Luận văn thạc sĩ: Analysis of boundary conditions and concept design for port Dong Lam, Thua Thien-Hue Province, Vietnam

“ANALYSIS OF BOUNDARY CONDITIONS AND CONCEPTDESIGN FOR PORT DONG LAM, THUA THIEN-HUE

PROVINCE, VIETNAM"

Graduation committee: Author:

Prof Ir H Ligteringen Delft University of Technology W.A.BroersenDr Ir J Van de Graaff Delft University of Technology

Ir D.J.R Walstra Delft University of Technology Date:

Ir M Westra Royal Haskoning May - 2010Ir T Elzinga Royal Haskoning

‘What lies infront of you is the result ofthe Master Thess, the final step before graduationIn Chil Engineering at Delft University of Technology (DUT) This project is about theanalysis and modelling of boundary conditions and the conceptual design of Port Dong Lam,Thua Thien-Hue Province, Vietnam The work was executed in cooperation with RoyalHaskoning- departments Rotterdam, The Netherlands and Ho Chi Minh City, Vietnam.

Royal Haskoning provided me a working space and put all their information, knowledge and

advice at my disposal for which | am thankful As well | want to show my gratefulnes tothe members of my graduation committee for guiding me during the process

Prof ir H.igteringen Delft University of Technology, chai Ports & Waterways

Dr iJ Van de Graatt Delft University of Technology, chair Coastal Engineering

OUR Walstra Delft University of Technology, chair Coastal Engineering

eM Westra Royal Maskoning (NL), department Coastal & Rivers

rT lings Royal Haskoning (NU, department Maritime

Besides | want to thank my overseas supervisors in Vietnam for providing information andadvice:

trM.Coopman Royal Haskoning (VN), department Maritime

ro M Kiibberc Royal Haskoning (VN), department Maritime

Last but not least | want to show my appreciation to my frends, roommates and fellowstudents Special thanks go to my family, Mischa and my close friends Lock, Paul, Cyriel andJan, Without their support the mountain to climb would have been a few steps higher.

[At the end of this project | can say that | have really expanded my knowledge and skils,

both technically and pragmaticaly Moreover, my self awareness has reached a higher levelhich i priceless with regard to my future The struggle to achieve this was tough and I‘would ike to quote 3 fellow student to describe this journey:

Port Dong Lam

at ik het afstudeerwerk vergeljken met een tocht over de Andes van Chilinaar Argentinié.

Vooraf likt het een prachtig mooie tocht te worden, het begin laopt relaxed, maar er komt

ongetwifeld een as waar niet overheen te komen is, Dagen van sneeuwstormen en

_sychologische ellende zorgen ervoor dat we geen steek verder komen Mar naarmate het

berglandschop bekender terrein wordt, worden nieuwe paden zichtboar Met de weinigeervaring stuiten we nog op een cantal tegenslagen die we van tevoren niet haddenvoorzien, maar omdat we goede bogage hebben en een porte Kennis over de elementenlukt het ons met gezond verstand om een weg te banen door de Cordillera

(Andesgeberate) Aangekomen in Argentin® staat vervolgens een vilegtuig Ho, dle kun je

"emen, naar welke plek op aarde dan ook Bas van Son (2008)

Wouter Broersen Delt, 28 mei 2010,

28/05/2010 " =————

‘Dong Lam Cement Factory is developing a new clinker plant in Thua Thien-Hue Province,

Vietnam The clinker has to be exported towards Ho Chỉ Minh City, where it is grinded into

cement and used for the construction industry For the clinker production coal is needed

and has to be imported To make the in- and export possible a new dedicated seaport i

required to allow for 15,000 dut clinker vessels and 7,000 dt coal vessel

From the production plant, the clinker bulk is transported to a storage facility by truck.From here the material is transported to the seaport by means ofa conveyor belt The coal's transported by the same modalities but vice versa,

In the fist phase up to 2015) about 2 milion ton per year bulk material is expected to behandled at tis port Inthe second phase (2015 -2035) this amounts about 4 milion ton per

year of bulk material Following the increasing demand for concrete, a doubling of the

production is expected in 2035, This results in a throughput of almost & millon ton per year

In the third project phase (2035 and up).

‘The objective i to design s port with sufficient capacity to handle the predicted cargo flowand which offers acceptable conditions for the ships to enter The effective berth andhinterland capacity have to be determined such, that turnaround times are within limits To

create safe conditions, the vessels need to have enough space for manouevrng inthe wet

port area These manoeuvres can be seriously disturbed by wind, wave, currents and

sitation on the long term, To ensure the workability of the port these effects have to belite.

AnalysisPort capacity

To determine the effective berth capacity the queuing theory is applied In phase 1 and 2

‘one clinker and one coal berth satity with effective capacities of respectively 700 and 375

‘fh respectively In phase 3 two clinker and two coal berths are needed with the same

Foading/anloading rates, Clinker is loaded with a radial loader and coal is unloaded with a

pneumatic unloader.

