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7/28/2019 18 Ch 13 Disaster Management Plan_29.08.10
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7/28/2019 18 Ch 13 Disaster Management Plan_29.08.10
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
Tawang H.E. Project Stage-I 13-2
CISMHE
projects. The extreme nature of dam (barrage) break floods means that flow conditions will far
exceed the magnitude of most natural flood events. Under these conditions flow will behave
differently to conditions assumed for normal river flow modelling and areas will be inundated
that are not normally considered. This makes dam (barrage) break modelling a separate study for
the risk management and disaster management plan. Therefore, one of the main objectives of
dam (barrage) break modelling or flood routing is to simulate the movement of a dam (barrage)
break flood wave along a valley or indeed any area downstream that would flood as a result of
dam (barrage) failure. The key information required at any point of interest within this flood zone
is generally:
Travel time of flood water
Peak water level extent of inundation
Peak discharge
Duration of flooding
The nature, accuracy and format of information produced from a dam (barrage) break
analysis will be influenced by the end application of the data. The present study for the Tawang
H.E. Project Stage-I comprises of the following hydrodynamic simulations due to occurrence of:
- Design flood with Dam (barrage) break with initial reservoir level at FRL
- Design flood discharge with no dam (barrage) break,
- Design flood without dam (barrage) in place (virgin condition).
13.3 DAM BREAK MODELLING PROCESS
Generally, dam (barrage) break modelling can be carried out by either i) scaled physical
hydraulic models or ii) mathematical simulation using computer. A modern tool to deal with this
problem is the mathematical model, which is most cost effective and approximately solves the
governing flow equations of continuity and momentum by computer simulation. A flow chart for
mathematical modelling is given in Figure 13.1.
Mathematical modelling of dam (barrage) breach floods can be carried out by either one
dimensional analysis or two dimensional analysis. In one dimensional analysis, the information
about the magnitude of flood, i.e., discharge and water levels, variation of these with time and
velocity of flow through breach are assessed in the direction of flow. In the case of two
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
Tawang H.E. Project Stage-I 13-3
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dimensional analysis, the additional information about the inundated area, variation of surface
elevation and velocities in two dimension can also be forecast.
One dimensional analysis is generally accepted when valley is long and narrow and the
flood wave characteristics over a large distance from the dam (barrage) are of main interest. On
the other hand, when the valley widens considerably downstream of dam (barrage) and large area
is likely to be flooded, two dimensional analysis is necessary. The basic theory for dynamic
routing in one dimensional analysis consists of two partial differential equations originally
derived by Adhmar Jean Claude Barr de Saint-Venant in 1871. The equations are:
i. Conservation of mass (continuity) equation
(Q/X) + (A + A0) t/t - q = 0
ii. Conservation of momentum equation
(Q/t) + {(Q2/A)/X } + g A {(h/X ) + Sf+ Sc } = 0
where Q = discharge;
A = active flow area;
A0 = inactive storage area;
h = water surface elevation;
q= lateral outflow;
x = distance along waterway;
t = time;
Sf= friction slope;
Sc = expansion contraction slope and
g = gravitational acceleration.
Selection of an appropriate model to undertake dam (barrage) break flood modelling is
essential to ensure in achieving the right balance between modelling accuracy and cost in terms
of time spent developing the model setup. In the instant case HEC-RAS version 4.0 model
released by Hydrologic Engineering Center of U.S. Army Corps of Engineers in March 2008 has
been selected. HEC-RAS is an integrated system of software, designed for interactive use in a
multi-tasking environment. The system is comprised of a graphical user interface, separate
hydraulic analysis components, data storage and management capabilities, graphics and reporting
facilities. The model contains the advanced features for dam break simulation.
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
Tawang H.E. Project Stage-I 13-4
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HEC-RAS uses an implicit finite difference scheme. The common problem of instability
in the case of unsteady flow simulation can be overcome by suitable selection of following:
1. Cross section spacing along the river reach
2. Computational time step
3. Theta weighing factor for numerical solution
4. Solution iterations
5. Solution tolerance
6. Weir and spillway stability factors
13.4 DESCRIPTION OF THE PROJECT
Tawang HE Project Stage-I is a run-of-the-river scheme planned across Tawang Chhu
river, near Nuranang Chhu Powerhouse in Tawang district of Arunachal Pradesh. The project
envisages construction of 26 m high barrage (Type - RCC raft with piers) across Tawang Chhu
River. The Full Reservoir Level (FRL) and Minimum Draw Down Level (MDDL) for the project
are at EL 2090 m and 2087 m, respectively. The gross storage of the reservoir at FRL is 1.672
MCum (=167.2 ha m). The water spread area of the reservoir at FRL is 12.46 ha. The catchment
area at the project site is 2937 sq km. The Standard Probable Flood (SPF) for the project has been
estimated as 4263 cumec. The upstream elevation of the barrage is given in Fig.13.2 and the
salient features of the project are given in the Table 13.1
Table 13.1 Salient features of the Project
A LOCATION
State Arunachal Pradesh
District Tawang
River Tawang Chhu
Barrage Site Near Nuranang Chu Powerhouse
Nearest BG rail head Guwahati & Nagaon
Nearest airport Guwahati & Tezpur
Latitude 273520Longitude 915903
B HYDROLOGY
Catchment area 2937 sq km
Average annual rainfall (at Murga Bridge) 1710 mm
Maximum temperature 31.1 C
Minimum temperature -2.9 C
Max. 10 daily discharge 299.6 cumec
Min 10 daily discharge 28.2 cumec
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
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SPF 4263 cumec
C RESERVOIR
Full reservoir level (FRL) EL 2090 m
Min. Draw Down Level EL 2087 m
Gross Storage
at FRL 167.2 Hamat MDDL 131.43 Ham
Area Under submergence at FRL 12.46 Ha
D BARRAGE
Type RCC RAFT WITH PIERS
Top elevation EL 2092 m
Crest elevation EL 2068 m
Downstream Floor Level EL 2061 m
Length at top 130.5 m
Thickness of d/s Raft 5 m
Upstream Floor Level EL 2066 m
Upstream Floor Thickness 2 m
Thickness of Pier 3.5 m
Height 26 m
E SPILLWAY
Discharge capacity 12680 cumec
Type Orifice type
Crest elevation EL 2068 m
Number (including one emergency bay) 9
Size (W x H) 9.5 x 14.75 m
Energy dissipation Stilling Basin with End sill
13.5 METHODOLOGY: DATA INPUT AND MODEL SETUP
Undertaking a dam (barrage) break analysis requires following range of data:
(i) Cross sections of the river from barrage site and up to location downstream of the barrage
to which the study is required
(ii) Stage-volume relationship for the reservoir
(iii) Salient features of the all hydraulic structures at the barrage site and also in the study
reach of the river
(iv) Design flood hydrograph
(v) Stage-discharge relationship at the last river cross section of the study area
(vi) Mannings roughness coefficient for different reaches of the river under study
(vii) Rating curve of all the hydraulic structures in the study reach of the river
(viii) Topographic map of the downstream area for preparation of inundation map after dam
(barrage) break studies
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
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13.5.1 Dam (barrage) break model set up in generalThe dam (barrage) break model set up consists of a single or several channels, reservoirs,
dam (barrage) break structures, and other auxiliary dam (barrage) structures such as spillways,
sluices etc. The river is represented in the model by cross section at regular intervals. However,
due to the highly unsteady nature of dam (barrage) break flood propagation, it is advisable that
the river course be described as accurately as possible through the use of closely spaced cross
sections, particularly where the cross section is changing rapidly. Further, the cross sections
should extend as far as the highest modeled water level, which normally will be in excess of the
highest recorded flood level.
