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An innovative rainwater system as an effective alternative for cubature retention facilities

Studia Geotechnica et Mechanica
Volume 43 (2021): Issue s1 (December 2021)
By:
Open Access
|Dec 2021

Figures & Tables

Figure 1

An example of a retention tank (1 - inlet canal, 2 - outlet canal, 3 - flow chamber, 4 – accumulation chamber) [28].
An example of a retention tank (1 - inlet canal, 2 - outlet canal, 3 - flow chamber, 4 – accumulation chamber) [28].

Figure 2

An example of an additional transit canal (1 – sewer canal, 2 - sewer manhole, 3 - additional transit canal) [28].
An example of an additional transit canal (1 – sewer canal, 2 - sewer manhole, 3 - additional transit canal) [28].

Figure 3

An example of a rainwater system equipped with a retention sewage canals (1 - canal, 2 - piling partitions, 3 - manhole) [28].
An example of a rainwater system equipped with a retention sewage canals (1 - canal, 2 - piling partitions, 3 - manhole) [28].

Figure 4

Scheme of the damming partition installed in a sewage manhole (a) cross section; (b) longitudinal section; 1 - sewer manhole, 2 - overflow edge, 3 - piling partition, 4 - flow opening, 5 – canal, DO,RK – diameter of the flow opening, dk - diameter of canal, hRK,t – rainwater height in the canal during the time t, Hzał - maximum acceptable height of rainwater before the damming partition [9].
Scheme of the damming partition installed in a sewage manhole (a) cross section; (b) longitudinal section; 1 - sewer manhole, 2 - overflow edge, 3 - piling partition, 4 - flow opening, 5 – canal, DO,RK – diameter of the flow opening, dk - diameter of canal, hRK,t – rainwater height in the canal during the time t, Hzał - maximum acceptable height of rainwater before the damming partition [9].

Figure 5

Scheme of the retention sewage canal with damming partitions that create stormwater canal retention spaces (the light blue - average distribution of the liquid stream mirror in the conduits of a traditional rainwater systems; the blue - liquid stream distribution and retention capacity of the rainwater sewage system after equipping it with damming partition), LKR—distance between adjacent damming partitions [7].
Scheme of the retention sewage canal with damming partitions that create stormwater canal retention spaces (the light blue - average distribution of the liquid stream mirror in the conduits of a traditional rainwater systems; the blue - liquid stream distribution and retention capacity of the rainwater sewage system after equipping it with damming partition), LKR—distance between adjacent damming partitions [7].

Figure 6

The scheme of the model catchment, total drainage area F = 80 ha (developed based on [1]).
The scheme of the model catchment, total drainage area F = 80 ha (developed based on [1]).

Figure 7

Maximum rainwater outflow at the outlet from the drainage catchment for traditional storm water system QoTmax and innovative storm water system QoImax, catchment area F = 80 ha (developed on the basis of [1]).
Maximum rainwater outflow at the outlet from the drainage catchment for traditional storm water system QoTmax and innovative storm water system QoImax, catchment area F = 80 ha (developed on the basis of [1]).

Figure 8

Hydrograms of rainwater outflow from the traditional and innovative sewer system at rainfall duration td = 25 minutes, drainage catchment area F = 80 ha, canal bottom slope ik = 2 ‰ and surface runoff coefficient Ψ = 0,5 [1].
Hydrograms of rainwater outflow from the traditional and innovative sewer system at rainfall duration td = 25 minutes, drainage catchment area F = 80 ha, canal bottom slope ik = 2 ‰ and surface runoff coefficient Ψ = 0,5 [1].

Figure 9

Calculative time for rainwater sewage system dimensioning tm and calculative time for innovative rainwater sewage system dimensioning tM (based on [1]).
Calculative time for rainwater sewage system dimensioning tm and calculative time for innovative rainwater sewage system dimensioning tM (based on [1]).

Figure 10

Values of the coefficient of γTM depending on the sewer slope ik and spacing of damming partitions LKR (based on [1]).
Values of the coefficient of γTM depending on the sewer slope ik and spacing of damming partitions LKR (based on [1]).

