# 2.4 Gravity Pipelinedesign Water Supply System

- 2.4 Gravity Pipeline Design Water Supply System
- How To Design Water Supply System
- 2.4 Gravity Pipeline Design Water Supply System Map
- 2.4 Gravity Pipeline Design Water Supply System Definition

2.1 water demand 8 2.2 water distribution systems 10 2.3 water distribution modeling 11 2.4 pumps 13 2.5 valves 17 2.6 tanks and reservoirs 18 2.7 controls devices 19 2.8 epa 20 3.0 laying out a project 21 3.1 existing data 22 3.2 schematic generally 22 3.3 pressure zones 23. 7.10.3 Hints on Pipeline Design 36 7.10.4 Pipe Combination 36 7.10.5 Joining of Pipelines 37 7.11. 2.4 Construction of Catchment for a Gravity Spring 52 2.4.1 Excavation 53 2.4.2 Design and Construction of Catchment 54 2.4.2.1 Barrage (Dam) 54. Construction and Standardisation of Gravity Water Supply Systems in Rural Villages.

**Numerical Example**

Figure 22 below shows the topographic survey results for a proposed gravity flow water system.

Assuming that the allowable pipe pressure head is 100m, the safe yield from the spring is 0.25LPS and that the design parameters from Jordan are adhered to (see Appendix 4.), design a system that will supply water to the community for the minimum cost.

**Answer**

The design of this water system will be approached in the following phases:

- Requirement for and placement of break pressure tanks.
- Design of pipe work.
- Check chosen pipe work for low pressure head parameter.

*1. Requirement for and placement of break pressure tanks*

Consider the control valve at the reservoir tank being closed to begin with. This is the maximum static head condition (Appendix 4 No. 1). All the static heads can be calculated from Equation (35)below:

Consider the section of the system from the spring (point 1) to low point 2. The static head is:

which exceeds the 100m allowable pipe pressure head given above.

Consider the section of the system from the spring (point 1) to high point 3. The static head is:

which is within the above limit.

Consider the section of the system from the high point 3 to the reservoir tank (point 4). The static head is:

which exceeds the 100m allowable pipe pressure head given above.

It is clear that the pipes at points 2 and 4 will blow unless we introduce break pressure tanks to relieve the pressure.

The *first break pressure tank* (hereafter BP1) must relieve the pressure at point 2 but still allow the water to flow over point 3.

The maximum height (h_{BP1}) we can place BP1 at is given by:

so:

and therefore:

and:

so:

and therefore:

So the height of BP1 must be less than or equal to 150 and greater than 125, to satisfy the conditions. As there will be frictional losses in the pipes we should situate BP1 at its maximum allowable height, which is in this case *150m*. This corresponds to a location approximately *225m* from the spring tank.

The *second break pressure tank* (hereafter BP2) must relieve the pressure at point 4 but not exceed the pressure head limits in the pipe work between it and BP1.

The maximum height (h_{BP2}) we can place BP2 at is given by:

so:

and therefore:

And

so:

and therefore:

So the height of BP1 must be greater than or equal to 50 and less than or equal to 100, to satisfy the conditions. So it will be placed at a height of *70m*. This corresponds to a location approximately *2500m* from the reservoir tank.

The two break pressure tank locations are added to the topographic survey, and shown below in Figure 23.

Figure 23

y inspection of Figure 23, the maximum static heads (after the introduction of the two break pressure tanks) are as follows:

At BP1:

At Point 2:

At Point 3:

At BP2:

At Point 4:

All of which are acceptable.

*2. Design of pipe work*

The safe yield of the water source is 0.25LPS. So in general we want to make sure that at no point in the system is more than 0.25LPS being drawn, as this will either empty a break pressure tank or the spring tank, allowing air into the system. We can do this in two ways.

- Design the natural flow situations such that just less than 0.25LPS is being drawn.
- Use control valves at the break pressure tanks and reservoir tank to limit the flow to just less than 0.25LPS.

We will consider the second option because the calculations are simpler and the control of the system easier.

Consider the section of pipe between the *spring tank (point 1) and BP1*:

This section of pipe is 225m long and the maximum static head is 50m (see above). From the friction tables for a controlled flow of 0.25LPS we get the following data.

Pipe Diameter | Frictional head loss (m/100m) | Frictional head loss for 225m of pipe (m) | Velocity (m/s) |
---|---|---|---|

½” | 13.61 | 30.62 | 1.28 |

¾ “ | 3.47 | 7.81 | 0.73 |

1″ | 1.07 | 2.41 | 0.45 |

1¼ “ | 0.28 | 0.63 | 0.26 |

It is clear that we can *use ½” dia. pipe here*, as it will not reduce the maximum static head below the 10m low pressure head limit (see Appendix 4. No. 3) and the velocity of the water lies within acceptable parameters (see Appendix 4 No. 4).