‘Soundary coneitions

To get insight in the environmental boundary conditions, field data is collected andanalysed thoroughly In Vietnam the wind climate is governed by the South-Fast Asian‘monsoon system, with 3 dominant SE direction and strong NNE winds, The wave climate is

Port Dong Lam

Having frequent waves from the NNE and SE, littoral transport is generated in north- andsouthward direction, Nevertheless, the northward transport is clearly dominant, Currentsare heading SE for mast of the time.

Port dimensions

“To reduce the breakwater length, itis decided for the tugs to make fast outside the

breakwaters Asa consequence, almost 4% of downtime can be expected, since tugs cannot‘operate when Hs > 2m Once the vessel has entered the harbour the stopping manoeuvrecan be started, which requires an inner channel length of 290 m The turning circle allowsfor the turning manoeuvre for which a radius of 290 m is reserved Inthe mooring basin,ships are forced into the rght position to make safe berthing possible This requires a with(of 210 m and a quay length of 652 m Note that these basic dimensions are determined for

project phase 3 ( berths), considering a 15,000 đạt design vessel

Layouts and evaluation

Four different layouts re developed for phase 3 ofthe project Two of them are dismissedin an early stage, because of unfavourable conditions The other two layouts ~ the ‘coastal’and 'ofshore' alternative, are evaluated with a costvalue approach In this approach thevalue of each design i assessed by means of 2 MCA.

“The following criteria are taken into consideration: navigation, tranquility at berth, coastal

Impact, sedimentation, ease of cargo handling, safety and flexibility Regarding navigation

and wind, wave and current hindrance, no significant differences are found It turns out

that the most important difference is found in the coastal impact The coastal alternative

will eause erosion along 7.5 km of coastine with a maximum retreat of 100m Instead, theoffshore alternative affects ‘only’ 3 km with maximum retreat of 70m.

“The other element of the costvalue approach is the costs The investment costs for the

coastal altemative are 64.1 Mộ, which include the dredging works, breakwater and quay

construction The costs for the offshore port amount 77.5 Mộ, which entails the dredging

works, breakwater, jetty quay and trestle construction The relative low costs for the

coastal alternative are achieved by applying the cutand-fil balance; the dredged sand isused as breakwater foundation Maintenance dredging costs are 1.75 MS and 0.9 Mộ forrespectively the coastal and offshore alternative

To finish the cost-value approach the value/cost ratio is taken for both port layouts Thecoastal alternative (1.11) turns out to be 2 better port layout than the offshore alternative(0.95)

Downtime assessment

The total downtime amounts 54% hich s entals the following contributions:

+ Wave height exceedance tugs: 3.9%

Wind speed exceedance moored vessels 1.5%

28/05/2010 w ——————

Port Dong Lam

28/05/2010 vị MSc Thesis WA roersen

TABLE OF EQUATIONS - xu

1:12 Metacean conditions

4341 bata collection.432 Modeling

133 Tronsportcopacties

134 Port dmensions

1.35 Layout design and concep selection.

251 Crote-shore profi „261 Tức R2⁄63 Woterlevel setup, B

274 Background 92.72 Normal conditions 202.73 Entreme conltions 25274 Conclusion ”281 Normal conditions 2282 Extreme conaltions

291 Normal conditions2.9.2 Extreme conltions.2.93 conclusion.

BeeRABESE

Port Dong Lam

2103 Conclsion ve ve " 50

A7 522414 Conclusion vn vn vn s62:12 Cosstat womnocaor %2121 TUNG (2001) 552422 Littoral tronsport under normal condltions " —2123 tittoral ransport under extreme conditions " —213 Soveonomons

2421 ConclusionTRANSPORT CAPACITY.

6s

3.2 02DafohALRCoUROupds 633.3 Transom Cannes, “2.34 Berth assessment 6332 Conveyor belt

333 Storage oreo.334 Road3.35 Goncsion.4 BASIC PORT DIMENSIONS

41 mopueron kì42 Nomacconomens 843° DES6NVESL 8

44 Warennen ao

44.1 Approach chanel " ° ° đo(442 Turing Cle " : on a5443° Mooring Basin, đề444 Quoy length " - - vn để45° Concuson, a75 ALTERNATIVE LAYOUTS.

54 INHBBuCToM

52 Desiouconsoenations 4653 — Pomruvours 90531 Refinement of port oyouts : " Eì54 MuienTENnannns, 96541 Novigaton ”542 Trơguliyatbenh " " 97543 Coastolimpact " " —.544 Sedimentation 105545 Softy on 108546 Fentiley - 198547 Result 10355 CantaLcostsencuunon a551 Coastal por ˆ " ˆ —-552 Offshore por 1856 _ Manrenance costs exesanon 26561 Coastolpor ˆ " ˆ ——-562 Offshore por 1657 CostvaEaenone nh6 CONCLUSIONS AND RECOMMENDATIONS 1g

28/05/2010 vụ Se Thesis W.A Broersen

421 Dato and modeling 130622 Pordesign 130

621 Calelation of maximum wove eight ut€22 Calelation of wave height at port ste 1aC23 Example coleviaton as

E _ OHSHORECURRENTS 5 ass

F.WAVE MODELLING onsen 5 as?

