 14.!24
Tabel Tekanan Lumpur
Bagian b h berat (ton)
V H
P#1 3.85 3.85 0.! 1.481
P#2
jumlah 1.481
Tabel Tekanan Berat Sendiri Bendung
$egmen b h berat (ton) len
%
&1 0.800 1.028 2.2 1.8100 5.!500&2 0.73 3.18 2.2 5.177 5.!14
&3 3.47! 1.250 2.2 .558 4.!250
&4 2.000 3.500 2.2 15.4000 3.0000
&5 2.000 3.000 2.2 13.2000 1.0000
&! 1.8 0.3! 2.2 1.153 5.2430
&7 2.000 1.7! 2.2 5.771 3.2500
&8 2.000 2.000 2.2 4.4000 1.3330
jumlah 5!.518!
Tabel Gaya Angkat Akibat Air Normal
'iti H% (m) #% (m)*lift +
H V
a 4.!284 37.030 0.1040 0.7784
3.0000
b 7.!284 34.030 0.1040 3.52
2.0000 7.4353
, 7.!284 32.030 0.1040 3.83!0
1.5000
% (t-m2)
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!.1284 30.530 0.1040 2.513!
2.0000 5.2!41
e !.1284 28.530 0.1040 2.7504
2.0000
f 4.1284 2!.530 0.1040 0.872
1.2500 1.32!!
g 4.1284 25.280 0.1040 1.1352
0.7500
h 4.8784 24.530 0.1040 1.740
0.8000 1.!171
i 4.8784 23.730 0.1040 2.0!88
0.4000
j 4.4784 23.330 0.1040 1.71!1
/#H 15.!431
Tabel Gaya Angkat Akibat Air Banjir
'iti H% (m) #% (m)*lift +
H V
a !.2014 37.030 0.14!4 0.778
3.0000
b .2014 34.030 0.14!4 4.218
2.0000 8.7284
, .2014 32.030 0.14!4 4.511
1.5000
7.7014 30.530 0.14!4 3.230
2.0000 !.7535
e 7.7014 28.530 0.14!4 3.5232.0000
f 5.7014 2!.530 0.14!4 1.81!
1.2500 2.384!
g 5.7014 25.280 0.14!4 1.
0.7500
h !.4514 24.530 0.14!4 2.85
0.8000 2.3341
i !.4514 23.730 0.14!4 2.7!
0.4000
j !.0514 23.330 0.14!4 2.!35
/#H 20.2005
Akumulasi Beban - Beban Pada Bendung
o eterangan aa (t) omen ( t m)
Vertial Hori$ontal r o
1 2 3 4 5 !
'eanan ir
a ir ormal 7.411 37.514
% (t-m2)
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b ir Banjir 0.1 14.!24 0.042 7.145
, 'eanan #um*ur 1.481 7.45
Berat 6eniri Benung 5!.51 " 173.805 211.41
aa em*a
e em*a Hori$ontal " 5.!52 21.142 21.142
f em*a Vertial 2.82! " 8.!0 8.!0
aa ngatg ir ormal 7.822 8.45 4.105 18.215
h ir Banjir 10.100 10.72 4.!3 25.330
'an*a em*a
Air Normal :
17.387
V 48.!7
r 177.10
o !3.224
terhaa* guling
6+ 2.81384273
terhaa* $liing
6+ 1.!05743783
eaaan Banjir
2!.8!
V 4!.!17
r 178.53o 111.70
terhaa* guling
6+ 1.5452!!7
terhaa* $liing
6+ 1.21324431
normal
a 2.355100350!e 0.!!8!44
U ma 13.3!!34384 9 18
: min 2.7015750337
banjir
a 1.42800230!
H
; 1.5
; 1.2
H
; 1.5
; 1.2
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e 1.5!7!31
U ma 1.081!071 9 18: min "4.48341751
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lengan momen
% r o
5.0!2 37.514
4.8
37.514
lengan momen
% r o
5.0!2 37.514
5.703 42.2!
0.210 0.042
3.210 "0.!38
0.042 7.145
lengan momen
% r o
5.0!2 7.45
7.45
gan momen
r o
3.2!42 10.22!4 5.0815.3773 2.2082 27.48
5.2381 44.2142 50.0753
3.2500 4!.2000 50.0500
1.5000 13.2000 1.8000
7.124! !.0500 8.2213 *arabola
5.7410 18.8407 33.2814 *arabola
3.!!!7 5.8!52 1!.1335 $egitiga
173.8047 211.414
or,e (t) #engan (m) omen
H % r o
!.5!!5 1.1778 7.7341
0.510! 3.7!!
