APPENDIX - JICAopen_jicareport.jica.go.jp/pdf/12246229_02.pdf · SENELABO – Rapport d'étude géotechnique n° GT/2015-422 Borehole locations on the site are given on the map below:

Republic of Senegal Preparatory Survey for Mamelles Sea Water Desalination Plant Construction Project Final Report Appendix

APPENDIX


List of Appendix

Appendix 2 Survey Result

Appendix 2-1 Results of Topographic Survey ...................................................................................... A-2-1

Appendix 2-2 Results of Geological ................................................................................................... A-2-10

Appendix 2-3 Results of Oceanographic Survey ................................................................................ A-2-57

Appendix 4

Appendix 4-1 Minutes of Meeting on the Commencement of Preparatory Survey

for the Mamelles Sea Water Desalination Plant Construction Project

in the Republic of Senegal.............................................................................................. A-4-1

Appendix 4-2 Presidential Decree of Exploitation of the Land for Mamelles Seawater

Desalination Plant Construction Project ......................................................................... A-4-6

Appendix 4-3 Hydaulic Calculation of Pipelines ................................................................................ A-4-13

Appendix 5

Appendix 5-1 Drawings ........................................................................................................................ A-5-1

Appendix 5-2 Connection to the existing inflow system ...................................................................... A-5-2

Appendix 6

Appendix 6-1 Environmental check list ................................................................................................ A-6-1

Appendix 6-2 Monitoring Form ............................................................................................................ A-6-2

Appendix 6-3 Letter from DEEC regarding Survey on Environmental and

Social Consideration necessary for CP-2, CP-3 and CP-4 ............................................. A-6-4

Appendix 8

Appendix 8-1 Estimated Construction Cost .......................................................................................... A-8-1

Appendix 8-2 Estimated Project Cost ................................................................................................... A-8-5

Appendix 8-3 Estimated Consulting Service Cost ................................................................................ A-8-6

Appendix 8-4 Estimated Dispute Board cost ........................................................................................ A-8-8

Appendix 9 Terms of the References of the Consulting Services ................................................................. A-9-1

Appendix 10

Appendix 10-1 Calculation of FIRR (at Present Tariff Rate)................................................................ A-10-1

Appendix 10-2 Calculation of FIRR at Affordability to Pay Level ...................................................... A-10-2

Appendix 10-3 Calculation of EIRR (at the Willingnedss to Pay (=the present tariff level)) ............... A-10-3

Appendix 10-4 Calculation of EIRR under (i) Initital Investment Cost +20% ..................................... A-10-4

Appendix 10-5 Calculation of EIRR under (ii) Production Amount

of Mamelles Plant -10,000m3/day ............................................................................... A-10-5

Appendix 10-6 Calculation of EIRR under (iii) Reduction of Production Cost

at Mamelles Plant -20% ............................................................................................... A-10-6

Appendix 10-7 Calculation of EIRR under (iv) Increase of Production Cost

at Mamelles Plant +20% .............................................................................................. A-10-7


Appendix 10-8 Calculation of EIRR under (v) Lower Outcome of

Water Recovery Portion (NRW rate +5%) ................................................................... A-10-8

Appendix 10-9 Calculation of EIRR under (vi) Increase of Willingness to Pay +57% ........................ A-10-9


Appendix 2 Survey result

Appendix 2-1 Results of Topographic survey

Location of Survey area

Control point applied

Location of Bench mark

Bench mark information

(With regard to outputs, please refer to Drawings)

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Appendix 2

Appendix 2-2 Results of Geological survey

Borehole location map

Summary of Laboratory and Triaxial test resulats

Exploratory borehole log

Standard penetration test result

Laboratory test result

Triaxial test result

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SENELABO – Rapport d'étude géotechnique n° GT/2015-422

Borehole locations on the site are given on the map below:

Figure 2: Borehole location Map

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Synthesis of the laboratory tests

The results of the laboratory tests carried out on the soil samples are recapitulated on the table below:

Recapitulative table of laboratory tests :

The results of the laboratory tests carried out on soil samples show that the soils have a

variable granulometry.

The direct shearing tests give:

On the brown sandy clay with lateritic concretions (G20-4), we have on the average 27.42 kPa

of cohesion and 27.6° of internal friction angle ;

On the brown clay with scattered basalt altered (G20-2), we have on the average 28.23 kPa of

cohesion and 26.69° of internal friction angle;

On the sandy clay (G5-1), we have on the average 47.60 kPa of cohesion and 20.96° of

internal friction angle;

G20-4 G5-1

1m 1,00m 2.00m 1.0m 7.00m 10.40m

Moisture content W% 4,72 7,03 44,7 15,47 25,06 32,25

γh 1,613 1,295 1,852 2,078 1,751 2,288

γd 1,540 1,210 1,280 1,800 1,400 1,730

Spécific Weight γs 2,590 2,640 2,290 2,620 2,541 2,551

2mm 97,3 74,1 91,3 90,6 89,9 70,6

1mm 96,5 67,5 88,8 89,8 84,4 65,3

0.5mm 96,0 64,0 86,3 88,1 80,2 59,3

0.2mm 86,2 59,6 81,4 73,6 74,7 51,6

0.16mm 59,0 48,6 68,9 43,7 65,5 41,9

0.08mm 54,8 42,9 61,5 39,0 60,4 37,5

WL 79,82 78,71 69,83 28,38

WP 30,13 30,81 24,56 12,32

IP 49,69 47,90 45,26 16,06

Ic 1,51 1,50 0,56 0,80

Blue methylen Value VBs - - - - 2,2 0,99

Cohesion (kPa) C 27,42 28,23 47,60 48,4 25,7

Internal friction angle (°) φ 27,60 26,69 20,96 24,5 36,44

Preconsolidation pressure (KPa)

