Optimal design of series of pipes in sewer systems including pumping stations for flat terrains

Figures & data

Figure 1. Example of nodes and arcs in hydraulic design model.

Figure 2. Structure of a pumping station.

Figure 3. Example of arcs that represent pumping stations in a manhole with its respective invert elevations.

Figure 4. Example of the optimal path in a series of pipes with pumping stations.

Table 1. Hydraulic constraints for pipes.

Constraint	Value	Condition
Minimum diameter	0.2 m	Always
Maximum filling ratio	0.6	d$\le$ 0.3 m
	0.7	0.35 m $\le$ d $\le \mathit{\hspace{0.17em}}$0.45 m
	0.75	0.5 m $\le$ d $\le$ 0.9 m
	0.8	d $\ge$ 1 m
Minimum velocity	0.7 m/s	d $\le$ 0.5 m and Flow rate $>$ 0.015 m^3/s
	0.8 m/s	d $>$ 0.5 m and Flow rate $>$ 0.015 m^3/s
Maximum velocity	5 m/s	Always
Minimum gradient	0.003	Flow rate $<$ 0.015 m^3/s

Figure 5. Total cost of the 10-pipe series.

Figure 6. Number of pumps in the 10-pipe series.

Figure 7. Pumping power and flow rate in the 10-pipe series.

Figure 8. Results of the 20-pipe series designs.

Figure 9. Designs of the series with the three materials, inflow per manhole of 0.2 m3/s, and pipe length of 100 m.

Table 2. Results of the designs of the series of Bogotá.

Material	Cost (USD)	No. pumps	Manholes with pumps	Average pumping head (m)	Max. diameter (m)	Max. depth (m)
Smooth	2.11E+07	2	24, 28	2.6	1	3.6
Rough	3.02E+07	3	22, 26, 28	2.6	1	3.6
Very rough	4.87E+07	5	19, 22, 24, 27, 28	2.7	1.2	3.6

Data availability statement

The data that support the findings of this study are openly available in 4TU.ResearchData at http://doi.org/10.4121/0a9b5a46-7b26-4e28-82f4-47b6330a042f.