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Chandramohan, P.

Sakthivel, S.

Sundaravadivelu, R.

English

Hydraulic Engineering Repository

Conference Paper, Published VersionSundaravadivelu, R.; Sakthivel, S.; Chandramohan, P.Integrated Design Of A Port For A Thermal Power PlantZur Verfügung gestellt in Kooperation mit/Provided in Cooperation with:Kuratorium für Forschung im Küsteningenieurwesen (KFKI)Verfügbar unter/Available at: https://hdl.handle.net/20.500.11970/109922Vorgeschlagene Zitierweise/Suggested citation:Sundaravadivelu, R.; Sakthivel, S.; Chandramohan, P. (2010): Integrated Design Of A PortFor A Thermal Power Plant. In: Sundar, V.; Srinivasan, K.; Murali, K.; Sudheer, K.P. (Hg.):ICHE 2010. Proceedings of the 9th International Conference on Hydro-Science &Engineering, August 2-5, 2010, Chennai, India. Chennai: Indian Institute of TechnologyMadras.Standardnutzungsbedingungen/Terms of Use:Die Dokumente in HENRY stehen unter der Creative Commons Lizenz CC BY 4.0, sofern keine abweichendenNutzungsbedingungen getroffen wurden. Damit ist sowohl die kommerzielle Nutzung als auch das Teilen, dieWeiterbearbeitung und Speicherung erlaubt. Das Verwenden und das Bearbeiten stehen unter der Bedingung derNamensnennung. Im Einzelfall kann eine restriktivere Lizenz gelten; dann gelten abweichend von den obigenNutzungsbedingungen die in der dort genannten Lizenz gewährten Nutzungsrechte.Documents in HENRY are made available under the Creative Commons License CC BY 4.0, if no other license isapplicable. Under CC BY 4.0 commercial use and sharing, remixing, transforming, and building upon the materialof the work is permitted. In some cases a different, more restrictive license may apply; if applicable the terms ofthe restrictive license will be binding.Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      271    INTEGRATED DESIGN OF A PORT FOR A THERMAL POWER PLANT  Sundaravadivelu. R.1 Sakthivel. S 2 and Chandramohan.P 3    Abstract:  A port facility near Thirukuvalai, located 23 km south of Nagapattinam in Tamilnadu is designed to handle 12 MTPA of coal for a 2000 MW thermal power plant.  The port will be augmented subsequently to handle bulk cargo, liquid cargo and containers.  The cooling water (25,000m3/hour) for the power plant will be drawn form the sea, i.e. from harbour basin and the warm water reject (20,000 m3/hour) will be carried into the sea and released through diffuser ports.  The different alternatives considered for the development of a harbour to receive capsize vessel to import coal for a 2000 MW power plant, the phase wise development, the numerical model study on littoral drift, integrated design of fishing harbour in between the groins and the numerical model study on diffusion of effluent varying the location of diffuser are presented in this paper.      1 Professor, Department of Ocean Engineering, Indian Institute of Technology Madras, Chennai 600 036, India, Email: rsun@iitm.ac.in (Member, IAHR) 2 Managing Director, VC Ocean Engineering & Consultancy Pvt. Ltd Chennai – 600 028. India,  Email: consult.oec@gmail.com  3 Managing Director, Indomer Coastal Hydraulics Pvt. Ltd, Chennai 600 087, India,  Email: ocean@indomer.com            Proceedings of ninth International Conference on Hydro-Science and Engineering (ICHE 2010), IIT Madras, Chennai, India. 2 - 5  August 2010 Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      2721.0  INTRODUCTION The thermal power plants are loc ated in the coast so that the coal can be imported through a captive port. The average sea bed slope near the location of the proposed power plant is 1:1000. The details of various investigations, the port layout including the commercial harbour, fishery harbour, sea water intake and outfall, shore protection methods based on numerical model study are presented in this paper.   2.0  SURVEY The water depth contours upto 9m runs almost parallel to the coastline in this region.  The water depth of 2m, 4m, 6m, 8m, 10m, 12m, 14m and 16m occur at distances of 250m, 1450m, 3200m, 4750m, 6850m, 8400m, 10700n and 14000m respectively.    The side scans survey record shows that the sea bed at nearshore, i.e. upto 5 km from the shore line consists of sandy clay.  Thereafter, till 10 km distance, the seabed predominantly comprises of clayey sand.  The seismic study shows almost uniform composition of sediment thickness over this region.  The entire surveyed area is covered with sedi mentary layers without any hard  strata.  The isopach map shows that the minimum sediment thickness varies from 5m at nearshore to 15 m at offshore, i.e. at the end of the 15km long transects.  