The reservoir is normally modeled as a storage area to describe the storage characteristics
by the use of storage-volume at different levels. This point will often also be the upstream
boundary of the model, where inflow hydrograph may be specified. The downstream boundary
will be either a stage discharge relation or time series water level as in case of tidal waves etc.
For dam (barrage) break model setup and other hydrodynamic model set up for Tawang H.E.
Project Stage-I, the different components of the project have been represented in the model as
following:
13.5.2 Tawang Chhu River
The Tawang Chhu river for a length of 15.1 km downstream of Tawang HE Project
Stage-I barrage site has been represented in the model by cross sections taken at barrage axis has
been connected to a storage area representing the reservoir. As the dam (barrage) breach flood
levels far exceed the normal flood level marks and the flood spreads beyond the normal river
course, the Mannings roughness coefficient for the dam (barrage) break studies should be
assumed normally more than the other hydro-dynamic studies. The Mannings roughness
coefficient for entire study reach of the river has been taken as 0.040 considering the boulder
river beds with grassy banks of hilly terrain.
13.5.3 Reservoir
The reservoir has been represented in the model by storage area of the graphical editor of
the model and its Elevation-volume relationship has been specified therein. The stage volume
relationship of the reservoir as used in the model set up is given in Table 13.2
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
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Table13.2 Elevation-Volume relationship of reservoir
ELEVATION
(m)
CUMULATIVE VOLUME
(cubic meter)
2064 0
2065 900
2066 6100
2067 17000
2068 33100
2069 55600
2070 83300
2071 116900
2072 156500
2074 249800
2076 3618002078 493500
2080 641000
2082 807900
2084 997800
2086 1205000
2088 1429100
2090 1672000
2092 1927000
13.5.4 Dam (barrage) and Spillway
The dam (barrage) of the project has been represented in the model by its crest length and
crest level at the cross section just downstream of the reservoir. For the dam (barrage) break
study the breach plan data has been specified at barrage location. The breast wall spillway of the
project have been represented as gated inline structures at the barrage location, with its crest
level, gate size and number of gates specified therein. The HEC-RAS model set up for dam
(barrage) and spillway is given in Fig. 13.2
13.5.5 Upstream Boundary
Normally upstream boundary for any hydrodynamic study is the flood hydrograph. This
flood hydrograph can be corresponding to a flood of specific return period i.e. Standard Probable
Flood (SPF) or Probable Maximum Flood (PMF). For the dam (barrage) break model simulation,
the design flood (GLOF+SPF) given in Table 13.3 has been considered as the upstream
boundary. The same has been impinged in to the reservoir as inflow hydrograph.
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Table 13.3 : Design Flood (GLOF+SPF)
Time
(hour)
Discharge
(cumec)
Time
(hour)
Discharge
(cumec)
Time
(hour)
Discharge
(cumec)
0 185 33 2377 66 664
1 190 34 2718 67 615
2 208 35 3112 68 574
3 244 36 3519 69 536
4 301 37 3887 70 502
5 382 38 4160 71 470
6 487 39 12680 72 441
7 637 40 10584 73 415
8 859 41 8694 74 390
9 1168 42 7310 75 367
10 1548 43 6194 76 341
11 1967 44 5323 77 313
12 2390 45 4632 78 285
13 2771 46 4095 79 264
14 3064 47 3671 80 248
15 3238 48 3340 81 239
16 3272 49 3064 82 232
17 3178 50 2825 83 226
18 2996 51 2603 84 22419 2782 52 2383 85 221
20 2578 53 2163 86 218
21 2409 54 1951 87 215
22 2281 55 1759 88 212
23 2191 56 1592 89 207
24 2125 57 1441 90 203
25 2074 58 1309 91 199
26 2033 59 1193 92 198
27 1996 60 1091 93 197
28 1962 61 1000 94 197
29 1936 62 918
30 1933 63 846
31 1984 64 780
32 2127 65 718
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13.5.6 Downstream Boundary
The normal depth has been used as the downstream boundary for the dam (barrage) break
model set up. The downstream boundary has been applied at the cross section of Tawang Chhu
river 15.1 km d/s of Tawang HE Project Stage-I barrage site.
13.5.7 Selection of breach parameters for Dam (barrage) Break study
For any dam (barrage) break study it is extremely difficult to predict the chances of
failure of a dam (barrage), as prediction of the dam (barrage) breach parameters and timing of the
breach are not within the capability of any of the commercially available mathematical models.
