Kuliah Hidraulika Aliran Seragam
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Kuliah WA-4
HIDRAULIKA
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04/18/2304/18/23
Klasifikasi AliranKlasifikasi Aliran Aliran Mantap/Tak Mantap (Steady / Aliran Mantap/Tak Mantap (Steady /
Unsteady Flow)Unsteady Flow) Aliran Seragam/Tak Seragam (Uniform / Non Aliran Seragam/Tak Seragam (Uniform / Non
Uniform Flow)Uniform Flow) Aliran 1,2,3 dimensi (1,2,3 Dimensional Aliran 1,2,3 dimensi (1,2,3 Dimensional
Flow)Flow) Aliran Laminer/Turbulen (Laminer / Turbulent Aliran Laminer/Turbulen (Laminer / Turbulent
Flow)Flow) Incompressible / Compressible FlowIncompressible / Compressible Flow Aliran Subkritis/Kritis/Superkritis (Subcritical, Aliran Subkritis/Kritis/Superkritis (Subcritical,
Critical , Supercritical Flow)Critical , Supercritical Flow)
===> Open Channel Flow===> Open Channel Flow
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Aliran Mantap/Tunak (Steady Aliran Mantap/Tunak (Steady Flow)Flow)
• Parameter aliran konstan terhadap Parameter aliran konstan terhadap waktuwaktu
waktu
V
turbulen laminer
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Aliran Tak Mantap / Tak Tunak (Unsteady Aliran Tak Mantap / Tak Tunak (Unsteady Flow)Flow)
• Parameter aliran fungsi terhadap Parameter aliran fungsi terhadap waktuwaktu
waktu
V
turbulen laminer
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Aliran Seragam (Uniform Aliran Seragam (Uniform Flow)Flow)
• Parameter aliran konstan terhadap Parameter aliran konstan terhadap tempattempat
h1
h2Q
Se
S0
SW
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Aliran Tak Seragam (Non-Uniform Aliran Tak Seragam (Non-Uniform Flow)Flow)
• Parameter aliran fungsi terhadap Parameter aliran fungsi terhadap tempattempat
h1
h2Q
Se
S0
SW
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1 Dimensional Flow1 Dimensional Flow
Kecepatan seragam pada arah vertikal
maupun transversal
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2 Dimensional Flow2 Dimensional Flow
2D-vertikal 2D-Horizontal
SUNGAI LEBAR Estuari, Laut
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Kecepatan terdistribusi:
- arah vertikal
- arah transversal
3 Dimensional Flow3 Dimensional Flow
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AGaris Energi kemiringan = Sf = S
P
Bidang Persamaan
K V² P L
ww sin
Garis Energi kemiringan = Sf = S
. V² 2g
z
y
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• Aliran air melalui saluran terbuka akan menimbulkan Aliran air melalui saluran terbuka akan menimbulkan tegangan geser pada dinding saluran. Tahanan ini akan tegangan geser pada dinding saluran. Tahanan ini akan diimbangi oleh komponen gaya berat yang bekerja pada diimbangi oleh komponen gaya berat yang bekerja pada zat cair tersebut. zat cair tersebut.
