Urban Catchments

BlueM.Sim | Downloads | Application | Theory | Development

BlueM.Sim theory

Table of Contents

• Einleitung
• Modellierungstechnische Grundlagen
  • Begriffsdefinitionen
  • Programmstruktur und Datenhaltung
  • Bildung der Zuflussbelastung
  • Berechnungsreihenfolge
  • Simulation types
  • Time series management
• Hydrological Basics
  • Rural Catchments
    • Soil moisture calculation
    • SCS-Method
  • Urban Catchments
  • Individual discharges
  • Transport elements
  • Consumers
  • Branching points
  • Talsperren
    • Betriebsregelkonzept
    • Grundlegende Typen von Betriebsregeln
    • Grundsätze zur Beschreibung von Betriebsregeln
    • Umsetzung der Gesetzmäßigkeiten für die Simulation
    • Anwendung an einem Beispiel
  • Storm-water overflows
  • Regenüberlaufbecken
• Systemübergreifende hydrologische Methoden
  • Speicherbaustein
  • Systemzustände
    • Steuern und Regeln

Analog to rural catchments the natural process leading from rain to run-off is divided into three phases for urban catchments. The phases are Belastungsbildung, run-off generation (bzw. Belastungsaufteilung) and run-off concentration. The calculation approach for each of these phases is described in the following sections of this article.

Belastungsbildung

Die Belastungsbildung describes the determination of an areal rainfall for the considered catchment.Rainfall data is imported into BlueM via external time series. Therefore no explicit calculations are necessary for this phase.

Run-off Generation

The run-off generation phase determines the amount of rain out of the amount of fallen rain which leads to run-off generation. Rainfall (system load) is divided into rainfall which directly generates run-off and run-off diminishing losses (wetting, trough, evaporation and infiltration losses). Therefore this phase is also called the Belastungsaufteilung. Snowfall is neglected in urban catchments.

In General pervious and impervious areas are calculated separately. Impervious area is calculated through the total area and the fraction of impervious area:

[math]\displaystyle{ A_{bef} = VG \cdot A_{ges} }[/math]

impervious areas

Effective rainfall for impervious areas is calculated by balancing rainfall, evaporation and the surface reservoir. The surface reservoir is made up of troughs and wetting areas. Troughs and wetting areas are described in more detail in the section "surface water reservoir content". The following equation is derived:

[math]\displaystyle{ Nw(t) = N(t) - VP(t) - \frac{dO}{dt} }[/math]

with:

NW = run-off generating rainfall

N = rainfall

VP = potential evaporation

O = surface water reservoir content

The run-off coefficient of impervious areas is generally set to ψ = 1. Therefore all remaining water - after having covered initial losses - contributes to surface run-off. It needs to be noted that not all impervious areas drain into the canalization. Typically about 10-20% of impervious areas do not drain into the canalization.

pervious areas

For pervious areas the run-off coefficient is ψ <= 1. This is due to the fact, that not all remaining water -after having covered initial losses - contributes to surface run-off on pervious areas. Infiltration is taken into consideration by applying a run-off coefficient <1. ψ can be supplied by the user or can be calculated via the SCS-Method. The equation for momentary load distribution is as follows:

[math]\displaystyle{ Nw(t) = N(t) - VP(t) - I(t) - \frac{dO}{dt} }[/math]

with:

NW = run-off generating rainfall abflusswirksamer

N = rainfall

VP = potential evaporation

I = infiltration into the soil

O = surface water reservoir content

In the following segments the losses are described in further detail:

Evaporation

There are two possibilities for the input of potential evaporation. Both options calculate a daily evaporation value. If the chosen time step for the calculation is < 1 day the potential evaporation for each time step is calculated by taking the daily pattern depicted in Abbildung 34 into consideration. If the chosen time step is ≥ 1 day the daily pattern is disregarded.

Abbildung 34: Daily pattern of potential evaporation as a multiple of mean daily evaporation

a) annual evaporation

Abbildung 33: annual pattern of potential evaporation according to Brandt (1979)

A normed annual pattern of potential evaporation according to Brandt is utilized for the calculation of potential evaporation. Through the evaluation of measurements from twenty different stations, whichs mean-values are depicted as a histogram in Abbildung 33, the following smoothing function was derived (doted line in Abbildung 33):

[math]\displaystyle{ VP[\mbox{mm/d}] = \begin{cases}(0.96 + 0.0033 \cdot i) \cdot \sin(\frac{2 \pi}{365})(i - 148) + 1.58, & i \lt = 300 \\ 2.56 - 1.53 / 65. \cdot (i - 300.), & i \gt 300 \end{cases} }[/math]

with

i = ongoing day of the hydrological year

i = 1 → 1. November

Potential evaporation according to Brandt refers to grass reference evaporation and assumes an annual total evaporation loss of 654,282 mm. If a different annual total evaporation loss is entered, the value determined by Brandt is scaled accordingly.

b) evaporation time series

If a evaporation time series is supplied the utilized time step is imported.
Attention: For time steps < 1 day the time series value is additionally overprinted with a daily pattern! (Bug 1)

Surface water reservoir content

impervious areas

A change in the surface water reservoir content dO/dt represents filling and depletion of water ( through evaporation) in troughs.

The wetting loss (BV) for impervious areas is set to the following standard value.

BV = 0.5 mm

Trough loss (MV) is set by the user in the ALL-File.

The trough loss is the mean value for an inclined surface. Due to the fact that troughs are not evenly distributed and experience has shown that run-off occurs before all troughs are completely filled the following assumption is made, that:

Abbildung 35: Schematic of the model approach for wetting and trough losses

• 1/3 of the impervious area has a reduced trough loss of 1/3 MV
• 1/3 of the impervious area has a mean trough loss of 3/3 MV
• 1/3 of the impervious area has a elevated trough loss of 5/3 MV

. Therefore run-off occurs as soon as the rainfall (reduced by evaporation) is greater than wetting losses and 1/3 of the trough losses (in dry antecedent conditions). In Abbildung 35 the assumptions are depicted schematically.

Wetting and trough losses are continuously made available through the ongoing balancing of these reservoirs and evaporation.

pervious areas

Surface water reservoir content is determined through the ongoing balancing of a loss reservoir in dependency of the chosen run-off generation approach. Details can be found in the following sections about calculation of infiltration respectively run-off generating rainfall.

Infiltration respectively run-off generating rainfall I(t), Nw(t)

Infiltration into the soil can not be neglected for pervious areas due to the fact that infiltration substantially influences run-off. Three approaches were implemented in the model for the calculation of infiltration:

1. constant run-off coefficient ψ
2. event specific run-off coefficient similar to the method of the Soil-Conservation-Service (SCS)

constant run-off coefficient ψ

By supplying a ψ_u-value the remaining rainfall after having covered the initial losses (wetting and trough losses) generates run-off according to the ratio of the run-off coefficient ψ_u independent of previous history and the characteristics of the rainfall (height, intensity, duration).

SCS-Method

refer to SCS-Method

Run-off Concentration

Run-off concentration determines the delay of discharge out of the catchment. Because the areas connected to the canalization - as a part of the drainage-system - only discharge surface water into the canalization, interflow and base flow are neglected for urban catchments.

The calculation of surface run-off is carried out with the help of a parallel reservoir cascade, in which each cascade consists of three reservoirs. The run-off generating rainfall over the total area is determined by averaging the values of pervious and impervious areas. The distribution into the two cascades depends on the size of the catchment. Retention constants are determined via the flow time within the catchment (refer to Ostrowski et al. (1998)).