However, assuming the dam (barrage) fails, the important aspects to deal with are, time of
failure, extent of overtopping before failure, size, shape and time of the breach formation.
Estimation of the dam (barrage) break flood will depend on these parameters.
The breach characteristics that are used as input to the existing dam (barrage) break
models are i) Final bottom width of the breach, ii) Final bottom elevation of the breach, iii) Left
and right side slope of the breaching section, iv) Full formation time of breach, and v) Reservoir
level at time of start of breach. The breach formation mechanism is, to a large extent, dependent
on the type of dam (barrage) and the cause due to which the dam (barrage) failed.
A study of the different dam (barrage) failures indicate that concrete arch and gravity
dams breach by sudden collapse, overturning or sliding away of the structure due to inadequate
design or excessive forces that may result from overtopping, earthquakes and deterioration of the
abutment or foundation material. The manner in which the failure is to commence can be
specified as one of the following:
At a specified stage (water surface elevation) of the reservoir and duration
At a specified time
13.5.7.1 Critical condition for dam (barrage) break study
The critical condition for a dam (barrage) break study is when the reservoir is at Full
Reservoir Level (FRL) and design flood hydrograph (GLOF+SPF) in the present case is
impinged. Accordingly, in the present study keeping the reservoir at FRL of 2090 m, the
reservoir routing has been carried out by impinging the design flood hydrograph. The flood
discharge capacity of spillway is 12680 cumec while the peak ordinate of (GLOF+SPF) is also
12680 cumec. As the capacity of spillway is sufficient for the design flood it is possible to
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management Plan
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synchronize the outflow with all segments or the ordinates of the design flood. Accordingly the
release through spillway has been synchronized with the ordinates of design flood keeping the
reservoir at FRL throughout the simulation period of 94 hours. The discharge through spillway
gates and the reservoir level as obtained during reservoir routing of SPF is shown in Fig. 13.3.
The dates given on the horizontal axis of the plot are the relative dates only, as used in HEC-RAS
model set up. From the Fig. 13.3 it can be seen that the design flood can be safely passed by
suitable operation of spillway gates. It is important to mention here that the reservoir storage at
FRL is only 1.672 Mcum.
13.5.7.2 Breach parameters selected for sensitivity analysis of dam (barrage) break simulation
Considering the criteria for selection of breach parameters and critical condition for the
dam (barrage) break study as discussed earlier, two different cases of breach parameters as given
in (Table 13.4) have been identified for sensitivity analysis of dam (barrage) break simulations.
In both the two cases, the initial breach elevation has been taken corresponding to the top of
barrage (EL 2092 m). The final bottom elevation of the breach has been taken corresponding to
average ground level. The breach side slope has been taken as zero for concrete gravity dam
breach and 0.50 for compacted rockfill breach. The breach development time has been taken as
10 minutes for the instantaneous breaching of concrete blocks. The breach development time has
been taken as 30 minutes for breaching of compacted rockfill portion.
Table 13.4: Breach parameters considered for sensitivity analysis
Breach Elevation
(m)
Breach
Width (m)
Breach
Development
Time
(Minutes)
Max. Discharge
just d/s of
barrage
(cumec)
RemarksCase
No.
Initial Final
1. 2092 2068 26 10 14910 2 concrete blocks with pier to
pier central line width of 26 m
considered to break up to the
foundation level at EL of
2068 m.
2. 2092 2080 20 30 12654 The compacted rockfill with
bottom breach width of 20 mand side slope of 0.5
considered to breach up to
average ground level at EL
2080 m.
As case-1 results the maximum discharge just downstream of barrage (Table 13.4), the
same has been finalized for detailed outputs of dam (barrage) break simulation.
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13.5.7.3 Dam (barrage) break simulation: Breach width 26 m, breach depth 24 m
For the present case, two concrete blocks with total width of 26 m considered to break till
the foundation at EL 2068 m, 39 hours after the occurrence of design flood. As the reservoir is
very small with storage of 1.672 Mcum only at FRL the assumption of only two concrete blocks
getting breached is completely justified. In the model set up the first ordinate of design flood
hydrograph has been assumed to occur on 02 July 2010 at 0000 hour (which is a relative time
used for mathematical modelling only). Accordingly, the dam (barrage) has been assumed to
breach on 03 July 2010 at 1500 hours, when the peak of design flood also occurs. The maximum
discharge through breach has been found as 2631 cumec occurring on 03 July 2010 at 1500 hours
i.e. (39 hours after the impingement of design flood hydrograph). The time series plot of
discharge through dam (barrage) breach is given in Figure 13.4. From Figure 13.4 it can be seen
that due to very small capacity of the reservoir gets depleted instantly resulting the maximum
discharge through breach of the order of 2631 cumec with the time base of the breach outflow
hydrograph of only 30 minutes.
The dam (barrage) break flood hydrograph just downstream of barrage (comprising of
total discharge through spillway and dam (barrage) breach) with peak 14910 cumec is given in
Fig. 13.5. The maximum discharge, water level and flood travel time at different locations of the
Tawang Chhu river downstream of the dam are given in Table 13.5. From the Table 13.5., it can
be seen that the dam (barrage) breach flood peak just downstream of the barrage is 14910 cumec
which gets reduced to 14740 cumec at a distance 15100 m downstream of barrage. This very
little attenuation of flood peak is primarily due to very steep slope of the river (of the order of
1:100) in the study reach. The flood wave propagation for such steep slope is expected to be like
kinematic wave with very little or nil attenuation of flood peak. The velocity of the flood wave in
the study reach of the river is about 90 km/hour due to very steep slope of the river course.
Table 13.5 Maximum discharge, water level and flood wave travel time at different
locations of Tawang Chhu river for dam (barrage) break of Tawang HE
Project Stage-I (breach width 26m, breach depth 24 m)
(Note: Tawang Chhu 400 denotes the location of river cross sections 400 m d/s of barrage axis)
River
Chainage (m)
d/s of Tawang
HEP Stage-I
barrage axis
Profile
Max
Disch-
arge
Bed
level
Max.
