GOVERNMENT OF INDIA CENTRAL WATER AND POWER RESEARCH STATION

KHADAKWASLA, PUNE – 411 024

MATHEMATICAL MODELLING FOR COASTAL ENGINEERING

TECHNICAL REPORT No. 5075

MAY 2013

HYDRODYNAMIC STUDIES TO ASSESS THE IMPACT OF THE PROPOSED DEVELOPMENT OF FLOATING STORAGE RE-GASIFICATION UNIT AT KAKINADA DEEP WATER PORT

Government of India

Ministry of Water Resources

CENTRAL WATER & POWER RESEARCH STATION Khadakwasla, Pune - 411 024 : 020- 24103200, 24103224, 24103421, 24103469

Fax: 020 - 24381004 : kudale_md@cwprs.gov.in www.cwprs.gov.in

No.MMCE-I/2013 Dated: 21-5-2013 Director (Commercial) Andhra Pradesh Gas Distribution Corporation Ltd., ‘Parisrama Bhavan’, 2nd Floor, 5-9 – 59/B, Fateh Maidan Road, Basheerbagh, Hyderabad – 500 004. Andhra Pradesh Sub: Hydrodynamic studies to assess the impact of development of Floating Storage Re-gasification Unit at Kakinada Deep Water Port.

Sir, Enclosed please find six copies of Technical Report No. 5075 titled

‘Hydrodynamic studies to assess the impact of the proposed development of Floating

Storage Re-gasification Unit at Kakinada Deep Water Port’ and 3 sets of soft copy (CD).

The receipt of the same may please be acknowledged.

Thanking you,

Yours faithfully,

Encl: Technical Report in duplicate (M. D. Kudale) Joint Director

CC : Director for information CC : Shri MDK, JD /CRO (MMCE)/ SRO(MMCE)/ CRO (TC)/OC

_________________________________________________________________________ CWPRS Technical Report No.5075 May 2013

A. REPORT DOCUMENTATION SHEET

Technical Report No. 5075 Date: MAY, 2013

Title : HYDRODYNAMIC STUDIES TO ASSESS THE IMPACT OF THE PROPOSED DEVELOPMENT OF FLOATING STORAGE RE-GASIFICATION UNIT AT KAKINADA DEEP WATER PORT

Officers Responsible for Conducting the Studies:

Smt. A. M. Vaidya, Chief Research Officer, Smt. S. Kulkarni, Senior Research Officers, Smt. V. Roy, Research Assistant under the overall supervision of Shri M. D. Kudale, Joint Director.

Name and Address of Organization Conducting the Studies :

Mathematical Modelling for Coastal Engineering Coastal and Offshore Engineering Laboratory

Central Water and Power Research Station, Pune, India

Name and Address of Authority Sponsoring the Studies:

Director (Commercial) Andhra Pradesh Gas Distribution Corporation Ltd., ‘Parisrama Bhavan’, 2nd Floor, 5-9 – 59/B, Fateh Maidan Road, Basheerbagh, Hyderabad – 500 004. Andhra Pradesh Synopsis :

Andhra Pradesh Gas Distribution Corporation Limited (APGDC) is developing LNG Floating Storage and Regasification Unit (FSRU) Project at Kakinada Deep Water Port. The proposed facility comprises of Jetty, FSRU, Subsea pipeline, Onshore Receipt Facility and connectivity to the existing Gas grid. The facility is proposed to be developed on the leeside of the existing breakwater which will provide tranquil bay conditions for round the year operation of the facility. In order to examine the technical feasibility of the proposed FSRU based LNG Terminal, mathematical model studies for wave propagation were carried out to investigate the wave conditions along the approach channel and near the coastline adjacent to the project site and Uppada coastline. For simulation of wave propagation from offshore to nearshore region, mathematical model MIKE21-SW was used. The wave propagation studies showed that the predominant directions of wave approach are from East, ESE, SE, and SSE. No significant change in the wave climate in the vicinity of Port area was observed due to deepening and widening of the channel. The proposed development of FSRU project is within the KDWP Harbour (Protected) area at Kakinada and will not have any significant effect on the adjacent coastline at Uppada. The present erosion at Uppada coastline is mainly due to starvation of the beach and the severe wave attack during the monsoon. Keywords Breakwater, Wave Transformation, Wave height, Refraction, Shoaling etc.