3.0  DIFFERENT ALTERNATIVES: The different alternatives considered for the development of a harbour to receive capsize vessel to import coal for a 2000 MW power plant are  Island Breakwater  Open Sea jetty  Shore connected Breakwater  Island Breakwater The island breakwater to be located about 14km form the sho re line m ay create a tam bola formation behind the breakwater and affect the coast line. Fig.1 shows the layout of port with island breakwater.  In this type of integration of the seawater intake and outfall pipeline for cooling water and desalination water requirements is not feasible. Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant   3HARICHANDRA RIVERCOAL BERTH 230m 175m 150m NORTH GROYNESOUTH GROYNE150mTURNING CIRCLE400 Ø(-) 10.0 m CDAPPROACH CHANNEL(-) 10.0 m CDSOUTH BREAKWATERNORTH BREAKWATER205m SHORE LINETAMBOLA FORMATIONAPPROACH JETTY14 Km LENGTH Fig. 1 Layout of port for the Island breakwater  Open Sea Jetty This system involves construction of a RCC jetty starting from the land into the open sea to a water depth suitable for loading/unloading operation of the intended vessel size. The jetty is to be supported on piles.  The top elevation of the jetty is fixed based  on the environmental and operational conditions.  The seaward end of the jetty consists of loading\unloading piers for berthing, mooring and loading\unloading of coal.  Mobile unloading equipments placed on the deck of the pier will load\unload the coal from the bulk carriers and are transported to the shore by belt conveyors.  The ship will be secured alongside the pier with a minimum of 6 mooring lines by conventional mooring system.  The approach jetty connecting the shore and pier will consist of belt conveyor systems, pipelines for water and oil, pipeline fo r power lines and an open channe l for sea water intake f or the cooling systems of the thermal power plant.  Provisions for vehicle access to the pier of the jetty are also provided.  Fig. 2 shows typical open sea jetty layout of port.                    Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      4HARICHANDRA RIVERCOAL BERTH 230m 175m 150m NORTH GROYNESOUTH GROYNE150mTURNING CIRCLE400 Ø(-) 10.0 m CDAPPROACH CHANNEL(-) 10.0 m CD205m SHORE LINEAPPROACH JETTY14 Km LENGTH  Fig. 2 Open Sea Jetty port Layout The open sea jetty needs construction of 14km long approach jetty and provision of harbour facilities for harbour crafts is not feasible. The number of operational days also will be less.  Shore Connected Breakwater: The breakwater is to provide tranquility for berthing and handling ships in the harbour basin.  Two breakwaters are required to create tranquility in harbour  basin.  The shore connected breakwater needs about 2500m long breakwaters  on both northern and south ern sides. Fig.3 shows the layout of port for the shore connected breakwater at Thirukuvalai port (VC Ocean Engg. & Consultancy Pvt. Ltd., 2009).  The position and orientation of the entrance to the port has been determined initially by estimate of wave penetration within the port as well as consideration of sediment movements and water quality.  However, the existing littoral drift is in a net northerly direction a reasonable amount of Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      5sediment is shown to move in a southerly direction.  Increased confidence in the positioning of the entrance is provide d by num erical modeling for wave penetration, beach m ovement and water quality. 200m LINEACCESS ROADACCESS ROAD65432179°51'24" N, 100°35'00" ELTLHTLHTLLTL500m LINE200m LINE500m LINESETBACK 100mSETBACK 100mSETBACK 100mSETBACK 100m432567PUTHUPALLI VADIKAL RIVERHARICHANDRA RIVERSOUTH BREAKWATERNORTH BREAKWATERCOAL BERTH230m 175m 205m 150m NORTH GROYNESOUTH GROYNENORTH GROYNESOUTH GROYNEAPPROACH 100mINNER APPROACHTURNING CIRCLE, -12.65m CD  CHANNEL, -12.65 m CDOUTER APPROACH CHANNEL, -13.25 m CDINTAKE PHOUTFALLINTAKE PIPELINECOAL CONVEYOR BELTOUTFALL PIPELINEINTAKEdist = 1750 mdepth = 4.1 mRECLAMED LAND , +5.0 m CD HARBOUR BASINCONTAINER STACK YARD480ØFISH LANDING CENTERFISH LANDING CENTER  Fig.3 Layout of Port for the Shore connected Breakwater  The Harichandra River is at a distance of 410 m south of south breakwater and the Puthupalli Vadikal River is at a distance of 355 m north of north breakwater and the river mouths may be affected due to construction of the breakwaters. It is proposed  to construct groins th ere by keeping the mouth open for free flow of water from the river as shown in fig.3.  The dredging can be carried out in between the groins, since the groins will provide tranquility in between the groins.   It is also proposed to provide fish landing centre in between the south breakwater and north groin of Harichandra River and north breakwater and south groin of Puthupalli Vadikal River. Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      2764.0  TRANQUILITY STUDIES The wave tranquility studies the harbour basin are carried out using the MIKE 21 Elliptic Mild-Slope Wave Module (EMS).  