• Gaya yang menahan aliran tiap satuan luas dasar saluran Gaya yang menahan aliran tiap satuan luas dasar saluran adalah sebanding dengan kuadrat kecepatan dalam adalah sebanding dengan kuadrat kecepatan dalam bentuk : bentuk : oo = kV = kV22
• Gaya total yang menahan aliran adalah :Gaya total yang menahan aliran adalah :
• Besar Komponen gaya berat adalah :Besar Komponen gaya berat adalah :
PLo
sinAL
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• Pada Aliran Seragam, keseimbangan antara komponen gaya Pada Aliran Seragam, keseimbangan antara komponen gaya berat dan gaya tahanan geser adalah :berat dan gaya tahanan geser adalah :
ooPL= PL= AL sin AL sin
• Untuk sudut kemiringan saluran Untuk sudut kemiringan saluran sangat kecil, maka sangat kecil, maka kemiringan saluran I = tg kemiringan saluran I = tg = sin = sin , dan persamaan di atas , dan persamaan di atas menjadi :menjadi :
sin2 ALPLkV
sin2
kP
AV
RICV
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2/13/21SR
nV 6/11
Rn
C
Persamaan Manning :
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b
T
y
Persegi panjang
ybP 2
byA
yb
byR
2
bT
23
byZ
yD
Penampang Unsur –unsur geometris
ymybA )(
Trapesium
T
b
y 212 mybP
212
)(
myb
ymybR
mybT 2
myb
ymybZ
2
])[( 23
myb
ymybD
2
)(
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Penampang Unsur –unsur geometris
T
y
Segitiga
2myA 212 myP
2
2
12 m
myR
myT 2
25
2
2myZ
yD 21
T
yn. Ø
Lingkaran
2)sin(81 A
21P
)1(4
1 SinR
)21(sinT
52
21
)21(sin32
)sin(2
Z
)
21sin
sin(
8
1D
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V
V V
Air DiamV = 0
Sub KritisFr < 1
sysy
KritisFr = 1
Super KritisFr > 1
Aliran Sub Kritis, Kritis, Superkritis
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Aliran tdk seragam
Aliran sub kritis
Aliran superkritis
Loncat Air
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Al. Uniform
Sub kritis
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Sub kritis
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Kekasaran Komposit
• Kekasaran dasar ≠ kekasaran dinding
n1
n2
n3Sf1A1U1
Sf3A3U3
Sf2A2U2
32
1
23
210
32
.
..1
.
co
n
iii
co
coco
co
P
Pnn
SRn
AQ
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Kedalaman Kritis• Kedalaman kritis
terjadi bila:
• Fr=1
• Es min dan Fs min
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32
2
32
2
32
2
32
2
22
2
2
1
2
210
22
1
2
min
2
gB
Qy
ygB
Q
ygB
Q
ygB
Q
dy
dE
ygB
QyE
g
UyE
cr
crcr
crcrcr
cr
crcrcr
cr
yE
yyE
y
yyE
gB
Qykritis
ygB
QyE
2
32
1
2
2
2
3
2
23
22
2
E
yc
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• Suatu saluran segi-empat Suatu saluran segi-empat mengalirkan debit sebesar 2 mmengalirkan debit sebesar 2 m33/dt. /dt. Lebar saluran 6 m dengan kekasaran Lebar saluran 6 m dengan kekasaran dinding/dasar n = 0.02.dinding/dasar n = 0.02.
Hitung hHitung hkrkr dan h dan hnn, jika kemiringan , jika kemiringan dasar saluran: Sdasar saluran: Soo=0.001; S=0.001; Soo=0.01=0.01
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Aliran Tdk Seragam
Gradually Varied Flow
Rapidly Varied Flow
Accelerated G.V. Flow
Deccelerated G.V. Flow
Accelerated R.V. Flow
Deccelerated R.V. Flow
Definisi
?
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o
oo
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h1
h2
h2>h1 V1>V2Aliran Non Uniform Diperlambat
.Titik kontrol
oo
o
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Perubahan Penampang di Saluran
•Perubahan tampang karena perubahan lebar saluran
•Perubahan tampang karena kenaikan dasar saluran
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•Perubahan tampang karena perubahan lebar saluran
1 2
Sub Kritis
h1h2
h1hcr h1’ hcrh1’’
Es1=Es2
Super K ritis
h1’h2’
h1’ hcr
B2 > Bcr B2 = Bcr B2 < Bcr
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• Apabila kenaikan energi karena perubahan tampang dapat diabaikan, maka dapat digunakan persamaan/diagram energi spesifik
• Untuk B2>Bcr :untuk aliran sub kritis h2 < h1untuk aliran super kritis h2’ > h1’
• Apabila B2 dipersempit sehingga aliran menghasilkan Es2=Es min, maka:h2 = hcrB2 = Bcr
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•Apabila B2 dipersempit lagi sehingga B2<Bcr, maka Es2 < Es min
•Sebagaimana diketahui bahwa:Suatu debit aliran akan dapat mengalir minimal dengan energi minimal (Es min). Akibatnya pada tampang 2 akan terjadi kenaikan energi sehingga Es2=Es min, akibatnya muka air ditampang 1 akan berubah menjadi Es1=Es2
•Pada saat B2=Bcr akan terjadi aliran kritis di tampang 2.
