PERHITUNGAN SALURAN PEMBUANG

MENENTUKAN DEBIT RENCANA DAN DIMENSI SALURAN

SALURAN P0-P1

1.3

1 m

0.7

Vr = 1.5

A =1.3 + 0.7

x 1 = 12

Qr = A x Vr= 1 x 1.5= 1.5 (debit banjir rencana)

Dik: Q = 1.5 n manning = 0.0225L = 150 m

Ls =Elev. Patok P0 - Elev. Patok P1

150

=36.650 - 36.515 7

150= 0.0009

m =0.3

= 0.30 m1

B = 1 m

PENYELESAIAN:TAMPANG ABCDJIKA:A = B + m . H H

= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B

SYARAT TAMPANG EKONOMIS

R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00091/2

0.0225 B + 2.09 H

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.30 (DICOBA)

1.5 = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

1.5 = 1.3331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

1.5 = 1.3331.3 + 0.5 5/'3

3.71 2/'3

1.5 = 1.5 OK

A = BH + 0.3 H 2

= 1.00 . 1.30 + 0.3 . 1.30 2

= 1.81

P = B + 2.09 H= 1.00 + 2.09 x 1.30= 3.71 m

R =A

=1.81

= 0.49 mP 3.71

W = 0.25 x H + 0.49= 0.25 x 1.30 + 0.49= 0.82 m dipakai W = 0.5 m

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.333 x1 . 1.30 + 0.3 . 1.30 2 2/'3

1 + 2.09 . 1.30

= 1.333 x1.8 2/'3

3.71= 1.333 x 0.619= 0.825

KONTROLQ = A x V

= 1.8 x 0.825= 1.5 OK W = 0.50 m

KESIMPULANQ = 1.5A = 1.81 H = 1.30 mP = 3.71 mR = 0.49 mW = 0.50 mB = 1.00 mH = 1.30 m ~ 1 m B = 1.00 mTHALUD = 0.30 : 1

m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²


SALURAN P1-P2

1.3

0.30

1 m

0.7

Vr = 1.5

A =1.3 + 0.7

x 1 = 12


Dik: Q = 1.5 n manning = 0.0225L = 150 m


150

=36.515 - 36.380 7

150= 0.0009

m =0.3

= 0.30 m1

B = 1 m


= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B


R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00091/2

0.0225 B + 2.09 H

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 9.938 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.30 (DICOBA)

1.5 = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

1.5 = 1.3331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

1.5 = 1.3331.3 + 0.5 5/'3

3.71 2/'3

1.5 = 1.5 OK

A = BH + 0.3 H 2

= 1.00 . 1.30 + 0.3 . 1.30 2

= 1.81

P = B + 2.09 H= 1.00 + 2.09 x 1.30= 3.71 m

R =A

=1.81

= 0.49 mP 3.71

W = 0.25 x H + 0.49= 0.25 x 1.30 + 0.49= 0.82 m dipakai W = 0.5 m

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.333 x1 . 1.30 + 0.3 . 1.30 2 2/'3

1 + 2.09 . 1.30

= 1.333 x1.8 2/'3

3.71= 1.333 x 0.619= 0.825

KONTROLQ = A x V

= 1.8 x 0.825= 1.5 OK W = 0.50 m


m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²


SALURAN P2-P3

1.3

0.30

1 m

0.7

Vr = 1.5

A =1.3 + 0.7

x 1 = 12


Dik: Q = 1.5 n manning = 0.0225L = 150 m


150

=36.380 - 36.245 7

150= 0.0009

m =0.3

= 0.30 m1

B = 1 m


= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B


R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00091/2

0.0225 B + 2.09 H

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 9.938 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.30 (DICOBA)

1.5 = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

1.5 = 1.3331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

1.5 = 1.3331.3 + 0.5 5/'3

3.71 2/'3

1.5 = 1.5 OK

A = BH + 0.3 H 2

= 1.00 . 1.30 + 0.3 . 1.30 2

= 1.81

P = B + 2.09 H= 1.00 + 2.09 x 1.30= 3.71 m

R =A

=1.81

= 0.49 mP 3.71

W = 0.25 x H + 0.49= 0.25 x 1.30 + 0.49= 0.82 m dipakai W = 0.5 m

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.333 x1 . 1.30 + 0.3 . 1.30 2 2/'3