4.7!23 0.!7 3.3238
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2.0150 10.!071
3.7377 1.1572 4.3254
3.885 5.157
1.1!!0 0.4087 0.47!5!35
5.!031 .0!10
0.7570 0.20!2 0.15!1
1!.84 8.210! 3!.42!
or,e (t) #engan (m) omen
H % r o
7.442 1.1558 8.!!18
0.5112 4.4!18
5.8057 0.7087 4.1142
2.0145 13.!047
5.333 1.10!! 5.084
3.8850 .2!40
1.8218 0.371 0.7235
5.!027 13.0771
1.1222 0.2041 0.220
21.5833 .3853 50.!51
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B = !.0500
B-2 3.025
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terhaa* $liing
6+ 2.07434805
ir ormal 'an*a *lift Pre$$ure
8.82
V 5.345
r 182.45
o 53.!
terhaa* guling
6+ 3.38482413
terhaa* $liing
6+ 4.!7173175
18 23.4
berat iijinan g-,m berat =1.3
PENTNG!!
; 1.2
H
; 1.5
; 1.2
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Pa2 tia i*aai B? @
BH 6A6>
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tan*a gem*a (banjir)
guling 91.5 $liing 91.2 0.850
1.5452!!7 1.21324431
gem*a horiontal (normal) 1.1572
guling 91.5 $liing 91.2
2.3540084!5 1.47!031078 0.!105
gem*a horiontal (banjir)
guling 91.5 $liing 91.2 0.4087
1.50002335 1.0025735!01
gem*a Eertial (normal) 0.3!
guling 91.5 $liing 91.2
2.47010030 2.07434805 0.20!2
gem*a Eertial (banjir)
guling 91.5 $liing 91.2
1.551707703 1.28!77383
ambil ari bab 2
mua air banjir
155.423 153.85
1.1558
0.888
0.7087
0.855
1.10!!
0.!150
0.371
0.373
0.2041
%
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terhaa* $liing
6+ 1.28!77383
ir Banjir 'an*a *lift Pre$$ure
1!.105
V 5.543
r 182.537
o 5.331
terhaa* guling
6+ 1.1477452
terhaa* $liing
6+ 2.588004037
; 1.2
H
; 1.5
; 1.2
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S " A#BL $ATA $A% BAB &
H = 0.1040
P7 ab = !89999P7 b( = 289999
ab P7 (d = 18%999
P7 de = 289999
b, P7 e* = 289999
P7 *g = 182%99
, P7 gh = 98'%99
an#ang hori;ontal + Lh ,
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P7 hi = 98)999
e P7 i# = 98$999
ef
fg
gh
hi
ij
bea eleEa$i H
'()*+ 0.14!4
ab
b,
,
e
ef
fg
gh
hi
ij
an#ang ertikal + L,
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normal u*lift banjir u*lift
a 2.355100351 a 1.42800230!
e 0.!!8!4 e 1.5!7!31
U ma 13.3!!3438 U ma 1.081!070!: min 2.701575034 : min "4.483417514
normal non u*lift banjir non u*lift
a 2.278824458 a 1.5375580388
e 0.74!175542 e 1.487441!12
U ma 1!.2550245 U ma 23.20313437: min 2.428817258 : min "4.4544054828
normal u*lift banjir u*lifta 2.2252752 a 1.34!3842248
e 0.7072048 e 1.!78!157752
U ma 15.2!5018! U ma 21.777300217: min 1.7!738223 : min "5.4325338!1
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normal non u*lift banjir non u*lift
a 2.17030007 a 1.4!4585245
e 0.854!03 e 1.5!0414755
U ma 18.1234017 U ma 25.072277148: min 1.44!25148 : min "5.38857533
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= 22
182%
98)
28%
!
!
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!82
total = 1'8'%
!899
18%9
2899
98'%
98$9
28%9
28%9
!899
!8&!
total = 1-82)
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9 23.4
9 23.4
9 23.4
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9 23.4
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Tabel Perkiraan Tinggi Aliran ,ritis ./ 0
b !.8 m
m 1
g .81 m-t2
I 3 m3-t
0agian 9821- 98229 98221
+bm8V(,8V( 18%!' 18%$$ 18%%2
g++bm8V(,8V(,! !%8&!1 !&81!' !&8&$'
9@%&2%:2+b28m8V(, !&8&$2 !&8&%! !&8&&!
?r 98-'2 98-)& 18999