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TABLE OF CONTENTS

1. INTRODUCTION 2. SCOPE OF STUDIES 3. SITE CONDITIONS

3.1 Tidal Levels

3.2 Wave Data In Deep Sea

4. WAVE PROPAGATION FROM DEEP WATER TO THE COAST 4.1 MIKE 21- SW Model

4.2 Wave Transformation Studies with MIKE21-SW

5. DISCUSSION ON RESULTS

6. SHORELINE CHANGES AT UPPADA

6.1 Longshore Sediment Transport at the coast

6.2 Effect of Widening and Deepening of the Channel on Uppada Coastline

7. CONCLUDING REMARKS

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CWPRS Technical Report No.5075, May 2013 1

HYDRODYNAMIC STUDIES TO ASSESS THE IMPACT OF THE PROPOSED DEVELOPMENT OF FLOATING STORAGE RE-GASIFICATION UNIT AT KAKINADA DEEP WATER PORT

______________________________________________________________________________ TECHNICAL REPORT No. 5075 MAY 2013 ______________________________________________________________________________

1.0. INTRODUCTION

Andhra Pradesh Gas Distribution Corporation Limited (APGDC), Hyderabad a joint

venture of APGIC (wholly owned company of APIIC & APGENCO) and GAIL Gas Limited (a

wholly owned subsidiary of GAIL (India) Limited) is developing LNG Floating Storage and

Regasification Unit (FSRU) Project at Kakinada Deep Water Port. The proposed facility

comprises of Jetty, FSRU, Subsea pipeline, Onshore Receipt Facility and connectivity to the

existing Gas grid. The facility is proposed to be developed on the Leeside of the existing

breakwater which will provide tranquil bay conditions for round the year operation of the facility.

Kakinada Port is situated on the east coast of India at latitude 16°58.37’ N and longitude of

82°17.06’E. It is situated 170km south of Visakhapatnam. The proposed development envisages

regasification of LNG on the proposed Floating Storage and Regasification Unit (FSRU) berthed at

the proposed island Jetty on the lee side of the existing breakwater. The FSRU will include

facilities to import LNG from LNG carriers (LNGC), provide LNG storage and subsequent

regasification to convert the LNG to natural gas to send out to the coast. The regasified natural gas

will be sent by sub-sea pipeline to an on-shore receiving facility (ORF) at the land fall point. The

proposed island jetty will be utilized to berth/ moor the FSRU as well as receive the LNG carriers

The layout of the proposed floating terminal is shown in Figure 1. The proposed development

consists of

1. A berthing and manoeuvring area to the west of the existing breakwater dredged to 14.5m depth with respect to CD

2. An island jetty to be constructed on the lee side of the existing breakwater.

3. An FSRU moored to the proposed island jetty on one side and LNGC moored on the other side.

4. High Pressure subsea pipeline to be laid from the jetty to proposed ORF.

5. The existing 160 m wide and 14m deep entry channel will be widened to 250 m and dredged to 14.5 m depth with respect to CD. Necessary dredging will be carried out to make 700 m turning circle and also to create berthing / mooring pockets for FSRU / LNGC to be berthed alongside proposed island jetty.

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CWPRS Technical Report No.5075, May 2013 2

In order to examine the technical feasibility of the proposed FSRU based LNG Terminal,

APGDC approached CW&PRS to conduct detailed hydrodynamic studies, as per point no (viii)

and (x) of the Terms of Reference issued by MoEF vide their letter no 11-70/2012-IA-III, to

investigate effect of proposed dredging, on leeside of breakwater and widening and deepening of

the approach channel and turning circle on the surrounding wave hydrodynamics and its

subsequent effect on the adjacent coastline near the project site including Uppada if any, in line

with the MoEF OM dated 3.11.2009.

Accordingly Mathematical model studies for wave propagation were carried out to

investigate the wave conditions along the approach channel and near the coastline adjacent to the

project site and Uppada in particular. The details of these studies are presented in this Report.

2. SCOPE OF STUDIES

Analysis of UK Meteorological Office (UKMO) wave data to obtain offshore wave climate.

Wave transformation studies to obtain wave heights and wave direction along the approach channel and surrounding area.

