final kantong lumpur randangan

7/22/2019 Final Kantong Lumpur Randangan

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Catur

B Intake dan Kantong LumpurAreal Kiri : 4,045 Ha

1 Intake

Qn = 4,045 x 1.85 = 7.49 m3/detikQd = 120% x 7.49 = 8.99 m3/detik + 10.40 10.25

Elevasi mercu bendung = 10.50 m + 9.25 0.90

zpembilas = 0.10 m

Elevasi muka air di hulu intake = 10.40 m + 8.00 pintu intake, B

zpintu = 0.15 m H

v = 0,8 (2g.z)0.5

= 1.37 m/det H

Elevasi muka air hilir intake = 10.25 m jumlah

Lantai bendung = 8.00 m

Tinggi ambang = 1.25 m Lebar intake ( m )

Elevasi ambang intake = 9.25 m

Tinggi bukaan ( a ) = 10.25 - 9.25 - 0.10 = 0.90 m

Tinggi pintu ( H ) = 10.40 - 9.25 + 0.10 = 1.25 m

Lebar pintu (B) = = 7.28

4 x 1.85 = 7.40 m H/B = 0,70 ~ 1

Elevasi Dinding = 11.50 m H' = 2.25 m

2 Kantong Lumpur 65% partikel > 0,088 mm, diendapkanKadar lumpur = 0.06% ~ diandaikan

Periode pengurasan = 14 hari

Volume lumpur = 0.06% x 24 x 3600 x 14 x 7.490 = 5,436 m3...

2.1 Saluran Pengendap 4 Jalur

Elevasi dasar saluran 9.25 m

Qn = 1.87 m3/det Qn = debit normal, m3/detik

b = 5.00 m b = lebar dasar saluran,m

h = 1.00 m h = kedalaman air normal, m

m = 0.00 B = lebar rata-rata saluran,m

B = 5.00 m m = kemiringan talud saluranA = 5.00 m2

Vn = 0.37 m/det 0k Vn = kecepatan normal > 0.30 m/det

k = 50 B max = 6.23 m

p = 6.00 m

R = 0.83 m

In = ( Qn / k / A / R0.667

)2

= 0.000072

2.2 Jarak Pengendapan

h/w = L/v = 250 detik w = kecepatan endap partikel = 4.00 mm/d

L min = 94 m 0.004 m/det

2.3 Slope Kantong Lumpur

Qd = 2.25 m3/det ~ debit pembilasan

Vf = 1.50 m/det ~ kecepatan pembilasan > V intake = 1.37

hf = 0.30 m ~ tinggi air saat pembilasanA = 1.50 Tegangan geser

p = 5.60 t =

R = 0.27 = N/m2 => max =

k = 40 ( grafik Shield )

If = 0.00816 =1/ 122 0.82%

Fr = Vf / ( g .hf )0.5

= 0.87 < 1 ~ sub kritik ok

I R = 4.22E-03

2.4 Panjang Kantong Lumpur L = panjang kantong lumpur, m

ds = 0.75 m ds = kedalaman hulu kantong lumpur, m

trial L = 183 m

Volume = b.ds.L + 1/2 b.( If - In ) L2

> 5,436 m3

= 5,436 m3... (b) (a) - (b) = 0 ok

L/B = 37 > 8 ok

2.5 Elevasi Dasar Saluran Tinggi dinding

Hulu saluran + 8.50 1.75 m

Qd / v /a

rg hfIf

63.59


2/9

Catu

3 Bangunan Bilas dan Ukur

3.1 Pintu Bilas B H

EL . Muka Air = 7.31 m 4 1.85 0.9

Lebar pintu bilas = 1.85 m

q = 1.21 m3/det/m hc = 0.53 m

H = 0.80 m

Vc = 2.28 m/det <

EL . dasar pintu = 7.31 - 0.80 = 6.51 used = 6.50 ok

Tinggi pintu = 7.31 - 6.50 + 0.09 = 0.90 m

Elevasi Dinding = 11.50 m -------> H' = 5.00

3.2 Saluran Bilas

L = 50.00 m

b = 7.40 m

m = 1

k = 40

v = 1.50 m/det 1.50

A = 5.99 m2

h = 0.74 m --> A = 5.99 0k DA = 0.00

p = b + 2.h ( 1+m

2

)