Figure 11

Rainwater flow reduction coefficient βKR in innovative rainwater system for different slopes of canals ik and damming baffle spacing LKR (based on [1]).
Rainwater flow reduction coefficient βKR in innovative rainwater system for different slopes of canals ik and damming baffle spacing LKR (based on [1]).

Figure 12

The relationship between the rainwater flow reduction coefficient βKR and the critical time tM (based on [1]).
The relationship between the rainwater flow reduction coefficient βKR and the critical time tM (based on [1]).

A set of basic hydraulic parameters of the traditional rainwater system_

The traditional rainwater sewage system
No.ConceptionSlope of canals bottomMaximum value of rainwater outflow from the traditional rainwater sewer at outlet nodeCalculative time for rainwater sewage system dimensioning
--ik, ‰QoTmax, dm3/stm, min
1.Conception I12887.732
2.Conception II23692.826
3.Conception III34175.825

A Set of the values of the basic hydraulic parameters of the innovative rainwater sewage with retention canals system_

The innovative rainwater sewage system (traditional sewage system after installation of damming baffles)
No.ConceptionConsidered variantSlope of canals bottomMaximum value of rainwater outflow from the innovative rainwater sewer at outlet nodeCalculative time for innovative rainwater sewage system dimensioningDamming baffles spacingRainwater flow reduction coefficient
---ik, ‰QoImax, dm3/stM, minLKR, mβKR, -
1.Conception IVariant 1 with LKR11981.6882000.34
2. Variant 2 with LKR211063.4843000.37
3. Variant 3 with LKR311159.6784000.40
4.Conception IIVariant 1 with LKR121775.1562000.48
5. Variant 2 with LKR222120.8463000.57
6. Variant 3 with LKR322362.8424000.64
7.Conception IIIVariant 1 with LKR132445.3402000.59
8. Variant 2 with LKR232899.5343000.69
9. Variant 3 with LKR333118.8304000.75

A comparison of rainwater outflow from traditional and innovative sewer system taking into account different variants of their working_

Ratio of maximum rainwater outflow traditional to innovative system, at various slope of canals bottom ik and damming baffles spacing RLK
ik = 1 ‰ik = 2 ‰ik = 3 ‰LKR, m
2.92.11.7LKR1 = 200 m
2.71.71.4LKR2 = 300 m
2.51.61.3LKR3 = 400 m

Comparison of calculative time tm and tM for different variants of sewer system working_

The slope of canals bottomCalculative time for rainwater sewage system dimensioningCalculative time for innovative rainwater sewage system dimensioningThe difference between the calculative duration of rainfall for the dimensioning of the traditional rainwater system tm and the sewage equipped with a retention canals system tMΔT = tM − tmDamming baffles spacing
ik, ‰tm, mintM, minΔT, minLKR, m
1328856LKR1 = 200 m
1328452LKR2 = 300 m
1327846LKR3 = 400 m
2265630LKR1 = 200 m
2264620LKR2 = 300 m
2264216LKR3 = 400 m
3254015LKR1 = 200 m
325349LKR2 = 300 m
325305LKR3 = 400 m
DOI: https://doi.org/10.2478/sgem-2021-0037 | Journal eISSN: 2083-831X | Journal ISSN: 0137-6365
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Language: English
Page range: 532 - 547
Submitted on: Aug 26, 2021
Accepted on: Nov 15, 2021
Published on: Dec 22, 2021
Published by: Wroclaw University of Science and Technology
In partnership with: Paradigm Publishing Services
Publication frequency: 4 issues per year
Keywords:
Innovative rainwater system,
sewage retention canal,
rainwater retention,
flow reduction
Related subjects:
Geosciences,
Geosciences, other,
Materials sciences,
Composites,
Porous materials,
Physics,
Mechanics and fluid dynamics

© 2021 Patrycja Stanowska, Józef Dziopak, Daniel Słyś, Mariusz Starzec, published by Wroclaw University of Science and Technology
This work is licensed under the Creative Commons Attribution 4.0 License.

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