σ'p 150,0 160,0 180,0 120,0

Compressibility factor Cc 0,25 0,48 0,40 0,19

Grain size analyse

Atterberg Limites (%)

Number of borehole G20-2 G20-1'

Depth(m)

Apparente density (t/m3)

Recapitulative table of laboratory tests

Project CONSTRUCTION OF SEA WATER DESALINISATION

Site Mamelles, Dakar

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The oedometer tests give:

An average preconsolidation stress of 150 kPa and an average compressibility coefficient of

0.25 in the sandy clay with lateritic concretions ;


0.44 in the brown clay with scattered basalt altered;


0.19 in the sandy clay.

The triaxial tests on basalt samples are summarized in the table below.

Recapitulative table of Triaxial tests

Hole ID Depth from (m) Depth to (m) ρd (g/cm³) C (MPa) Φ(⁰)

G5 -1 1.50 2.50 2.19 2.5 37

G5 - 4 0 1 2.15 4 43

G20 - 2 13 14 2.6 14 50

G20 - 3 2 3 2.41 9 37

G20 - 4 12 13 1.95 1.5 27

The analysis of these results shows a importatnte variation of cohesion as well as the internal friction

angle on the basalt. A minimum of 1.5 MPa cohesion is noted with an internal friction angle of 27 ° and

a maximum cohesion of 14 MPa with an internal friction angle of 50 °. This variation could be due to the

state of alteration of materials and bullous structure of this basaltic lava.

Hydrogeological synthesis:

The study area is located at the edge of the western hill of Mamelles and marked by rainwater runoff

channel towards the sea. So, we can not exclude the presence of anarchic water circulations on

preferential flow channels. The hydrological regime can vary depending on the season and rainfall.

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APPENDIX 1:

Log of the exploratory borehole

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ANNEXE 2 :

Results of laboratory tests

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20 24 28 32

E1 DE QU TE B3 PL

79.5 81.33 79.12 81.32 71.6 68.73

66.28 68 66.6 69.3 67.74 65.2

50.1 51.4 50.8 53.9 55.02 53.4

13.22 13.33 12.52 12.02 3.86 3.53

16.18 16.6 15.8 15.4 12.72 11.8

81.71 80.301 79.24 78.052 30.3459 29.91525

WL = 79.825 WP = 30.131 IP = 49.69 Ic = 1.51 A =

3- Echelle de consistance (Ic)

4- Echelle d'activité (A)

5- Diagramme de plasticité 6- Classification triangulaire des sols fins

Nomenclature des sols selon SN 670'010a (1993) CH: Argile limoneuse, graveleuse et/ou sableuseCL-ML: Limon argileux avec sable et/ou gravierOL: Limon organique, graveleux et/ou sableux OH: Argile limoneuse organique, graveleuse et/ou sableuseCL: Limon argileux, graveleux et/ou sableux ML: Limon graveleux ou sableux MH: Limon graveleux et/ou sableux de haute plasticité

2- Limite de Plasticité

DATE ESSAISVISA ING.

1- Limite de Liquidité

PROFONDEUR (m)

Argiles avec des blocs de basaltes altérés

JICA MAMELLES

DESCRIPTION SOMMAIRE

07/04/2015

OPERATEURN° REGISTRE N° SONDAGE N° ECHANT.

CLIENT N° DOSSIER TITRE DU PROJET OU CHANTIER

G20-4 (SC1) 1.00m

Nombre de coupsN° de la Tare Poids Total HumidePoids Total SecPoids total tarePoids net de l'eauPoids matériau secTeneur en eau (%)

Limites et indices

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Indi

ce d

e Pl

astic

ité (I

p)

Limite de Liquidité (Wl)

70

80

90

0 5 10 15 20 25 30 35

Tene

ur e

n ea

u (%

)

Nombre de coups

-0.1 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 1.2 1.3 1.4 1.5 1.6

0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25

très fermefermepâteux (se) dur (e)liquide mou (-olle)

argiles inactives argiles normales argiles actives

>2,0

>1,5

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Poids spécifique

WL WP IP Ic γh γd γsNFP94-050 NFP 94-054

15,47 28,376 12,32 16,06 0,80 2,620

γd (95% OPM)

Ouv. tamis (mm) 40 25 20 10 8 5 2 1 0,5 0,25 0,125 0,08Passants (%) 100,0 100,0 100,0 95,7 94,5 92,3 90,6 89,8 88,1 73,6 43,7 39,0

Ouv. tamis (mm) 0,073 0,053 0,039 0,025 0,018 0,013 0,009 0,006 0,004 0,002Passants (%)

………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… …………………………………………………………………………………………………………………………………………

L'ingénieur responsable des essais

NFP 18-598 NFP 94-068 NFP 94-051

Densité sèche max. (t/m 3) Teneur en eau optimale (%) w (%) de saturation Gonflement (%)

ESSAI PROCTOR ESSAI CBR

Teneur en eau w

(%)

Equivalent de sable (ES)

Densité apparente (t/m3)Classification

des sols (GTR)Essai au bleu

(g/100g)