Analysis of nearshore wave conditions after the proposed deepening and widening of the channel and to examine its effect on the shoreline at Uppada.

3. SITE CONDITIONS

3.1.Tide

Tidal conditions at Kakinada are tabulated in Table 1

Table 1 : Tidal conditions at Kakinada

Height (m) above Chart Datum (CD)

Maximum high water spring 1.5m

Maximum high water neap 1.1m

Mean sea level 0.9m

Minimum low water neap 0.6m

Minimum low water level spring 0.2m

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CWPRS Technical Report No.5075, May 2013 3

3.2. Wave Data in Deep Sea

The offshore wave data from UK Meteorological Office (UKMO) off Kakinada for a period

from 28th May 1999 to 30th June 2011 were available in CWPRS data bank. From the analysis of

these data, frequency distribution of wave heights from different directions during different seasons

and entire year for the above offshore data was obtained and is given in Tables-1 (A-D). The

corresponding wave rose diagrams are presented in Figs. 2(A-D).

TABLE 1 A PERCENTAGE OCCURRENCE OF WAVE HEIGHT & WAVE DIRECTION OFF

KAKINADA FOR SOUTH-WEST MONSOON PERIOD (JUN-SEP)

WAVE HT(m) 0-0.5 0.5-1 1-1.5 1.5-2 2-2.5 2.5-3 3-3.5 3.5-4 4-4.5 TOTAL DIRECTION

22.5 0.00 0.00 0.03 0.03 0.00 0.00 0.00 0.00 0.00 0.07 45 0.00 0.02 0.05 0.07 0.03 0.00 0.00 0.00 0.00 0.17

67.5 0.00 0.00 0.05 0.02 0.00 0.02 0.00 0.00 0.00 0.08 90 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.02

112.5 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.02 135 0.00 0.02 0.05 0.03 0.00 0.00 0.00 0.02 0.00 0.12

157.5 0.00 0.73 1.99 0.78 0.05 0.00 0.00 0.00 0.00 3.55 180 0.00 4.47 18.47 20.27 9.58 2.84 0.80 0.03 0.00 56.45

202.5 0.00 0.15 1.82 6.49 3.99 1.49 0.32 0.05 0.02 14.33 225 0.00 0.07 1.85 4.91 5.03 2.24 1.22 0.49 0.20 16.01

247.5 0.00 0.00 0.98 2.22 2.39 1.53 0.56 0.49 0.10 8.29 270 0.00 0.02 0.14 0.24 0.20 0.14 0.07 0.03 0.00 0.83

292.5 0.00 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.03 315 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02

337.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 360 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.02

TOTAL 0.00 5.48 25.47 35.09 21.27 8.27 2.97 1.12 0.32 100.00

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CWPRS Technical Report No.5075, May 2013 4

TABLE 1 B

PERCENTAGE OCCURRENCE OF WAVE HEIGHT & WAVE DIRECTION OFF KAKINADA FOR NORTH-EAST MONSOON PERIOD (OCT-JAN)

WAVE HT(m) 0-0.5 0.5-1 1-1.5 1.5-2 2-2.5 2.5-3 3-3.5 3.5-4 4-4.5 TOTAL DIRECTION

22.5 0.00 0.00 0.03 0.05 0.05 0.05 0.00 0.00 0.00 0.19 45 0.00 0.34 1.66 1.31 0.65 0.36 0.05 0.02 0.00 4.38

67.5 0.00 1.30 4.57 2.39 1.23 0.19 0.15 0.09 0.03 9.95 90 0.00 1.69 1.76 0.49 0.19 0.10 0.09 0.03 0.00 4.35

112.5 0.02 2.34 0.84 0.36 0.03 0.07 0.07 0.05 0.00 3.77 135 0.20 3.17 0.36 0.05 0.05 0.09 0.05 0.00 0.00 3.98

157.5 0.44 5.27 2.46 0.27 0.09 0.00 0.00 0.02 0.00 8.55 180 0.27 23.08 28.54 8.74 2.20 0.03 0.05 0.02 0.00 62.94

202.5 0.00 0.39 0.26 0.20 0.15 0.03 0.03 0.02 0.00 1.09 225 0.00 0.10 0.22 0.10 0.00 0.02 0.00 0.00 0.00 0.44

247.5 0.00 0.02 0.10 0.09 0.03 0.00 0.00 0.00 0.00 0.24 270 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.03