MIKE 21 EMS is based on the numerical solution of the so-called ‘mild-slope’ wave equation originally derived by Berkhoff in 1972 (Indomer Coastal Hydraulics [P] Ltd., 2008).  Fair weather: The wave tranquility inside the harbour basin for waves approaching from east with a wave height of 1m  and with di fferent wave periods  of 6 is shown  in  Fig. 4.  Waves approaching directly parallel to the coast were observed to penetrate more into the harbour basin. It is observed that the tranquility is less for the waves having higher wave period.  In the case of 6s waves, the wave height near the eastern wharf and near the turning circle, it remained with the wave heights of 1.0 m.      Fig.4 Wave Tranquility inside the harbour basin – Fair weather  Southwest Monsoon: The wave tranquility inside the harbour basin for the waves approaching from southeast (1350N) with an incident wave height of 1m and with different wave period 6 is shown in Fig.5.  The tranquility condition was not good till 1 km distance inside the harbour on the northern side.  Very good tranquility conditions were observed along  the berth region and on the southern side of the harbour basin. Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      277  Fig 5 Wave Tranquility inside the harbour basin - southwest  Northeast Monsoon: The waver tranquility inside the harbour basin for the waves approaching from northeast (450N) with the incident wave height of 1m and with  wave period 6s are shown in Fig.6.  The tranquility condition was not good till 1 km distance inside the harbour on the northern side.  Very good tranquility conditions were observed along the berth region and on the northern side of the harbour basin.    Fig 6. Wave Tranquility inside the harbour basin – northeast  Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      2785.0  PHASE WISE DEVELOPMENT The phase wise development is proposed in two phases i.e. Phase I and Phase II to match with the phase wise requirement of power plant (Harbour and Coastal Engineering, 2002).  In phase I, the coal handling capacity is expected to be 40,000 DWT for coal and 2nd Generation Container (with 1800 TEU capacity).  The handling capacity will be increased to 1,00,000 DWT  for coal and Panamax plus with 4600 TEU capacity for container in Phase II.   6.0  LITTORAL DRIFT The littoral sediment transport of the port region has been evaluated using the DHI-LITPACK-LITDRIFT model.  This model developed by Danish Hydraulic Institute, Denmark was used for the study. The deepwater NCEP wave data comprising of wave parameters at 3 hourly intervals is transformed to 5m water depth.  Using these wave data as input to LITDRIFT module, the monthly littoral drift was estimated.  The volume of littoral drift is low compared to the northern part of the east coast of India.  The volume of littoral drift is relatively high in January, June, August, September, November, and December.  The annual gross littoral transport is estimated as 0.57x106 m3/year.  It shows that this coastal region selected for port development is a nodal drift region with negligible annual net transport.  7.0  SHORELINE EVOLUTION The shore line evolution of the study reg ion is estimated using the DHI-LITPACK-LITLINE module (Danish Hydraulic Institute, 1994).   Fig.7 Shoreline changes with breakwater in LITLINE model 25th year 10th year 5th year 1st year Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      279The shore line changes in the end of 1st year, 5th year, 10th year, 25th year and showing fig. 7.  The effect of breakwater is found to be affecting the coast for a distance of 5 km.  The maximum erosion will be 20 m on the south of south breakwater and 25 m on the north of north breakwater at the end of 25th year.  8.0  NUMERICAL MODEL STUDY ON DILUTION OF EFFLUENT AT DIFFERENT LOCATION OF OUTFALL The seawater intake channel is located inside the port basin (Indomer Coastal Hydraulics [P] Ltd., 2008).  The volume of water drawn form the port basin will be in the order of 25000 m3/hr (6.94 m3/s) and the amount of warm water released into the sea will be 20000 m3/hr (5.56 m3/s)  with the temperature difference of 50C above ambient sea water.  The volume brine rejects of RO plant will be 2500 m3/hr with the rise in salinity about 11 ppt that the ambient sea water.  The brine reject from the RO plant will be mixed with the blow down warm water (20000 m3/hr) and hence the net increase in salinity will be about 1.0 ppt than the ambient salinity.     Fig.8 Dilution with Distance The dilution of any effluent released in the sea takes place in two stages, viz. (i) initial dilution due to jet mixing and ( ii) secondary dispersion due  to turbulence.  The initial dilution due to nearfield mixing is estimated using CORMIX (U.S. EPA and Cornell University, 1985-1995) model.  The secondary disp ersion due to fa rfield mixing is estim ated using DHI-MIKE21-FLOW-AD model (DHI, Denmark).  