NFP 11-300

RAPPORT D'ESSAIS SUR ECHANTILLON DE SOL

CLIENT N° DOSSIER TITRE DU PROJET OU CHANTIER VISA ING. DATE ESSAIS


Limites d'Atterberg (%)

NFP 94-053

DESCRIPTION SOMMAIREN° REGISTRE

1.00mG5-1 (SC5)

09/04/2015

OPERATEUR

JICA MAMELLES

OBSERVATIONS

N° SONDAGE N° ECHANT. PROFONDEUR (m)

sable grossier gravier caillouxargile limon sable f in

0

10

20

30

40

50

60

70

80

90

100

0,001 0,01 0,1 1 10 100

% p

assa

nts

diamètre (mm)

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16 20 24 28

A M JK ND B3 PL

90,64 87,47 88,35 88,13 76,43 73,95

82,57 79,7 80,8 80,9 73,5 71,39

55,1 52,6 53,9 54,5 50,86 49,49

8,07 7,77 7,55 7,23 2,93 2,56

27,47 27,1 26,9 26,4 22,64 21,9

29,38 28,672 28,07 27,386 12,9417 11,6895

WL = 28,376 WP = 12,316 IP = 16,06 Ic = 0,80 A =

3- Echelle de consistance (Ic)

4- Echelle d'activité (A)

5- Diagramme de plasticité 6- Classification triangulaire des sols fins

Nomenclature des sols selon SN 670'010a (1993) CH: Argile limoneuse, graveleuse et/ou sableuseCL-ML: Limon argileux avec sable et/ou gravierOL: Limon organique, graveleux et/ou sableux OH: Argile limoneuse organique, graveleuse et/ou sableuseCL: Limon argileux, graveleux et/ou sableux ML: Limon graveleux ou sableux MH: Limon graveleux et/ou sableux de haute plasticité

Limites et indices

Poids Total HumidePoids Total SecPoids total tarePoids net de l'eauPoids matériau secTeneur en eau (%)

G5-1 (SC5) 1.00m

Nombre de coupsN° de la Tare

DESCRIPTION SOMMAIRE

09/04/2015

OPERATEURN° REGISTRE N° SONDAGE N° ECHANT.

CLIENT N° DOSSIER TITRE DU PROJET OU CHANTIER

1- Limite de Liquidité

PROFONDEUR (m)


JICA MAMELLES

2- Limite de Plasticité

DATE ESSAISVISA ING.

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Indi

ce d

e Pl

astic

ité (I

p)

Limite de Liquidité (Wl)

20

30

0 5 10 15 20 25 30

Tene

ur e

n ea

u (%

)

Nombre de coups

-0,1 0 0,1 0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1 1,1 1,2 1,3 1,4 1,5 1,6

0,00 0,25 0,50 0,75 1,00 1,25 1,50 1,75 2,00 2,25

très fermefermepâteux (se) dur (e)liquide mou (-olle)

argiles inactives argiles normales argiles actives

>2,0

>1,5

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0

0,5

1

1,5

2

2,5

3

0,1 1 10 100 1000 10000

tass

emen

t ∆h

(mm

)

temps mn (logt)

courbe tassement - temps

1000 kPa (18 kg)

830 kPa (15 kg)

55,5 kPa (1 kg)

277 kPa (5 kg)

555 kPa (10 kg)

27,8 kPa (0,5 kg)

111 kPa (2 kg)

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(réalisé conformément à la norme NF P 94-071-1)

Projet / Chantier: CLIENT

Site: Date essai:

N° Sondage: G5-1 (SC5) Prof. : N°Registre Vitesse de cis. =

Caractéristiques de l'éprouvette

Hauteur = mesuré = estimé =

Après cisaillement

ρh (T/m3)

ρd (T/m3) w (%) e Srρd

(T/m3)t100

(mn)w (%) τf ,p

(kPa)δl f ,p (mm)

τf ,f (kPa)

δl f ,f (mm)

1 2,22 1,925 15,47 0,403 48,61 61,097 5 61,097 5

2 2,19 1,900 15,47 0,4207 104,18 95,61 3,2 95,61 5

3 2,14 1,852 15,47 0,4576 200,02 121,26 2,6 121,26 5

4

cuu p cuu f Φuu p Φuu f

47,60 47,60 20,96 20,96

Observations:

60 mm

N° σ' (kPa)

ESSAI DE CISAILLEMENT RECTILIGNE – CISAILLEMENT DIRECT

Largeur, diamètre =

Avant essai Après consolid Paramètres de résistance au cisaillement

20 mm

1.00 m

ρ s

0.5 mm/mn

JICA

Mamelles, Dakar

Construction d'une Usine

Résultats

L'ingénieur responsable des essais:

cohésion (kPa)angle

frottement interne Φ' (°)

2,700 T/m3

0

100

200

0

τ(k

Pa)

δl (mm)

P1 P2 P3

-0,5-0,4-0,3-0,2-0,1

00 1 2 3 4 5 6

tass

emen

t (m

m)

δl (mm)P1 P2 P3

y = 0,3831x + 47,599

y = 0,3831x + 47,599

0,00

20,00

40,00

60,00

80,00

100,00

120,00

140,00

0 50 100 150 200 250

rési

stan

ce a

u ci

saill

emen

t τ(k

Pa)

contrainte normale σ' (kPa)

pic final Linéaire (pic) Linéaire (final)