22 Land boundary 157F22 Computational grits 18£23 bathymetry 1593.1 Hydrodynamic boundory conditions 160F32 Physialpocametes tết#33 Numencal parameter 162

E51 Normal conditions 162

Port Dong Lam

62 ŒACromua 67G21 Genero 167622 Calculation setup, - " —623 Coleulation of wave prametes : 1656.2.4 Calelaion of shoaling ond refraction factors 169625 Coleultion of sediment transport - 706.26 Colevltion nput ond output " 10G3 MKEUTPACK-LHORET 3G31 Gener ° 473632 Hydrodynamic mode ˆ " ` 3633 Sediment ronsport model 173634 Model setup " " —_635 Mode! settngs : " vd?636 Model input 178637 Calbration ond vodation ` ` 179G38 Model output " " ——.639 semlriyenglsis 183Ga MKEUTPACK-LHUNE 4395641 Gener ` ° —3G42 Mode! setup 185643 Mode int " - - ——.G44 Caliration ond voidation

645 Mode output

H CALCULATIONS ON BERTH CAPACITY.Ha phases

H2 Pa?Hà P3

1 BREAKWATER CALCULATIONScosta ron

28/05/2010 x MSe Thesis WA Broersen

TABLE OF FIGURES

Figure: planed pot steln Google Earth mage 3Figure 2: wanspor syst for ctr export and oa import 4Figured: bathymeuy ner Thue Then Hue Province abained om Cap 10Figure’: bathymeny near pr ste obtained rom Cap 10Figue:cossshore CC, aFique7: ferent waterevesina maed ie 2Figure 8 measurement ofthe water lve athe project 3Figured: schematization of wind setup 15Figure 10: sehemavzaton ofthe fetch for wid setup caleaton 8Figure 1: schematzaton of wave setup 7Figure 12: cnet of wave setup „

le 15: yoheon Cea and in Vietnam a the 150 of Cctabe, 985, 2Figure 15: wing ciate ecordng tothe China Sea Plt aFigure 17: NOAA win ses forthe sda locations mèFigure 18: winrose (0) 2Figure 1: ue series of wind gee in 1986, mèFigure 20: cumulative exceedance frequency versus winé speed 25Figure 2: 0p 50of won! depressions iting ceta Vietnam between 1959 and 2003 26Figure 22: NORA wave roses forthe si data locations 29Figure 2: ue series of wave height i 1998 30Figue 2: wave os wave helt, dtecton and reauena) StFigure 25: wave os wave ptog, decton ad teaver 3Figure 25: wave hit versus Hequenyeneedance 33

Figure 29: wave mdel su fe random wave conden 38Figure 30: otshore wave rose with schematied wave deco Sour: NORA locaton 18WIO7.SE 39re 3: nearshore wove ose at 15 mate danh, 0Figure 32: camulatve potabity fexceedace vets wave height ofsore and eyzlore wave data 2Figure 3: Typhoon €D 1990] coming om ES (11259 director and showing the dominant wave on 43Figure 3: cues inthe South hina Sa, Source: UXO (178) “Figure 35 leatonsofcurent measurement about 600m ofshore} Source: TEIPORT 2

Figure 3: eens fo verti! 3 Source ocalmeasutement by TEDPORT 50

Figue 37: yaropraphia suey oes ring Me 150000, =Figure 38: bed sal of oation MOS =Figure 3: et seman vasport org the coastal bare lm Than ti nh Tha 8Figure: ross-sore st buon of sediment rasp or 1/10 yeas yphoen conan =Figure a: oss-sore bự of sede raspot or 1/59 restyehopncondten 38Figure a2: ross-sore distribu of sediment rasp or 1/10 yeas monsoon conde, 39Figure 3: ross-sore distribu of sediment traspet or 1/50 ens monsoon conde, 38Figure: borehole cations for getecncal survey “Figure : geotechnical ross stton nating ou ferent sl ayes “

Port Dong Lam

Figure 0: example ofa aa loader for diner oosing aFique i: empl ofa continous uioeder or cal vlasing a

Figure 3: example of conveyor bt rom enlosel a

Figure: angular sap af trage areas 8Figure: example ofa covered warehouse 6Fique 7: read between production plant na Pot Dong am 7%Figure 9: eres of dai angle dag entering ofthe pt 2Figure 0: base manoeuring with of alin Si =Figure 52: eeuredgsce le eperations in marin Bs “Figure 53: —— vịFigure 6: ross shore distin of sediment rnp during 1/10 em yghazn mFigure 65: sediment ăngươl dng typhoon event = oat pot 2Figure 5: sediment ai dự hệ nansoon event costa pot 33Figure 7: ross shore dstibaion ol edna anspor dung 1/10 year monsoon, 9Figure 5: sediment warspot dng nanan antyphoon events sore pr 3Fique 0: aeacton sound besevater bend costa pot 38mì." mmFigure 72: coat rosin -cosal son 10Figure 7: coastal weston lho pot, 108Figure 75: stavon aes for costal por 05Figure 76: ross shore sediment sistibution ding 1/10 monsoon tom without and with coast roth 206|Figure 7: station sea or iso port 108Figure 7: possive port expansion cout por 109Figure 0:.and gi anand elamation costal port, 12Figure: rosssecion of sand sit mFigure 2: exsion patie for sandy Sch 12Figure 3: ongtudnalrescsedionefhe main reakate lower pcre onde Secondary breakwater,