The residual head at the BP1 valve (ΔH_{BP1}) is given by Equation (34):

Substituting the numerical values into this equation for ½” dia. pipe we get:

## 2.4 Gravity Pipeline Design Water Supply System

This is an acceptable residual head based upon the limits set in Appendix 4 No. 6.

Consider the section of pipe between *BP1 and BP2*:

This section of pipe is 2500 – 225 = 2375m long. The main feature we have to contend with is the topographical peak at point 3. This only lies 25m below BP1, so we can’t afford to “burn off” too much frictional head between BP1 and point 3 or else the residual head will drop below the limit of 10m (see Appendix 4. No. 3). So we need to burn off no more than 25 – 10 = 15m of head between BP1 and point 3.

The distance between BP1 and point 3 is from Figure 23, 1800 – 225 = 1575m. From the friction tables for a controlled flow of 0.25LPS we get the following data.

Pipe diameter | Frictional head loss (m/100m) | Frictional head loss for 1575m of pipe (m) | Velocity (m/s) |
---|---|---|---|

½” | 13.61 | 214.36 | 1.28 |

¾ “ | 3.47 | 54.65 | 0.73 |

1″ | 1.07 | 16.85 | 0.45 |

1¼ “ | 0.28 | 4.41 | 0.26 |

We clearly cannot use ½” and ¾” diameter pipes here as they “burn off” far more than 15m of head.

We could use 1¼ ” dia. pipe here, but there are two problems. Firstly the water velocity is very low at 0.26 m/s (see Appendix 4 No. 4) and secondly it is a little more costly than 1″ dia. pipe (Appendix 4 No. 8).

So consider using 1″ dia. pipe. The water velocity is still below the limit of 0.7 m/s (see Appendix 4 No. 4), but the head loss is almost acceptable. There seems to be only one solution. *Use 1″ pipe between BP1 and point 3, and place a wash out at the lowest point between BP1 and point 3, which happens to be point 2.*

The pressure head at point 3 (H_{3}) is given by Equation (34):

Substituting the numerical values into this equation for 1″ dia. pipe we get :

This is a little less than the minimum low pressure head limit of 10m (see Appendix 4 No. 3) but is acceptable in the circumstances.

Now consider the second section of pipe between point 3 and BP2. The remaining pressure head is 8.15m (from above) and so we can add this to the remaining head between point 3 and BP2 to get the overall head.

The most desirable residual head (Appendix 4 No.6) at a valve or tap is around 15m. So we are looking to “burn off” something like :

The distance between point 3 and BP2 is from Figure 23, 2500 – 1800 = 700m. From the friction tables for a controlled flow of 0.25LPS we get the following data.

Pipe diameter | Frictional head loss (m/100m) | Frictional head loss for 700m of pipe (m) | Velocity (m/s) |
---|---|---|---|

½” | 13.61 | 95.27 | 1.28 |

¾ “ | 3.47 | 24.29 | 0.73 |

1″ | 1.07 | 7.49 | 0.45 |

1¼ “ | 0.28 | 1.96 | 0.26 |

We clearly cannot use ½” diameter pipe here as it “burns off” far more than 48.15m of head.

*¾ ” dia. pipe here looks good*, as although it only burns off approximately half of the required head, it produces a water velocity within the parameters required (Appendix 4 No. 4) and is cheaper than the 1″ dia. pipe (Appendix 4 No. 8).

The residual head at the BP2 valve (ΔH_{BP2}) is given by :

Substituting the numerical values into this equation for ¾ ” dia. pipe we get :

This is in the high end of the residual head range based upon the limits set in Appendix 4 No. 6.

We can improve on this and reduce costs by using a combination of ¾” dia. pipe and ½” dia. pipe. Consider the combination pipes Equation (41).

Where:

X = Length of smaller diameter pipe, to give desired frictional head loss (m).

H = Desired frictional head loss (m).

f_{hl} = Frictional head loss due to larger diameter pipe (m/100m).

f_{hs} = Frictional head loss due to smaller diameter pipe (m/100m).

L = Total length of pipe (m).

In this case our desired head loss (H) is 48.15m, L = 700m, f_{hl} = 3.47m/100m and f_{hs} = 13.61m/100m (from above), so :

This close to 200m, and as the pipe usually comes in 100m lengths, we should *employ 200m of ½” dia. pipe and 500m of ¾ ” dia. pipe.*

This combination of pipes will produce a total frictional head loss (f_{hcomb}) of :

So the residual head at the BP2 control valve will be :

This very close to the desired residual head based upon the limits set in Appendix 4 No. 6.