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Poids spécifique


25,06 1,751 1,400 2,541

γd (95% OPM)

Ouv. tamis (mm) 40 25 20 10 8 5 2 1 0,5 0,25 0,125 0,08Passants (%) 100,0 100,0 100,0 95,8 99,2 97,1 89,9 84,4 80,2 74,7 65,5 60,4


………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… …………………………………………………………………………………………………………………………………………


OBSERVATIONS

N° SONDAGE N° ECHANT. PROFONDEUR (m) DESCRIPTION SOMMAIREN° REGISTRE

7.00mG20-1' (SC7)

09/04/2015

OPERATEUR

JICA MAMELLES

Laterite


NFP 94-053




Teneur en eau w

(%)




(g/100g)

NFP 11-300


NFP 94-068

2,2

NFP 94-051NFP 18-598


0

10

20

30

40

50

60

70

80

90

100

0,001 0,01 0,1 1 10 100

% p

assa

nts

diamètre (mm)

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Site: Date essai:

N° Sondage: Sc Prof. : N°Registre Vitesse de cis. =



Après cisaillement

ρh (T/m3)


(T/m3)t100

(mn)w (%) τf ,p

(kPa)δl f ,p (mm)

τf ,f (kPa)

δl f ,f (mm)

1 1,72 1,593 8 0,6953 0 48,61 70,891 5 70,891 5

2 1,77 1,639 8 0,6475 0 104,18 95,61 3,2 95,61 5

3 1,77 1,639 8 0,6475 0 200,02 139,92 2,6 139,92 5

4


48,44 48,44 24,54 24,54

Observations:

Résultats




2,700 T/m3

ρ s

0.5 mm/mn

JICA

G20-1 PRIME 13/05/2015

Mamelles

60 mm

N° σ' (kPa)




20 mm

7,00m

0

100

200

0

τ(k

Pa)

δl (mm)

P1 P2 P3

-0,59,5

19,529,539,549,559,569,5

0 1 2 3 4 5 6

tass

emen

t (m

m)

δl (mm)

P1 P2 P3

y = 0,4566x + 48,444

y = 0,4566x + 48,4440,00

20,00

40,00

60,00

80,00

100,00

120,00

140,00

160,00

0 50 100 150 200 250

rési

stan

ce a

u ci

saill

emen

t τ(k

Pa)



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Poids spécifique


32,25 2,288 1,730 2,551

γd (95% OPM)

Ouv. tamis (mm) 20 16 12,5 10 8 5 2 1 0,5 0,25 0,125 0,08Passants (%) 93,5 91,1 86,3 85,1 82,7 78,2 70,6 65,3 59,3 51,6 41,9 37,5


………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… ………………………………………………………………………………………………………………………………………… …………………………………………………………………………………………………………………………………………


NFP 18-598 NFP 94-068

0,99

NFP 94-051



Teneur en eau w

(%)




(g/100g)

NFP 11-300



Argile avec des concrétion de basalte altéré


NFP 94-053

DESCRIPTION SOMMAIREN° REGISTRE

10.4mG20-1' (SC7)

09/04/2015

OPERATEUR

JICA MAMELLES

OBSERVATIONS

N° SONDAGE N° ECHANT. PROFONDEUR (m)


0

10

20

30

40

50

60

70

80

90

100

0,001 0,01 0,1 1 10 100

% p

assa

nts

diamètre (mm)

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Site: Date essai:

N° Sondage: Sc Prof. : N°Registre Vitesse de cis. =



Après cisaillement

ρh (T/m3)


(T/m3)t100

(mn)w (%) τf ,p

(kPa)δl f ,p (mm)

τf ,f (kPa)

δl f ,f (mm)

1 1,72 1,593 8 0,6953 0 48,61 69,026 5 69,026 5

2 1,77 1,639 8 0,6475 0 104,18 90,946 3,2 90,946 5

3 1,77 1,639 8 0,6475 0 200,02 177,69 2,6 177,69 5

4


25,73 25,73 36,44 36,44

Observations:

60 mm

N° σ' (kPa)




20 mm

10,40 m

ρ s

0.5 mm/mn

JICA

G20-1' (SC7) 13/05/2015

Mamelles

Résultats




2,700 T/m3

0

100

200

0

τ(k

Pa)

δl (mm)

P1 P2 P3

-0,5-0,4-0,3-0,2-0,1

00 1 2 3 4 5 6

tass

emen

t (m

m)

δl (mm)

P1 P2 P3

y = 0,7383x + 25,734

y = 0,7383x + 25,7340,00

20,00

40,00

60,00

80,00

100,00

120,00

140,00

160,00

180,00

200,00

0 50 100 150 200 250

rési

stan

ce a

u ci

saill

emen

t τ(k

Pa)



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ANNEXE 3 :

Results of triaxial tests

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Appendix 2 Survey result

Appendix 2-3 Results of Oceanographic Survey

1. Results of Water Quality Measurement

The data of the seawater quality measurement carried out in March and June of 2015 is shown in the

following table. The samples were collected at the location 300 m from shoreline, and its water depth was

between 5 m and 10 m.