(upper pieture na

Figure 5: rss-secon 1a 2 Teun on sae spit canst port 16Figure 8: cross-sections end 4~coatal por nềFigure 8: regi works -ofshore se, 120Figure 3: sand spt-otore pore 20Figure 1: wave height and water depths tom SWAN model -oshore por 1mFigure 92: cross-sections Land -ffshoe pot 123Figure 93: expe fa ety ay conected t he any este asFigure 94: cost estimate other or 25Figure 95: fa port deg, 29Figure 97: windrose, Sure: WS, Con Ce sod ngFigure 98: wave ose Source: HNS of Con Co lad 7Figure 100: 109 50 of opal depressions iting cert Velram between 1959 an 2008 29Figure 11: dimensions of lone winds m

28/05/2010 xí Se Thesis WA Broersen

igre 101/8 ers Uae

` "Figure 108: determination of tant betwee nail nd po tsFire 106: examin eaculton determination of HA

Figure 107: Wel detrs ion ites wind speeds of 33 mandaFigure 108: rencton Setwean trop tars ana typhors

Fire 109: Webul derbtion teat wave eens of 66 m anu.Fire 110: Wel ted to wave hgbtof3 3m ap

Figure 11; cuarets inthe South hina Sea, Source UKHO (1978)Figure 12: compatatonal gis ued nthe SWAN moe

Figure 19: ln boundary, computations ada bathymetry for er 1Flere 15: rid 2 ante thy,

Figure 116: wav stenution for wave canton 20,7.Figure 117: rd 1 (mettosre]ln modeling of etree wave,

Figure 118: wave power P per unt beach eth eft} an the alorgsore component f(a

Figure 19: Ines tden between StI, ]2bd?(PVbased on measurements.

ge 120: thyme survey by TEIPORT.

ge 122: fl vloety by Van Rin (188) ad el raugue 12%: mesniredard approximated el curentlyeve 125: wave height wave pod ad sent traeport in 1988.

Fee 126 wave height wave peed and sediment transport as between 1987 and 2008,Figure 127; accumulated sediment vanspot from 87t 2008,

Fee 12: esto he senetty aah

ge 129° UTNE ngứa tp th neste boundary condor.Fee 10 fire por sehematatin

eye 13: oat por sharataton

Fee 12: detintion of cosrtee careersFieve 13: apt dedeng ot.

88196

Port Dong Lam

28/05/2010 xv Se Thesis WA Broersen

TABLE OF TABLES

Table: fetch schematization and wind setup celaton 18Table 2: wd speed and rection an hecoresponðngfreeuehdesofovrere 23Table wave het and rection and the conesponding occurence equences StTable 5: wave erie and điecion andthe coesponding ocutence Frequencies 3Table 6: wav steepness for the ferent waveclinats 3Table 7: typhoon generated entreme waves, 35Table 8 monsoon generated erene waves 36Table: wave height and rection and he coespondingHequencies ference aTable 10: clean of typhoon wave periods unde srene condor aTable 1: ofshore yon condtionsfor wave mode aTable 12: earshae typhoon wave cordon fe seuctura dein "Table 15: earshoe typhoon wave cordon rtm rangpotcld/alen “Table: clean of monsoon ae periods under errineconđtons a3Tale 5: otsore monsoon condton fr wave made “Table 16 earshare monsoon wave contons, “Table 17: rent vdodt ae the ocurnce frequency) vera 2 Sure: TEDIPONT 0Tale sedan characteris forMDI to MDET sable 19 ttl tora anspor per year an pe 2 ya" by CEC formu, STTable 0 tl tora transport per yar an pe 2 year 2 cla by UTPACK “Table 21: input for typhoon ndieedsedheandgofC, 38Table 2: put for monsoon ince seeimen wanspor 0able 23: determination of coal volun, mTable f-ecupatd, Teen wating tire and mean tunarund time mPhase 1 70Table 25: zcuparcy, mesa wating tre and mean tunaround time Phase 2 aTable 26: xcupancy, mean wang tere and mean turnaround tie m Pras 3 aTable 27: requted tage afeas oe storage fact mmTable requred trae afeas focal storage cty, 7Table 29: equred numberof ets, vanspot ang storage capacities 78Table 30: characters of ck and cal veel =Table 31: clean rst of canna wih, aTable 32: clean results of rant doth BsTable 35: clean restore hannel pth asTable 4: summary af water area dimensions srTable 35: determination of weight fats 96Table 36: wae acon atts for coastal pot 98Table 37: woe tract ats for fsbore pot °°Table 38: ooglne gro intme for coastal pe amTable 39: caste growthin earofElorepert 02Table: MeAres 10Table 1: clean of and pt volume aTable 42: required volumes of concrete and natralock casa port sựble 45: mateilsealblfyandcost sưTable placing and tot costs pe ms 8Tale 5: Cost of lo armour uns ueTable đề Tot costs of reakwaters- costal or 8

