Sample Calculation Drainage Design (Road Side Drain)

 

Job No.

Sheet No.

1

Rev.

Project Tittle: TH HE E PRO PO POS E ED D CON ST ST R RU U CT CT IIO ON AND C OMP OMPL LE ET T IIO ON OF ROADWORKS PACKAGE R11D PUSAT PENTADBIRAN Member/Location: KERAJAAN PERSEKUTUAN PUTRAJAYA PERUNDING ZAR S/B

Drg. Ref.

Job Title :

Made by :

DRAINAGE R11D

Sample calculation for Line 1. P6/U1L-1 - Line 1

CH

880

-

CH

1125

=

Pavement Runoff, W

 Additional 15% 15%

=

245.0

x

=

1960.0

m²

=

1.15

x

=

2254

m²

=

0.225

ha

8.1

=

Verge Runoff, W

 Additional 15% 15%

m

8.0

8.0

1960.0

m²

m

=

245.0

x

=

1984.5

m²

=

1.15

x

8.1

1984.5

m²

2282.175 m²

=

0.228

=

ha

Check for time overload, to

=

to

107

x

n

x L^(1/3)

S^(1/2) where n

=

0.011

L

=

8

m

S

=

2.5

%

=

107

x

=

1.5

min

:.

8 0.011 x 2.5 ^(1/2)

^(1/3)

Bob

Date :

Remark

 

Job No.

Sheet No.

2

Rev.

Project Tittle: TH HE E PRO PO POS E ED D CON ST ST R RU U CT CT IIO ON AND C OMP OMPL LE ET T IIO ON OF ROADWORKS PACKAGE R11D PUSAT PENTADBIRAN Member/Location: KERAJAAN PERSEKUTUAN PUTRAJAYA PERUNDING ZAR S/B

Drg. Ref. PERKIRAAN REKABENTUK JALAN

Job Title :

 Assume Vd

=

td

=

1.0

Made by :

Bob

Date :

m/s (average slope 2 - 4%)

L/V

=

245

/

=

245

sec

=

245

/

=

4.1

1.0

60

min

Therefor,

Time of concentration, tc c

=

o  +

=

1.5

+

=

5.6

min

4.1

Checking for Rainfall Intensity, i. Rainfall intensity was based on frequency curve by Angkasa Consulting Services Sdn. Bhd., dwg no: AGHD/DUD/LCP/P AGHD/DUD/LCP/P5/DR03 5/DR03

However, the curve is only to a minimum time of concentration of 10 min. Therefor, the actual rainfall intensity less then 10 min need to be recalculate. Based on the calculation, in refer to the Urban Stormwater Management for Malaysia by Department of Irrigation and Drainage Malaysia, the rainfall intensity foo 100 years (maximum). i,100

=

mm/hr

1072

(see table A)

Therefor peak flow, Q Q

=

C

x

i

x

 A

x

0.225

360 Q pave

=

0.95

x

1072 360

=

0.637

m³/s

Remark

 

Job No.

Sheet No.

3

Rev.

Project Tittle: TH HE E PRO PO POS E ED D CON ST ST R RU U CT CT IIO ON AND C OMP OMPL LE ET T IIO ON OF ROADWORKS PACKAGE R11D PUSAT PENTADBIRAN Member/Location: KERAJAAN PERSEKUTUAN PUTRAJAYA PERUNDING ZAR S/B Job Title :

Drg. Ref. PERKIRAAN REKABENTUK JALAN

Q pave

=

0.3

Bob

Made by :

240

x

0.228

x

360

0.046

m³/s

=

0.637

+

=

0.682

m²/s

=

Total peak flow, Qp Qp

0.046

Calculate lined drain. n

=

0.013

S

=

2.237

B

=

0.6

%

=

Qn

0.682

S^(1/2) B^(8/3)

2.237

(

=

x

%)^(1/2) (

0.232

From chart 26.4, at Z = 0 y/B Then, required y

=

0.56

=

0.56

=

0.336 m

Therefor, provide y

= =

Size of drain  Area of BC 600 x 600

0.60

x

0.60

m

600 x 600 BC -OK!

=

0.6

x

=

0.36

m²

=

Qp / Ap

=

0.682

=

1.895

0.6

Checking for velocity, Va Va

/

0.36

m²/s -OK!

0.013 0.6

)^(8/3)

Date :

Remark