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•Perubahan tampang karena kenaikan dasar saluran
Sub Kritis
h1h2>hcr
Super K ritis
h1’ h1 ’
z1< zcr z2 = cr z3 > zcr
z1
h1hcr
zcr
h1’’hcr
z3h1’
h2’<hcr
z1
hcr
zcr
gaya spesifik
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Q
B
A
u
Es1
Q
B
zEs2
Es1≥ Es2 min ± z
Es1= Es2 min
H1, u1
h1= h2cr
u1= u2cr
No
Es2= Es1Yes h2
u2
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oo
o
o
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oo
o
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d cos .y
d
.
.
dxz
1
Bidang persamaan
90°
Garis mendatar sejajar bidang persamaan
. . V² 2 g .dH
2
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d cos .y
d
.
.
dxz
1
Bidang persamaan
90°
Garis mendatar sejajar bidang persamaan
. . V² 2 g .dH
2
tinggi tekanan total di atas bidang datum pada penampang hulu 1 :
g
VdzH
2cos
2
didiferensialkan terhadap arah x :
g
V
dx
d
dx
dd
dx
dz
dx
dH
2cos
2
kemiringan energi Sf = - dH / dx, kemiringan dasar dasar saluran :
So = sin = -dz / dx
g
V
dx
d
dx
ddSS of 2
cos2
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dd
gVd
SS
dx
dd fo
2cos
2
Bila kecil, cos 1, d y dan dd / dx dh/dx, maka persamaan menjadi :
dy
gVd
SS
dx
dh fo
21
2
g
V
dx
d
dx
ddSS of 2
cos2
dx
dd
g
V
dd
d
dx
ddSS of 2
cos2
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dy
gVd
SS
dx
dh fo
21
2
Dengan V = Q/A dan Q konstan, dA/dy = T, maka:
3
2
3
2222
2)
2(
gA
TQ
dy
dA
gA
Q
dy
dA
g
Q
g
V
dy
d
3
2
22
2
1
)(
gATQ
RACQS
dx
dh o
Persamaan Umum Aliran Tdk Seragam
Dengan Sf dihitung dengan persamaan Chezy, maka :
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3
2
32
2
1
1
gATQ
ACSPQ
Sdx
dh oo
Paling sering dipakai dan berlaku untuk semua tampang saluran
Tinjauan nilai dh/dx :
• dh/dx=0 ------ Pembilang = 001
32
2
ACS
PQ
o
oRSACQ
Persamaan Chezy : Al. Seragam
2
23
CS
Q
P
A
o
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3
2
32
2
1
1
gA
TQ
ACS
PQ
Sdx
dh oo
• dh/dx= -- Penyebut = 0 -- garis singgung muka air tg lurus dasar
013
2
gA
TQ
Aliran Kritik : hkr
g
Q
B
A 23
T
A
g
U
2
22
2 D
g
U
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3
2
32
2
1
1
gA
TQ
ACS
PQ
Sdx
dh oo
• dh/dx=0/0 -- pembilang = 0; Penyebut = 0 hkr = hn
g
Q
B
A 23
2
23
CS
Q
P
A
o
g
CS
B
P 20
kr
krkr B
P
C
gS
20
![Page 45: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/45.jpg)
g
Q
B
A
kr
kr23
Kecepatan Kritik :
g
AU
B
Akrkr
kr
kr
223
krkr
krkr
kr Ug
AU
A
Q
B
Akr
223 3
krkr B
QgU
![Page 46: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/46.jpg)
g
Q
B
A
kr
kr23
Kecepatan Kritik :
g
AU
B
Akrkr
kr
kr
223
krkr
krkr
kr Ug
AU
A
Q
B
Akr
223 3
krkr B
QgU
![Page 47: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/47.jpg)
Pada u>ukr : Aliran Superkritis
Pada aliran seragam dengan un>ukr :
krn A
Q
A
Q 1
n
kr
A
Ankr hh
nkr hP
32
2
nACS
PQS
o
no
kr
n
n
kr
o
kro P
P
A
A
ACS
PQS
kr
3
32
2
> 1Sokrkroo SS
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Pada u<ukr : Aliran Subkritis
Pada aliran seragam dengan un<ukr :
krn A
Q
A
Q 1
n
kr
A
Ankr hh
nkr hP
32
2
nACS
PQS
o
no
kr
n
n
kr
o
kro P
P
A
A
ACS
PQS
kr
3
32
2
< 1Sokrkroo SS
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3
2
32
2
1
1
gATQ
ACSPQ
Sdx
dh oo
2
23
CS
Q
P
A
o
3
krkr B
QgU
kr
krkr B
P
C
