Cyclone and Storm Surge - Iczmpwb.org

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3.24 Table 3-9. Drainage basin areas 1. City proper (including Boichitala) 80% of 104 sq km = 83sq.km. Calcutta contiguous 2. Jadavpur/Tollygunge Panchanangram Basin = 38 sq.km( 95% ) Subarban areas 121 3. South Salt Lake Basin = 36 sq.km. 4. Kheyadah Basin =8.50 sq.km. Contiguous urban areas 177 sq.km. 5. Sumidgiri Basin =18 sq.km. 6. Karaidanga Basin = 10.75 sq.km. 7. Dudhbibi Basin = 42.75 sq.km. 8. Rajapur Basin II - 11 .00 sq.km. 9. Juljulgachi Basin = 40.00 sq.km. 10. Laugachi Basin = 10.25 sq.km. Total 298 sq.km. Say 300 SWF channel system According to the present scenario, the Storm Water Flow and Dry Weather Flow Channels serve as drainage and sewerage arteries of about 144 Sq. Km. of the city of Kolkata including Tollygunge Panchannagram Basin ( T.P. Basin ) and about 175 Sq. Km. of rural area along with its flow line towards East up to River Kultigong. The Three separate Channel Systems are: Town Head Cut (T.H.C.) Channel having a length of 7.47 Km. T.H.C. starts from the outfall of Palmer Bazar Pumping Station and meets S.H.C. at Bantala Regulator. Feeder Channel to T.H.C. having a length of 1.829 Km. This feeder starts from Dhapa Lock Pumping Station and meets T.H.C. at Makalpota. Suburban Head Cut ( S.H.C.) Channel having a length' of 7.163 Km. S.H.C. starts from Ballygunge Pumping Station and receives T.H.C. at the downstream of Bantala Regulator. The system also receives storm water from TP Basin through 3 nos. pump houses at Chowbhaga. The two Channels i.e. T.H.C. and S.H.C. meet at Bantaia and form the S.W.F. Channel which reaches River Kultigong at Ghushighata. The combined length of S.W.F. Channel system is about 44 Km. Other relevant data of the channel are as follows: Length of SWF channel from Bantola to Kulti 27.20 km Length of Town Head Cut (T.H.C.) channel 7.47 km Length of channel from Dhapa Lock Pumping Station to the meeting point of T.H.C. 1.829km Length of Suburban Head Cut (S.H.C.) channel 7.163 km Total 43.662 km There exists a huge difference between the present position and the old design considerations. Virtually it has become inadequate leading to the necessity of providing additional measures for
3.25 alleviating drainage congestion. The reasons for drainage problems of this system may be summarized as follows: • Drainage lockage while High Tide and rising of low water level due to rise of river bed governing the outfall efficiency in an adverse way. • The old channel section has nearly remained unchanged n spite of big changes in drainage load. • Increase of population density resulting in additional loads. • Huge change in land-use-pattern • Drastic reduction in spill areas. The drainage discharge mainly of the following Boroughs is being served by the SWF channel at present. Part of Borough IV, Part of Borough V, Part of Borough VI, Part of Borough VII, Part of Borough VIII, Part of Borough X, Part of Borough XI and Borough XII. During heavy rainfall, substantial area under the above Boroughs gets waterlogged and duration of inundation lasts for a long period due to inadequate capacity of the existing drainage system outfalling in SWF channel. To overcome the severe drainage problem, KEIP has taken up sewage and drainage project mainly for the added areas of Kolkata to address the drainage inadequacies of the area- specially falling under Borough VII, XI, and XII by construction of new pumping stations and also by augmentation of the existing pumping stations. This will result in additional discharge in SWF channel.The 3rd additional pump house at Chowbhaga and the new pumping station at Borough VII will increase the present drainage load of SWF channel at Chowbhaga point by 25.51 + 70% of 13.00 (since the discharge of the ail the pumping stations will not synchronize at the same time) = 34.61 m3/sec. The resulting afflux will surely affect the Full Drainage Level of the upstream channel, too. The Full Drainage Level (FDL) of crucial Topsia point 'A' will thus be increased from the already strained inconvenient level during tidal lockage. Due to increase in FDL, more areas will be waterlogged for longer duration. The design discharge of SWF channel before reaching additional pump house complex of Chowbhaga is 46.44 m3/sec. and the proposed pumped discharge from Borough VII is about 9.1 m3/sec. The total discharge comes to about 46.44 + 9.1 = 55.54 m3/sec. The peak discharge capacity of SWF channel required before reaching the proposed 3rd additional pump house outfall at Chowbhaga is 55.54 + 8.45 + 11.34 + 11.34+ 25.51 m3/sec. = 112.18 m3/sec. (the capacity of the Old Pump House, if. Additional P.S., 2nd. Additional P.H and proposed 3rd.Additional P.M. are 8.45 + 11.34 + 11.34+ 25.51 m3/sec respectively). The objective of setting up the proposed dumping stations is to provide relief to its catchment area from water-logging upto the design year 2035. This
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HAZARD ASSESSMENT AND DISASTER MITI
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Project Team Though the outcome of
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Preamble The State of West Bengal,
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1.2 IMD, in its website (http://www
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1.4 5. Proposals for location of cy
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2.2 region is that which struck the
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2.4 Figure 2-2. Track of the 1970 B
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2.6 The most destructive element as
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2.8 the two regions is rather diffe
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2.10 2.4. The eastern coastal zone
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2.12 velocity is first checked. As
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2.14 Strong winds known as cyclones
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2.16 2.4.6. Soil characteristics Th
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2.18 All rivers have in general sou
