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Post-Phailin Restoration of Gopalpur Port

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Post-Phailin Restoration of Gopalpur Port Available online at www.sciencedirect.com ScienceDirect Aquatic Procedia 4 ( 2015 ) 365 – 372 INTERNATIONAL CONFERENCE ON WATER RESOURCES, COASTAL AND OCEAN ENGINEERING (ICWRCOE 2015) Post-Phailin Restoration of Gopalpur Port R.Sundaravadivelua, *, S.Sakthivelb, P.K.Panigrahic and S.A.Sannasirajd a,d Department of Ocean Engineering, Indian Institute of Technology Mardras,Chennai – 600 036, India bOcean Engineering and Consultancy Private Limited (OECPL),Chennai – 600 028, India cExecutive Director, Gopalpur Port Limited (GPL), India Abstract The Very Severe Cyclonic Storm (VSCS), PHAILIN crossed Odisha and adjoining north Andhra Pradesh coast near Gopalpur in the evening of 12th October 2013 with a maximum sustained wind speed of nearly 215 Km/hr. The cyclone caused very heavy rainfall over Odisha leading to floods, and strong gale wind leading to large scale damage to gopalpur port under construction. The damage had occurred to Breakwater, Groynes, Berths, Dredger, Barges, Survey Boats, Electrical Lines, Boundary Walls, Admin Building and Site offices etc. Heavy siltation was found in the channel and harbour basin and washed out rock from breakwater was scattered in the harbour area. Various sunken objects both ferrous and non-ferrous are found above and below seabed. The berm breakwater without the primary armour has flattened with a width of about 120 m. The top level which was about 5 m above water level has been lowered by 8 m to 10 m i.e, 3 m to 5 m below water level. The major restoration work is to build the berm breakwater from 900 m to 1730 m on top of the flattened portion. The cost of restoration to pre- PHAILIN status of the port is estimated at Rs.190 Crores and the restoration period will be from Nov-2013 to August-2014. The details of survey and the restoration works are presented in this paper. © 2015 The Authors. Published by Elsevier B.V. This is an open access article under the CC BY-NC-ND license (©http://creativecommons.org/licenses/by-nc-nd/4.0/ 2015 The Authors. Published by Elsevier B.V.). Peer-review-review under under responsibility responsibility of organizing of organizing committee committee of ICWRCOE of ICWRCOE 2015 2015. Keywords: Phailin; Gopalpur Port; Breakwater; Groynes 1. Introduction Gopalpur is located along the Bay of Bengal in the Ganjam District of the eastern Indian state of Orissa. The Paradip and Vizhagapatnam ports are located at a distance of 160 km towards north and 260 km towards south, * Corresponding author. E-mail address: [email protected] 2214-241X © 2015 The Authors. Published by Elsevier B.V. This is an open access article under the CC BY-NC-ND license (http://creativecommons.org/licenses/by-nc-nd/4.0/). Peer-review under responsibility of organizing committee of ICWRCOE 2015 doi: 10.1016/j.aqpro.2015.02.049 366 R. Sundaravadivelu et al. / Aquatic Procedia 4 ( 2015 ) 365 – 372 respectively. The all weather direct berthing port was opened to commercial traffic on 29th March 2013 with the following functional facilities such as South Breakwater built with core under armour for a length of 1730 m, Intermediate Breakwater with a length of 365 m, Multipurpose Berth of 150 m length and Dredging completed to 10 m CD (Chart Datum). The breakwaters are designed as berm type breakwaters to efficiently utilize the quarry yield and to optimize the construction speed with the manpower expertise. In the early 1980’s, the berm breakwater concept was introduced for a wave protection of a runway extension in Unalaska, Alaska. Hall (1991) proposed a wide berm of one stone class, where the armour system was designed so that essentially 100% of the quarry was utilized. The influence of grading on reshaping is found to be less if ratio of D85 to D15 is less than 3 (D85/D15 < 3). A similar conclusion was drawn by Van der Meer (1992) based on the tests conducted on dynamically stable breakwaters with ratio of D85 to D15 = 2.25 (D85/D15 = 2.25). An extensive research on stability of statically and dynamically berm breakwaters were described by Van Der Meer (1992) and Torum (1998). The effects on the seaward profile on wave height, period, storm duration, spectral shape, initial slope, rock size, rock shape and grading, water depth and angle of wave attack, were described in a qualitative way. Sigurdarsan et al. (2007) has detailed the design rules of Icelandic-type berm breakwaters. 