APPENDIX C Present Conditions of Port Sector · APPENDIX C Present Conditions of Port Sector C.1 Outline of Ports C.1.1 General The Republic of Panama is located in Central America,

Final Report The Study on the Comprehensive Ports Development Plan in The Republic of Panama August 2004

Page C-1

APPENDIX C Present Conditions of Port Sector

C.1 Outline of Ports

C.1.1 General

The Republic of Panama is located in Central America, bordering Caribbean Sea to the north,

Pacific Ocean to the south, Colombia to the east and Costa Rica to the west. The efficient operation

of the Interoceanic Canal has given Panama great importance in the maritime world and the

development of the Canal and ports in Panama is one of the state policies/strategies of the

Government of the Republic of Panama.

There are ninety-six (96) ports that AMP administrates in Panama. The list of ports and port

facilities in Panama and the location of ports are as shown in Table C.1.1 and Figure C.1.1.

The ports of Panama are classified into two (2) types.

The first types are the international major ports are located in Panama City and Colon City such as

Manzanillo International Terminal, Colon Container Terminal, Colon Port Terminal, Cristobal Port,

and Balboa Port).

The second types are the local ports that are operated and managed by AMP and/or Panamanian

companies.

The general description of the international major ports is as shown in Table C.1.2 and the detail

information of each port is in Table C.1.3 to Table C.1.7.

The international major ports have made remarkable advances with privatization and

modernization, while some local ports in Panama are not maintained well and their facilities are

being deteriorated. Reinforcement of the management and maintenance of the local ports are

required for the relevant regional developments.


Page C-2

Table C.1.1 List of Ports and Port Facilities in Panama (1/3)

Category: Puerto (Port), Muelle (Pier), Atracadero (Moorage), Rampa (Ramp), Astillero (Shipyard)Source: AMP

No. Name of Port Category Location ManagementBocas del Toro

1 Bocas del Toro Muelle Isla Colon AMP2 Bastimento Muelle Isla Bastimento AMP3 Almirante Muelle Almirante, Changuinola AMP / Private4 Robalo Atracadero Punta Robalo, Chiriqui Grande AMP5 Miramar Atracadero Punta Robalo, Chiriqui Grande AMP6 PTP (Rambara) Muelle Chiriqui Grande Private7 Chiriqui Grande Muelle Chiriqui Grande AMP / Private8 Bahia Azul Muelle Bahia Azul, Bocas del Toro AMP9 Cusapin Atracadero Bahia Azul, Bocas del Toro AMP

10 Isla Escudo de Veraguas Atracadero Isla Escudo de Veraguas AMPChiriqui

11 Bella Vista Atracadero Bella Vista, Baru AMP12 Limones Muelle Limones, Baru AMP13 Charco Azul Muelle Puerto Armuelles, Baru Private14 Puerto Armuelles Muelle Puerto Armuelles (Capital) AMP15 Pedregal Muelle Pedregal, David AMP / Private16 Boca Chica Atracadero Boca Chica, San Lorenzo AMP17 Remedios Atracadero Remedios (Capital) AMP / Private18 El Nancito Atracadero Tole AMP

Veraguas19 Puerto Vidal Muelle Puerto Vidal, Las Palmas AMP20 Pixvae Atracadero Pixvae, Las Palmas AMP21 Bahia Honda Atracadero Bahia Honda, Sona AMP22 Puerto Orla Atracadero Rio de Jesus AMP23 Puerto Mutis Muelle Montijo (Capital) AMP24 Punta Mariatos Atracadero Arenas, Montijo AMP25 Isla Gobernadora Atracadero Isla Gobernadora AMP

Los Santos26 Bucaro Atracadero Tonosi AMP27 Punta Mala Muelle Pedasi (Capital) AMP28 El Ciruelo Atracadero Pedasi (Capital) AMP29 El Arenal Atracadero Mariabe, Pedasi AMP30 La Concepcion Atracadero Pocri AMP31 La Candelaria Atracadero La Candelaria AMP32 Mensabe Muelle Las Tablas AMP33 Guarare Muelle La Enea, Guarare AMP


Page C-3



No. Name of Port Category Location ManagementHerrara

34 El Agallito Muelle Chitre AMP35 Boca Parita Muelle Parita (Capital) AMP36 Paris Atracadero Paris AMP

Cocle37 Aguadulce Muelle Aguadulce AMP / Private38 Puerto Gago Muelle Penonome AMP

Panama39 Las Uvas Atracadero Las Uvas, San Carlos AMP40 El Pajonal Atracadero Chame(Capital) AMP / Private41 Bahia Chame Atracadero Bejuco AMP42 Otoque Occidente Muelle Otoque Occidente, Taboga AMP43 Otoque Oriente Muelle Otoque Oriente AMP44 Playa Leona Atracadero Playa Leona, La Chorrera AMP45 Puerto Caimito Muelle Puerto Caimito, La Chorrera AMP46 Puerto Vacamonte Puerto Arraijan Cabecera AMP / Private47 Taboguilla Muelle Isla Taboguila, Taboga Private48 Taboga Muelle Isla Taboga (Capital) AMP49 Puerto Rodman Puerto Area Revertida Private50 Puerto Balboa Puerto Ciudad de Panama AMP / Private51 Puerto Panama Muelle Ciudad de Panama AMP52 Juan Diaz Muelle Juan Diaz, Panama AMP53 Coquira Rampa Chepo AMP54 Chepillo Atracadero Isla Chepillo AMP55 Contadora Muelle Isla Contadora, Balboa AMP56 Saboga Atracadero Isla Saboga, Balboa AMP57 Pedro Gonzalez Atracadero Isla Pedro Gonzalez, Balboa AMP58 San Jose Atracadero Isla San Jose, Balboa AMP59 La Esmeralda Atracadero Isla del Rey, Balboa AMP60 San Miguel Muelle San Miguell (Capital) AMP61 Rio Pasiga Atracadero Rio Pasiga, Chepo AMP62 La Maestra Muelle Rio La Maestra, Chiman AMP63 Chinina Atracadero Chiman AMP64 Chiman Muelle Chiman (Capital) AMP65 Punta Bruja Muelle Brujas, Chiman AMP66 Gonzalo Vasquez Muelle Gonzalo Vasquez, Chiman AMP

Darien67 Puerto Quimba Muelle Rio Iglesias, Chepigana AMP68 La Palma Muelle La Palma (Capital) AMP69 Chepigana Atracadero Chepigana AMP70 Garachine Muelle Garachine, Chepigana AMP71 Yaviza Muelle Yaviza, Pinogana AMP72 Camoganti Muelle Camoganti AMP73 Puerto Pina Muelle Puerto Pina, Chepigana AMP / Private74 Jaque Muelle Chepigana AMP


Page C-4



No. Name of Port Category Location ManagementKuna Yala

75 Puerto Obaldia Muelle Puerto Obaldia (Capital) AMP76 Tubuala Astillero Tubuala (Capital) AMP77 Mansukum Muelle Mansukum, Tubuala AMP78 Aligandi Muelle Aligandi (Capital) AMP79 Ticanguitiqui Muelle Ticanguitiqui, Nargana AMP80 Nargana Muelle Nargana (Capital) AMP81 Rio Azucar Muelle Rio Azucar, Nargana AMP82 El Porvenir Muelle El Porvenir, Nargana AMP

Colon83 Santa Isabel Muelle Santa Isabel (Capital) AMP84 Playa Chiquita Muelle Playa Chiquita, Santa Isabel AMP85 Miramar Muelle Miramar, Santa Isabel AMP86 Viento Frio Muelle Palenque, Santa Isabel AMP87 Nombre de Dios Atracadero Nombre de Dios, Santa Isabel AMP88 Isla Grande Muelle Isla Grande, Portobelo AMP89 La Guayra Atracadero La Guayra, Portobelo AMP90 Portobelo Atracadero Portobelo (Capital) AMP91 Bahia Las Minas Puerto (Refpan, Fibropan) Private92 Colon Container Terminal Puerto Coco Solo Norte Private93 Colon 2000 Puerto Ciudad de Colon Private94 Manzanillo Puerto Coco Solo Sur Private95 Cristobal Puerto Ciudad de Colon AMP / Private96 Donoso Muelle Cocle del Norte, Donoso AMP


Page C-5

Fig

ure

C.1

.1

Loc

atio

n of

Por

ts in

Pan

ama


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Tab

le C

.1.2

T

he G

ener

al D

escr

ipti

on o

f the

Int

erna

tion

al M

ajor

Por

ts


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Tabl

e C

.1.3


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Tabl

e C

.1.4


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Tabl

e C

.1.5


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Tabl

e C

.1.6


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Tabl

e C

.1.7


Page C-12

C.1.2 Candidate Ports

In this section, the candidate ports for the master plan of this study are discussed.

As mentioned in Section C.1.1, there are ninety-one (91) local ports administrated by AMP

and/or private companies except five (5) international major ports.

Most of the local ports have small piers, moorages and ramps for the communities in their

vicinities. The candidate ports are discussed in accordance on the basis of selection criteria below:

• To be administrated by the AMP directly employed personnel or authorized individuals or firms.

• To be reported on the commodities and volumes of cargoes.

• To be equipped with port facilities.

• To have the domestic port activities.

• To have possibilities to increase the cargo traffic volume.

• To have exiting or prospective industries to promote.

As shown in Table C.1.8 and Figure C.1.2, fifteen (15) ports are selected in accordance with the

criteria above.

Table C.1.8 Candidate Ports

No Region Name of Port Province 1 La Palma 2 Quimba

Darien

3

Pacific East Coast

Coquira Panama 4 Bahia Las Minas Colon 5 Fiscal Quay of Panama 6

Panama Canal Area

Vacamonte Panama

7 Aguadulce Cocle 8 Mensabe Los Santos 9

Pacific central Coast

Mutis Veragus 10 Pedregal 11 Armuelles 12

Pacific West Coast

Charco Azul

Chiriqui

13 Chiriqui Grande 14 Almirante 15

Caribbean West Coast

Bocas del Toro

Bocas del Toro

The general description of the 15 ports is shown in Table C.1.9 to Table C.1.24.


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Fig

ure

C.1

.2

Loc

atio

n of

Can

dida

te P

orts


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Tab

le C

.1.9

G

ener

al D

escr

ipti

on o

f Can

dida

te P

orts

(1/3

)


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Tab

le C

.1.9

G

ener

al D

escr

ipti

on o

f Can

dida

te P

orts

(2/3

)


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Tab

le C

.1.9

G

ener

al D

escr

ipti

on o

f Can

dida

te P

orts

(3/3

)


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Tabl

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.1.1

0


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Tabl

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.1.1

1


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Tabl

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.1.1

2


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Ta

ble

C.1

.13

Tabl

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3


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4


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Tabl

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.1.1

5


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Tabl

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.1.1

6


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Tabl

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.1.1

7


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Tabl

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.1.1

8


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Tabl

e C

.1.1

9


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Tabl

e C

.1.2

0


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Tabl

e C

.1.2

1


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Tabl

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.1.2

2


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.1.2

3


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.1.2

4


Page D-1

APPENDIX D Aguadulce Port and River Channel

Contents

Aguadulce River Channel: Alignment

Aguadulce River Channel: Riverbed Changes from 1993 to 2003

Aguadulce River Channel: Balance of Accretion - Erosion 1993 - 2003

Aguadulce Design Channel: Initial Dredging for Improvement to -4.0 m

Aguadulce River Channel: Change in River Channel (Cross Sections)

Aguadulce Port Plan + Navigation Channel (Scale 1:3,000)

Aguadulce Port Plan: Alignment of Navigation Channel (Scale 1:20,000)

Aguadulce Port Plan: Design Channel Plan (Scale 1:5,000) No.1 - No.7

Page D-2

Final Report The Study on the Comprehensive Ports Development Plan in The Republic of Panama

August 2004

Agu

adul

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iver

Cha

nnel

: Alig

nmen

t

60

00

7000

8000

9000

1000

0

1100

0

1200

0 5400

055

000

5600

057

000

5800

059

000

6000

061

000

6200

0

0K + 000

0K + 900

1K + 800

3K +

000

6K + 9003K

+ 9

00

4K +

800

6K +

000

7K + 800

8K + 250

9K + 600

RIV

ER

MO

UT

H

Agu

adu

lce

Por

t

1_

9K + 000


Page D-3

Aguadulce River Channel: Riverbed Changes from 1993 to 2003

Interval Distance Riverbed at Center Line(m) (m) (km) 1993 2003

0k-300 302.69 600.01 0.60 -1.3 -1.50k+0 331.72 931.73 0.93 -2.2 -3.0

0k+300 308.60 1,240.33 1.24 -2.2 -4.00k+600 293.32 1,533.65 1.53 -4.4 -3.00k+900 304.87 1,838.52 1.84 -1.6 -2.51k+200 262.49 2,101.01 2.10 -2.6 -1.91k+520 287.92 2,388.93 2.39 -3.4 -3.01k+860 396.79 2,785.72 2.79 -2.9 -4.72k+160 315.00 3,100.72 3.10 -3.9 -4.02k+520 360.41 3,461.13 3.46 -4.4 -3.02k+820 305.29 3,766.42 3.77 -3.0 -4.43k+120 291.33 4,057.75 4.06 -3.5 -4.03k+410 296.15 4,353.90 4.35 -3.5 -4.03k+750 334.07 4,687.97 4.69 -4.3 -4.04k+050 301.30 4,989.27 4.99 -3.6 -2.04k+340 286.36 5,275.63 5.28 -1.5 -1.84k+610 279.51 5,555.14 5.56 -1.9 -1.64k+920 307.17 5,862.31 5.86 -2.0 -2.05k+200 280.25 6,142.56 6.14 -2.5 -1.95k+480 275.35 6,417.91 6.42 -2.9 -1.35k+760 284.45 6,702.36 6.70 -3.7 -3.06k+060 299.29 7,001.65 7.00 -3.8 -2.06k+360 296.25 7,297.90 7.30 -3.6 -2.06k+660 298.92 7,596.82 7.60 -2.6 -2.06k+930 278.57 7,875.39 7.88 -4.0 -2.07k+240 308.08 8,183.47 8.18 -3.2 -2.07k+530 290.34 8,473.81 8.47 -3.2 -4.07k+840 310.64 8,784.45 8.78 -3.4 -3.08k+120 279.23 9,063.68 9.06 -1.2 -2.28k+260 140.68 9,204.36 9.20 -5.6 -5.08k+410 146.82 9,351.18 9.35 -1.6 -2.48k+680 271.36 9,622.54 9.62 -1.2 -2.08k+960 281.95 9,904.49 9.90 -2.8 -2.09k+270 305.12 10,209.61 10.21 -3.8 -4.09k+400 255.32 10,464.93 10.46 -1.2 -2.69k+750 729.76 11,194.69 11.19 -3.1 -4.0

Section No.

Riverbed Changes 1993 - 2003, Approach to Aguadulce Port

-6

-5

-4

-3

-2

-1

0

0 1 2 3 4 5 6 7 8 9 10 11 12

Distance (km)

Ele

vatio

n (M

LW

S, m

)

19932003

River Mouth

AguadulcePort


Page D-4

Aguadulce River Channel: Balance of Accretion - Erosion 1993 - 2003 2003 - 1993

Interval Distance Accretion Erosion Balance Sediment(a) (b) (c) (d) (e) (f)(m) (m) (m3/m) (m3/m) (m3/m) Volume (m3)

Refer to Cross Sections inAppendix D

(c) + (d)0.5 *(a: I)*

[(e: I-1)+(e: I)]0k-910 0.00 0.000k-620 290.00 290.000k-300 302.69 592.69 198.0 -52.0 146.0 22,0960k+0 331.72 924.41 6.0 -218.0 -212.0 -10,947

0k+300 308.60 1233.01 4.0 -502.6 -498.6 -109,6460k+600 293.32 1526.33 177.2 -312.6 -135.4 -92,9820k+900 304.87 1831.20 4.8 -238.2 -233.4 -56,2181k+200 262.49 2093.69 121.6 -91.8 29.8 -26,7211k+520 287.92 2381.61 67.2 -349.0 -281.8 -36,2781k+860 396.79 2778.40 0.0 -540.4 -540.4 -163,1202k+160 315.00 3093.40 102.0 -343.6 -241.6 -123,1652k+520 360.41 3453.81 92.6 -117.6 -25.0 -48,0432k+820 305.29 3759.10 86.0 -76.8 9.2 -2,4123k+120 291.33 4050.43 75.2 -112.0 -36.8 -4,0203k+410 296.15 4346.58 189.8 -79.8 110.0 10,8393k+750 334.07 4680.65 167.0 -131.4 35.6 24,3204k+050 301.30 4981.95 328.2 -179.6 148.6 27,7504k+340 286.36 5268.31 85.6 -106.2 -20.6 18,3274k+610 279.51 5547.82 58.0 -154.0 -96.0 -16,2954k+920 307.17 5854.99 18.4 -107.8 -89.4 -28,4755k+200 280.25 6135.24 162.0 -39.8 122.2 4,5965k+480 275.35 6410.59 328.0 328.0 61,9815k+760 284.45 6695.04 204.0 204.0 75,6646k+060 299.29 6994.33 373.6 373.6 86,4356k+360 296.25 7290.58 262.8 262.8 94,2676k+660 298.92 7589.50 260.8 260.8 78,2576k+930 278.57 7868.07 286.0 -28.0 258.0 72,2617k+240 308.08 8176.15 251.4 -34.0 217.4 73,2317k+530 290.34 8466.49 72.8 -52.0 20.8 34,5797k+840 310.64 8777.13 121.6 -4.0 117.6 21,4968k+120 279.23 9056.36 45.2 -58.4 -13.2 14,5768k+260 140.68 9197.04 94.0 -106.0 -12.0 -1,7738k+410 146.82 9343.86 184.0 -56.0 128.0 8,5168k+680 271.36 9615.22 60.0 -88.0 -28.0 13,5688k+960 281.95 9897.17 90.0 90.0 8,7409k+270 305.12 10202.29 164.0 -66.0 98.0 28,6819k+400 127.64 10329.93 294.0 -80.0 214.0 19,9129k+620 226.32 10556.25 234.0 -50.0 184.0 45,0389k+750 131.85 10688.10

125,036

Section No.

Accretion - Erosion Balance, 1993 - 2003

-600

-400

-200

0

200

400

600

0k-9

100k

-620

0k-3

000k

+00k

+300

0k+6

000k

+900

1k+2

001k

+520

1k+8

602k

+160

2k+5

202k

+820

3k+1

203k

+410

3k+7

504k

+050

4k+3

404k

+610

4k+9

205k

+200

5k+4

805k

+760

6k+0

606k

+360

6k+6

606k

+930

7k+2

407k

+530

7k+8

408k

+120

8k+2

608k

+410

8k+6

808k

+960

9k+2

709k

+400

9k+6

209k

+750

Section No.

Sedi

men

t Bal

ance

(m3/

m) River Mouth Muelle

Outer Bar Area


Page D-5

Aguadulce Design Channel: Initial Dredging for Improvement to -4.0 m

Interval Distance Section Dredging(m) (m) (m3/m) Volume (m3)

0k-910 0.00 0.000k-620 297.32 297.320k-300 302.69 600.01 235.0 35,5660k+0 331.72 931.73 110.0 57,222

0k+300 308.60 1,240.33 23.0 20,5220k+600 293.32 1,533.65 45.0 9,9730k+900 304.87 1,838.52 155.0 30,4871k+200 262.49 2,101.01 217.0 48,8231k+520 287.92 2,388.93 143.0 51,8261k+860 396.79 2,785.72 25.0 33,3302k+160 315.00 3,100.72 111.0 21,4202k+520 360.41 3,461.13 89.0 36,0412k+820 305.29 3,766.42 100.0 28,8503k+120 291.33 4,057.75 82.0 26,5113k+410 296.15 4,353.90 30.0 16,5843k+750 334.07 4,687.97 6.0 6,0134k+050 301.30 4,989.27 232.0 35,8554k+340 286.36 5,275.63 205.0 62,5704k+610 279.51 5,555.14 232.0 61,0734k+920 307.17 5,862.31 180.0 63,2775k+200 280.25 6,142.56 261.0 61,7955k+480 275.35 6,417.91 360.0 85,4965k+760 284.45 6,702.36 271.0 89,7446k+060 299.29 7,001.65 330.0 89,9376k+360 296.25 7,297.90 296.0 92,7266k+660 298.92 7,596.82 292.0 87,8826k+930 278.57 7,875.39 323.0 85,6607k+240 308.08 8,183.47 259.0 89,6517k+530 290.34 8,473.81 198.0 66,3437k+840 310.64 8,784.45 192.0 60,5758k+120 279.23 9,063.68 235.0 59,6168k+260 140.68 9,204.36 77.0 21,9468k+410 146.82 9,351.18 264.0 25,0338k+680 271.36 9,622.54 551.0 110,5798k+960 281.95 9,904.49 566.0 157,4699k+270 305.12 10,209.61 738.0 198,9389k+330 99.57 10,309.18 785.0 75,8239k+400 155.75 10,464.93 879.0 129,5849k+470 176.31 10,641.24 485.0 120,2439k+580 195.80 10,837.04 800.0 125,8029k+620 227.65 11,064.69 489.0 146,7209k+750 130.00 11,194.69 397.8 57,643

Total (m3) 2,685,148 1,169,780

Section No.

Dredging (m3)

8k+120 -9k+750


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Aguadulce River Channel: Change in River Channel (Cross Sections)


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Aguadulce Port Plan Navigation Channel


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Page E-1

APPENDIX E Wave Analyses on the Pacific Coast

E.1 General

In the candidate ports of this study, three ports (Bocas del Toro Port, Chiriqui (Armuelles) Port

and Vacamonte Port) are affected by waves to some degree.

Bocas del Toro Port which is located inside Bahia Almirante surrounded by several islands on the

Atlantic coast, so that wind generated waves are dominant in the closed bay and wave height and

period are generally small due to short fetch. Hence the affection of the waves with Bocas del

Toro Port is seldom and low frequency.

On the other hand, there is every possibility that the waves from the outer sea are directly

affecting Chiriqui (Armuelles) Port and Vacamonte Port, since they face the Pacific coast. The

waves attacking to these ports are long period waves since the swell from the offshore, having big

energy, and frequent occurrence. Thus the waves have to be considered as one of critical

conditions in port planning or preliminary design study.

Although there is some existing information1 in relation to wave study, wave analyses were

required for the port planning on this study to these ports, using latest data available.

E.2 Scope of the Analyses

The wave analyses for Chiriqui (Armuelles) Port and Vacamonte Port were carried out to

establish the wave particulars and especially assure the following purposes that are:

• To determine design waves for the new port protective facilities

• To examine the necessity of the new port protective facilities

• To confirm the adequacy of the new harbor alignment.

Figure E.2.1 shows a sequence of the analyseswhich includes two aspects for the approaches:

- The offshore and the near shore as the wave phenomenon (the boundary shown as broken

line)

- Kind of waves for the analyses such as offshore waves, design waves and typical waves.

These are discussed below.

- Offshore waves as the mutual waves with design waves and typical waves, are defined

on the condition that the depth is greater than one-half the wavelength (h/L > 1/2) without

the deformation from topographic and bathymetric conditions

1 LM/TAMS (1981): Estudio de Factibilidad Tecnico Economico para un Puerto en Puerto Armuelles, Informe Final Livesey & Henderson (1974): Estudio Puerto Pesquero Fase B, Volumen 3 Ingenieria APN & Ingenieros Consultores (1996): Servicio de Ingenieria para el Mantenimiento Correctivo de la Escollera de

Proteccion de la Ribera del Puerto de Vacamonte, Primer Informe de Progreso


Page E-2

- Design waves for structural designing are treated as probable waves with return period

Rp=50 years for port facilities (e.g. design offshore waves for the calculation of wave

deformation, design significant waves in front of protective facilities etc.)

- Typical waves are assumed as the waves typically represented in the offshore wave

particulars (e.g. typical offshore waves etc.).

Input

Summaryof Offshore Waves Hindcast

Selection of Annual MaximumOffshore Waves by Direction

Selection of Typical OffshoreWaves by Direction

Statistical Analysisfor Probable Offshore Waves

Comparison with ExistingProbable Offshore Waves

Calculation of WaveDeformation for Design Waves

Calculation of WaveDeformation for Typical Waves

Summary of Deformed Wavesat Harbor Entrance

Wave Calmness Analysis

Design Waves Typical Waves

Determination of Design Wavesfor New Protective Facilities

Examination of Needsfor New Protective Facilities

Confirmation of Adequacyfor New Harbor Alignment

Off

shor

eN

ears

hore

Goals

Body of Analyses

Confirmation of Availabilityfor Offshore Waves Hindcast

Determinationof Offshore Waves

Offshore Waves

Selectionof Design Offshore Waves

Figure E.2.1 Sequence of Wave Analyses


Page E-3

E.3 Methodologies of the Analyses

The methodologies as key items of the analyses (as indicated in the sequence) are summarized as

follows.

E.3.1 Latest Hindcast Wave Data

The wave data source used for the analyses is the Global Ocean Wave Hindcast Data Base

(GWDB) calculated from a new third generation ocean wave model JWA3G (JWA3G), that the

Japan Weather Association (JWA) developed. Figure E.3.1 shows the grid selected for the two

ports given from GWDB. The latest data obtained during five years from 1997 to 2001 is used in

the analyses.

Figure E.3.1 Selected Grids on Global Wave Data Base (GWDB)

E.3.2 Statistical Analysis of Extremes

In order to estimate probable wave of Rp (return period) =50 years to be adopted for structural

design, an extreme analysis applied to yearly maximum wave data was selected from the

collected data. The probable waves were estimated through calculation of the probability for

non-exceedance adopting Gumbel and Weibull distribution function.

10N

15N

05N

0

80W90W 70W

LEGEND

Selected Grid Available Grid

Armuelles N05°00', W082°30'Vacamonte N05°00', W080°00'


Page E-4

E.3.3 Calculation Method of Wave Deformation on the Shallow Water

This calculation was to estimate shallow water waves considering its refraction and shoaling on

the 2-dimensions from the points of 150-200 m depth to harbor entrance (-10 m depth). The

calculation was subject to typical waves for the wave calmness analysis and design waves on the

analyses. The Energy Balance Equation established by Karlsson2, generally well known, was

adopted as a numerical model on wave propagation.

Figure E.3.2 shows the input points of offshore waves in the calculation. There is difference from

original points as shown in Figure E.3.1. However the input points could be just considered as the

boundary between deep water (offshore) waves and shallow water (nearshore) waves from the

ratio (h/L > 1/2). The calculation areas of the numerical simulations for the both ports are shown

in Figure E.3.3.

Figure E.3.2 Input Points of Offshore Waves on the Calculation of Wave Deformation

E.3.4 Wave Calmness Analysis in Harbor

The wave calmness analysis includes two items: calculation of waves in harbor and examination

of working ratio for cargo handling with a value for the threshold wave height at target points.

For wave reflection and diffraction inside harbor, the waves inside harbor were calculated on the

input conditions as transmitted waves without wave breaking at harbor entrance (-10m depth). A

2 Karlsson (1969): Refraction of Continuous Ocean Wave Spectra, J. Waterways and Harbors Division, Proc. ASCE, Vol. 95,

pp 437 - 448 3 Karlsson (1969): Refraction of Continuous Ocean Wave Spectra, J. Waterways and Harbors Division, Proc. ASCE, Vol. 95,

pp 437 - 448


Page E-5

method established by Takayama 4 was adopted as basic model for wave reflection and

diffraction inside harbor.

The new harbor alignment for Chiriqui (Armuelles) Port on the necessity as mentioned in main

report is shown in Figure E.3.4. The harbor alignment for Vacamonte Port, as also described in

Figure E.3.4, adopted existing layout to confirm future availability on the existing layout without

any expansion of the port. Figure E.3.5 shows general sequence of wave calmness analysis.

4 Takayama (1981): Wave Diffraction and Wave Height Distribution in a Harbor, Technical Note of the Port & Harbor

Research Institute, No. 367, pp 1 - 140


Page E-6

Fig

ure

E.3

.3

Cal

cula

tion

Are

as o

f Wav

e D

efor

mat

ion

for

Chi

riqu

i (A

rmue

lles)

and

Vac

amon

te


Page E-7

(a) Chiriqui (Armuelles) Port

(b) Vacamonte Port

Figure E.3.4 Harbor Alignment for Wave Calmness Analysis


Page E-8

Exceeding Occurrence Probabilityof Offshore Waves

Calculation of Wave Heightinside Harbor

Summary of Wave Height Ratioinside Harbor

Selection of Target Pointsfor Working Ratio

Composition of ExceedingOccurrence Probability

at Target Points

Extraction of Working Ratioat Required Points

Reset of Harbor Alignment

Start

End

97.5% ≦ Working Ratio97.5% ＞ Working Ratio

Takayama Method

Selection of Criteria to ExtractWorking Ratio at Target Points

Figure E.3.5 General Sequence of Wave Calmness Analysis


Page E-9

E.4 Results of the Analyses

E.4.1 Study for Offshore Waves

(1) Summary of Offshore Waves Hindicast on GWDB

1) Offshore Waves Hindcast at Grid Point Adopted to Chiriqui (Armuelles)

Figure E.4.1 describes the collected data on time series, and Table E.4.1 and Figure E.4.2

summarize wave occurrence frequency at the offshore of Chiriqui (Armuelles) (N050°0’,

W082°30’). From the table and figures, it is characterized that:

- Wave direction is mainly dominant of SSW direction

- Maximum waves are H=4.3 m , T=12.6 sec, from SSW

- Average waves are H=1.3 m, T=6.5 sec, from SSW

- Energy mean waves calculated are H=1.6 m, T=6.5 sec, from SSW

- Incoming waves between S and WSW are about 70% of occurrence frequency.

2) Offshore Waves Hindcast at Grid Point Adopted to Vacamonte

Figure E.4.3 presents the collected data on time series, Table E.4.2 and Figure E.4.4 summarize

wave occurrence frequency at the offshore of Vacamonte (N050°0’, W082°00’). From the

table and figures, it is characterized that:

- Wave direction is mainly dominant of SW-SSW direction except for N direction

- Maximum waves are H=3.7 m , T=15.0 sec, from SW

- Average waves are H=1.3 m, T=5.2 sec, from W

- Energy mean waves calculated are H=1.6 m, T=5.2 sec, from SW

- Incoming waves between S and WSW are about 60% of occurrence frequency.

(2) Confirmation of Availability for Offshore Waves Hindcast

The existing data listed below were used in order to examine the validity of GWDB data:

- US Navy, SSMO Statistics

- NCC/NOAA5, MARSDEN SQUARE 009 (MS-009)

- British Meteorological Office, MARSDEN SQUARE 8-55 (MS 8-55).

Each detailed examination for Chiriqui (Armuelles) and Vacamonte is presented below.

5 National Climate Center (NCC) & National Oceanic and Atmospheric Administration (NOAA), USA


Page E-10

Figure E.4.1 Offshore Wave Data Hindcast in Time Series (N050°0’, W082°30’)


Page E-11

Table E.4.1 Offshore Wave Occurrence Frequencies (N050°0’, W082°30’)

(a) Wave Height vs Wave Period

(b) Wave Height vs Wave Direction

(c) Wave Period vs Wave Direction


Page E-12

(a) Wave Height vs Wave Direction

(b) Wave Period vs Wave Direction

Figure E.4.2 Offshore Wave Roses (N050°0’, W082°30’)


Page E-13

Figure E.4.3 Offshore Wave Data Hindcast in Time Series (N050°0’, W082°00’)


Page E-14

Table E.4.2 Offshore Wave Occurrence Frequencies (N050°0’, W082°00’)

(a) Wave Height vs Wave Period

(b) Wave Height vs Wave Direction

(c) Wave Period vs Wave Direction


Page E-15

(a) Wave Height vs Wave Direction

(b) Wave Period vs Wave Direction

Figure E.4.4 Offshore Wave Roses (N050°0’, W082°00’)


Page E-16

1) Chiriqui (Armuelles)

Figure E.4.5 (1) describes a comparison of offshore wave height among GWDB, SSMO and

MARSDEN SQUARE 009 (MS-009) data. From this description, the data of GWDB is in

agreement with the existing data.

Figure E.4.5 (2) shows a comparison of offshore wave period between GWDB and SSMO data.

There was no information about wave period from MS-009 data. From this description, although

the exceeding occurrence probabilities for wave period T=5-9 sec of GWDB data are higher than

the other, the data of GWDB is almost given same distribution with the existing data.

Figure E.4.5 (3) show a comparison of offshore wave direction between GWDB and MS-009 data.

There is no information about wave direction from SSMO data. From this description, GWDB

data is mainly dominant for SSW, on the other hand, the range for the direction of MS-009 data

seems to be wide from E-W and the main direction dominating is between S to SW.

2) Vacamonte

Figure E.4.6 (1) describes a comparison of offshore wave height among GWDB, MARSDEN

SQUARE 8-55 (MS 8-55) data. From this description, the data of GWDB mostly agrees with the

existing data excluding less than 1 m of wave height.

Figure E.4.6 (2) show a comparison of offshore wave period between GWDB and MS 8-55 data.

From this description, although the exceeding occurrence probabilities for wave period T=4-10

sec of GWDB data are higher than the other, the data of GWDB has the same inclination with the

existing data.

Figure E.4.6 (3) show a comparison of offshore wave direction between GWDB and MS 8-55

data. From this description, GWDB data is mainly dominant for SW, on the other hand, the range

of the direction for MS 8-55 data seems to be wide from E-W and the main direction from S

dominates.

(3) Selection of Offshore Waves

Compared between GWDB data and the existing data sourced from SSMO, MS-009 and MS 8-55,

the availability of hindcast data from GWDB was confirmed for using in the analyses because:

- Both wave heights indicate good agreement

- Both wave periods show almost same distribution (even though some GWDB data

disagrees with the existing data, it is plotted on the safe side).

In terms of wave directions, there are differences from the occurrence, yet it is good information

when the direction has to be decided as an input data element in the calculation. Especially the

wave directions from S-E on the data from GWDB should be considered in the analyses if any.


Page E-17

(a) Wave Height

0.0 ～ 65 355 100.0% 0.0 ～ 44.4 98.7 100.0% 0.0 ～ 13184 43824 100.0%

0.3 ～ 115 290 81.7% 1.0 ～ 45.9 54.3 55.0% 0.5 ～ 10305 30640 69.9%

0.9 ～ 115 175 49.3% 2.0 ～ 7.7 8.4 8.5% 1.0 ～ 10137 20335 46.4%

1.5 ～ 42 60 16.9% 3.0 ～ 0.7 0.7 0.7% 1.5 ～ 5833 10198 23.3%

2.1 ～ 12 18 5.1% 4.0 ～ 0 0.0% 2.0 ～ 3405 4365 10.0%

2.4 ～ 3 6 1.7% 0 0.0% 2.5 ～ 816 960 2.2%

3.0 ～ 1 3 0.8% 0 0.0% 3.0 ～ 127 144 0.3%

3.6 ～ 1 2 0.6% 0 0.0% 3.5 ～ 15 17 0.0%

3.9 ～ 1 1 0.3% 0 0.0% 4.0 ～ 2 2 0.0%

5.1 ～ 0 0.0% 0 0.0% 4.5 ～ 0 0.0%

5.0 ～ 0 0.0%

5.5 ～ 0 0.0%

6.0 ～ 0 0.0%

355 98.7 43824

SSMO GWDBH (m) H (m)H (m) MS-009

0%

20%

40%

60%

80%

100%

0.0 1.0 2.0 3.0 4.0

Wave Height (m)

Exce

edin

g O

ccur

ence

Pro

babi

lity

SSMOMS-009GWDB

(b) Wave Period

4.0 ～ 222 306 100.0% 0.0 ～ 0 30640 100.0%6.0 ～ 54 84 27.5% 2.0 ～ 0 30640 100.0%8.0 ～ 16 30 9.8% 3.0 ～ 2050 30640 100.0%

10.0 ～ 10 14 4.6% 4.0 ～ 4233 28590 93.3%12.0 ～ 4 4 1.3% 5.0 ～ 7013 24357 79.5%14.0 ～ 0 0 0.0% 6.0 ～ 5062 17344 56.6%

7.0 ～ 4440 12282 40.1%8.0 ～ 4713 7842 25.6%9.0 ～ 2472 3129 10.2%

10.0 ～ 569 657 2.1%11.0 ～ 79 88 0.3%12.0 ～ 9 9 0.0%

306 30640

SSMO GWDBWave

Period(s)Wave

Period(s)

0%

20%

40%

60%

80%

100%

0 1 2 3 4 5 6 7 8 9 10 11 12

Period (sec)

Exce

edin

g O

ccur

ence

Pro

babi

lity

SSMOGWDB

(c) Wave Direction

E 3.9 3.9% 849 1.9%

ESE 130 0.3%

SE 5.4 5.4% 168 0.4%

SSE 425 1.0%

S 22.5 22.5% 3377 7.7%

SSW 11167 25.5%

SW 24.1 24.1% 4957 11.3%

WSW 1237 2.8%

W 15.8 15.8% 210 0.5%

Calm 28.3 21304

100 43824

MS-009 GWDB

0%

5%

10%

15%

20%

25%

30%

E ESE SE SSE S SSW SW WSW W

WaveDirection

Exce

edin

g O

ccur

ence

Pro

babi

lity

MS-009GWDB

Figure E.4.5 Exceeding Occurrence Probability (Offshore Waves) for Chiriqui


Page E-18

(a) Wave Height

0.0 ～ 596 2862 100.0% 24538 43824 100.0%

0.5 ～ 983 2266 79.2% 5605 19286 44.0%

1.0 ～ 826 1283 44.8% 6937 13681 31.2%

1.5 ～ 319 457 16.0% 4140 6744 15.4%

2.0 ～ 84 138 4.8% 2199 2604 5.9%

2.5 ～ 30 54 1.9% 368 405 0.9%

3.0 ～ 11 24 0.8% 35 37 0.1%

3.5 ～ 7 13 0.5% 2 2 0.0%

4.0 ～ 0 6 0.2% 0 0.0%

4.5 ～ 4 6 0.2% 0 0.0%

5.0 ～ 1 2 0.1% 0 0.0%

5.5 ～ 1 1 0.0% 0 0.0%

6.0 ～ 0 0 0.0% 0 0.0%

2862 43824

H (m) MS 8-55 GWDB

0%

20%

40%

60%

80%

100%

0.0 1.0 2.0 3.0 4.0

Wave Height(m)

Exce

edin

g O

ccur

ence

Pro

babi

lity

MS 8-55GWDB

(b) Wave Period

3.0 ～ 1648 2467 100.0% 0.0 ～ 2672 30674 100.0%5.0 ～ 496 819 33.2% 2.0 ～ 4678 28002 91.3%7.0 ～ 132 323 13.1% 3.0 ～ 3736 23324 76.0%9.0 ～ 43 191 7.7% 4.0 ～ 4510 19588 63.9%

11.0 ～ 7 148 6.0% 5.0 ～ 4309 15078 49.2%13.0 ～ 7 141 5.7% 6.0 ～ 3186 10769 35.1%15.0 ～ 4 134 5.4% 7.0 ～ 2660 7583 24.7%17.0 ～ 1 130 5.3% 8.0 ～ 1996 4923 16.0%19.0 ～ 38 129 5.2% 9.0 ～ 1540 2927 9.5%21.0 ～ 91 91 3.7% 10.0 ～ 905 1387 4.5%

11.0 ～ 370 482 1.6%12.0 ～ 85 112 0.4%13.0 ～ 27 27 0.1%

2467 30674

MS 8-55 GWDBWave

Period(s)Wave

Period(s)

0%

20%

40%

60%

80%

100%

0 1 2 3 4 5 6 7 8 9 10 11 12

Period(s)

Exce

edin

g O

ccur

ence

Pro

babi

lity

MS 8-55GWDB

(c) Wave Direction

E 92 3.2% 16 0.0%

ESE 21 0.1%

SE 77 2.7% 52 0.2%

SSE 171 0.5%

S 445 15.5% 1874 5.8%

SSW 8771 27.0%

SW 399 13.9% 5746 17.7%

WSW 1926 5.9%

W 294 10.2% 709 2.2%

Calm 1566 13150

2873 32436

MS 8-55 GWDB

0%

5%

10%

15%

20%

25%

30%

E ESE SE SSE S SSW SW WSW W

WaveDirection

Exce

edin

g O

ccur

ence

Pro

babi

lity

MS 8-55

GWDB

Figure E.4.6 Exceeding Occurrence Probability (Offshore Waves) for Vacamonte


Page E-19

E.4.2 Study for Design Waves

(1) Selection of Annual Maximum Offshore Waves Hindcast

Annual maximum waves by direction were obtained from offshore waves hindcast of GWDB

data. The waves are applied to extremes analysis for design waves. Table E.4.3 summarizes

annual maximum waves by direction which may affect the two ports.

Table E.4.3 Summary of Annual Maximum Offshore Waves

(a) Chiriqui (Armuelles)

(b) Vacamonte

(2) Statistical Analysis for Probable Offshore Waves

Using summarized maximum wave data from each year above, probable waves for Rp (return

period) =50 years were analyzed based on a statistical process.

Figure E.4.7 shows the probable offshore waves for each point, and Figure E.4.8 describes the

correlation between maximum offshore wave heights and periods. The results of analysis are

summarized below:

- Probable offshore waves for Chiriqui (Armuelles) ; H=5.1 m, T= 13.2 sec

- Probable offshore waves for Vacamonte ; H=4.7 m, T= 10.7 sec

Documents

APPENDIX C Present Conditions of Port Sector · APPENDIX C Present Conditions of Port Sector C.1 Outline of Ports C.1.1 General The Republic of Panama is located in Central America,