0.5

= 9.48R = A/p = 0.63

I = ( Qd / k / A / R0.667

)2

= 0.0026 1/ 385

I R = 1.55E+00 > 4.22E-03 ok

EL. Muka air hulu = 6.50 + 0.53 = 7.03 m

EL. dasar saluran hulu = 7.03 - 0.74 = 6.30 = 6.25 ok

EL. dasar hilir saluran = 6.25 - 0.13 = 6.12

EL. Muka air hilir = 6.12 + 0.74 = 6.86

Head pengurasan = 10.50 - 6.86 = 3.64 m

3.3 Check terhadap muka air sungai

EL. Dasar sungai + 5.00 m

Debit rerata di musim hujan : estimasi

25% Q2 = 225 m3/det c = 1.5

Kedalaman air (H) = 1.41 m B = 90.

EL. Muka air sungai + 6.41 m < 6.86 ok

3.4 Pintu Ukur

EL. Muka air di hulu pintu = 10.25 - L . I = 10.25 m

zpintu = 0.15 m ----> v = 1.37 m/de

EL. Muka air di hilir pintu = 10.10 m

Tinggi air di atas ambang = 0.85 m B H

Elevasi Ambang Pintu + 0.15 = 9.40 m 4 1.80 0.9

h = 0.78 m

b total = 7.05 m

b pintu = 4 x 1.80 = 7.20 m

H = 0.85 ~ 0.90 m

Elevasi Dinding = 11.50 m H' 2.10 m

3.5 Alat Ukur :

Elevasi muka air hulu = 10.10 m

Q = 7.49 m3/detik

b = 9.60 m

Q =

H1 = 0.58 m Cd = = 0.93

z = 0.25 > 0.19 Cv = 1.10 CdxCV = 1.02

Elevasi Ambang Ukur = 9.52 m Lmin = 1.02 m > 1.75 H1 used = 1.2

Elevasi muka air hilir = 9.85 m -----> muka air di hulu saluran induk

Total kehilangan tenaga = 0.65 m

El. dasar hulu drempel = 9.00 m h = 1.10 m

Tinggi drempel = 0.52 m v = 0.71 m/det, Fr = 0.22 < 0.

Elevasi dasar hilir = 7.96 m

Check Q-50% = 3.75 m3/detik

H1 = 0.37 m

El di h l b k 9 88

Q = c.B.H1.5

0.93 + 0.1 H1 / L

Drempel

Cd x Cv x 1.71 x b x H11.5

used


3/9

Catu

C Intake dan Kantong LumpurAreal Kanan : 4,918 Ha

1 Intake

Qn = 4,918 x 1.85 = 9.11 m3/detikQd = 120% x 9.11 = 10.93 m3/detik + 10.40 10.2

Elevasi mercu bendung = 10.50 m + 9.25 0.92

zpembilas = 0.10 m

Elevasi muka air di hulu intake = 10.40 m + 8.00 pintu intake, B

zpintu = 0.15 m H

v = 0,8 (2g.z)0.5

= 1.37 m/det H'

Elevasi muka air hilir intake = 10.25 m jumlah

Lantai bendung = 8.00 m

Tinggi ambang = 1.25 m Lebar intake ( m )