Water
level
Travel
Time
(m) (m3/s) (m) (m) (Date: hr:min:sec)
Tawang Chhu 0 Max WS 14910 2066.29 2078.28 3-7-2010 15:00:00
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Tawang Chhu -400 Max WS 14885 2057.08 2067.73 3-7-2010 15:01:00
Tawang Chhu -1000 Max WS 14899 2004.60 2040.03 3-7-2010 15:02:00
Tawang Chhu -1500 Max WS 14914 1982.18 2013.73 3-7-2010 15:02:00
Tawang Chhu -2000 Max WS 14913 1973.11 1992.80 3-7-2010 15:02:00
Tawang Chhu -2500 Max WS 14869 1948.39 1980.32 3-7-2010 15:02:00
Tawang Chhu -3000 Max WS 14890 1926.11 1958.79 3-7-2010 15:03:00
Tawang Chhu -3500 Max WS 14892 1914.97 1939.52 3-7-2010 15:03:00
Tawang Chhu -4000 Max WS 14852 1897.07 1926.45 3-7-2010 15:03:00
Tawang Chhu -4500 Max WS 14876 1889.23 1909.40 3-7-2010 15:04:00
Tawang Chhu -5000 Max WS 14871 1879.41 1903.18 3-7-2010 15:04:00
Tawang Chhu -5500 Max WS 14837 1874.56 1894.51 3-7-2010 15:04:00
Tawang Chhu -6000 Max WS 14854 1864.38 1886.44 3-7-2010 15:05:00
Tawang Chhu -6500 Max WS 14823 1853.37 1875.48 3-7-2010 15:05:00
Tawang Chhu -7000 Max WS 14818 1841.10 1865.84 3-7-2010 15:06:00
Tawang Chhu -7500 Max WS 14828 1811.23 1850.89 3-7-2010 15:06:00
Tawang Chhu -8000 Max WS 14827 1784.24 1820.58 3-7-2010 15:06:00
Tawang Chhu -8500 Max WS 14806 1757.40 1792.72 3-7-2010 15:06:00
Tawang Chhu -9000 Max WS 14814 1751.25 1770.40 3-7-2010 15:06:00
Tawang Chhu -9500 Max WS 14822 1745.35 1763.45 3-7-2010 15:07:00
Tawang Chhu -10000 Max WS 14802 1723.72 1754.01 3-7-2010 15:07:00
Tawang Chhu -10500 Max WS 14794 1714.62 1735.57 3-7-2010 15:08:00
Tawang Chhu -11000 Max WS 14802 1696.94 1724.86 3-7-2010 15:08:00
Tawang Chhu -11500 Max WS 14789 1675.19 1705.60 3-7-2010 15:08:00
Tawang Chhu -12000 Max WS 14771 1662.01 1687.87 3-7-2010 15:09:00
Tawang Chhu -12500 Max WS 14767 1655.27 1675.04 3-7-2010 15:09:00
Tawang Chhu -13000 Max WS 14757 1643.02 1667.61 3-7-2010 15:09:00
Tawang Chhu -13500 Max WS 14752 1627.80 1654.39 3-7-2010 15:10:00
Tawang Chhu -14000 Max WS 14760 1611.17 1639.85 3-7-2010 15:10:00
Tawang Chhu -14500 Max WS 14750 1597.07 1623.24 3-7-2010 15:10:00
Tawang Chhu -15100 Max WS 14740 1587.47 1612.99 3-7-2010 15:10:00
13.5.7.3.1 Dam (barrage) Breach flood hydrographThe dam (barrage) break flood hydrograph just downstream of the Tawang HE Project
Stage-I barrage for breach parameters corresponding to case-1 (Table 13.4) given in Figure 13.5
is also tabulated in Table13.6.
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Table 13.6: Dam (barrage) break flood hydrograph
Date (hr:min:sec) Discharge (cumec) Date (hr:min:sec) Discharge (cumec)
2-7-2010 00:00:00 10 3-7-2010 18:00:00 73562-7-2010 01:00:00 190 3-7-2010 19:00:00 62322-7-2010 02:00:00 207 3-7-2010 20:00:00 5355
2-7-2010 03:00:00 243 3-7-2010 21:00:00 46582-7-2010 04:00:00 299 3-7-2010 22:00:00 41162-7-2010 05:00:00 379 3-7-2010 23:00:00 36882-7-2010 06:00:00 483 4-7-2010 00:00:00 33542-7-2010 07:00:00 632 4-7-2010 01:00:00 30762-7-2010 08:00:00 851 4-7-2010 02:00:00 28352-7-2010 09:00:00 1156 4-7-2010 03:00:00 26132-7-2010 10:00:00 1532 4-7-2010 04:00:00 23932-7-2010 11:00:00 1951 4-7-2010 05:00:00 21732-7-2010 12:00:00 2375 4-7-2010 06:00:00 19612-7-2010 13:00:00 2758 4-7-2010 07:00:00 17682-7-2010 14:00:00 3054 4-7-2010 08:00:00 16012-7-2010 15:00:00 3232 4-7-2010 09:00:00 14492-7-2010 16:00:00 3271 4-7-2010 10:00:00 13162-7-2010 17:00:00 3181 4-7-2010 11:00:00 11992-7-2010 18:00:00 3002 4-7-2010 12:00:00 10962-7-2010 19:00:00 2789 4-7-2010 13:00:00 10042-7-2010 20:00:00 2585 4-7-2010 14:00:00 9222-7-2010 21:00:00 2415 4-7-2010 15:00:00 8492-7-2010 22:00:00 2286 4-7-2010 16:00:00 7832-7-2010 23:00:00 2194 4-7-2010 17:00:00 7213-7-2010 00:00:00 2127 4-7-2010 18:00:00 6663-7-2010 01:00:00 2076 4-7-2010 19:00:00 6173-7-2010 02:00:00 2035 4-7-2010 20:00:00 5753-7-2010 03:00:00 1997 4-7-2010 21:00:00 5373-7-2010 04:00:00 1963 4-7-2010 22:00:00 5033-7-2010 05:00:00 1937 4-7-2010 23:00:00 471
3-7-2010 06:00:00 1933 5-7-2010 00:00:00 4423-7-2010 07:00:00 1982 5-7-2010 01:00:00 4163-7-2010 08:00:00 2122 5-7-2010 02:00:00 3913-7-2010 09:00:00 2368 5-7-2010 03:00:00 3683-7-2010 10:00:00 2706 5-7-2010 04:00:00 3423-7-2010 11:00:00 3099 5-7-2010 05:00:00 3143-7-2010 12:00:00 3506 5-7-2010 06:00:00 2863-7-2010 13:00:00 3876 5-7-2010 07:00:00 2653-7-2010 14:00:00 4152 5-7-2010 08:00:00 2493-7-2010 14:15:00 6062 5-7-2010 09:00:00 2393-7-2010 14:30:00 8219 5-7-2010 10:00:00 2323-7-2010 14:45:00 10366 5-7-2010 11:00:00 2263-7-2010 15:00:00 14910 5-7-2010 12:00:00 2243-7-2010 15:05:00 14111 5-7-2010 13:00:00 221