No. Items March 12th, 2015 June 9th , 2015 1 Temperature 16 °C 24 °C 2 pH 7.9 8.2 3 DO 2.8 (mg/L) 3.0 (mg/L) 4 Salinity 33 (mg/L) 33 (mg/L) 5 SS 3.3 (mg/L) 170 (mg/L) 6 Electrical conductivity 54 – 57 (mS/m) 54 – 57 (mS/m) 7 TDS 43 (g/L) 37 (g/L) 8 Ca2+ 400 (mg/L) 410 (mg/L) 9 Mg2+ 1200 (mg/L) 1290 (mg/L) 10 Na+ 10680 (mg/L) 11090 (mg/L) 11 SO4

2- 2860 (mg/L) 3100 (mg/L) 12 Cl- 18800 (mg/L) 19600 (mg/L) 13 Mn2+ 0.31 (mg/L) 0.63 (mg/L) 14 Cu2+ 0.29 (mg/L) 0.22 (mg/L) 15 Sr2+ 14 (mg/L) 14 (mg/L) 16 Fe 0.2 (mg/L) 0.4 (mg/L) 17 HCO3- 146 (mg/L) 146 (mg/L) 18 Si, SiO2, SiO3 0.9 (mg/L) 0.1 (mg/L) 19 B 3.9 (mg/L) 4.2 (mg/L)

2. Results of Sea Bottom Environment Survey

The diving survey was conducted in April 9th and 10th of 2015, and the condition of the sea bottom was

recorded along with the construction site of seawater intake and brine discharge facilities.

The survey was carried out in the sections given below.

The Coordinates of Survey Points Survey Point Coordinates

Point 1 Shoreline

Point 2 14°43'22.40''N 17° 30' 24. 20''W.

Point 3 14° 43' 16. 90''N 17° 30' 32.80''W.

Point 4 14° 43' 11. 20''N 17° 30' 41 .00''W.

A-2-57


The pictures of the sea bottom are shown below.

Point 1 - Point 2 Point 1 - Point 2




A-2-58


Appendix 4

Appendix4-1Minutes of Meeting on the Commencement of Preparatory Survey for the Mamelles Sea

Water Desalination Plant Construction Project in the Republic of Senegal

A-4-1


A-4-2


A-4-3


A-4-4


A-4-5


Appendix 4

Appendix 4-2 Presidential Decree of Exploitation of the Land for Mamelles Seawater Desalination

Plant Construction Project

A-4-6


A-4-7


A-4-8


Republic of Senegal One People One Aim One Faith Ministry of Economy, Finances and Planning General Directorate of Tax and Domains

Presentation Report

The Senegalese National Water Company (SONES) has conducted a Study under the Master

Plan for Water Resources Mobilization in Dakar Region and the Petite Côte, hereinafter

refered to as " Étude du Schéma Directeur de Mobilisation des Ressources en Eau de la

Région de Dakar et de la Zone de la Petite Côte ".

Under this framework, it was decided the construction of a Sea Water Reverse Osmosis

Desalination Plant with a capacity of 50,000 m3/day extensible to 100,000 m3/day, in a site

located in Dakar and called “Mamelles”.

The above mentioned project is funded through a Seventy Five Billion F.CFA

(75,000,000,000 F.CFA), a loan provided by the Japanese International Cooperation Agency

(JICA) which under this perspective requested to the Senegalese Side to obtain the Decree of

Public Utility on June, 30th 2015 at the latest.

The site visit enabled noticing that buildings belonging to the State and some private owners

were part of the land targeted for the project.

Therefore, it has been deem necessary to declare the above mentioned project as a project of

Public Utility, to list the state property buildings and to proceed to an expropriation of

buildings belonging to private owners which are necessary for the project implementation.

As the responsible for the above mentioned tasks, the Commission in charge of State Property

Control gave a positive response during the meeting session held on September, 16th 2014.

The “Commodo and Incommodo Survey” launched on May, 29th 2015 in compliance with the

Decree N° 1508/MEF/DGIDG/DD, was conducted from June 03rd to 10th 2015 and registered

some comments from the Company called MA KHARAFI ET SONS which members

requested that prior EIE Studies need to be conducted before the project implementation (in

Translated in English

A-4-9


compliance with the Minutes of Survey opening and closing n° 002225/DGID/DRD/CSF/

NGA of June 12th 2015), given the fact that the area is dedicated to tourism and fishing

activities and due to the project proximity to their ongoing-construction hotel.

While waiting for SONES to conduct the EIE Study for the Project and with a need to meet

requirements of the Japanese Side which is to obtain the Order or Decree of Public Utility on

June 30th at the latest, it is thus necessary to postpone the declaration of assignability of

private properties within the area targeted for the project.

Thus, the draft Decree hereafter enclosed prepared in compliance with the content of Article 3

of Law n°76-67 issued on July 02nd 1976 relating to the Expropriation for need of Public

Utility and to other Public Utility land operations is issued to declare the construction of the

Sea Water Reverse Osmosis Desalination Plant as project of Public Utility.