The study on CORMIX model shows the initial mixing zone i.e. the rising of plum e to the surface is having a length of 100 m and a width of 35 m.  Within this mixing zone, the warm water temperature reduces to 0.50C in less than 6 minutes.  Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      280Once the plume rises to the surface, the mixing zone extends further as secondary dispersion and the temperature further falls.  The modeling study was carried out to understand the extent of secondary dispersion and mixing of the warm  water and b rine reject in case of outfall located at 1500 m, 1750m and 20 00 m distance into the sea.  The sim ulation showed  that the order of m ixing du e to secondary dispersion is less effective for the outfall located at distance of 1500 m compared to the results obtained at 1750 m and 2000 m distances into the sea.   The m odel re sults show that even in the absence of  any initial dilution, the t emperature difference of  the warm  water reduces to 1.0 0C in 210m distan ce from  the outfall and the difference in salinity of brine reject reduces to 0.5 ppt within 10 m distance form the outfall in shore normal direction.  The order of mixing increases with the distance  of outfall from the shore.  9.0  CONCLUSION Based on the detailed study on the following three layouts, 1. Island breakwater  2. Open sea jetty  3. Shore connected breakwater It is proposed to use the layout with shore connected breakwater due to the following: i)  The island breakwater to be located about 14km from the shore line may create a tambola formation behind the break water and affect the coast line. In this type of facility integration of the sea water intake and outfall pipeline for cooling water and desalination water requirements is not feasible.  ii)  The open sea jetty needs construction of 14km long approach jetty and provision of harbour facilities for harbour crafts is not feasible.   iii)  The shore connected break water needs about 2500m long break waters on both northern and southern sid es. The tranquility studies indi cate that the long harbour b asin between the breakwaters is found to dissipate the wave energy and the tranquility is very good at the location of the berths, about 1km inside th e entrance. The long breakwaters also pro vide sufficient stopping distance for the vessels. The maintenance dredging in the navigation channel outside Proceedings of ICHE2010, IIT Madras, Aug 2-5, 2010 Integrated Design Of A Port For A Thermal Power Plant                      281the harbour is estimated to be less than 5% of the capital dr edging which indicated favorable operation costs. The capital dredging will be used for the reclamation of land inside the harbour basin for container yard and on south of south breakwater and north of north breakwater for the fish landing centre. The sea water intake is planned inside the harbour and the outfall pipeline is planned on top of the northern breakwater. The phase wise development is also feasible to match with the phase wise requirement of power plant.   iv) The numerical model study on littoral drift indicates accretion of shoreline on either side of the breakwater for a distance of about 1000m. Since the river mouths are in the accretion zone two groins each on either side of the two rivers are proposed to facilitate dredging of the river mouths. The space in between the groin and breakwater is planned as a fishing landing centres.  v)  The primary treatment of storage of the di sposal water from cooling tower for a day and mixing the disposed water from the power plant and desalination plant is observed to reduce both the temperature and salinity of the mixed effluent. Based on the num erical model study on diffusion of effluent varyi ng the location of diffuser as 1500m , 1750m, 2000 m location of diffuser at 1750m is a water depth of 4.1m is recommended.  References: Cornell University and U.S. EPA, 1985-1995.Cornell Mixing Zone Expert System (CORMIX). Danish Hydraulic Institute, 1994: LITPACK.Profile Response Users’ Manual, DHI, Agern  Alle 5, DK 2970 Horsholm, Denmark. Danish Hydraulic Institute, 1994. MIKE 21 HD and FLOW AD Users’ Manual, DHI, Agern  Alle 5, DK 2970 Horsholm, Denmark. Indomer Coastal Hydraulics Pvt. Ltd., 2008. Mathematical Model Study for Devleopment of All weather port at Thirukuvalai. South of Nagapatnam. Narasimhan, S, Kathiroli, S and Nagendra Kumar, B,2002. Harbour and Coastal Engineering, Volume – I. VC Ocean Engineering & Consultancy Private Limited, 2009. Development of a Deep Draft Port near Thirukuvalai, Nagapatinam District, Tamilnadu, India. 

Integrated Design Of A Port For A Thermal Power Plant

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Integrated Design Of A Port For A Thermal Power Plant

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