Mathematical modeling approach for flood management

International Journal of Civil Engineering Research and Development (IJCERD), ISSN 2248-
9428 (Print), ISSN- 2248-9436 (Online) Volume 4, Number 2, April - June (2014)
9
MATHEMATICAL MODELING APPROACH FOR FLOOD
MANAGEMENT
[1]
P.Lakshmi Sruthi, [2]
P.Raja Sekhar, [3]
G.Shiva Kumar
[1]
P.G.Student, [2]
Associate Professor, [3]
U.G.Student
ABSTRACT
“Establishing a viable flood forecasting and warning system for communities at risk
requires the combination of data, forecast tools, and trained forecasters. A flood-forecast
system must provide sufficient lead time for communities to respond. Increasing lead time
increases the potential to lower the level of damages and loss of life. Forecasts must be
sufficiently accurate to promote confidence so that communities will respond when warned.
Hydrological methods use the principle of continuity and a relationship between
discharge and the temporary storage of excess volumes of water during the flood period.
Hydraulic methods of routing involve the numerical solutions of the convective diffusion
equations, the one dimensional Saint Venant equations of gradually varied unsteady flow in
open channels.
In present research, the examination of the several hydraulic, hydrologic methods, have
been preceded for Godavari river data i.e., from Perur to Badrachalam stretch, compared with
MIKE 11 software analysis. MIKE 11 is a professional engineering software tool for the
simulation of hydrology, hydraulics, water quality and sediment transport in estuaries, rivers,
irrigation systems and other inland waters. The model is calibrated and verified with the field
records of several typhoon flood events. There is a reasonable good agreement between
measured and computed river stages. The results reveal that the present model can provide
accurate river stage for flood forecasting for the particular stretch in the Godavari River.
Index Terms - Hydrological Method, Mike 11, Software Analysis.
I. INTRODUCTION
Flood is the worst weather-related hazard, causing loss of life and excessive damage to
property. If flood can be forecast in advance then suitable warning and preparation can be taken
to mitigate the damages and loss of life. For this purpose, many river basins have worked to
build up the flood forecasting system for flood mitigations. A flood forecasting system may
include all or some parts of the following three basic elements: (i) a rainfall forecasting model,
IJCERD
© PRJ PUBLICATION
International Journal of Civil Engineering Research and Development
(IJCERD)
ISSN 2248 – 9428(Print)
ISSN 2248 – 9436(Online)
Volume 4, Number 2, April - June (2013), pp. 09-18
© PRJ Publication, http://www.prjpublication.com/IJCERD.asp

10
(ii) a rainfall-runoff forecasting model, (iii) a flood routing model. The ability to provide
reliable forecast of river stages for a short period following the storm is of great importance in
planning proper actions during flood event. This article focuses on the development of the flood
forecasting model.
In general, the flood routing can be classified into two categories including hydrologic
method and hydraulic method. Among the hydraulic method can be widely applied to some
special problems that hydrologic techniques cannot overcome and achieve the desired degree of
accuracy. But, many researchers used various adaptive techniques and the real-time
observation data to develop the real-time hydro-logical forecasting model in most practical
applications. The various adaptive techniques include the time series analysis, linear Kalman
filter, multiple regression analysis, and statistical method. The real-time observation data
including the rainfall, temperature, water stage, and soil moisture were employed in their
models for subsequent forecasting.
Hydrologic models were frequently applied to the real-time flow discharge forecasting
with adaptive techniques, but they lack the water stages and detailed flow information in a river
basin. Hydraulic models can provide the detailed flow information based on basic physical
processes, but are unable to use the real-time data to adjust the flow. Hence, building a real-time
flood-forecasting model by hydraulic routing is one of the most challenging and important tasks
for the hydrologists. The purpose of this study is to develop a dynamic routing model with
real-time stage correction method .The model should provide the real-time water stage for the
significant locations in the river system and improve the accuracy of subsequent forecasting.
II. GEOGRAPHIC SETTING OF GODAVARI BASIN
Godavari basin extends over an area of 3, 12,812 sq kms, covering nearly 9.5% of total
area of India. The Godavari River is perennial and is the second largest river in India. The river
joins Bay of Bengal after flowing a distance of 1470 km (CWC 2005).It flows through the
Eastern Ghats and emerges into the plains after passing Koida. Pranahita, Sabari and Indravathi
are the main tributaries of Godavari River. (Fig 1).The basin receives major part of its rainfall
during South West Monsoon period. More than 85 percent of the rain falls from July to
September. Annual rainfall of the basin varies from 880 to 1395 mm and the average annual
rainfall is 1110 mm.Floods are a regular phenomenon in the basin. Badrachalam, Kunavaram,
and the deltaic portion of the river are prone to floods frequently.Perur and Koida gauge
stations are the main base stations of the Central Water Commission for flood forecasting in the
basin. Geographic setting and locations of these basin stations are shown in Figure 1[4]
Fig. 1: Geographic setting of Godavari Basin [4]