Port Dong Lam

Tade 0: NPV maintenance sreding operations atshore pr my“Tate Si: Cog-Vaue Approach 8Table 3: ave eight and ection and he carespndng requences of ocurenee 17Table 54: lop 30 typhoons belween 1959-2008 and corssonding win speeds 140Table đoan ratio Jf rato MMR sak and HS mọc ste 16Table: ample calla: characteris of typhoon Xengtae PTae 59: nal clean: actual wave height Hein) 8‘Tati g0ap 10 monsoon stormsin ems wave bight 152Table 62: SWAN ngu an ouput or aishore-reasnore wave Vantin 161Tate 66:wave height versus period ad the catespording occurence equeny mm— amTable: ab versus wave hit and wave decton inTobe 70: ch versus wove eight and wave diet, inTable 7c wave eight and period andthe coesponding trl anspor i

Table 0: maintenance edging eosts-constl por 197Table I: mantnance dredging eosts-olshore por 198

28/05/2010 xu Se Thesis WA Broersen

Equation: catlation 69

quaon 25 Ses aw an caleuation of gb 170Equation 29 refraction fer 270

quaton 30: conseraton of energy in waves 70

Equation 32 ctalaon S 70Equation 35: allaon dimensiones bed shear sues a4Equation 34: vrtcal turbulent fs equation, 78quaon 35: suspended sediment warsport a8Equation 36 clelaUen fal vdedt, 176Equation 37: clan of nematic west a8Equation 38 cominty equation fr sadmert HH

Port Dong Lam

28/05/2010 xưn Se Thesis W.A Broersen

Analysis of boundary conditions and conceptdesign for Port Dong Lam, Thua Thien-Hue

Province, Vietnam

Port Dong Lam

28/05/2010 ; MS Thesis WA Breersen

1 INTRODUCTION

1.1 Study Background

Dong Lam Cement Factory ~ one of the largest privately owned cement companies in

Vietnam -s developing @ new clinker plant in Thus Thien-Hue Province As wel, three other

shareholders including a bank and other trading companies are involved

Next to the location of the plant there is a limestone quarry which provides the mainTnạredient for production process The produced clinker will be exported from the provinceAandi will require coal forthe production, To make this possible a new dedicated seaportrequired to allow for upto 15,000 dwt clinker vessels and up to 7,000 dt coal vessels This

‘new seaport terminal to be constructed several kilometres from the quany plant on the

coastal stretch North West ofthe city Hue (see Figure 1) Inthe first phase (up to 2015)

about 2 milion ton per year bulk material is expected to be handled at this port In the

Port Dong Lam ROYAL HASKG

The clinker bulk will be transported from the plant to a storage faclity by truck over aspecilly-build new road, From there the material is transported tothe seaport by means ofa conveyor belt The coal is transported the other way around, This is shown in Figure 2.From the por, the clinker Is exported to a grinding plant in Ho Chi Minh City, where iti

srinded into cement.

The por is to be located on the beginning ofa coastal barrier, which is about 30 km away

{com Thuan An inlet ofthe Tam Giang - Cau Hat lagoon ~ shown in the upper right corner in

Figure 2 This lagoon is located in Thưa Thien-Hue province which is one ofthe six provinces

In the region of the North Central Coast The province borders the Quang Tri Province to

the north, the city of Da Nang to the eas, the Quang Nam Province to the south, and the

Xekong Province of Laos to the west

1.2 Metocean conditions

In Vietnam, the monsoon system is the governing force of the wind and wave climate

Besides, typhoons find their origin in the Western Pacific Ocean and propagate towards the

Vietnamese coast The most affected areas by typhoons are the coastal provinces of the

North and Central regions This means that wave conditions are strong and that severe

wave conditions can be expected Together with the sandy beaches this can lead tosignificant erosion and accretion, which has to be studied when building port structures,

1.2 Study Scope

Paragraph 1 shows that an extensive transport system is required in between the clinkerand grinding plant to enable the transport of clinker and coal bulk In ths study the focus ion the port design, which forms a very important element The design ofthe conveyor beltand storage facility is not considered in this study Only the required capacities aredetermined

\When designing a port four important conditions should be fufile:

‘+ The port entrance at the seaside shouldbe safe and well accessible

‘+The port basins and quays should provide adequate space for manoeuvring and

berthing ofthe ships

‘+ Atthe quay sufficient loading and unloading capacity shouldbe available

‘+The hinterland connections shouldbe efficent and have enough capacity

Ín Paragraph 1.1.2 it was stated that knowledge and understanding about the metocean

and morphological circumstances in the port surroundings is crucial to make a proper port

sign The study objective can be outlined as follows:

‘The objective isto design a port with sufficient capacity to handle the predicted cargo flowand which offers acceptable condiions for the ships to enter and forthe surroundings This‘means that wave and current disturbance dnd sedimentation ofthe harbor basin have to be

limited as well as the morphological impact on the coast.

