コートジボワール国第二次日本・コートジボワール友好交差 …Br-P7 Br-P8 Br-P9 Br-P10 2017-Br-6 2017-Br-8 1 100 0 0 A=1 2.500 A 80 A=80 R= 10 0 N O. 4 N O

コートジボワール国

第二次日本・コートジボワール友好交差点改善計画準備調査

概略設計図

（先行公開版）

平成 30 年 12 月（2018年）

独立行政法人国際協力機構（JICA）

株式会社オリエンタルコンサルタンツグローバル

セントラルコンサルタント株式会社

コートジボワール共和国

機材道路維持管理省

道路管理公社（AGEROUTE）

LIST OF DRAWINGS LISTE ＤES PLANS 図面目次

LOCATION MAP E01 GENERAL VIEW E02 E03 BRIDGE STRUCTURE DIMENSION E04 E10 SUPER STRUCTURAL DRAWING (FO E-W) E11 E20 GENERAL VIEW OF SUBSTRUCTURE E21 E41 HORIZONTAL ALIGNMENT E42 E44 PLAN E45 E47 PROFILE (FO E-W) E48 E49 VGE PROFILE E-W E50 E51 VGE PROFILE W-E E52 TYPICAL CROSS SECTION E53 E54 DRAINAGE STRUCTURE DETAILS E55 E59 E-W A1 GENERAL PLAN FOR RETAINING WALL E60 E65 E-W A1-L RETAINING WALL BAR ARRANGEMENT DRAWING E66 E72 E-W A1-R RETAINING WALL BAR ARRANGEMENT DRAWING E73 E78 E-W A2 GENERAL PLAN FOR RETAINING WALL E79 E84 E-W A2-L RETAINING WALL BAR ARRANGEMENT DRAWING E85 E91 E-W A2-R RETAINING WALL BAR ARRANGEMENT DRAWING E92 E98 GUARDRAIL FOUNDATION DETAILS E99 TRAFFIC SIGN PLAN E100 E101 TRAFFIC SAFETY STRUCTURE DETAILS E102

N

Consultant

Agence de Gestion des Routes

EMETTEUR (Prepared by)RUBRIQUE DE CLASSEMENT :

PHASE LOCALISATION ACTIVITE

Agence exécutive

08 BP 2604 ABIDJAN 08

NUMERO REV.

Controleur(Checked by)

Validé parVerifié parEtabli par

A

REV. DATE

C

B

Nom Sign. Nom Sign. MODIFICATIONSNom Sign.

Titre du dessin (Drawing Title)

Consortium de Oriental Consultants Global Co., Ltd.,et Central Consultant Inc.

REPUBLIQUE DE COTE D'IVOIREMinistère des Infrastructures Economiques

Client

Location Map

Échangeur de l'amitiéivoiro-japonaise

(Carrefour de Solibra)Bld. Valéry Giscard (VGE)

Pont Henri Konan Bédié

- 3e Pont

Bld. de Gaulle

Pont F élix

Houp ho uë t

Boig ny

Pon t de Gaulle

Marcory

Plateau

Treichville Villed'Abidjan

E 01

No.1No.2

No.3

No. 4

No.5

No.6

No.7

R=450

KAE 1-1 STA.1+45.8088R=4500 L=144.5482

A=152 L=71.1166

KEE 1-1 STA.2+16.9254

R=303 L =1 84 .6 92 2

A =1 24 L =5 0. 74 59

11

STA

452

3635

A=124 L=50.7459

R=∞

L=866.8529

BP STA.0+0.0000

R=∞ L=1.2606

BC 1

R=303 L=184.6922

A=152 L=71.1166

1-1 STA .4 +1 .6 17 6

2017-Br-2

2017-Br-6 2017-Br-8Br-P7 Br-P8 Br-P9 Br-P10

10010

0

A=122.500

A=80

A=80

R=100

NO.4

N O.5

A=185

R=359.750

A=185 R=∞

NO.1

NO.2

NO.3

NO.4

NO.5

NO.6

NO.7

BP STA.