11
III. FLOOD ROUTING
In hydrology, routing is a technique used to predict the changes in shape of water as it
moves through a river channel or a reservoir. In flood forecasting, hydrologists may want to
know how a short burst of intense rain in an area upstream of a city will change as it reaches the
city. Routing can be used to determine whether the pulse of rain reaches the city as a deluge or
a trickle. . Flood routing is important in the design of flood protection measures, to estimate
how the proposed measures will affect the behaviour of flood waves in rivers, so that adequate
protection and economic solutions may be found.
Central Water Commission started flood-forecasting services in 1958 with the setting
up of its first forecasting station on Yamuna at Delhi Railway Bridge. The Flood Forecasting
Services of CWC consists of collection of Hydrological/ Hydro-meteorological data from 878
sites, transmission of the data using wireless/ fax/ email/ telephones /satellites /mobiles,
processing of data, formulation of forecast and dissemination of the same. Presently, a network
of 175 Flood Forecasting Stations including 28 inflow forecast, in 9 major river basins and 71
sub basins of the country exists. It covers 15 States besides NCT Delhi and UT of Dadra &
Nagar Haveli. Central Water Commission on an average issues 6000 flood forecasts with an
accuracy of more than 95% every year. [3]
Fig. 2: Hydrological land covers of Godavari Basin Lake
Fig. 3: Topographic model of Godavari Basin

12
IV. MODELING APPROACH AND METHODOLOGY
MIKE 11 is a professional engineering software tool for the simulation of hydrology,
hydraulics, water quality and sediment transport in estuaries, rivers, irrigation systems and
other inland waters. MIKE 11 is a modeling package for the simulation of surface runoff, flow,
sediment transport, and water quality in rivers, channels, estuaries, and floodplains.
A. Hydrodynamic (HD) Module [1, 2]
The most commonly applied hydrodynamic (HD) model is a flood management tool
simulating the unsteady flows in branched and looped river networks and quasi
two-dimensional flows in floodplains. MIKE 11 HD, when using the fully dynamic wave
description, solves the equations of conservation of continuity and momentum (known as the
'Saint Venant' equations). The solutions to the equations are based on the following
assumptions:
• The water is incompressible and homogeneous (i.e. negligible variation in density)
• The bottom slope is small, thus the cosine of the angle it makes with the horizontal may
be taken as 1
• The wave lengths are large compared to the water depth, assuming that the flow
everywhere can be assumed to flow parallel to the bottom (i.e. vertical accelerations can
be neglected and a hydrostatic pressure variation in the vertical direction can be
assumed)
• The flow is sub-critical (super-critical flow is modeled in MIKE 11, however more
restrictive conditions are applied)
The equations used are:
CONTINUITY:
MOMENTUM:
Where
• Q:discharge,(m³/s)
• A:flowarea,(m²)
• q:lateral inflow,(m²/s)
• h:stage above datum,(m)
• C:Chezy resistance coefficient,(m½/s)
• R:hydraulic or resistance radius,(m)
• I: momentum distribution coefficient