292.5 0.00 0.02 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.03 315 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

337.5 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.03 360 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.02

TOTAL 0.94 37.72 40.81 14.08 4.67 0.97 0.51 0.26 0.03 100.00

TABLE 1 C PERCENTAGE OCCURRENCE OF WAVE HEIGHT & WAVE DIRECTION OFF

KAKINADA FOR NON-MONSOON PERIOD (FEB-MAY) WAVE HT(m) 0-0.5 0.5-1 1-1.5 1.5-2 2-2.5 2.5-3 3-3.5 3.5-4 4-4.5 TOTAL DIRECTION

22.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.07 0.04 0.02 0.00 0.00 0.00 0.00 0.12

67.5 0.00 0.18 0.34 0.07 0.02 0.00 0.00 0.00 0.00 0.60 90 0.00 0.18 0.04 0.04 0.07 0.00 0.00 0.00 0.00 0.32

112.5 0.00 0.30 0.16 0.04 0.02 0.02 0.00 0.00 0.00 0.53 135 0.23 0.23 0.21 0.05 0.05 0.02 0.00 0.00 0.00 0.79

157.5 1.31 6.32 4.75 1.16 0.05 0.04 0.02 0.00 0.00 13.64 180 1.08 17.60 29.65 16.65 5.20 1.27 0.19 0.04 0.00 71.69

202.5 0.02 1.69 3.74 3.32 1.41 0.32 0.04 0.00 0.00 10.53 225 0.00 0.12 0.60 0.44 0.32 0.09 0.00 0.00 0.00 1.57

247.5 0.00 0.00 0.00 0.14 0.05 0.02 0.00 0.00 0.00 0.21 270 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

292.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 315 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

337.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 360 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

TOTAL 2.63 26.62 39.55 21.94 7.21 1.76 0.25 0.04 0.00 100.00

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CWPRS Technical Report No.5075, May 2013 5

TABLE 1 D

PERCENTAGE OCCURRENCE OF WAVE HEIGHT & WAVE DIRECTION OFF KAKINADA FOR ENTIRE PERIOD (JAN-DEC)

WAVE HT(m) 0-0.5 0.5-1 1-1.5 1.5-2 2-2.5 2.5-3 3-3.5 3.5-4 4-4.5 TOTAL DIRECTION

22.5 0.00

0.00 0.02 0.03 0.02 0.02 0.00 0.00 0.00 0.09 45 0.00 0.12 0.60 0.48 0.24 0.12 0.02 0.01 0.00 1.57

67.5 0.00 0.49 1.66 0.83 0.42 0.07 0.05 0.03 0.01 3.57 90 0.00 0.63 0.60 0.18 0.09 0.04 0.03 0.01 0.00 1.57

112.5 0.01 0.88 0.33 0.14 0.02 0.03 0.02 0.02 0.00 1.45 135 0.14 1.15 0.21 0.05 0.03 0.03 0.02 0.01 0.00 1.64

157.5 0.57 4.08 3.04 0.73 0.06 0.01 0.01 0.01 0.00 8.51 180 0.44 15.00 25.50 15.21 5.67 1.38 0.35 0.03 0.00 63.59

202.5 0.01 0.73 1.92 3.34 1.86 0.62 0.13 0.02 0.01 8.64 225 0.00 0.10 0.90 1.84 1.80 0.79 0.41 0.17 0.07 6.07

247.5 0.00 0.01 0.37 0.83 0.84 0.52 0.19 0.17 0.03 2.95 270 0.00 0.01 0.05 0.08 0.07 0.06 0.02 0.01 0.00 0.29

292.5 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.02 315 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.01

337.5 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.00 0.01 360 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.02

TOTAL 1.17 23.21 35.21 23.75 11.11 3.70 1.26 0.48 0.12 100.00

From Table 1(A) and Fig.2(A) it could be seen that during south-west monsoon, the waves

approach predominantly from South ,SSW, SW and WSW directions with 56%, 14% , 16% and

8% occurrence respectively with the maximum wave heights of the order of 4.5 m. During north-

east monsoon period (Table 1(B) and Fig. 2(B)) waves approach predominantly from SSE and

South directions with 9% and 63% occurrence respectively. In the non-monsoon period (Table1(C)

and Fig.2(C)) the predominant directions of waves are from SSE, South and SSW directions with

14%, 72% and 11% occurrence respectively and the wave heights are up to 3.5 m. The wave

climate during the entire year (Table 1(D) and Fig. 2(D)) indicates that the predominant wave

directions in deep water are from SSE, South, SSW and SW directions with 9%, 64% , 9% and 6%

occurrence respectively with the maximum wave heights of the order of 4.5m. However, its

percentage of occurrence is very small.