A-4-10


REPUBLIC OF SENEGAL

One People One Aim One Faith

DECREE N° 2015-1146

Declares the Construction Project of the Sea Water Reverse Osmosis Desalination Plant in

Mamelles area in Ouakam Municipality of Public Utility;

THE PRESIDENT OF THE REPUBLIC,

IN VIEW of Constitution;

IN VIEW of Law N°64-46 of June 17th 1964 relating to the Public Domain;

IN VIEW of Law N°76-66 of July 02nd 1976 relating to the Code of State Property;

IN VIEW of Law N°76-67 of July 02nd 1976 relating to the Expropriation for need of Public

Utility, and to other Public Utility land operations;

IN VIEW of Law N°2011-07 of March 30th 2011 relating to scheme of land property;

IN VIEW of Law n°64-573 of July 30th implementing Law N°64-46 of June 17th 1964 relating

to National Domain especially in its Articles 29, 36 and followings;

IN VIEW of Decree N°77-563 of July 03rd 1977 implementing the above mentioned Law

76-67 of July 02nd;

IN VIEW Decree N°81-557 of May 1981 implementing the State property Code concerning

the private property of the State amended by Decree N°89-001 of January 03rd 1989;

IN VIEW of Decree N°2014-845 of July 06th 2014 relating to the nomination of the Prime

Minister;

IN VIEW of Decree N°2014-845 of July 9th 2014 relating to distribution of the State services

and control of publics institutions, national companies and public companies with common

involvement of the President and Prime Minister’s office along with other Ministries,

amended by Decree N° 2015-299 of March 06th 2015;

IN VIEW of Decree 2015-855 of June 22th 2015 relating to Government composition;

IN VIEW of the request of the concerned party or institution;

A-4-11


IN VIEW of the positive response of the Commission in charge of the Control of State

Property during the meeting session held on September 16th 2014;

IN VIEW of the decision of opening and closing of the “Commodo and Incommodo Survey”

N° 1508/MEF/DGIDG/DEDT of May 29th 2015;

IN VIEW of the Public Notice N° 2009/DGIDDRD/CFS NGA of June 1st 2015;

IN VIEW of the “Commodo and Incommodo Survey Minutes” N°2225

DGID/DRD/CSF/NGA of June 12th 2015;

On the report of the Ministry of Economy, Finances and Planning;

DECREES THAT

Article 1 The construction of the Sea Water Reverse Osmosis Desalination Plant in Mamelles

area located in Ouakam Municipality by SONES is declared as a Project of Public Utility.

Article 2 Expropriation of private land located within the project area shall be carried out

within a three-year period

Article 3 The Ministry of Economy, Finances and Planning is in charge of this Decree’s

implementation which will be published in the official newspaper of the Republic of Senegal

Dakar, August 03rd 2015

By The President of the Republic Macky SALL

The Prime Minister Mahammed Boun Abdallah DIONN

A-4-12


Appendix 4

Appendix 4-3 Hydraulic Calculation (Seawater Transmission Pipeline)

Lo

catio

n N

o.:

Seaw

ater

Tra

nsm

issi

on P

ipel

ine

(Sea

wat

er T

rans

mis

sion

Pum

ping

Sta

tion

to S

eaw

ater

Rec

eivi

ng T

anks

)D

eman

d (m

3 /h):

5,38

0Pu

mp

Cap

acity

(m3 /h

):5,

380.

00LW

L at

suct

ion

pit (

EL)

-3.6

0D

eman

d (L

/s):

1,49

4.44

Pum

p C

apac

ity (L

/s):

1,49

4.44

HW

L at

seaw

ater

rece

ivin

g ta

nk (E

L)53

.00

Pum

p H

ead

(m):

62.0

0(6

2m a

ccor

ding

to M

r Sat

o's e

stim

ate,

201

5/7/

17)

Loss

aro

und

pum

p (m

)1.

50[H

azen

-Will

iam

s's E

quat

ion]

Pipe

Dia

.Fl

ow F

acto

rO

utflo

w R

ate

Flow

Rat

ePi

pe L

engt

hV

eloc

ityH

yd. G

raid

.H

ead

Loss

Dyn

amic

Hea

dD

ynam

ic H

ead

Cen

ter o

f PL

Gro

und

Effe

ctiv

e H

ead

d （m

m）

Cq

(L/s

)Q

(L/s

)L

(m)

V (m

/s)

I(‰)

⊿h（

m）

H (m

)EL

(m)

EL(m

)EL

he (m

)62

.00

58.4

0To

SW

RO

Pla

ntSt

12

1,10

01.

560

.50

56.9

03.

435.

9353

.47

Loss

aro

und

pum

pSt

12

1,10

014

94.4

41.

573

0.03

60.4

756

.87

3.43

5.93

53.4

445

°St

12

1,10

014

94.4

41.

573

0.03

60.4

456

.84

3.43

5.93

53.4

145

°St

12-

St39

1,10

014

014

94.4

413

5.00

1.57

31.

50.

2060

.24

56.6

423

.99

26.5

432

.65

St39

0.02

60.2

256

.62

23.9

926

.54

32.6

330

°St

39-

St78

1,10

014

014

94.4

419

0.00

1.57

31.

50.

2959

.93

56.3

334

.09

38.1

122

.24

St78

0.06

59.8

756

.27

34.0

938

.11

22.1

860

°St

78-

St15

91,

100

140

1494

.44

350.

001.

573

1.5

0.53

59.3

455

.74

42.0

846

.14

13.6

6St

159

0.08

59.2

655

.66

42.0

846

.14

13.5

870

°St

159

-16

51,

100

140

1494

.44

25.0

01.

573

1.5

0.04

59.2

255

.62

42.0

846

.11

13.5

4St

165

0.04

59.1

855

.58

42.0

846

.11

13.5

050

°St

165

-St

196

1,10

014

014

94.4

414

0.00

1.57

31.

50.

2158

.97

55.3

744

.33

49.3

811

.04

St 1

960.

1458

.83

55.2

344

.33

49.3

810

.90

90°

St19

6-

St20

51,

100

140

1494

.44

40.6

61.

573

1.5

0.06

58.7

755

.17

45.3

850

.00

9.79

St 2

050.