3-7-2010 15:10:00 12633 5-7-2010 14:00:00 2183-7-2010 15:15:00 12233 5-7-2010 15:00:00 2153-7-2010 15:30:00 11694 5-7-2010 16:00:00 2123-7-2010 15:45:00 11171 5-7-2010 17:00:00 2073-7-2010 16:00:00 10648 5-7-2010 18:00:00 2033-7-2010 16:15:00 10169 5-7-2010 19:00:00 1993-7-2010 16:30:00 9697 5-7-2010 20:00:00 1983-7-2010 17:00:00 8754
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13.5.8 Maximum water level in Tawang Chhu due to occurrence of design flood without
dam (barrage) break
In order to assess the maximum water level at different locations of Tawang Chhu river
downstream of barrage due to occurrence of design flood, without any dam (barrage) break, the
design has been routed through the reservoir assuming initial water level at FRL. As the capacity
of reservoir at FRL is only 1.672 Mcum no mitigation in design flood peak can be expected.
Further, the capacity of spillway is sufficient for the design flood, hence, it is possible to
synchronize the spillway outflow with all segments or the ordinates of the design flood.
Accordingly the release through spillway has been synchronized with the ordinates of design
flood keeping the reservoir at FRL throughout the simulation period.
The maximum discharge, water level and flood travel time at different locations of the
Tawang Chhu river downstream of the barrage are given in Table 13.7. From the Table 13.7 it
can be seen that there is no attenuation in the flood peak. This is due to very large time base of
the peak segment of the design flood hydrograph. Due to very steep slope the flood translation
characteristic is just like kinematic wave without any attenuation of peak. The velocity of the
flood wave propagation in the study reach of the river is about 70 km/hour.
Table 13.7 Maximum discharge, water level and flood wave travel time in Tawang Chhu
due to occurrence of design flood without dam (barrage) breach
River
Chainage (m)
d/s of Tawang
HEP Stage-I
barrage axis
Profile
Max
Disch-
arge
Bed
level
Max.
Water
level
Travel
Time
(m) (m3/s) (m) (m) (Date: hr:min:sec)
Tawang Chhu 0 Max WS 12600 2066.29 2077.19 3-7-2010 15:00:00
Tawang Chhu -400 Max WS 12599 2057.08 2066.86 3-7-2010 15:01:00
Tawang Chhu -1000 Max WS 12598 2004.60 2012.97 3-7-2010 15:02:00
Tawang Chhu -1500 Max WS 12597 1982.18 1991.93 3-7-2010 15:03:00
Tawang Chhu -2000 Max WS 12597 1973.11 1979.70 3-7-2010 15:03:00
Tawang Chhu -2500 Max WS 12597 1948.39 1958.00 3-7-2010 15:04:00
Tawang Chhu -3000 Max WS 12597 1926.11 1938.65 3-7-2010 15:04:00
Tawang Chhu -3500 Max WS 12597 1914.97 1925.74 3-7-2010 15:04:00
Tawang Chhu -4000 Max WS 12597 1897.07 1908.55 3-7-2010 15:04:00
Tawang Chhu -4500 Max WS 12597 1889.23 1902.13 3-7-2010 15:05:00
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Tawang Chhu -5000 Max WS 12597 1879.41 1893.53 3-7-2010 15:05:00
Tawang Chhu -5500 Max WS 12597 1874.56 1885.45 3-7-2010 15:06:00
Tawang Chhu -6000 Max WS 12597 1864.38 1874.68 3-7-2010 15:06:00
Tawang Chhu -6500 Max WS 12597 1853.37 1864.97 3-7-2010 15:06:00
Tawang Chhu -7000 Max WS 12596 1841.10 1850.08 3-7-2010 15:07:00
Tawang Chhu -7500 Max WS 12596 1811.23 1819.87 3-7-2010 15:07:00
Tawang Chhu -8000 Max WS 12596 1784.24 1791.98 3-7-2010 15:07:00
Tawang Chhu -8500 Max WS 12596 1757.40 1769.48 3-7-2010 15:07:00
Tawang Chhu -9000 Max WS 12596 1751.25 1762.53 3-7-2010 15:08:00
Tawang Chhu -9500 Max WS 12596 1745.35 1753.30 3-7-2010 15:08:00
Tawang Chhu -10000 Max WS 12596 1723.72 1734.69 3-7-2010 15:09:00
Tawang Chhu -10500 Max WS 12596 1714.62 1724.12 3-7-2010 15:09:00
Tawang Chhu -11000 Max WS 12596 1696.94 1704.82 3-7-2010 15:09:00Tawang Chhu -11500 Max WS 12596 1675.19 1686.96 3-7-2010 15:10:00
Tawang Chhu -12000 Max WS 12596 1662.01 1674.15 3-7-2010 15:10:00
Tawang Chhu -12500 Max WS 12596 1655.27 1666.62 3-7-2010 15:10:00
Tawang Chhu -13000 Max WS 12596 1643.02 1653.52 3-7-2010 15:11:00
Tawang Chhu -13500 Max WS 12596 1627.80 1638.89 3-7-2010 15:11:00
Tawang Chhu -14000 Max WS 12596 1611.17 1622.02 3-7-2010 15:12:00
Tawang Chhu -14500 Max WS 12596 1597.07 1612.23 3-7-2010 15:12:00
Tawang Chhu -15100 Max WS 12596 1587.47 1602.75 3-7-2010 15:13:00
13.5.9 Maximum water level in virgin condition of Tawang Chhu due to occurrence of
design flood
It is important to know the water level for occurrence of design flood in the virgin condition
of the Tawang Chhu river i.e., without barrage. This will indicate inundation levels under virgin
conditions. In this condition the design has been impinged at chainage 0 of the Tawang Chhu
river (location just downstream of barrage) without considering the Tawang HE Project Stage-I.