These deep water wave data were transformed using a spectral wave model to get the

nearshore wave climate in the vicinity of the proposed port expansion at Kakinada.

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CWPRS Technical Report No.5075, May 2013 6

4.0 WAVE PROPAGATION FROM DEEP WATER TO THE COAST

4.1 MIKE-21 SW Model

For simultion of wave propagation from offshore to nearshore region, mathematical model

MIKE21-SW was used. Brief description of the model is given below

As waves travel from deep sea to shallow coastal waters, they undergo changes in

direction and height due to the processes of refraction and shoaling. The simulation of wave

transformation from deep to shallow waters was carried out using MIKE – 21 SW model. MIKE –

21 SW model is a spectral wind wave model based on unstructured mesh. The model simulates

the growth, decay and transformation of wind – generated waves and swell in offshore and coastal

areas. The governing equation is the wave action balance equation. In horizontal Cartesian co-

ordinates the conservation equation for wave action is

S

Nt

N

).(

where N(

x , , ,t) is the action density, t is the time,

x = (x,y) is the Cartesian co-

ordinates,

= ( Cx , Cy , Cσ , Cθ ) is the propagation velocity of a wave group in the four

dimensional phase space

x , and . S is the source term for the energy balance equation.

is the four dimensional differential operator in the

x , and space.

The equation is solved using cell–centered finite volume method.

4.2 Wave Transformation Studies with MIKE21-SW

Bathymetry in the offshore region of Hope Island is fairly simple, consists of almost parallel

contours from 10m depth upto 200m depth. The bathymetry data in the offshore were taken from

CMAP data base and bathymetry in the port area was taken from Hydrographic chart No. 3009

supplied by Project.

An area of 72km by 35 km with an unstructured mesh was considered for studies with MIKE –

21 SW model which extends up to 100 m in deep sea and high water line near the shore. The

model was run for incident waves from NE, ENE, East, ESE, SE, SSE and South which are the

predominant wave directions in deep sea (Table 1D) with incident wave height of 4m. The model

was run for the highest high water level at 1.5m for following conditions:

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CWPRS Technical Report No.5075, May 2013 7

1. Preexisting condition – Without any channel and breakwater (Fig. 3 )

2. Existing condition - Offshore breakwater of length 1050m and an approach channel

dredged to depth varying between 12.5m and 14.5m with width 160m (Fig. 4 )

3. Proposed FSRU development – Dredging in the proposed turning cirle of 700 m diameter

and berthing pockets to 14.5m depth and deepening of approach channel to 14.5m depth

and widening to 250m. (Fig. 5 )

Plots of wave height contours and wave vectors in the model area and near the Uppada coast

are shown in Figs. 6 to 8 for the predominant incident wave direction South, for the preexisting,

existing and proposed channel conditions respectively. Wave heights were extracted from the

model results for all the incident wave directions along the channel and Uppada coast at regular

distance as shown in Fig.9. Fig. 10A, 10B and Fig 11 show comparison of wave heights along the

channel and along the coast at Uppada for the three conditions.

Wave heights and wave directions in 7m depth near the Uppada coast were extracted from the

model results for all the incident wave directions. This information of wave height and direction in

7m depth was applied to yearly offshore wave climate (Table 1D) to obtain frequency distribution

of wave height and wave direction near the Uppada coast. Table 2 shows frequency distribution of

wave heights from different directions during entire year in 7m depth near the Uppada coast for the

proposed channel conditions . Fig.12(A&B) show nearshore wave rose diagrams in 7m depth near

the Uppada coast for the existing and proposed channel conditions.