1 + 2.09 . 1.30

= 1.333 x1.8 2/'3

3.71= 1.333 x 0.619= 0.825

KONTROLQ = A x V

= 1.8 x 0.825= 1.5 OK W = 0.50 m


m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²


SALURAN P3-P4

1.3

0.30

1 m

0.7

Vr = 1.5

A =1.3 + 0.7

x 1 = 12


Dik: Q = 1.5 n manning = 0.0225L = 150 m


150

=36.245 - 36.110 7

150= 0.0009

m =0.3

= 0.30 m1

B = 1 m


= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B


R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00091/2

0.0225 B + 2.09 H

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 9.938 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.30 (DICOBA)

1.5 = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

1.5 = 1.3331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

1.5 = 1.3331.3 + 0.5 5/'3

3.71 2/'3

1.5 = 1.5 OK

A = BH + 0.3 H 2

= 1.00 . 1.30 + 0.3 . 1.30 2

= 1.81

P = B + 2.09 H= 1.00 + 2.09 x 1.30= 3.71 m

R =A

=1.81

= 0.49 mP 3.71

W = 0.25 x H + 0.49= 0.25 x 1.30 + 0.49= 0.82 m dipakai W = 0.5 m

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.333 x1 . 1.30 + 0.3 . 1.30 2 2/'3

1 + 2.09 . 1.30

= 1.333 x1.8 2/'3

3.71= 1.333 x 0.619= 0.825

KONTROLQ = A x V

= 1.8 x 0.825= 1.5 OK W = 0.50 m


m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²


SALURAN P4-P5

1.3

0.30

1 m

0.7

Vr = 1.5

A =1.3 + 0.7

x 1 = 12


Dik: Q = 1.5 n manning = 0.0225L = 150 m


150

=36.110 - 35.975 7

150= 0.0009

m =0.3

= 0.30 m1

B = 1 m


= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B


R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00091/2

0.0225 B + 2.09 H

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 9.938 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.30 (DICOBA)

1.5 = 1.333BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

1.5 = 1.3331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

1.5 = 1.3331.3 + 0.5 5/'3

3.71 2/'3

1.5 = 1.5 OK

A = BH + 0.3 H 2

= 1.00 . 1.30 + 0.3 . 1.30 2

= 1.81

P = B + 2.09 H= 1.00 + 2.09 x 1.30= 3.71 m

R =A

=1.81

= 0.49 mP 3.71

W = 0.25 x H + 0.49= 0.25 x 1.30 + 0.49= 0.82 m dipakai W = 0.5 m

V = 1.333 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.333 x1 . 1.30 + 0.3 . 1.30 2 2/'3

1 + 2.09 . 1.30

= 1.333 x1.8 2/'3

3.71= 1.333 x 0.619= 0.825

KONTROLQ = A x V

= 1.8 x 0.825= 1.5 OK W = 0.50 m


m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²


SALURAN P5-P6

1.6

0.30

1 m

1

Vr = 2

A =1.6 + 1

x 1 = 1.32

Qr = A x Vr= 1.3 x 2= 2.6 (debit banjir rencana)

Dik: Q = 2.6 n manning = 0.0225L = 125 m


125

=35.975 - 35.785 7

125= 0.0015

m =0.3

= 0.30 m1

B = 1.2 m


= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B


R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00151/2

0.0225 B + 2.09 H

V = 1.733 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 9.938 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.733BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.40 (DICOBA)

2.6 = 1.733BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

2.6 = 1.7331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

2.6 = 1.7331.68 + 0.6 5/'3

4.12 2/'3

2.6 = 2.6 OK

A = BH + 0.3 H 2

= 1.20 . 1.40 + 0.3 . 1.40 2

= 2.27

P = B + 2.09 H= 1.20 + 2.09 x 1.40= 4.12 m

R =A

=2.27

= 0.55 mP 4.12

W = 0.25 x H + 0.49= 0.25 x 1.40 + 0.49= 0.84 m dipakai W = 0.5 m

V = 1.733 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.733 x1.2 . 1.40 + 0.3 . 1.40 2 2/'3