Elevasi ambang intake = 9.25 m

Tinggi bukaan ( a ) = 10.25 - 9.25 - 0.08 = 0.92 m

Tinggi pintu ( H ) = 10.40 - 9.25 + 0.10 = 1.25 m

Lebar pintu (B) = = 8.66

4 x 2.20 = 8.80 m H/B = 0,70 ~ 1Elevasi Dinding = 11.50 m H' = 2.25 m

2 Kantong Lumpur 65% partikel > 0,088 mm, diendapkanKadar lumpur = 0.06% ~ diandaikan

Periode pengurasan = 14 hari

Volume lumpur = 0.06% x 24 x 3600 x 14 x 9.107 = 6,609 m3... (

2.1 Saluran Pengendap 4 Jalur

Elevasi dasar saluran 9.25 m

Qn = 2.28 m3/det Qn = debit normal, m3/detik

b = 6.00 m b = lebar dasar saluran,m

h = 1.00 m h = kedalaman air normal, m

m = 0.00 B = lebar rata-rata saluran,m

B = 6.00 m m = kemiringan talud saluran

A = 6.00 m2Vn = 0.38 m/det 0k Vn = kecepatan normal > 0.30 m/det

k = 50 B max = 7.59 m

p = 7.00 m

R = 0.86 m

In = ( Qn / k / A / R0.667

)2

= 0.000071

2.2 Jarak Pengendapan

h/w = L/v = 250 detik w = kecepatan endap partikel = 4.00 mm/de

L min = 95 m 0.004 m/deti

2.3 Slope Kantong Lumpur

Qd = 2.73 m3/det ~ debit pembilasan

Vf = 1.50 m/det ~ kecepatan pembilasan > V intake = 1.37

hf = 0.30 m ~ tinggi air saat pembilasan

A = 1.82

p = 6.61

R = 0.28

k = 40

If = 0.00784 =1/ 127 0.78%

Fr = Vf / ( g .hf )0.5

= 0.87 < 1 ~ sub kritik ok

I R = 4.12E-03

2.4 Panjang Kantong Lumpur L = panjang kantong lumpur, m

ds = 0.75 m ds = kedalaman hulu kantong lumpur, m

trial L = 187 m

Volume = b.ds.L + 1/2 b.( If - In ) L2

> 6,609 m3

= 6,609 m3... (b) (a) - (b) = 0 ok

L/B = 31 > 8 ok

2.5 Elevasi Dasar Saluran Tinggi dinding pemisah

Hulu saluran + 8.50 1.75 m

Hilir saluran + 7.04 3.21 m

Qd / v /a


4/9

Cat

3 Bangunan Bilas dan Ukur

3.1 Pintu Bilas B H

EL . Muka Air = 7.34 m 4 2.20 0.9

Lebar pintu bilas = 2.20 m

q = 1.24 m3/det/m hc = 0.54 m

H = 0.81 mv = 2.30 m/det < 3

EL . dasar pintu = 7.34 - 0.81 = 6.53 used = 6.50 ok

Tinggi pintu = 7.34 - 6.50 + 0.11 = 0.95 m

Elevasi Dinding = 11.50 m -------> H' = 5.00

3.2 Saluran Bilas

L = 50.00 m

b = 8.80 m

m = 1

k = 40

v = 1.50 m/det

A = 7.29 m2

h = 0.76 m --> A = 7.29 0k DA = 0.00

p = b + 2.h ( 1+m2)0.5

= 10.96

R = A/p = 0.67

I = ( Qd / k / A / R0.667

)2

= 0.0024 1/ 413

I R = 1.80E+00 > 4.12E-03 ok

EL. Muka air hulu = 6.50 + 0.54 = 7.04 m

EL. dasar saluran hulu = 7.04 - 0.76 = 6.28 = 6.25 ok

EL. dasar hilir saluran = 6.25 - 0.12 = 6.13

