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

Patrycja Stanowska
Patrycja Stanowska
, 
Józef Dziopak
Józef Dziopak
, 
Daniel Słyś
Daniel Słyś
 and 
Mariusz Starzec
Mariusz Starzec
   | Dec 22, 2021
Studia Geotechnica et Mechanica's Cover Image
Studia Geotechnica et Mechanica
Volume 43 (2021): Issue s1 (December 2021)
Special Issue: Underground Infrastructure of Urban Areas
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Article Category: Special Issue Article
Published Online: Dec 22, 2021
Page range: 532 - 547
Received: Aug 26, 2021
Accepted: Nov 15, 2021
DOI: https://doi.org/10.2478/sgem-2021-0037
Keywords
© 2021 Patrycja Stanowska et al., published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.

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. Conception Slope of canals bottom Maximum value of rainwater outflow from the traditional rainwater sewer at outlet node Calculative time for rainwater sewage system dimensioning
- - ik, ‰ QoTmax, dm3/s tm, min
1. Conception I 1 2887.7 32
2. Conception II 2 3692.8 26
3. Conception III 3 4175.8 25

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. Conception Considered variant Slope of canals bottom Maximum value of rainwater outflow from the innovative rainwater sewer at outlet node Calculative time for innovative rainwater sewage system dimensioning Damming baffles spacing Rainwater flow reduction coefficient
- - - ik, ‰ QoImax, dm3/s tM, min LKR, m βKR, -
1. Conception I Variant 1 with LKR1 1 981.6 88 200 0.34
2. Variant 2 with LKR2 1 1063.4 84 300 0.37
3. Variant 3 with LKR3 1 1159.6 78 400 0.40
4. Conception II Variant 1 with LKR1 2 1775.1 56 200 0.48
5. Variant 2 with LKR2 2 2120.8 46 300 0.57
6. Variant 3 with LKR3 2 2362.8 42 400 0.64
7. Conception III Variant 1 with LKR1 3 2445.3 40 200 0.59
8. Variant 2 with LKR2 3 2899.5 34 300 0.69
9. Variant 3 with LKR3 3 3118.8 30 400 0.75

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
2.9 2.1 1.7 LKR1 = 200 m
2.7 1.7 1.4 LKR2 = 300 m
2.5 1.6 1.3 LKR3 = 400 m

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

The slope of canals bottom Calculative time for rainwater sewage system dimensioning Calculative time for innovative rainwater sewage system dimensioning The 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 − tm Damming baffles spacing
ik, ‰ tm, min tM, min ΔT, min LKR, m
1 32 88 56 LKR1 = 200 m
1 32 84 52 LKR2 = 300 m
1 32 78 46 LKR3 = 400 m
2 26 56 30 LKR1 = 200 m
2 26 46 20 LKR2 = 300 m
2 26 42 16 LKR3 = 400 m
3 25 40 15 LKR1 = 200 m
3 25 34 9 LKR2 = 300 m
3 25 30 5 LKR3 = 400 m
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