1.2 + 2.09 . 1.40

= 1.733 x2.3 2/'3

4.12= 1.733 x 0.671= 1.163

KONTROLQ = A x V

= 2.3 x 1.163= 2.6 OK W = 0.50 m


m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²


SALURAN P6-P7

1.6

0.30

1 m

1

Vr = 2

A =1.6 + 1

x 1 = 1.32

Qr = A x Vr= 1.3 x 2= 2.6 (debit banjir rencana)

Dik: Q = 2.6 n manning = 0.0225L = 125 m


125

=35.785 - 35.595 7

125= 0.0015

m =0.3

= 0.30 m1

B = 1.2 m


= BH + 0.3

P = B + 2 H 1 += B + 2 H 1 + 0.3 2

= B + 2 H 1.09= B + 2.09 H

mH B mH

H

B


R =AP

JIKA:

R =A

=BH + 0.3 H 2

P B + 2.09 H

FORMULA MANNING

V =I

x R2/'3

x S1/'2

n

V =1

xBH + 0.3 H 2 2/'3

x 0.00151/2

0.0225 B + 2.09 H

V = 1.733 xBH + 0.3 H 2 2/'3

B + 2.09 H

m³/det

m²

m³/det

m³/det

H²

m²

Q = A . V

Q = BH + 0.3 . H2

x 9.938 xBH + 0.3 H 2 2/'3

B + 2.09 H

Q = 1.733BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

H = 1.40 (DICOBA)

2.6 = 1.733BH + 0.3 H 2 5/'3

B + 2.09 H 2/'3

2.6 = 1.7331 x 1 + 0.3 X 1 2 5/'3

1 + 2.09 x 1 2/'3

2.6 = 1.7331.68 + 0.6 5/'3

4.12 2/'3

2.6 = 2.6 OK

A = BH + 0.3 H 2

= 1.20 . 1.40 + 0.3 . 1.40 2

= 2.27

P = B + 2.09 H= 1.20 + 2.09 x 1.40= 4.12 m

R =A

=2.27

= 0.55 mP 4.12

W = 0.25 x H + 0.49= 0.25 x 1.40 + 0.49= 0.84 m dipakai W = 0.5 m

V = 1.733 xBH + 0.3 H 2 2/'3

B + 2.09 H

= 1.733 x1.2 . 1.40 + 0.3 . 1.40 2 2/'3

1.2 + 2.09 . 1.40

= 1.733 x2.3 2/'3

4.12= 1.733 x 1.000= 1.733

KONTROLQ = A x V

= 2.3 x 1.733= 3.9 OK W = 0.50 m


m³/det

m³/det

m³/det

m³/det m³/det

m²

m³/det

m³/detm²

REKAPITULASI DIMENSI SALURAN

NO PATOKDIMENSI SALURAN

V (m3/det) A (m2) B (m) H (m) T (m) W (m) Ls m

1 P0-P1 150 1.5 0.825 1.81 1.00 1.30 1.30 0.50 0.0009 0.30

2 P1-P2 150 1.5 0.825 1.81 1.00 1.30 1.3 0.50 0.0009 0.30

3 P2-P3 150 1.5 0.825 1.81 1.00 1.30 1.3 0.50 0.0009 0.30

4 P3-P4 150 1.5 0.825 1.81 1.00 1.30 1.3 0.50 0.0009 0.30

5 P4-P5 150 1.5 0.825 1.81 1.00 1.30 1.3 0.50 0.0009 0.30

6 P5-P6 125 2.6 1.163 2.27 1.20 1.40 1.6 0.50 0.0015 0.30

7 P5-P6 125 3.9 1.733 2.27 1.20 1.40 1.6 0.50 0.0015 0.30

JARAK (M) Q

(m3/det)

