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HITUNGAN DIMENSI SALURANPADALARANG - BANDUNGSTA 0 + 00 s/d STA 1 + 200

C

10.00 ? 2.00 7.50 2.50

1. Koefisien Kekasaran permukaan ( )dn

a. Aspal : 013,0n aspald =

b. Beton : 013,0n betond =

c. Permukiman padat : 013,0n pemukimand =

2. Koefisien Pengaliran ( )C

a. Aspal : 9,0Caspal =

b. Beton : 9,0Cbeton =

c. Permukiman padat ; 60,0C padatpemukiman =

3. Intensitas Hujan ( )I

Carath5I

Gumbel 190,45 mmLog Pearson Tipe III 124,31 mm

Dipakai Gumbel dengan mm45,190I th5 =

3/2

c

3/2

c T

24.

24

45,190

T

24.

24

RI

=

=

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Dimana :

=I intensitas hujan (mm/jam)

=R hujan periode ulang 5 tahunan (Gumbel)

=cT waktu konsentrasi (jam)

Intensity Duration Curve (IDC)

0

50

100

150

200

250

0 50 100 150 200 250

Durasi Hujan (menit)

y

y

4. Waktu Konsentrasi ( )cT

21c ttT +=

( )

167,0

s

do1

i

n.l.28,3.

3

2t

=

V.60

L

t2 =

Kemiringan badan jalan = 2 %

Kemiringan median = 1 %

Kemiringan trotoar = 2 %

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Kemiringan daerah permukiman = 1 %

( ) '12,1001,0

013,0.

2

50,2.28,3.

3

2t

167,0

median =

=

( ) ( ) '07,1020,0

013,0.50,7.28,3.

3

2t

167,0

aspal =

=

( ) ( ) '86,0020,0

013,0.00,2.28,3.

3

2t

167,0

trotoar =

=

( ) ( ) '44,1001,0

013,0.00,10.28,3.

3

2t

167,0

permukiman =

=

'49,4'44,1'86,0'07,1'12,1t total1 =+++=

V

48,11

V.60

689

V.60

Lt2 ===

V

48,11'49,4Tc +=

5. Rumus Rasional

A.I.C.278,0A.I.C.6,3

1Q ==

permukimanpermukimantrotoartrotoaraspalaspalmedianmedian A.CA.CA.CA.C.I.278,0Q +++=

( ) ( ) ( ) ( ) ( ) ( )[ ]689,0x002,0.90,0689,0x0075,0.90,0689,0x00125,0.90,0.I.278,0 ++=

( ) ( )[ ]689,0x010,0.60,0.I.278,0+

I.0030,0=

Panjang saluran = 689 meter

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6. Perhitungan Dimensi Saluran

Apabila digunakan saluran empat persegi panjang (penampnag ekonomis) :

h2b =

h.2

1R =

h.5,0w =

w

h

b

2/13/2 S.R.n

1V =

Dimana :

=V kecepatan aliran dalam saluran ( )det/m

=n kekasaran Manning ( )010,0

=R jari-jari hidrolis (m)

=S kemiringan dasar saluran ( )002,0

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YES

NO

NO

YES

minVV=

V

48,11'49,4tc +=

3/2

c

60T

24.

24

45,190I

=

I.0030,0Qr=

( ) 2/3V.2115,0h =

2s h.2.VQ =

sr QQ =

STOP

VV