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2.20 Another interesting feature of
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2.22 formed does not pose so much o
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2.24 2.4.11. Forest composition The
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Page 40 and 41: 2.30 Mangrove plantation beyond the
Page 42 and 43: 2.32 A retired embankment of river
Page 44 and 45: 2.34 The beaches are flattened by s
Page 46 and 47: 2.36 of a doiminant tidalbasin of t
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Page 50 and 51: 2.40 Aquaculture ponds located betw
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Page 54 and 55: 2.44 • Transport the water to the
Page 56 and 57: 2.46 The other type of failure may
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Page 66 and 67: 3.4 these merchants may have been t
Page 68 and 69: 3.6 Figure 3-1. Map of India during
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Page 74 and 75: 3.12 3.9. Drainage scheme of Dr. B.
Page 76 and 77: 3.14 3.10. CMPO and KMDA (originall
Page 78 and 79: 3.16 Flows are diverted to the loca
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Page 82 and 83: 3.20 the ocean level as a result of
Page 84 and 85: 3.22 Table 3-6. Major pumping stati
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Page 92 and 93: 3.30 Respectively. The discharge of
Page 94 and 95: 3.32 Figure 3-6. The downstream of
Page 96 and 97: 3.34 Figure 3-10 shows the tail end
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Page 102 and 103: 4.2 In US, there is a steady decrea
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Page 108 and 109: 4.8 Table 3: Return periods of cycl
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Page 112 and 113: 4.12 work station (the Automated Tr
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Page 116 and 117: 4.16 Mean Low water 1.51 1.39 1.34
Page 118 and 119: 4.18 τx,τy : x and y components o
Page 120 and 121: 4.20 formulation. However, the rete
Page 122 and 123: 4.22 ∂u ~ ∂ ~ ~ ∂ ~ ~ ∂ζ 1
Page 124 and 125: 4.24 Δ p p(r) = p( ∞) − [1+ (r
Page 126 and 127: 4.26 maximum surge for this event w
Page 128 and 129: 4.28 U-Component of Velocity (Surfa
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## ################################
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4.38 V-Component of velocity (Surfa
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5.2 particular human settlement to
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5.4 The Composite Vulnerability Ind
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5.6 (2004 prices) prevalent in dist
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5.8 Moyna 0.6280 0.1592 0.542286 0.
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5.10 5.4.2. Social infrastructure H
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5.12 Budge-Budge(Part-II) 0.0000 0.
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5.14 secondary and tertiary activit
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5.16 F i Fˆ i ⎛ Total no. of =
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5.18 Table 5-4: Composite Index of
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5.20 M ′ = H M ′′ = I . S whe
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Chapter Six Mitigation Strategies a
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6.3 Beside these differences in lev
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6.5 • to reduce the destructive f
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6.7 6.2.4. Methods of Construction
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6.9 is attached to the structure. T
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6.11 (b) Medium rivers to armour th
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6.13 Likewise, in all the embankmen
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6.15 Figure 6 -5 Figure 6 -6 Figure
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6.17 Benefit cost ratio Area benefi
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6.19 Location and cost of proposed
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6.21 Swaraupnagar Swaraupnagar 100
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6.23 Gobadia Kakdwip Dk Kasiabad &
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6.25 Location and cost of proposed
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6.27 " Jagaddal " 800 6400000 " Jag
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6.29
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6.31
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6.33
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6.35 Figure 6 -11 Figure 6 -12
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6.37 Figure 6 -15 Figure 6 -16
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6.39 Figure 6 -19 6.2.7. Recommenda
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6.41 4. Rajraj Swarup & Ramnagar Ab
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6.43 project. Such sediment deficit
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6.45 paludosa, Rhizophora apiculata
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6.47 15. Ceriops tagal 0.22 0.40 0.
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6.49 shelterbelt (average 100 m wid
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6.51 (assuming land acquisition cos
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6.53 location are missing reducing
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7.2 resulted in large scale waterlo
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7.4 5. No adverse effect in drainin
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7.6 15 LT Panel L.S. 2,200,000 16 I
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7.8 Bagjola, Kestopur and SWF chann
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Executive Cost Summary of Recommend
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References Kanjilal (2005) “Sunde
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“……………….Designingadis
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