To give insight in the structure of this study the objective can be separated into five main

1, Data callection

2, Modeling of offshore wave conditions te nearshore and modeling of Hteral

3 Determination of required port capacity

4 Caleulation of basic port dimensions

Port Dong Lam

1.3 Study approach and contents

43.1 Datacollection

Before any design can be initiated, information has to be Known on the coastal,bathymetric and climate conditions As well data is required about the water level, wind,waves and currents Moreover, the sediment characterises and littoral transport have tobe known and quantiled to be able to make a proper port design As well, the soil

conditons have to be known for foundation of the structures, These data sources can be

{found in Paragroph 2.1 to 213.

13.2 Modeling

‘To determine the nearshore wave climate, littoral sediment transport and coastal impact,‘numerical models will be setup using SWAN and MIKE LITPACK, The results from the wave‘modeling study form the input for the morphological model In both models, normal and

‘extreme conditions are considered The resufs of the wove and morphological model can

be found in Paragraph 2.9 and 2.12 respectively For more details the reader is refered to

Appendices Fand 6.

4.3.3 Transport capacities

Based on the predicted cargo forecasts the required number of ships per year can bedetermined From this the number of berths, loading and unloading capacities, conveyorbelt capacity and the storage areas can be calculated, This is described throughoutParagraph 3.1 t03.3

134 Portdimensions

By means of design guidelines the principal dimensions of the port can be formulated,

taking into consideration the environmental boundary conditions The principal port

dimensions are understood as the approach channel, mooring basi, turning circle and the

‘quay length, These basic almensions con be found in Paragraph 4.2 to 45,

1.3.5 Loyout design and concept selection

The port layouts are designed based on guidelines in Paragraph 5.2 and 5.3 The followingelements are considered!

+ Breakwaters)

© Quy

+ Approach channel

Turning basin+ Mooring basin

‘Based on the cost and value of the different layouts, the best layout is selected To assessthe value ofthe diferent layouts, a MCA analysis is done in Paragraph 5.4 and takes thefollowing aspects into account:

‘+ Navigation

Wave disturbance

+ Coastal impact

+ Sedimentation+ Cargo handing

+ safety

+ Flexibility

In Paragraphs 5.5 and 5.6 respectively the capital and maintenance costs are calculated At

last in Paragraph 5.7 the best port layout is concluded,

1.4 Miscellaneous

To avoid misunderstandings while reading ths report, one important remark is made:‘+ Allcompass directions ae relative to the North unless stated differently,

Port Dong Lam

2 ENVIRONMENTAL BOUNDARY CONDITIONS

24 Introduction

In this chapter the collected fel data Is described and analysed thoroughly large part ofthe data has been obtained from a local survey, executed by the Vietnamese engineeringcompany TEDIPORT Normal and extreme condtions are considered, which enables theetermination of the serviceability of the port and the design of the port structures The

following boundary conditions are studies:

+ Coastal characteristics+ Climate

+ Topography+ BathymetryWater levels+ Winddimate

+ Offshore wave climate+ Nearshore wave climate

“The central coast of Vietnam is characterized by an abundance of small and medium size

estuaries and lagoons formed at the mouth of rvers that discharge the steep hinterland,

More than 60 rivers meet the South China Sea along 1500 km of coastline Rivers usually

are short and steep with gradients generally steeper than 1:100 The coasts predominantlysandy as 2 result of high fluvial sediment input during flood periods which nourish themainland beaches and sandy bariers that form across estuary mouths and tidal inlets“Mainland beaches and barriers are typically steep and narrow and are dominated by cross:shore sediment transports The sediment of the beaches and barriers is rather coarse Inthe south of the Central coast, the coast line is daminated by rocky headlands or bysheltered bays behind headlands; sand deposition is limited to pocket beaches and river‘mouths (TUNG, 2006}.

Vietnam has a cool season with cold winds high pressure system sets up over China andGrives winds across the ocean from the north-east This scaled the winter monsoon, withan average wind speed of 4 m/s and occasional strong winds up to 17 m/s Thetemperatures can fall to 12°C in the plains but the average monthly temperature is stil20°C Relative humidity is high, between 85 and 95%,

Ín the period May till August, when the continental high pressure area diminishes, the

summer monsoon sets in and causes winds from the SW Wind speeds are normally lowerthan in the winter months, up to 11 m/s In this warmer period, average monthlytemperatures are 28°C in July, reaching up to 41°C occasionally The relative humidity ilower, sometimes down to 50%.

‘The annual ainfal anges from 1500 mm to 4000 mm The rainy season is during the South‘monsoon, from May to September; about 70 percent of the precipitation occurs in those

months The central region receives its maximum rainfall during tropical storms in

September to January."