Consider the section of pipe between *BP2 and the reservoir tank (point 4)* :

This section of pipe is 3200 – 2500 = 700m long and the maximum static head is at point 4 and is 70m (see above). From the friction tables for a controlled flow of 0.25LPS we get the following data.

Pipe diameter | Frictional head loss (m/100m) | Frictional head loss for 700m of pipe (m) | Velocity (m/s) |
---|---|---|---|

½” | 13.61 | 95.27 | 1.28 |

¾ “ | 3.47 | 24.29 | 0.73 |

1″ | 1.07 | 7.49 | 0.45 |

1¼ “ | 0.28 | 1.96 | 0.26 |

If we try to achieve the desired residual head at the reservoir tank valve of 15m (see Appendix 4 No. 6) then we need to “burn off” 70 – 15 = 55m of head through friction. Studying the data above suggests that a combination of ½” and ¾ ” pipe would be the optimum solution. Using the combination pipes Equation (41) as previously:

In this case our desired head loss (H) is 55 m, L = 700m, f_{hl} = 3.47m/100m and f_{hs} = 13.61m/100m (from above), so:

This close to 300m, and as the pipe usually comes in 100m lengths, we should *employ 300m of ½” dia. pipe and 400m of ¾” dia. pipe.*

This combination of pipes will produce a total frictional head loss of :

The residual head at the reservoir tank control valve (ΔH_{4}) is given by equation (34) :

Substituting the numerical values into this equation for the combination of ½” dia. and ¾ ” dia. pipe we get:

This is an acceptable residual head based upon the limits set in Appendix 4 No. 6.

*3. Check chosen pipe work for low pressure head parameter*

At this stage of the design we need to check that we have not reduced the pressure head in the pipe below the 10m limit set in Appendix 4 No. 3. We can do this most simply by plotting the Hydraulic Grade Line (**see Jordan**) onto the topographic survey. To do this we need to tabulate all the chosen pipe sections, their lengths and their respective friction head losses based upon a controlled flow of 0.25LPS. This data is shown below:

Section | Pipe dia. | Length (m) | Frictional head loss (m/100m) | Total frictional head loss (m/100m) |
---|---|---|---|---|

1–BP1 | ½” | 225 | 13.61 | 30.62 |

BP1–3 | 1″ | 1575 | 1.07 | 16.85 |

3–BP2 | ¾” | 500 | 3.47 | 17.35 |

3–BP2 | ½” | 200 | 13.61 | 27.22 |

BP2-4 | ¾” | 400 | 3.47 | 13.88 |

BP2-4 | ½” | 300 | 13.61 | 40.83 |

These lines are plotted onto the topographic survey as shown in Figure 24.

Examination of the HGL shows that it the pressure head never becomes negative (i.e. the HGL never goes below the ground surface) and its minimum is at point 3, which we have already considered. Therefore the chosen pipe work design is acceptable.

## Introduction to general design of domestic service water supply systems - with pressurized or gravity tanks

## How To Design Water Supply System

The purpose with a domestic service water supply system is to provide consumers with enough hot and cold water.

In old buildings it is common with gravity storage tanks on the top floor of the building. More commonly used in new systems are pressurized tanks and supply pumps.

### Domestic Water Supply with Gravity Tank

Domestic water supply system with gravity tank:

## 2.4 Gravity Pipeline Design Water Supply System Map

For proper operation of the system the gravity tank is located at least *30 ft or 10 m* above the highest outlet or consumer. In taller buildings pressure reducing valves are required in the lowest floors before the fittings.

The volume of a gravity tank must be designed to compensate for limited capacity of a supply line. The tank fills up when the consumption of hot and cold water is lower than the capacity of the supply line - and the tank is emptied when the consumption is higher than the capacity of the supply line.

## 2.4 Gravity Pipeline Design Water Supply System Definition

A drawback with the open gravity tank on the top floor is the potential danger of freezing during winter conditions. Huge tanks will also influence on the construction of the building.

### Domestic Water Supply with a Pressurized Tank

Domestic water supply system with pressurized tank:

The pressurized tank is partly filled with air (or gas) behind a membrane. The air compensates for pressure variations during consumption and when supply pump starts and stops.

A pressurized tank has a limited compensating capacity for the shortage in a main supply line.

### Estimating Required Buffer Tank Capacity

You are free to use the template bellow as a tool to estimate required buffer capacity in a water supply system. Log in to your Google Account to make your own copy to modify of the template. Alternatively - you can also save the Google Spreadsheet to your computer as a xls file.

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