EL. Muka air hilir = 6.13 + 0.76 = 6.89

Head pengurasan = 10.50 - 6.89 = 3.61 m

3.3 Check terhadap muka air sungai

EL. Dasar sungai + 5.00 m

Debit rerata di musim hujan : estimasi

25% Q2 = 225 m3/det c = 1.5

Kedalaman air (H) = 1.41 m B = 90.0

EL. Muka air sungai + 6.41 m < 6.89 ok

3.4 Pintu Ukur

EL. Muka air di hulu pintu = 10.25 - L . I = 10.25 m

zpintu = 0.15 m ----> v = 1.37 m/de

EL. Muka air di hilir pintu = 10.10 m

Tinggi air di atas ambang = 0.85 m B H

Elevasi Ambang Pintu + 0.15 = 9.40 m 4 2.20 0.9

h = 0.78 m

b total = 8.57 m

b pintu = 4 x 2.20 = 8.80 m

H = 0.85 ~ 0.90 m

Elevasi Dinding = 11.50 m H' 2.10 m

3.5 Alat Ukur :

Elevasi muka air hulu = 10.10 m

Q = 9.11 m3/detik

b = 11.20 m

Q =

H1 = 0.60 m Cd = = 0.93

z = 0.25 > 0.20 Cv = 1.1 CdxCV = 1.02

Elevasi Ambang Ukur = 9.50 m Lmin = 1.05 m > 1.75 H1 used = 1.2

Elevasi muka air hilir = 9.85 m -----> muka air di hulu saluran induk

Total kehilangan tenaga = 0.65 m

El. dasar hulu drempel = 9.00 m h = 1.10 m

Tinggi drempel = 0.50 m v = 0.74 m/det, Fr = 0.23 < 0.5

Elevasi dasar hilir = 7.96 mCheck Q-50% = 4.55 m3/detik

H1 = 0.38 m

El MA di h l b k 9 88

0.93 + 0.1 H1 / L

Drempel

Cd x Cv x 1.71 x b x H11.5

used

Q = c.B.H1.5


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DINDING PEMISAH

#REF! #REF!

+ Stabilitas terhadap Guling

h1 = 3.24 m Dinding 2.72 x 1.62 =

16 @ 300 h2 = 0.50 m Pondasi 3.89 x 1.62 =

b1 = 0.20 m Tekanan Air 5.25 x 1.58 =

I 3.24 b2 = 0.50 m Berat Air 10.50 x 1.62 = -

b3 = 3.24 m V = 17.11 SF =

16 @ 150 e =

III

II + 7.01

16 @ 150

L ( m ) 1.62 3.24

D ( ton ) M( tm ) D ( ton ) M

1.31 0.709 5.25

Check Kapasitas Momen Tulangan tunggal

U 24 ssa: 1,400 kg/cm2

K175 sca: 60 kg/cm2

n: 24

h: thickness of member, cm 35.00

b: unit length, cm 100

d1: cover of reinforcement bar, cm 5

d: effective height of tensile bar 30.00

m: ssa/sca 23.33

s: (n*sca)/(n*sca+ssa) 0.51

Cs: [2m/{s*(1-s/3)}]0.5

10.52

M1 = (d/Cs)2*ssa*b , t.m 11.38 2

ok

Dimensi Tulangan

As-max = 2% Ac, cm2 70

As-min = 4.5% b, cm2 4.5j : 1 -k/3 , j=8/9= 0.89 0.831

k : n/(n+ssa/sca) 0.51

d: effective height of tensile bar 30.00

As - min = M/(ssa*j*d) , cm2 2.03 1

diameter f mm 16

jarak @ mm 300

As cm2 6.70

ok

11.48

0.54 10.02

3.24

M1 > M ?

