## Urban Drainage

**Expected Learning Outcomes**

To gain familiarity with approaches to design and simulation of

piped drainage systems.

To demonstrate appreciation of the approaches to urban drainage

in the context of flood risk.

2.0 **Urban drainage case**

The plan of a piped storm water drainage system is given below.

1.0 1.1

2.0

3.0

1.2

Pipe Length

(m)

Impervious area

(ha)

1.0

2.0

1.1

3.0

1.2

The contents for the table above, together with the values of:

CV for all areas the gradient of all pipes time of entry to be assumed are available via the DLE (everyone gets different data).

First go to the spreadsheet ‘CW numbers’ to find your personal

number.

Then go to the document ‘CW data’, locate your personal

number in the left hand column and read off your data. Note – you

should not need to print the files ‘CW numbers’ or ‘CW data’.

The system will consist of concrete pipes, available in diameters 150,

225, 300, 375, 450, 525 mm etc (increasing by 75 mm). Assume

roughness ks is 0.6 mm. Use the rainfall formula: i = 750/(t+10),

i (intensity) in mm/hr, t (duration) in minutes.

Determine hydraulic properties using the appropriate HR Wallingford table (which you already have) or directly using the Colebrook-White equation.(36%)

Select a suitable size for each pipe using the Modified Rational Method

for design. Show the process of your calculations (assumed diameters

that were too small or too large) as well as the final design.

(6/25 = 24%)

Determine an appropriate alternative value for the rainfall intensity

needed in the final design of pipe 1.2 using the Wallingford Procedure

method for determining rainfall (as opposed to the rainfall formula

above that you used in your design). Location: Plymouth.

(3/25 = 12%)

(36%)

In ‘simulation’ rather than ‘design’ mode, create, for the system as

designed, the time-area diagram for the outflow from pipe 1.2. Then

consider the rainfall pattern below where i = the rainfall intensity used in the final Modified Rational Method design of pipe 1.2. (Time = 0 is

the beginning of the rain.)

Time (minutes) Rain intensity

0 – 1 0.5 i

1 – 2 1.2 i

2 – 3 1.6 i

3 – 4 1.3 i

4 – 5 0.4 i

**The Questions**

Determine the resulting hydrograph for outflow from pipe 1.2.

(7/25 = 28%)

Explain the difference between your value of the peak flow-rate

determined in 2. and the capacity determined for pipe 1.2 in 1.

(2/25 = 8%)

3 . (28%)

Say Q1.2 is the calculated flow for pipe 1.2 as designed in 1. above.

Suppose it is a requirement of the Environment Agency that the flow to the receiving water does not exceed 0.25

Q1.2. Determine the capacity of storage necessary to contain flows in excess of this limit,

using the Modified Rational Method, considering a range of storm

durations.

Give dimensions of a suitable tank that would provide this

storage, with a brief explanation.

(4/25 = 16%)

Explain the aim of a requirement like this. Apart from providing a

storage tank, discuss how else it might be possible to satisfy this

requirement.

(3/25 = 12%).

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