13
V. MODEL CALIBRATION AND VALIDATION
Model calibration is the process of adjusting model parameter values until model
results match historical data. The process can be completed using engineering judgment by
repeatedly adjusting parameters and computing and inspecting the goodness-of-fit between the
computed and observed hydrographs. Significant efficiency can be realized with an automated
procedure (U.S. Army Corps of Engineers 2001). The quantitative measure of the
goodness-of-fit is the objective function. An objective function measures the degree of
variation between computed and observed hydrographs. The key to automated calibration is a
search method for adjusting parameters to minimize the objective function value and to find
optimal parameter values. A hydrograph is computed at the target element (outlet) by
computing all of the upstream elements and by minimizing the error (minimum deviation with
the observed hydrograph) using the optimization module. Parameter values are adjusted by the
search method; the hydrograph and objective function for the target element are recomputed.
The process is repeated until the value of the objective function reaches the minimum to the
best possible extent. During the simulation run, the model computes direct runoff of each
watershed and the inflow and outflow hydrograph of each channel segment. The model
computes the flood hydrograph at the outlet after routing flows from all sub basins to the basin
outlet .The computed hydrograph at the outlet is compared with the observed hydrograph at all
the sites.
A. Hydrodynamic (HD) Editor
The bed resistance is defined by a type and a corresponding global value. Local values
are entered in tabular form at the bottom of the editor. There are three resistance type options:
1. Manning's M (unit: m1/3
/s, typical range: 10-100)
2. Manning's n (reciprocal of Manning's M, typical range: 0.010-0.100)
3. Chezy number.
The resistance number is specified in the parameter `Resistance Number'. This number
is multiplied by the water level depending `Resistance factor' which is specified for the cross
sections in the cross section editor (.xns11 files) to give a resulting bed resistance.
B. Initial Conditions
Initial conditions for the hydrodynamic model are specified on this page. The initial
values may be specified as discharge and as either water level or water depth. The radio button
determines whether the specifications are interpreted as water level or depth. The global values
are applied over the entire network at the start of the computation. Specific local values can be
specified by entering river name, chainage and initial values. Local values will override the
global specification.

14
Fig. 4: Initial Conditions of Hydrodynamic Editor
C. Bed Resistance Toolbox
The bed resistance toolbox offers a possibility to make the program calculate the bed
resistance as a function of the hydraulic parameters during the computation by applying a
Bed Resistance Equation.
Fig. 5: Bed Resistance Toolbox of Hydrodynamic Editor

15
D. Surface and Root zone Parameters
The initial relative water contents of surface and root zone storage must be specified as
well as the initial values of overland flow and interflow. Parameters used in surface and root
zone are given below:
Fig. 6: Surface root zone parameters of Rainfall-Runoff Editor
The model is calibrated for the years 2009, 2010, 2011.After computing the exact value
of the unknown variable during the calibration process; the calibrated model parameters are
tested for another set of field observations to estimate the model accuracy. In this process, if the
calibrated parameters do not fit the data of validation, the required parameters have to be
calibrated again. Thorough investigation is needed to identify the parameters to be calibrated
again. In this study, hydro meteorological data of 2012 were used for model validation.
VI. REAL TIME VALIDATION OF THE MODEL
The developed model has been validated thoroughly at the Central Water Commission
Office in Hyderabad with the real-time hydro meteorological data during the floods of 2013(the
simulation period is 15 June to 15 October 2013). Considering the availability of real-time data,
discharge data of the PERUR, Rainfall Data of Perur, Eturnagaram, Dummagudem and
Badrachalam (Figure 1) were fed into the model as inputs. Rainfall runoff modeling was done
in all the sub basins located in the study area down to the above mentioned stations.
Hydrodynamic flow routing was also done in all the river channels. In real-time validation, the
total flood routing stretch is approximately 133 km long (Perur to Badrachalam). The selected
river reach Perur to Badrachalam is an ideal stretch as we have catchment area, flood routing,
and a tributary joining in middle and the stretch is not very long, the intermittent catchment
contribution is less. For study purpose this is the best stretch.
VII. RESULTS AND DISCUSSIONS
Agricultural land is the predominant land-use type in the study area that is severely
exposed to floods every year. Slopes in the deltaic portion of the river are very flat (less than 3