The maximum discharge, water level and flood travel time at different locations of the
Tawang Chhu river are given in Table 13.8. From the Table 13.8 it can be seen that the
maximum discharge and water level in this case is exactly same as that of routing of design flood
without dam (barrage) break. The velocity of the flood wave propagation in this case is also
about 70 km/hour.
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Table 13.8 : Maximum discharge, water level and average travel time in virgin condition of
Tawang Chhu river due to occurrence of design flood
River
Chainage (m)
d/s of Tawang
HEP Stage-I
barrage axis
Profile
Max
Disch-
arge
Bed
level
Max.
Water
level
Travel
Time
(m) (m3/s) (m) (m) (Date: hr:min:sec)
Tawang Chhu 0 Max WS 12600 2066.29 2077.19 3-7-2010 15:00:00
Tawang Chhu -400 Max WS 12599 2057.08 2066.86 3-7-2010 15:01:00
Tawang Chhu -1000 Max WS 12598 2004.60 2012.97 3-7-2010 15:02:00
Tawang Chhu -1500 Max WS 12597 1982.18 1991.93 3-7-2010 15:03:00
Tawang Chhu -2000 Max WS 12597 1973.11 1979.70 3-7-2010 15:03:00
Tawang Chhu -2500 Max WS 12597 1948.39 1958.00 3-7-2010 15:04:00
Tawang Chhu -3000 Max WS 12597 1926.11 1938.65 3-7-2010 15:04:00Tawang Chhu -3500 Max WS 12597 1914.97 1925.74 3-7-2010 15:04:00
Tawang Chhu -4000 Max WS 12597 1897.07 1908.55 3-7-2010 15:04:00
Tawang Chhu -4500 Max WS 12597 1889.23 1902.13 3-7-2010 15:05:00
Tawang Chhu -5000 Max WS 12597 1879.41 1893.53 3-7-2010 15:05:00
Tawang Chhu -5500 Max WS 12597 1874.56 1885.45 3-7-2010 15:06:00
Tawang Chhu -6000 Max WS 12597 1864.38 1874.68 3-7-2010 15:06:00
Tawang Chhu -6500 Max WS 12597 1853.37 1864.97 3-7-2010 15:06:00
Tawang Chhu -7000 Max WS 12596 1841.10 1850.08 3-7-2010 15:07:00
Tawang Chhu -7500 Max WS 12596 1811.23 1819.87 3-7-2010 15:07:00
Tawang Chhu -8000 Max WS 12596 1784.24 1791.98 3-7-2010 15:07:00
Tawang Chhu -8500 Max WS 12596 1757.40 1769.48 3-7-2010 15:07:00
Tawang Chhu -9000 Max WS 12596 1751.25 1762.53 3-7-2010 15:08:00
Tawang Chhu -9500 Max WS 12596 1745.35 1753.30 3-7-2010 15:08:00
Tawang Chhu -10000 Max WS 12596 1723.72 1734.69 3-7-2010 15:09:00
Tawang Chhu -10500 Max WS 12596 1714.62 1724.12 3-7-2010 15:09:00
Tawang Chhu -11000 Max WS 12596 1696.94 1704.82 3-7-2010 15:09:00
Tawang Chhu -11500 Max WS 12596 1675.19 1686.96 3-7-2010 15:10:00
Tawang Chhu -12000 Max WS 12596 1662.01 1674.15 3-7-2010 15:10:00
Tawang Chhu -12500 Max WS 12596 1655.27 1666.62 3-7-2010 15:10:00
Tawang Chhu -13000 Max WS 12596 1643.02 1653.52 3-7-2010 15:11:00
Tawang Chhu -13500 Max WS 12596 1627.80 1638.89 3-7-2010 15:11:00
Tawang Chhu -14000 Max WS 12596 1611.17 1622.02 3-7-2010 15:12:00
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Tawang Chhu -14500 Max WS 12596 1597.07 1612.23 3-7-2010 15:12:00
Tawang Chhu -15100 Max WS 12596 1587.47 1602.75 3-7-2010 15:13:00
13.5.10 Inundation map
An inundation map depicting the downstream areas likely to be inundated by the dam
(barrage) break was prepared. The map was prepared with the help of maximum water level
given in Tables 13.5, 13.7 and 13.8 for different simulated conditions. The inundation map has
been prepared using 1:50000 SOI toposheets. It is clear from this study that in the event of the
barrage break, none of the villages / settlements will be affected because they fall out of the
inundation zone. However, infrastructure assets like short length of road and existing bridge
located on the margins of the likely flooded area may be affected. due to dam (barrage) break
flood (Fig. 13.6). In such a scenario, loss of property could be anticipated in the downstream. The
uncertainties associated with the inundation map, specially breach width, breach depth and
breach development time may cause uncertainty in flood peak estimation and arrival times.
13.6 DISASTER MANAGEMENT PLAN
Dam (barrage) failure though unlikely to happen, poses serious threat to human lives,
property and infrastructures located downstream from the dam (barrage). In order to save a large
numbers of injuries, huge damage to property an integrated disaster management approach is
essential. This approach includes disaster prevention, mitigation, and preparedness. However,
failure of dam (barrage) is a low risk but high impact hazard as they do not occur often but can be
extremely catastrophic. However, over the recent years failure rate has fallen below 0.5%, in
which most of the failures involve small dams. The failures of dam (barrage) are directly related
to the type of dams (barrages).