0158

.76

55.1

645

.38

50.0

09.

7815

°St

205

-St

215

1,10

014

014

94.4

452

.28

1.57

31.

50.

0858

.68

55.0

846

.23

50.0

08.

85St

215

0.11

58.5

754

.97

46.2

350

.00

8.74

80°

St21

5-

St 2

301,

100

140

1494

.44

72.2

21.

573

1.5

0.11

58.4

654

.86

47.4

050

.00

7.46

St23

00.

1458

.32

54.7

247

.40

50.0

07.

3290°

St23

00.

1458

.18

54.5

847

.40

50.0

07.

1890°

St23

00.

1458

.04

54.4

447

.40

50.0

07.

0490°

St23

0-

St 2

311,

100

140

1494

.44

3.19

1.57

31.

50.

0058

.04

54.4

447

.45

50.0

06.

99St

231(

Tank

)0.

1357

.91

54.3

147

.45

50.0

01.

31Fl

owou

t

Inta

ke P

SSW

RO

pla

nt12

9,12

012

9,12

01,

494.

441,

494.

44St

12St

231

Nod

e no

.R

emar

ks

Flow

Rat

e (m

3 /day

)(L

/sec

ond)

Nod

e N

o.

A-4-13


Appendix 4-3 Hydraulic calculation (Product Water Transmission Pipeline)

Loca

tion

No.

:Pr

oduc

t Wat

er T

rans

miss

ion

Pipe

line

(Pro

duct

Wat

er S

uppl

y Ta

nk to

New

Mam

elle

s Res

ervo

ir )

Dem

and

(m3 /h

):2,

217

Pum

p Ca

paci

ty (m

3 /h):

2,21

6.67

LWL

at su

ctio

n pi

t (EL

)49

.00

Dem

and

(L/s

):61

5.74

Prod

uct w

ater

PS

- St 1

06Pu

mp

Capa

city

(L/s

):61

5.74

HW

L at

Mam

elle

s Res

ervo

ir (E

L)66

.40

Dem

and

(L/s

):1,

231.

48St

106

- St

110

Pum

p H

ead

(m):

22.0

0(2

2m a

cord

ing

Mr S

ato's

est

imat

e, 2

015/

7/17

)Lo

ss a

roun

d pu

mp

(m)

1.50

[Haz

en-W

illia

ms's

Equ

atio

n]Pi

pe D

ia.

Flow

Fac

tor

Out

flow

Rat

eFl

ow R

ate

Pipe

Len

gth

Vel

ocity

Hyd

. Gra

id.

Hea

d Lo

ssD

ynam

ic H

ead

Dyn

amic

Hea

dCe

nter

of P

LG

roun

d Ef

fect

ive

Hea

dd （m

m）

Cq

(L/s

)Q

(L/s

)L

(m)

V (m

/s)

I(‰)

⊿h（

m）

H (m

)EL

(m)

EL(m

)EL

he (m

)22

.00

71.0

0To

Mam

elle

s res

ervo

irsP2

51.

520

.50

69.5

047

.25

50.0

022

.25

Loss

aro

und

pum

pP2

5-

P24

800

110

615.

744.

741.

225

2.2

0.01

20.4

969

.49

47.1

650

.00

22.3

3P2

40.

0820

.41

69.4

147

.16

50.0

022

.25

90°

P24

-P1

680

011

061

5.74

38.7

51.

225

2.2

0.09

20.3

269

.32

46.4

550

.00

22.8

7P1

60.

0720

.25

69.2

546

.45

50.0

022

.80

80°

P16

-P6

800

110

615.

7452

.28

1.22

52.

20.

1220

.13

69.1

345

.48

50.0

023

.65

P60.

0020

.13

69.1

345

.48

50.0

023

.65

15°

P6-

480

011

061

5.74

36.8

51.

225

2.2

0.08

20.0

569

.05

43.9

349

.36

25.1

24

0.08

19.9

768

.97

43.9

349

.36

25.0

490

°4

-45

800

110

615.

7419

5.00

1.22

52.

20.

4319

.54

68.5

444

.21

47.4

424

.33

450.

0019

.54

68.5

444

.21

47.4

424

.33

20°

45-

9480

011

061

5.74

235.

001.

225

2.2

0.52

19.0

268

.02

54.6

857

.00

13.3

494

0.08

18.9

467

.94

54.6

857

.00

13.2

690

°94

-10

680

011

061

5.74

59.6

21.

225

2.2

0.13

18.8

167

.81

58.7

961

.72

9.02

106

1,00

011

012

31.4

834

.76

1.56

82.

60.

4418

.37

67.3

758

.79

61.7

28.

58C

onne

ctio

n to

exi

sting

syste

m

106

-10

71,

000

110

1231

.48

34.7

61.

568

2.6

0.09

18.2

867

.28

58.7

960

.85

8.49

Eist

ing

syst

em10

70.

0118

.27

67.2

759

.15

60.8

58.

1225

°, Ex

istin

g sy

stem

107

-10

81,

000

110

1231

.48

124.

161.

568

2.6

0.32

17.9

566

.95

60.4

562

.75

6.50

Exis

ting

syte

m10

80.

1417

.81

66.8

160

.45

62.7

56.

3690

°, Ex

istin

g sy

tem

108

-10

91,

000

110

1231

.48

39.6

91.