16
percent), causing frequent inundation in this area. Soils in the study area are very fine in texture,
resulting in more runoff.
The computed hydrograph during the validation process and observed hydrograph at
Perur and Badrachalam stations are shown in Figures below.
Fig. 7: Comparison of Actual Perur Water Level graph with the Simulated Perur Water Level
graph for the year 2012
Fig. 8: Comparison of Actual Badrachalam Water Level graph with the Simulated
Badrachalam Water Level graph for the year 2012

17
Fig. 9: Comparison of Actual Perur Water Level graph with the Simulated Perur Water Level
graph for the year 2013
Fig. 10: Comparison of Actual Badrachalam Water Level graph with the Simulated
Badrachalam Water Level graph for the year 2013
The computed hydrograph during the validation process and observed hydrograph at
Perur and Badrachalam stations are shown in Figures. These figures indicate that the computed
hydrographs match well with the observed hydrographs.
REFERENCES
[1] Danish Hydraulic Institute (1994): MIKE 11 FF Short description: Real Time flood
forecasting and modeling
[2] DHI (2002) MIKE II: A Modeling System for Rivers and Channels. Reference Manual,
DHI Software 2002, DHI Water & Environment, Horsholm, Denmark.
[3] CWC (Central Water Commission of India). 1989. Manual on Flood Forecasting. New
Delhi: Central Water Commission.
[4] Korada Hari Venkata Durga Rao*, Vala Venkateshwar Rao, Vinay Kumar Dadhwal,
Gandarbha Behera, and Jaswant Raj Sharma.,2011.A Distributed Model for Real-Time
Flood Forecasting in the Godavari Basin Using special inputs.

18
[5] Danish Hydraulic Institute (2003). MIKE 11 Reference Manual and User Guide, 2003
Amein, M., Fang, C.S.,
[6] 1970. Implicit flood routing in natural channel. Journal of Hydraulics Division, ASCE
96 (12), 2481–2500
[7] Bairacharya, K., Barry, D.A., 1997. Accuracy criteria for linearised diffusion wave
flood routing. Journal of Hydrology 195, 200–217
[8] Bobinski, E., Mierkiewicz, M., 1986. Recent developments in simple adaptive flow
forecasting models in Poland. Hydro- logical Sciences 31, 297–320.
[9] Chow, V.T., Maidment, D.R., Mays, L.W., 1988. Applied Hydrology, McGraw-Hill,
New York.
[10] Chow, V.T., 1973. Open-Channel Hydraulics, McGraw-Hill, New York
[11] David, C.C., Smith, G.F., 1980. The United States weather service river forecast system.
Real-Time Forecasting/Control of Water Resource Systems, 305 –325
[12] Franchini, M., Lamberti, P., 1994. A flood routing Muskingum type simulation and
forecasting model based on level data along Water Resources Research 30 (7),
2183–2196.
[13] Jorgensen, G. H., and J. Host-Madsen. 1997. Development of a Flood Forecasting
System in Bangladesh. In Proceedings of Conference

Mathematical modeling approach for flood management

More Related Content

What's hot (18)

Similar to Mathematical modeling approach for flood management (20)

More from prjpublications (20)

Recently uploaded (20)

Mathematical modeling approach for flood management