PERHITUNGAN DIMENSI BOX CULVERT 1

DIK: Q = 1.5B = 1.00 mM = 0.30S = 0.0009H = 1.30 mV = 0.825L = 12 mZ = 0.15 m

COBA KECEPATAN ALIRAN BOX CULVERT, V = 2.000

A =QV

=1.5

= 0.75 m 2

2

Y

BB = 1.00 M

BY =QV

Y =Q

V.B

Y =1.5

2 x 1.00= 0.75

LUAS BASAH BOX CALVERTA = B x Y

= 1.00 x 0.75= 0.75

V =QA

=1.5

= 20.75

KEHILANGAN ENERGI (HEADLOS) Z = + +

KEHILANGAN ENERGI DI INLET

Δhin = SinV - Vu 2

2 g

PAKAI TRANSISI RECTANGULAR:Sin = 0.5 tabel 6.2

MAKA

Δhin = 0.52 - 0.82 2

2 . 9.81= 0.0352 m

KEHILANGAN ENERGI DIOUTLET: Sout = 1 TABEL 6.2

= SoutV - Vu 2

2 g

m³/det

m³/det

m³/det

m²

m³/det

Dhin Dhf Dhout

Dhout

PAKAI TRANSISI RECTANGULARMAKA

= 1.02 - 0.82 2

2 . 9.81= 0.0704 m

KEHILANGAN AKIBAT GESEKAN

ΔHf =V 2 . LK 2 . R 3/'4

DIMANAP = B + 2 Y

= 1.00 + 2 . 0.74515= 2.49031 m

R =A

=0.75

P 2.49031= 0.299

UNTUK BETON, KOEFISIEN KEKERASAN K = 70

ΔHf =2 2 . 12

70 2 . 0.299 4/'3 ###

=48

980.66= 0.0489 m

MAKA TOTAL ENERGI YG DIPERLUKANZ = + +

= 0.0352 + 0.0704 + 0.0489= 0.15 < 0.15 OK

Dhout

Dhin Dhout DHf

PERHITUNGAN BANGUN TERJUN

DIK: Q = 1.5B = 1.00 mm = 0.30S = 0.0009h = 1.30 mV = 0.825

a HITUNG ENERGI UDIK H1

H1 = h1 +2

2 g

H1 = 1.30 +0.825 2

2 . 9.81= 1.335 m

b AMBIL PENAMPANG PENGONTROL ALIRAN SEGI EMPAT DENGAN LEBAR bc = 1.00 mMAKA DEBIT PER SATUAN LEBAR:

q =Q

=1.4903

= 1.4903 m³/detbc 1.00

c 1.5 mPERKIRAAN AWAL TINGGI TERJUNHd = 2.2 H1 = 2.2 x 1.335

= 2.9363 m= 1.5 + 2.9363 - 1.335= 3.102 m

d HITUNG KONYUGASI, yu DAN ydKECEPATAN, Vu = 2 g ( DZ ) 60.853

= 19.62 x 3.102= 7.309 m/det

yu =q

=1.4903

= 0.2039 mVu 7.309

BILANGAN Froude Fr

Fr =Vu

g . yu

=7.309

9.81 x 0.2039

=7.309

1.7012= 4.296

DARI GRAFIK 6.10 DIDAPATLp

= 2 MAKA Lp = 2 x 3.102 = 6.203 mDZyd

= 0.5 MAKA yd = 0.5 x 3.102 = 1.551 mDZ

e KONTROL KEDALAMAN TERJUNAN:

y2 = 1.5 M, MAKA y2=

1.5yu 0.20

= 7.357

m³/det

m³/det

V1

TINGGA TERJUN: DZ = DH + Hd - H1, DIMANA DH =

JADI DZ

UNTUK KEAMANAN LONCATAN AIR, MAKA yd ≤ n+y2, DAN TINGGI ENERGI Hd ≥ n+y2+(V2²/2g). KARENA DIMENSI SALURAN DI UDIK DAN DI HILIR BANGUNAN SAMA, MAKA TINGGI MUKA AIR DI HILIR BANGUNAN TERJUN

Fr = 4.296NILAI:

n/y2 =1

= 0.66671.5

n = 0.204 x 0.6667= 0.1359 m SEHINGGA

y2 + n = 1.5 + 0.1359= 1.6359

f Yd = 1.55 ≤ n + y2 = 1.6359 ............... OKE!

Hd = ≥ n + y2 +²

= 2.936 ≥ 1.6359 +0.825 2

2 g 2 x 9.81= 2.936 ≥ 1.671 ........................OKE!

PANJANG LONCATAN AIRLj = 5 n + y2

= 5 0.1359 + 1.5= 8.180 m ~ 8 m

Lp = 6.203 m ~ 6 m

PANJANG KOLAM OLAKLb = Lj + LpLb = 8 + 6

= 14 m

V2

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PERHITUNGAN SALURAN PEMBUANG