gS
20
hnormal
Aliran Kritis
g
Q
B
A
kr
kr23
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B=
h
B>>>h
B
BhABP
Uhq
2
23
CS
Q
P
A
o
2
23
CS
qB
B
Bh
o
Hnormal=
2
23
CS
qh
on
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B=
h
B>>>h
Untuk Aliran Kritis :
g
Q
B
A
kr
kr23
g
qB
B
Bh kr
kr
kr23
3
2
g
qhkr
3
krkr B
QgU
3 q
gU kr
kr
krkr B
P
C
gS
20 20 C
gS kr
![Page 52: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/52.jpg)
Profil M ( Mild Slope) So < Skr dan hn > hkr :
hn
hc
NDL
S0
CDL
Zone 1
Zone 2
Zone 3
S0 < Sokr
![Page 53: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/53.jpg)
Profil C ( Critical Slope) So = Skr dan hn = hkr :
NDL=CDL
S0 = Sokr
Zone 1
Zone 3
![Page 54: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/54.jpg)
Profil S ( Steep Slope) So > Skr dan hn < hkr :
hkr
hn
CDL
NDL
Zone 1
Zone 2
Zone 3
S0 > Sokr
![Page 55: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/55.jpg)
B=
h
B>>>h
3
2
32
2
1
1
gATQ
ACSPQ
Sds
dh oo
3
2
32
2
1
1
Bhg
BqB
BhCS
BqB
Sds
dh oo
3
2
32
2
1
1
ghq
hCSq
Sds
dh oo
![Page 56: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/56.jpg)
B=
h
B>>>h
2
23
CS
qh
on 3
2
g
qhkr
3
2
32
2
1
1
ghq
hCSq
Sds
dh oo
3
3
3
3
1
1
hhhh
Sds
dh
kr
n
o
33
33
kr
no hh
hhS
ds
dh
![Page 57: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/57.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds>0 : kedalaman aliran bertambah searah aliran : Backwater
dh/ds<0 : kedalaman aliran berkurang searah aliran : Drawdown
![Page 58: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/58.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds>0 : Backwater
033 nhh
033 krhh
hn
hc
NDL
S0
CDL
kroSS 0
Zone 1; subkritis: M1
Kemungkinan 1 :
o
![Page 59: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/59.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds>0 : Backwater
033 nhh
033 krhh
hn
hc
NDL
S0
CDL
kroSS 0
Zone 3; superkritis: M3
Kemungkinan 2 :
![Page 60: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/60.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds<0 : Drawdown
033 nhh
033 krhh
hn
hc
NDL
S0
CDL
kroSS 0
Tidak mungkin terjadi
Kemungkinan 1 :
![Page 61: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/61.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds<0 : Drawdown
033 nhh
033 krhh
hn
hc
NDL
S0
CDL
kroSS 0
Zone 2, subkritis: M2
Kemungkinan 2 :
![Page 62: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/62.jpg)
![Page 63: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/63.jpg)
![Page 64: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/64.jpg)
![Page 65: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/65.jpg)
![Page 66: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/66.jpg)
![Page 67: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/67.jpg)
Contoh SoalContoh Soal
Suatu saluran segiempat dengan lebar 4 m dan Suatu saluran segiempat dengan lebar 4 m dan kemiringan dasar 0,01 serta koefisien kemiringan dasar 0,01 serta koefisien Manning n=0,012 mManning n=0,012 m-1/3-1/3dt, melewatkan debit dt, melewatkan debit sebesar 6,66 msebesar 6,66 m33/dt. Pada saluran tersebut /dt. Pada saluran tersebut terdapat pintu air dengan bukaan pintu terdapat pintu air dengan bukaan pintu sebesar 0,2 m.sebesar 0,2 m.