From the result it is evident that up to about 15.1 km D/S of the Tawang H.E Stage I
barrage, time required in reaching the flood wave elevation to the maximum is of the order of
few minutes. It hardly leaves any possibility of any rescue or evacuation. Since the time available
is very short, the Disaster Management Plan should concentrate on preventive actions.
Surveillance and monitoring programmes are required to be implemented during design
and investigation, construction, first reservoir filling, early operation period and operation &
maintenance phases of the life cycle of barrage. It is desirable that all gates, electricity, public
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announcement system, power generator backups etc. are thoroughly checked before arrival of the
monsoon. As it is clear from the results that upstream water level has significant effect on the
dam (barrage) break flood, the following flood conditions may be considered for different level
of alertness:
i) If u/s water level is at or below FRL (El. 2090 m) and flood is of the order of 20% to 30%
PMF, it may be considered as normal flood condition and normal routine may be
maintained.
ii) If water level is rising above FRL, it may be considered as Level-1 emergency. In this
condition all concerned officials should be alerted so that they may reach at the barrage site to
take suitable actions. Preventive actions may be carried out simultaneously. A suitable
warning and notification procedure may be laid. The local officials should be informed about
the situation.
iii) If u/s water level rises above the barrage top (El. 2092 m), it may be considered as Level-2
emergency. At this point only a few minutes are available for taking any action. All the staff
from the barrage site should be alerted to move to a safe place. The district administration
and the Corporations head office should be informed about the possibility of barrage failure.
The following measures can be taken to avoid the loss of lives and property:
13.6.1 Preventive Measures
Once the likelihood of an emergency situation is suspected, action has to be initiated to
prevent a failure. The point at which each situation reaches an emergency status shall be
specified and at that stage the vigilance and surveillance shall be upgraded. At this stage a
thorough inspection of the barrage shall be carried out to locate any visible signs of distress. The
anticipated need of equipment shall be evaluated and if these are not available at the barrage site,
the exact locations and availability of these equipments shall be identified. A plan shall be drawn
on priority for inspection of the barrage. The barrage, its sluices and non-overflow sections will
be properly illuminated.
13.6.2 Surveillance
Surveillance and monitoring programs are required to be implemented during design and
investigation, construction, early operation period and operation and maintenance phases of the
life cycle of the barrage. It is desirable that all gates, public announcement system, power
generator backups etc. are thoroughly checked before arrival of the monsoon. An effective flood
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forecasting system is required by establishing hourly gauge reading at suitable u/s locations with
real time communicator at the top. An effective dam (barrage) safety surveillance and monitoring
programme also includes rapid analysis and interpretation of instrumentation and observation data
along with periodic inspection, safety reviews and evaluation.
13.6.3 Infrastructural Development
It is essential to improve, modernise and expand the existing network of rainfall and
stream gauging stations in the region. Total financial allocation for the surveillance, monitoring
and infrastructure development would be Rs. 60 lakhs.
13.6.4 Emergency Action & Preparedness Plan
An emergency is defined as a condition of serious nature which develops unexpectedly
and endangers downstream property and human life and requires immediate attention.
Community preparedness is key mitigation factor in the flash flood condition. It involves not only
the emergency action plan and well developed communication but needs awareness programme for
the people residing in downstream areas. Preparedness also involves the development of
infrastructures like escape routes and refuge for people and livestock of flood prone areas.
Following emergency action and preparedness measures are suggested for disaster management
of Tawang HE Project Stage I:
13.6.4.1 Administrative and Procedural Aspects
The Administrative and Procedural aspects of emergency action plan consist of a
flowchart depicting the names, addresses and telephone numbers of the responsible and
coordinating officials. In order of hierarchy, the following system will usually be appropriate. In
the event of potential emergency, the observer at the site is required to report it to the Engineer-
in-charge through a wireless system, if available, or by the fastest communication system
available. The Engineer-in-charge shall be responsible for contacting the Civil Administration,
viz. Deputy Commissioner. In order to oversee all the operations required to tackle the
emergency situations, a centralized command and control room would be set up by the project
authorities at Jang village near the barrage site. The office would also remain in contact with
offices of downstream projects. .
Each person involved with the emergency plan would be made aware of his/her
responsibilities / duties and the importance of work assigned under the Emergency Action Plan.
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All the villages falling under the flood prone zone or on the margins would be connected through
wireless communication system with backup of standby telephone lines. A centralized siren alert
system would be installed at all the Village Panchayats so that in the event of a warning all
villagers can be alerted through sirens rather than informing everybody through messengers
which is not feasible in such emergency situations. A financial allocation of Rs.70 lakhs has
been made in the project cost for setting up of emergency control room and installation of
siren/hooter alert systems at various locations.
13.6.4.2 Communication System
An efficient communication system and a downstream warning system are absolutely
essential for the success of an emergency plan especially when time is of great essence. The
difference between a high flood and a dam (barrage) break situation shall be made clear to the
downstream people in advance through awareness programmes. All the villages falling under the
flood-prone zone or on the margins are required to be connected through wireless system backed
by stand-by telephone lines. A centralized siren system is to be installed at Panchayats so that
villagers can be alerted in the event of any disaster.
Keeping the disaster scenario in mind, any terrestrial system such as land lines or even
cellular towers, etc. are likely to be the first casualty in earthquakes or floods. The system,
therefore, cannot be made operational soon enough. The fault repairs and restoration of
communication services are usually not possible for a considerable period of time after the calamity
has struck. Moreover, it is critical that the communication systems are restored at the earliest so that
relief/medical teams and other personnel can be arranged at the earliest possible time. All the
subsidiary help depends solely on the communication system. As this criterion is paramount,
existing systems such as telephones and telex, etc. are practically of little use in case of such events
and situations. Similarly, microwave links are expected to be down due to collapse of towers, etc.
Restoration of towers and alignment of equipment is again a time consuming activity.