TABLE 2

PERCENTAGE OCCURRENCE OF WAVE HEIGHT & WAVE DIRECTION AT KAKINADA IN 7 m DEPTH FOR ENTIRE PERIOD(JAN-DEC) (UKMO DATA)

WAVE HT(m) 0.5-1 1.-1.5 1.5-2. 2.-2.5 2.5-3. 3.-3.5 TOTAL

DIRECTION CALM % 9.49

90 1.2 0.39 0 0 0 0 1.59

112.5 0.5 5.02 0.86 0.1 0.09 0.02 6.59

135 41.65 30.74 1.22 0.09 0.03 0.01 73.74

157.5 8.61 0.03 0 0 0 0 8.64

TOTAL 51.96 36.18 2.08 0.19 0.12 0.03 100

Significant wave heights observed near the landfall point in 3m depth are given in Table 3.

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CWPRS Technical Report No.5075, May 2013 8

TABLE 3

MAXIMUM SIGNIFICANT WAVE HEIGHTS NEAR THE LANDFALL POINT

5.0 DISCUSSION ON RESULTS

Wave propagation studies carried out for transformation of deep water wave conditions to

nearshore showed that the directions of wave approach are from East, ESE, SE, and SSE. The

annual frequency distribution of waves shown in Table 2 indicate that waves approach

predominantly from East, ESE, SE, and SSE directions with percentages 2%, 7%, 74% and 9%

respectively.

From Figs. 10 and 11, it is seen that there is marginal change in wave heights along the

channel as well as near the Uppada coast due to proposed deepening and widening of the

channel and dredging of port area in the lee side of the breakwater. It is seen that the wave

heights along the coast are seen to reduce or increase by 0.1m to 0.2m with the proposed

dredging conditions. The Uppada coast is at a distance of about 10km from the proposed site of

development. There is no significant change in the wave heights, frequency distribution of wave

height and wave direction (Ref: Fig.12) near the Uppada coast due to deepening and widening of

the channel.

5.0 SHORELINE CHANGES AT UPPADA

The coastline at Uppada is in the shadow zone of the Hope Island. Therefore wave climate and

littoral drift trend is different from the normal trend existing at other locations on the east coast of

India.

Incident Wave Direction /Incident

Wave Height

Wave Height

Mean Wave Direction

450N /4m 0.8m 870N 67.50N /4m 1.4m 900N 900N /4m 1.5m 930N

112.50N /4m 1.3m 970N 1350N /4m 0.9m 1000N

157.50N /4m 0.5m 1010N 1800N /4m 0.3m 1010N

202.50N /4m 0.1m 1010N

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CWPRS Technical Report No.5075, May 2013 9

5.1 Longshore Sediment Transport at the coast

Waves breaking obliquely to the coast and the longshore currents they generate cause the

longshore movement of sediments which may flow along an extended length of beach.

Sometimes this transport results in a local rearrangement of sand into bars and troughs. At other

times there are extensive longshore displacements of sediments i.e. littoral drift, moving

thousands of cubic meters of sand along the coast each year. The coastline at Uppada is

subjected to severe erosion due to high wave action during monsoon. Due to the sandspit, the

sediment transport across the bay is cut off, as the sediment transport is utilized for growth of the

sandspit. This growth of sandspit as well bypassing of the sediments towards the northern

coastline prevents replenishment of the Uppada coastline. The erosion of the coastline is mainly

due to starvation of the beach and the severe wave attack during the monsoon.

6.2 Effect of Widening and Deepening of the Channel on Uppada Coastline

Changes in the shoreline are mainly due to movement of the sediments in the surf zone,

caused by currents generated by the breaking of obliquely incident wind waves. From the results

of mathematical model studies of wave transformation, it is seen that there is no significant

change in wave conditions near the coast due to deepening and widening of the channel (Fig.10 &

Fig.11). Therefore the proposed development of FSRU at Kakinada will not have any significant

effect on the adjacent coastline. The erosion of the coastline is mainly due to starvation of the

beach and the severe wave attack during the monsoon.

7. CONCLUDING REMARKS

Mathematical model studies for wave propagation and probable shoreline changes at Uppada

for the proposed development of FSRU at Kakinada Port were carried out at CW&PRS. Following

are the main conclusions:

Wave propagation studies carried out for transformation of deep water wave conditions to

nearshore showed that the directions of wave approach are from East, ESE, SE, and SSE.

with percentages 2%, 7%, 74% and 9% respectively.

There is no significant change in the wave climate in the vicinity of Port area due to

deepening and widening of the channel.

The proposed development of FSRU project is within the KDWP Harbour (Protected) area

at Kakinada and will not have any significant effect on the adjacent coastline at Uppada.

The present erosion at Uppada coastline is mainly due to starvation of the beach and the

severe wave attack during the monsoon.

Fig. 1 : PROPOSED FSRU DEVELOPMENT AT KAKINADA

EXISTINGBREAKWATER

A. South West Monsoon(June-September)

B. North East Monsoon(October- January)

C. Non Monsoon Period(February- May)

D. Entire Year(January-December)

Fig 2(A-D): OFFSHORE WAVE ROSE DIAGRAMS

Fig 3. : BATHYMETRY FOR WAVE PROPAGATION STUDIES (PRE-EXISTING CONDITION)

Uppada

Fig 4. : BATHYMETRY PLOT FOR WAVE PROPAGATION STUDIES (EXISTING CONDITION)

Breakwater

Channel

Uppada

Fig 5. : BATHYMETRY PLOT FOR WAVE PROPAGATION STUDIES (PROPOSED FSRU DEVELOPMENT)

ProposedDredging

Approach Channel

Breakwater

Uppada

-14.5

FIG 6.: WAVE HEIGHT DISTRIBUTION FOR PRE-EXISTING CONDITION FOR WAVES INCIDENT FROM SOUTH DIRECTION ( INCIDENT WAVE HEIGHT : 4.0 m)

Uppada

FIG.7: WAVE HEIGHT DISTRIBUTION FOR EXISTING CONDITION FOR WAVES INCIDENT FROM SOUTH DIRECTION ( INCIDENT WAVE HEIGHT : 4.0 m)

Uppada

FIG 8.: WAVE HEIGHT DISTRIBUTION FOR PROPOSED LAYOUT FOR WAVES INCIDENT FROM SOUTH DIRECTION ( INCIDENT WAVE HEIGHT : 4.0 m)

Uppada

Dredging for turning circle and berthing pockets

LandfallPoint

Fig.9: LOCATIONS OF OBSERVATION POINTS ALONG THE CHANNEL AND UPPADA COAST

0

0.2

0.4

0.6

0.8

1

1.2

1.4

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Existing

Proposed

INCIDENT WAVE DIRECTION:45°

0

0.5

1

1.5

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2.5

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Existing

Proposed

0

0.5

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Existing

Proposed

0

0.5

1

1.5

2

2.5

3

3.5

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

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Existing

Proposed

Fig.10A : WAVE HEIGHT DISTRIBUTION ALONG CHANNEL FOR DIFFERENT INCIDENT WAVE DIRECTIONS

INCIDENT WAVE DIRECTION:90°

INCIDENT WAVE DIRECTION:67.5° INCIDENT WAVE DIRECTION:112.5°

0

0.5

1

1.5

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2.5

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Existing

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0

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0

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0

0.1

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0.7

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

Pre-existing

Existing

Proposed

Fig.10B : WAVE HEIGHT DISTRIBUTION ALONG CHANNEL FOR DIFFERENT INCIDENT WAVE DIRECTIONS

INCIDENT WAVE DIRECTION:180°

INCIDENT WAVE DIRECTION:202.5°INCIDENT WAVE DIRECTION:157.5°

INCIDENT WAVE DIRECTION:135°

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Fig.11: WAVE HEIGHT DISTRIBUTION NEAR UPPADA COAST

0

0.2

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1 2 3 4 5

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Existing

Proposed

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0

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Existing

Proposed

INCIDENT WAVE DIRECTION:45°

INCIDENT WAVE DIRECTION:202.5°

INCIDENT WAVE DIRECTION:90°INCIDENT WAVE DIRECTION:157.5°

INCIDENT WAVE DIRECTION:112.5°INCIDENT WAVE DIRECTION:180°

INCIDENT WAVE DIRECTION:67.5° INCIDENT WAVE DIRECTION:135°

0

0.5

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1.5

2

1 2 3 4 5

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Existing

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0.5

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Existing

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Fig. 12 ROSE DIAGRAMS AT UPPADA IN 7M DEPTH (JANUARY-DECEMBER)

(A) EXISTING CONDITION (B) PROPOSED FSRU DEVELOPMENT

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