• Tentukan kedalaman aliran normal dan Tentukan kedalaman aliran normal dan kedalaman aliran kritik pada saluran tersebutkedalaman aliran kritik pada saluran tersebut
• Tentukan kurva muka air di hilir pintu air, Tentukan kurva muka air di hilir pintu air, dan gambarkandan gambarkan
• Hitung kedalaman aliran pada 25 m di hilir Hitung kedalaman aliran pada 25 m di hilir pintu air pintu air
![Page 68: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/68.jpg)
(e)
Mendatar
dy = +dx
M3
dy = +dx
dy = dx
M2
M1
M3(f)
M3
M2(c)
(a) M1
(d) M2
(b) M1
![Page 69: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/69.jpg)
dy / dx = +
S3
S2
dy /dx = -
S2S3
(l)
S3
S2
(k)
(i)
(j)
Mendatar
S1 dy/dx = + (g) S1(h)
S1
![Page 70: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/70.jpg)
(p)
dy / dx = +
Kemiringan yang mendatar
A3
(n)
Mendatar(o)H2
GKK
dy / dx = + C3
dy / dy = +
C3
C1 (m)
Mendatar
dy / dx = -(r)
(q)A3
dy / dx = -
dy / dx = +
A3
A2
C1
![Page 71: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/71.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds>0 : Backwater
033 nhh
033 krhh
hkr
hn
CDL
S0
NDL
kroSS 0
Zone 1; subkritis: S1
Kemungkinan 1 :
![Page 72: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/72.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds>0 : Backwater
033 nhh
033 krhh
hkr
hn
CDL
S0
NDL
kroSS 0
Zone 3; superkritis: S3
Kemungkinan 2 :
![Page 73: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/73.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds<0 : Drawdown
033 nhh
033 krhh
hkr
hn
CDL
S0
NDL
kroSS 0
Zone 2; superkritis: S2
Kemungkinan 1 :
![Page 74: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/74.jpg)
33
33
kr
no hh
hhS
ds
dh
dh/ds<0 : Drawdown
033 nhh
033 krhh
hkr
hn
CDL
S0
NDL
kroSS 0
imposible
Kemungkinan 2 :
![Page 75: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/75.jpg)
![Page 76: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/76.jpg)
3
2
22
2
1
)(
gATQ
RACQS
ds
dh o
3
2
1gA
TQ
SS
ds
dh fo
dhSS
gATQ
dsfo
3
2
1
F(h)
dhhFds )(
dhhFsh
h
2
1
)(21
![Page 77: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/77.jpg)
dhhFsh
h
2
1
)(21 hhFs
2
121 )(
h
F(h)
h1 h2
Metode Integrasi Grafis hanya digunakan untuk saluran prismatis
![Page 78: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/78.jpg)
Contoh aplikasi
Langkah hitungan:
-Hitung hkr dan hn
-Tentukan profil aliran yang terjadi
-Tentukan interval kedalaman h dimulai dari titik kontrol:
-Aliran subkritis : titik kontrol di hilir
-Aliran superkritis : titik kontrol di hulu
-Makin kecil h makin hasil yang diperoleh akan makin teliti
-Hitung F(h) untuk tiap harga h
-Hitung jarak antara h1 dan h2
![Page 79: Kuliah Hidraulika Aliran Seragam](https://reader038.fdocuments.net/reader038/viewer/2022102412/563dbacc550346aa9aa8262a/html5/thumbnails/79.jpg)
Dapat digunakan baik untuk saluran prismatis dan non-prismatis
ef hhg
Vy
g
VyxSo
21
1
22
22
22
2
11
xSSxSh ffff
)(21
2121
3
42
22
RA
VnS f
g
VVKhe 2
22
21
21