Keeping in view the urgency of services and their dependability during emergency
relevant to the disaster conditions, satellite based systems present an ideal solution. The satellite
based system usually comprises following components:
i) A small dish of approximately one meter diameter
ii) Associated radio equipment
iii) A power source
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The deployment of the system is not dependent on the restoration of land routes. The
existing satellite based communication systems are designed in such a manner that they are able
to withstand fairly high degree of demanding environmental conditions. Secondly, the restoration
of the satellite based system can be undertaken by carrying maintenance personnel and
equipment by helicopters at a very short notice. Even the fresh systems could be inducted in a
matter of an hour or so because most of these are designed for transportability by air. The
deployment takes usually less than an hour. The power requirements are not large and can be met
by sources such as UPS/batteries/generators. Satellite phones are the other option that could
prove very useful for such situations and must be considered by the project authorities.
The cost of deployment and maintenance of a telecommunication system in disaster prone
areas is not as important as the availability, reliability and quick restoration of the system. The cost
of both satellite bandwidth and the ground components of the satellite communication system has
been decreasing rapidly like that of V-SAT (Very Small Aperture Terminal) based systems
supporting a couple of voice and data channels. Some highly superior communication systems in
VSAT without time delay are marketed by National agencies like HECL, HFCL and HCL Comet.
There are two different types of systems with the above mentioned capabilities available in the
market viz. SCPCDAMA and TDMA. However, the first one named SCPCDAMA has been
recommended for Tawang H.E. Project Stage I. Such systems would be installed at different sites
in the area. The estimated cost of installation of such a communication system has been given in
Table 13.9.
Table 13.9 The estimated cost of setting up of a satellite communication system
Sl.No. Product Amount (Rs. in lakhs)
A. Setting up of V-SAT communication system
1. Product Name : SCPCDAMA (6 sites) 150.00
@ Rs.25.00 lakhs per site
2. Generators 10 Nos. (2 KVA) 15.00
3. UPS 4 Nos. (2 KVA) 5.00
4. Installation and maintenance of system, maintenance 60.00
and running cost of UPS, generators, etc for 7 years.
Total 230.00
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13.6.5 Awareness
A few guidelines to be generally followed by the inhabitants of flood prone areas, which
form part of public awareness for disaster mitigation include:
(i). Listen to the radio for advance information and advice.
(ii) Disconnect all electrical appliances.
(iii) Move household goods and all clothing out of reach of flood water.
(iv) Move vehicles, farm animals and movable goods to the highest ground nearby.
(v) Move all dangerous pollutants and insecticides out of reach of water.
(vi) Do not enter flood waters on foot, if it can be avoided.
13.6.6 Response and Recovery
The entire rescue operation depends on the responses from the administration and project
developers. All technical support and medical support must be supplied to the victims in first
phase of operation. The response and Recovery plan include evacuation plan.
13.6.7 Evacuation Plan
Emergency Action Plan includes evacuation plans and procedures for implementation
based on local needs. These are:
(i). Demarcation and prioritization of areas to be evacuated
(ii) Notification procedures and evacuation instructions
(iii) Safe routes, transport and traffic control
(iv) Shelter areas
(v) Functions and responsibilities of members of evacuation team
(vi) The flood prone zone in the event of barrage break of Tawang H.E. Project shall be marked
properly at the village locations with adequate factor of safety. As the flood wave takes
sufficient time in reaching these villages, its populace shall be informed well in time
through wireless and sirens etc. so that people may climb on hills or to some elevated place
beyond the flood zone which has been marked.
The Evacuation Team would comprise:
i) D.M. / Nominated Officer (To peacefully relocate the people to places at higher
elevation with State Administration)
ii) Engineer-in-Charge of the Project (Team Leader)
iii) S.P./ Nominated Police Officer (To maintain law and order)
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iv) C.M.O. of the area (To tackle morbidity of affected people)
v) Sarpanch / Gram Budha of Affected Villages to execute the resettlement operation
with the aid of state machinery and project proponents
vi) Sub-committees at village level
The entire evacuation team will be well equipped with rescue team, medical team,
medicines, emergency vans, boats, helicopter, and other means of transport. The Engineer-in-
Charge will be responsible for the entire operation including prompt determination of the flood
situation from time to time. Once the red alert is declared the whole state machinery will come
into swing and will start evacuating people in the inundation areas delineated in the inundation
map. For successful execution, annually Demo exercise will be done. DM is to monitor the entire
operation. Total financial outlay for the Recovery, Evacuation and rescue operation would be Rs.
70.00 lakhs.
13.6.8 Medical team
After declaration of red alert, District Administration would arrange a team of doctors within a
few hours. The strength of the medical team depends on the magnitude of disaster. The team will
be lash with all possible medical facilities to cure the emergency cases, injuries and water borne
diseases like diarrhoea etc. Total financial budget for the medical team would be Rs. 50.00
lakhs.
13.6.9 Mitigation and Rehabilitation
In event of the barrage break, project authorities would provide adequate Relief Fund. The
package includes the cost of property lost, sustenance grant, livelihood grant, medical grant and
rights and privilege grant on forest resources. A road infrastructure is affected in case of barrage
failure. Rs.160.00 lakhs has been made in the project cost for accidental and emergency causes.
Besides, for the notification and public awareness Rs 50 lakhs has been allocated. In addition, for
miscellaneous expenses another Rs. 50 lakh has been allocated.
13.7 COST ESTIMATE
The estimated total cost of execution of disaster management plan including the
equipment would be Rs. 740.00 lakhs and the break-up is given in Table 13.10.
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Environmental Management Plant Dam (Barrage) Break Modelling and Disaster Management PlanCISMHE
Table 13.10 Cost estimate for the disaster management plan of Tawang H.E Project Stage I
Particulars Total cost (Rupees in lakhs)
Surveillance, monitoring and infrastructural development 60.00
Administrative and Procedural Aspects 70.00
Communication System 230.00Recovery, evacuation and rescue operation 70.00
Medical expenditure 50.00
Mitigation & rehabilitation 160.00
Notification and Public awareness 50.00
Miscellaneous 50.00
Total 740.00