2.4 Topography

‘hua Thien-Hue Province is made up of four different zones: the mountains, il, pains and

lagoons which are separated from the sea by sand barriers.

The mountains, covering more than half the total surface of the province, are along thewest and southwest border ofthe province, ther height varying from 500 to 1480 meters.The hills are lower, between 20 to 200 meters and occupy 3 third of the area of theprovince The plains ccount for about one tenth ofthe surface area, with a height of about20 meters above sea level The lagoons occupy the remaining 5 percent ofthe surface area

cof the province.

Figure 3 rivers and lagoon system in Thua Thi: Hue province.

Port Dong Lam

25° Bathymetry

\With C.Map data a bathymetry has been created using GUICKIN in DELFTO (Figure 4) An

island, named Con Ca, can be recognised together with some shoals further offshore, Thecontour lies show an Inclined patter, in which the continental shelf of North Vietnam canbe recognised,

Figure 4: bathymetry near Thus Thien-Hue Province obtained from C-map,

In Figure 5a close up bathymetry is shown, also obtained from C-Map The 20, 30 and 50 m

water depth solines are clearly visible

® obtained from Jeppesen Marine Division

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25.1 Œossshoreprojle

In Figure 6 the crose-sbere profile C-C'~ a incated in Figure Sis shown from-SO m úp to“he dune at 45.0 m The frst part is almost linear witha slope of 1:70, Further offshore, 3shallow area is found with a minimum water depth of -16:5 m Next, the profile continueslinearly towards deeper waters witha slope of 1:200 m.

water dept

Distance to cost in)

Port Dong Lam

2.6 Water levels

‘The sea level i frequently subject to fluctuations, mainly due to astronomical and‘meteorological forces The te causes water movement ina regular pattern and is the onlycomponent that can be well predicted, Meteorological influences - such as water levelsetup due to low pressure, wind and waves ~ have an iregular character and cannot be

predicted Historical data about storms should provide an answer here Besides, sea level

rise has a long-term influence on the water level

In Paragraph 2.6.1 the tide is described and in Paragraph 2.6.2 the water level setup icaleulated In Paragraph 2.6.3 the sea level rise is discussed,

261° Tide

“The tidal regime at the future port location is mixed; Le iregular semidiurmal, in whichsemiciurnal constituents preval This normally means two high {one Higher High Water and‘one Lower High Water) and two low (one Higher Low Water and one Lower Low Water)

tides in a day See Figure 7.

Tidal Period Tidal Day

High|_ Lower + +

: {Baan} À Rise Range/ \

aX reyes i BE ¬]

| Amolitude

Figure 7: dlferent wate levels ina mixed tide

26:11 Data available

Data on the tide were collected from four sources:

+ Local measurement at the port ste

‘+ Measurements (Hydro Meteorological Station at Cua Viet)

‘British Admiralty Charts (UK Hydrographic Ofice)

Global inverse Tide Model {Oregon State University)

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The data sources where well anaiyzed and the local measurements proved to be the mostreliable data source In Paragraph 2.6.1.2 this data is described and conclusions are drawn,

261.2 Local measurement

TEDIPORT =a Vietnamese engineering company ~ has conducted a water level survey from

09/12/2008 to 09/24/2008 In this period winds were calm, so its assumed that the water

level registration isnot influenced significantly by meteorological influences.

Looking at the measurement in Figure 8 the tide reaches a maximum on 09/19/2008 of 41cm, which is a spring tide ~ knowing that full moon was on the 09/15/2008 As well, at

09/19/2008 the lowest water level during the spring tie is measured, which is -8 cm,

These water levels are measured with respect to National Datum (ND), which is equal tothe mean sea level

The maximum water level during spring tide ~ which is called Higher High Weter Spring

(HAWS) -is considered as normative for design The minimum water level during spring ide

~ which is called Lower Low Water Spring (LLWS) ~is considered as Chart Datum (CD) TheHHWS becomes now 41 + 48 =89 cm w.r.t CD Mean sea level (MSI 8 em wrt CD.

Time series plot of hourly water level at Dong Lam station

(Paro 2 Fra 106 Selanbrlo 20 Sgenbe 200) wt loml Dư

Port Dong Lam

Pressure and wind effects are often combined during storms, generating very long waves

called storm surges, with a characteristic time-sale of several hours to one day and awavelength approximately equal to the width of the centre of the depression, typically

150-800 km (CIRIA, CUR, CETMEF, 2007)

For the Vietnamese coast the most severe storm surges are Induced by typhoons For astatistically correct calulation, this means that the once in 50 year typhoon conditionshave to be considered Here a simplification is made by taking the most severe typhooncondilons which occurred in the last S0 years This was typhoon Harriet in 1970 with the

value of 925 hPa, this gives a water level se of 0.9 m,

7, =0015013= p„)

FquaNion12w8ter evel rise due to low atmosphere pressure

Wind setup

The other contribution in storm surges s wind setup, see Figure 9 The wind induces a

gradient of the water surface, which can be calculated for @ bottom profile with straight

‘and parallel bottom contours by Equation 2 The fetch is split up in 20 sections withdifferent water depths, as schematized in Figure 10 For the fetch length a distance of 250,km fs taken, which ls the average fetch in typhoons (see Appendix C) This results in a windsetup of 3.3m.