10.25

h1 =

Potongan I Poton

0.50h2 =

d1

h d


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Canal Dimension

Name of canals Unit Right Left

Area Ha 4,918 4,045

Intake Water Requirement ( DR ) L/s/Ha 1.85 1.85

Design Discharge ( Qn ) m3/s 8.80 7.24

Length, m 500 2,335

I 0.000167 0.000154

Roughness coeff. k, lining 60 60

Side slope m 1.5 1.5

Bed width b m 5.25 5.00

Depth h m 1.48 1.39

Freeboard w m 0.50 0.50

Canal high H = h + w m 1.95 1.85

n= b/h 3,50 ~ 3,70 3.55 3.60

Flow area A = (n+m) h2

m2

11.05 9.85

Wetted perimeter p = (n+2(1+m2)0.5

)h m 10.58 10.01

Hyd radius R = A / p m 1.04 0.98

Sediment capacity I R 1.70E-04 1.53E-04

Velocity V > 0.30 m/s 0.80 0.74

0.00 0.00

Upstream BRD-0 BRD-0

Water level 9.85 9.85

Bed level 8.37 8.46

Canal losses, m 0.08 0.36

Structure losses, m Offtake 0.05 0.05 0.05

Culvert, Bridge 0.05 0.00 0.00

Drop 0.00 0.00 0.00

Downstream BRDKn.1 BRDKi.1

Dekzerk level w = 0.75 10.47 10.19

Offtake Water level 9.72 9.44

Bed level 8.29 8.10

Min. Offtake Level 0.50 ok 9.50 9.40

9.00 8.90

1.50 1.60

Hydraulic gradient

Check = 0 ?

Paddy field

Total losses, m


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Check Q50

Name of canals Unit Right Left

m3/s 4.40 3.62

Length, m 500 2,335

I 0.000167 0.000154

Roughness coeff. k, lining 60 60

Side slope m 1.5 1.5

Bed width b m 5.25 5.00

Depth h m 1.01 0.94

Freeboard w m 0.94 0.91

Canal high H = h + w m 1.95 1.85

n= b/h 3,50 ~ 3,70 5.22 5.30

Flow area A = (n+m) h2

m2

6.79 6.06

Wetted perimeter p = (n+2(1+m2)0.5

)h m 8.88 8.40

Hyd radius R = A / p m 0.77 0.72

Sediment capacity I R 1.46E-04 1.31E-04

Velocity V > 0.30 m/s 0.65 0.60

0.00 0.00

Upstream BRD-0 BRD-0

Water level 9.72 9.62

Bed level 8.37 8.46

Canal losses, m 0.08 0.36

Structure losses, m Offtake 0.05 0.05 0.05

Culvert, Bridge 0.05 0.00 0.00

Drop 0.00 0.00 0.00

Downstream BRDKn.1 BRDKi.1

Dekzerk level w = 0.75 10.47 10.19

Offtake Water level 9.72 9.44

Bed level 8.29 8.10

Min. Offtake Level 0.50 ok 9.50 9.40

9.00 8.90

Hydraulic gradient

Check = 0 ?

Paddy field

Q50


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Tinggi jagaan minimum

W (m)

0.15 ~ 0.50 0.40

0.50 ~ 1.50 0.501.50 ~ 5.00 0.60

Nilai n ( b/h )

m k w min.

0.15 ~ 0.30 1 35 0.40

0.30 ~ 0.50 1 1.00 ~ 1.20 35 0.40

0.50 ~ 0.75 1 1.20 ~ 1.30 35 0.50

0.75 ~ 1.00 1 1.30 ~ 1.50 35 0.50

1.00 ~ 1.50 1 1.50 ~ 1.80 40 0.50

1.50 ~ 3.00 1.5 1.80 ~ 2.30 40 0.60

3.00 ~ 4.50 1.5 2.30 ~ 2.70 40 0.60

4.50 ~ 5.00 1.5 2.70 ~ 2.90 40 0.60

5.00 ~ 6.00 1.5 2.90 ~ 3.10 42.5 0.75

6.00 ~ 7.50 1.5 3.10 ~ 3.50 42.5 0.75

7.50 ~ 9.00 1.5 3.50 ~ 3.70 42.5 0.75

9.00 ~ 10.00 1.5 3.70 ~ 3.90 42.5 0.75

Q (m3/detik)

Q (m3/detik) n

1.00


9/9

final kantong lumpur randangan

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