568

2.6

0.10

17.7

166

.71

60.9

465

.20

5.77

Exis

ting

syte

m10

90.

1417

.57

66.5

760

.94

65.2

05.

6390

°, Ex

istin

g sy

tem

109

-11

01,

000

110

1231

.48

3.59

1.56

82.

60.

0117

.56

66.5

660

.94

65.2

05.

62Ex

istin

g sy

tem

110

0.13

17.4

366

.43

60.9

465

.20

0.03

Flow

-out

, Exi

sting

syste

m

Prod

uct w

ater

PS

53,2

0053

,200

106,

400

106,

400

615.

7461

5.74

1,23

1.48

1,23

1.48

St P

25St

106

St10

6St

110

Flow

Rat

e (m

3 /day

)(L

/sec

ond)

Nod

e N

o.

Nod

e no

.Re

mar

ks

A-4-14


Appendix 4-3 Hydraulic calculation (Brine Discharge Pipeline)

Lo

catio

n N

o.:

Brin

e D

isch

arge

Pip

elin

e (E

fflue

nt T

ank

to V

alve

Pit

of S

eaw

ater

Tra

nsm

issi

on P

umpi

ng S

tatio

n )

Dem

and

(m3 /h

):6,

316

Pum

p Ca

paci

ty (m

3 /h):

6,31

6.42

LWL

at E

fflu

ent t

ank

(EL)

49.0

0D

eman

d (L

/s):

1,75

4.56

Efflu

ent t

ank(

St 2

15) -

St 1

1Pu

mp

Capa

city

(L/s

):1,

754.

56EL

of C

ente

r lin

e of

Eff

luen

t pip

e at

St 1

13.

43A

ctua

l Hea

d (m

):45

.57

Loss

aro

und

Efflu

ent t

ank

(m1.

50[H

azen

-Will

iam

s's E

quat

ion]

Pipe

Dia

.Fl

ow F

acto

rO

utflo

w R

ate

Flow

Rat

ePi

pe L

engt

hV

eloc

ityH

yd. G

raid

.H

ead

Loss

Dyn

amic

Hea

dD

ynam

ic H

ead

Cent

er o

f PL

Gro

und

Effe

ctiv

e H

ead

d （m

m）

Cq

(L/s

)Q

(L/s

)L

(m)

V (m

/s)

I(‰)

⊿h（

m）

H (m

)EL

(m)

EL(m

)EL

he (m

)45

.57

49.0

0To

Sea

wat

er T

rans

miss

ion

PS

St 2

151,

000

1.50

44.0

747

.50

45.0

050

.00

2.50

Loss

aro

und

Efflu

ent t

ank

St 2

15-

St 2

141,

000

140

1754

.56

20.7

82.

234

3.2

0.07

44.0

047

.43

45.0

050

.00

2.43

St 2

140.

2843

.72

47.1

545

.00

50.0

02.

1590

°St

214

-St

205

1,00

014

017

54.5

645

.69

2.23

43.

20.

1543

.57

47.0

045

.00

50.0

02.

00St

205

0.01

43.5

646

.99

45.0

050

.00

1.99

15°

St 2

05-

St 1

961,

000

140

1754

.56

40.6

62.

234

3.2

0.13

43.4

346

.86

44.3

450

.00

2.52

St 1

960.

2843

.15

46.5

844

.34

50.0

02.

2490

°St

196

-St

165

1,00

014

017

54.5

614

0.00

2.23

43.

20.

4542

.70

46.1

342

.03

46.1

14.

10St

165

0.08

42.6

246

.05

42.0

346

.11

4.02

50°

St 1

65-

St 1

591,

000

140

1754

.56

20.0

02.

234

3.2

0.06

42.5

645

.99

42.0

346

.14

3.96

St 1

590.

1642

.40

45.8

342

.03

46.1

43.

8070

°St

159

-St

78

1,00

014

017

54.5

635

5.00

2.23

43.

21.

1441

.26

44.6

934

.04

38.1

110

.65

St 7

80.

1141

.15

44.5

834

.04

38.1

110

.54

60°

St 7

8-

St 3

91,

000

140

1754

.56

190.

002.

234

3.2

0.61

40.5

443

.97

23.9

426

.54

20.0

3St

39

0.03

40.5

143

.94

23.9

426

.54

20.0

030

°St

39

-St

12

1,00

014

017

54.5

613

5.00

2.23

43.

20.

4340

.08

43.5

13.

435.

9340

.08

St 1

20.

0640

.02

43.4

53.

435.

9340

.02

45°

St 1

20.

0639

.96

43.3

93.

435.

9339

.96

45°

St 1

20.

0639

.90

43.3

33.

435.

9339

.90

45°

St 1

20.

0639

.84

43.2

73.

435.

9339

.84

45°

St 1

2-

St 1

11,

000

140

1754

.56

5.00

2.23

43.

20.

0239

.82

43.2

53.

435.

9339

.82

St 1

10.

2839

.54

42.9

73.

435.

9339

.54

90°

Efflu

ent t

ank

151,

594

151,

594

1,75

4.56

1,75

4.56

St 2

15St

11

(L/s

econ

d)N

ode

No.

Nod

e no

.Re

mar

ks

Flow

Rat

e (m

3 /day

)

A-4-15

Documents

APPENDIX - JICAopen_jicareport.jica.go.jp/pdf/12246229_02.pdf · SENELABO – Rapport d'étude géotechnique n° GT/2015-422 Borehole locations on the site are given on the map below: