APPENDIX C Present Conditions of Port Sector · APPENDIX C Present Conditions of Port Sector C.1...
Transcript of APPENDIX C Present Conditions of Port Sector · APPENDIX C Present Conditions of Port Sector C.1...
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.
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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
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Table C.1.1 List of Ports and Port Facilities in Panama (2/3)
Category: Puerto (Port), Muelle (Pier), Atracadero (Moorage), Rampa (Ramp), Astillero (Shipyard)Source: AMP
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
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Table C.1.1 List of Ports and Port Facilities in Panama (3/3)
Category: Puerto (Port), Muelle (Pier), Atracadero (Moorage), Rampa (Ramp), Astillero (Shipyard)Source: AMP
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
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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
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.1.3
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Tabl
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.1.4
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Tabl
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.1.5
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Tabl
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.1.6
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Tabl
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.1.7
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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
e C
.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
e C
.1.1
3
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Tabl
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.1.1
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
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.1.1
9
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.1.2
0
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Tabl
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.1.2
1
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Tabl
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.1.2
2
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Tabl
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.1.2
3
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Tabl
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.1.2
4
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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
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August 2004
Agu
adul
ce R
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
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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
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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
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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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Aguadulce Port Plan Navigation Channel
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Aguadulce Port Plan Navigation Channel
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Aguadulce Port Plan Navigation Channel
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Agu
adul
ce P
ort P
lan
Nav
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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
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- 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
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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'
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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
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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
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Fig
ure
E.3
.3
Cal
cula
tion
Are
as o
f Wav
e D
efor
mat
ion
for
Chi
riqu
i (A
rmue
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and
Vac
amon
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(a) Chiriqui (Armuelles) Port
(b) Vacamonte Port
Figure E.3.4 Harbor Alignment for Wave Calmness Analysis
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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
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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
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Figure E.4.1 Offshore Wave Data Hindcast in Time Series (N050°0’, W082°30’)
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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
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(a) Wave Height vs Wave Direction
(b) Wave Period vs Wave Direction
Figure E.4.2 Offshore Wave Roses (N050°0’, W082°30’)
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Figure E.4.3 Offshore Wave Data Hindcast in Time Series (N050°0’, W082°00’)
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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
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(a) Wave Height vs Wave Direction
(b) Wave Period vs Wave Direction
Figure E.4.4 Offshore Wave Roses (N050°0’, W082°00’)
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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.
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(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
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(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
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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