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Figure 8: schematization of wind setup.

Port Dong Lam

Fetch nr Fetch length (m) Water depth (m) Set up (m)

1 35,400 15 0312 16,800 H6 0103 14000 1090.08)

4 9.800 ii 007

5 22,400 93 006 2.300 s00)7 15,400 78 0148 5,600 8% 0043 8.400 93 00610 sen, ao.1 5.500 78 0052 21,000 mn 030)B 2,800 @ oa]“ 4200 s00Fa 3.400 48 00)16 5,600 40 010

oe {nen

= deepwater wave at)

he water depth)

ymax = masa wave stu (m)

Figure 11: schematization of wave setup

one SSSB601 002 0006 nợt 002 0t 01

Figure 12: caleulation of wave setup

CIRIA, CUR, CETMEF (2007) proposed a chart from which the wave setup at the shoreline

can be read for uniform sloping beaches To do so, the beach slope, the deep water wave

height HO and the ficttious deep water wave steepness HO/LO have to be known From the‘wave model in Paragraph 2.9.2.1 it follows that HO = 17.0 m with a return period of SO

years The steepness of this wave is 0.045 () The beach slope tums out to be 1:70 =

deduced from Figure 6 Now the wave setup becomes 17 m.

Port Dong Lam

26.3 Sealevelrise

In the Netherlands, the water level rise scenario due to climate change is 0.6 min 100 yearsfor structures which ae dificult to upgrade, like quay walls and terminals Fora period of50 years, 0.3 m has tobe taken into account.

264 Conclusion

2.64 Mean sea level

+ MSLir0Sm wrtCD (rounded off)

2.64.2 Extreme water level

In Figure 13 the aitferent water level contributions are schematically presented Summation

ives a 1/50 year water level of

+ Tie: 09m

* Storm surge: 4.2m

* Wavesetup: 17m+ Sealevelrise: 03m+ Total: 7a m

Figure 13: extreme water level conteibutions.

‘This value is very large because all contributions are added up In practice, the event that al‘the contributions occur at the same time has 3 low probablity A probabilistic approach canoffer a more realistic solution inthis situation, but will not be applied here Instead a factor‘of 0.75 is introduced to obtain a more realistic result The approximated 1/50 year water

level becomes then: 0.75 *7.1=5.3mwatCD.

1 The once in 50 year water levalis 5.3 mwirt CO

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27 Wind data

In Vietnam, monsoons winds are the governing force of the wind climate Extreme windeendiiens are induced by typhoons Several data sources have been collected, in which adistinction is made between normal and extreme conditions The normal wind conditions

(Paragraph 2.72) are necessary to determine downtime as a consequence Extreme

conditions (Paragraph 2.7.3) have tobe known in order to calculate extreme wave heights27.1 Background

2.7.1.1 Monsoon winds

summermonscon sytem wintermonscon system

Figure 14: Aslan summer and winter monsoon system.

27.12 Typhoons

Since 1954, there have been 212 typhoons landing in or dcectly influencing Vietnam Therere about 30 typhoons originating inthe Western Pacific Ocean each year of which about10 are generated in the South China Sea, On average, 4 to 6 hit or affect the Vietnam coastleach year.

Port Dong Lam

Figure 15: typhoon Cel landed in Vietnam atthe 15th of October, 1985,27.2 Normal conditions

‘Wine data were collected from several sources and are listed here:

‘National Oceanic and Atmospheric Administration (NOAA, USA) -12 year data

‘China Sea Plt (UKHO, 1978) -130 year data

+ Hydro Meteorological Station at Con Co Island (Vietnam) ~20 year data

‘The three data sources were well studied and the NOAA data source proved tobe the mostapplicable because omnidirectional data is provided, Besides, there Is also wave dataavailable from the NOAA which is favourable In Paragraph 2.7.2.2 the NOAA wind data is

described extensively As the data covers ‘only’ 12 years of measurement, the 130 year data

fom the China Sea Plat is used as a check The wind data from Con Co island can be found

in Appendix B.1

27.21 China Sea Pilot

The China Sea Pilot describes wind measurements on ships which are carried out for over130 years In the North western part of the South China Sea, monsoon winds are coming

from the NE in autumn and winter Typically, wind speeds do not exceed Beaufort? (14-17,

m/s) In spring and summer, the dominant directions are SE and SW Winds speeds are

lower, ot exceeding Beaufort 5 (8 11 m/s) The wind patterns inthe different seasons ofthe year are shown in Figure 16.

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etermined every 3 hours and has been provided at six locations (see Figure 17) The

locations ae:

© TÊN/107/55E+ 179N; 108.758

+ TENA

+ T8EN/107/55E

+ 189N/10875%E+ 1geN; anor