2. Layout of Harbour The lagoon harbour was serving as an anchorage port from 1990. In order to protect the entrance channel of lagoon harbour, pair of training walls as shown in Fig. 1 is built in 2010-2011. The north breakwater of sea harbour is located about 1200 m south of south training wall. The sea harbour consists of a north and south breakwater. The length of north breakwater is 435 m up to 7 m contour and the length of south breakwater is 2170 m up to 13 m contour. The south breakwater consists of about 750 m straight portion perpendicular to the shoreline up to 10 m water depth and the balance length of 1400 m between 10 m and 12.5 m contour. The head section is in a water depth of 13 m. The rubble mound breakwater is adopted for north breakwater and a berm breakwater is designed for south breakwater following PIANC standards (PIANC WG30, 2003).A physical model stability test has been performed in the wave flume facilities of Department of Ocean Engineering, IIT Madras. The influences of wave height, wave period, berm level and sea-ward slope on the stability of berm breakwater have been observed. The run-up was measured. The variation of damage level and relative run-up was found for different values of wave steepness and berm level measured from SWL (Vedharaman, 2013). Fig. 1. Layout of Harbour Fig. 2. Nourishment using pipeline The alongshore transport towards north (March to October) is estimated as 1.6 million cum and south (November to February) is 0.3 million cum. The construction of breakwater is likely to erode the coast on the north and hence a groyne field is proposed as shown in Fig. 1. The construction of breakwater started in Jan 2012. The north R. Sundaravadivelu et al. / Aquatic Procedia 4 ( 2015 ) 365 – 372 367 breakwater for a length of 365 m is completed in September 2012 and the south breakwater for a length of 1735 m was completed in October 2013 with core and under armour. The total quantity of stones of different gradation is 2.46 million tons. The construction of groyneno2 to groyne no 11 started simultaneously. The groyne no 1 was not built in order to allow laying of pipelines for artificial nourishment. The dredging in approach channel and entrance channel started in Feb 2013 and the total quantity of dredging up to September 2013 is 2.9 million cum out of which 1.3 million cum is nourished in the north. The nourishment is carried out by using pipelines laid along the shore from the harbour basin to the north near the proposed groyne 2. Nourishment using pipeline and dumping area are shown in Fig. 2 and Fig. 3. The All Weather Direct Berthing Port was opened to commercial traffic on 29th March 2013 with the following functional facilities as shown in Fig. 4. x South Breakwater with a length of 1730 m x Intermediate Breakwater with a length of 365 m x Multipurpose Berth measuring 150 m x Dredging completed to 10 m CD (Chart Datum) x Support infrastructure like roads, stock yards, buildings, etc. Fig. 3. Dumping area Fig. 4. Sea port facilities for commercial operation in march 2013 3. Cyclone Phailin The Very Severe Cyclonic Storm (VSCS), PHAILIN crossed Odisha & adjoining north Andhra Pradesh coast near Gopalpur in the evening of 12th October 2013 with a maximum sustained wind speed of nearly 215 Km/hr. The cyclone caused very heavy rainfall over Odisha leading to floods, and strong gale wind leading to large scale structural damage. The super cyclone Phailin is equivalent to category 5 hurricane and during a period of 24 hours the wind speed increased from 83 km/hr to 213 km/hr. The induced storm surge is estimated between 2.3 m and 3 m. Due to this severe cyclonic storm huge damage has been occurred in the Gopalpur Port and the details are given below: 3.1. Breakwater and Groynes 3.1.1. South Breakwater x The cyclone storm initiates the occurrence of huge long waves which damaged the partially constructed South Breakwater. x The entire length of South Breakwater constructed up to 1730 m was devastated. No armour/sub-armour stone were visible. Over a length of 900 m from the bend portion of the south breakwater no trace of breakwater is visible except occasionally during low tide period x Main breakwater with secondary armour slipped in to the sea side. 368 R. Sundaravadivelu et al. / Aquatic Procedia 4 ( 2015 ) 365 – 372 x After 900 m LS the stones were flattened and got slided along sea side and harbour side. x After 900 m (Turning bend) the core layer was not visible. The stretch from 900 m to 1735 m is likely to provide tranquility as a submerged breakwater. x The berm portion of the South Breakwater including wave wall is slipped and flattened due to cyclonic waves. 3.1.2. North Breakwater x North breakwater 360 m was built. Root 25 m length, the stones in the top (1m layer) were washed out and the remaining length got flattened. x North breakwater had not experienced a total failure condition but the sub-armour layers were disrupted and slopes and round head flattened.
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