R=∞ L=

KE 0-1 STA.1+89.2564A=185 L=9

R=360 L=211

KE 0-2 STA.4+0.9077

R=360 L=211.6513

A=185 L=95.1355

KA 0-2 STA.4+96.0432

A=185 L=95.1355

R=∞

L=474.4878

G3X = 3

90 079.735 Y = 5

86 076.857 Z = 2.

53

Telephonebooth

NO.1

NO.1

DD3DD4

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

GENERAL VIEW (1)

PROFILEGENERAL VIEW (1)

PLAN Scale: A1: 1/500, A3: 1/1000

Br-1

(2017

)

EL+3

.519

Br-2

(2017

)

EL+3

.704

Br-8

(2017

)

EL+3

.205

Br-6

(2017

)

EL+2

.841Br

-P10

EL+3

.024

Br-P9

EL+2

.858

Br-P8

EL+2

.835

Br-P7

EL+2

.870

Br-5

(2017

)

EL+3

.045

Br-4

(2017

)

EL+3

.224

Br-P1

EL+3.034

Br-A1

EL+2

.927

Br-3

(2017

)

EL+3

.099Br

-P2

EL+2

.982

VCL=105VCR=1520

VCL=180VCR=1500

Retaining Wall 88000（L）

Retaining Wall 73000（R）

6500033500470002600010x21000=210000

Retaining Wall 88000（L） Bridge Length 589500760000

28002800

6x21000=12600023000 2300036000PC Hollow Slab 210000 PC Box Girder 73000 PC Box Girder 134500 PC Hollow Slab 172000

1650

0

1930

0N-E FO

8400

9700

1090

0

1220

0

1490

0

1980

0

1660

0

1390

0

1260

0

1140

0

1010

089

00

6400

6500

5500

1890

0

1710

0

7600

2000

Retaining Wall 73000（R）2000

70004500 4500 4500 4500 4500 4500 4500 4500 4500 4500 5000 6000 5000 7000 5500 4500 4500 4500 4500

2500250025002000200020002000200015001500150015001500150015001900 1500 1500 1500 1500

7300

1380

0

1520

0

4500 4500

1500 15001:1000

1:10

00

DL=-10.000

0.000

10.000

20.000

30.000

40.000

50.000

60.000

70.000

4.19

5

3.29

5

24.5

95i=0.900%L=100.000i=6.0

00%

L=355.000

4.19

54.

184

4.01

5

3.83

5

3.70

6

3.82

2

4.20

1

4.84

2

5.74

66.

058

6.89

5

8.09

5

9.29

5

10.3

1110

.495

11.6

95

12.8

95

14.0

95

15.2

95

16.4

95

17.6

95

18.8

95

20.0

20

20.8

87

20.9

45

21.4

87

21.8

20

21.8

9321

.895

21.8

87

21.6

87

21.2

20

20.4

87

19.4

87

18.2

95

17.0

95

15.8

95

14.6

95

13.4

95

12.2

95

11.0

95

9.89

5

8.69

5

4.19

4.18

3.95

3.81

3.18

3.21

3.36

3.48

3.49

3.47

3.48

3.50

3.53

3.57

3.59

3.61

3.65

3.66

3.64

3.60

3.56

3.48

3.36

3.28

3.27

3.17

3.09

3.08

3.07

3.05

2.99

2.94

2.85

2.96

2.68

2.87

3.04

3.12

3.15

2.93

3.23

2.96

3.07

BP

BC

1-0

+20.

000

+40.

000

+60.

000

+80.

000

NO

.1

+20.

000

+40.

000

KAE

1-1

+60.

000

+80.

000

NO

.2

KEE

1-1

+20.

000

+40.

000

+60.

000

+80.

000

NO

.3

+20.

000

+40.

000

+60.

000

+80.

000

NO

.4

KE

1-1

+20.

000

+40.

000

KA

1-1

+55.

000

+60.

000

+80.

000

NO

.5

+20.

000

+40.

000

+60.

000

+80.

000

NO

.6

+20.

000

+40.

000

+60.

000

+80.

000

NO

.7

+20.

000

R= L=1.261

R=4500.000L=144.548 A=152.000L=71.117 R=303.000L=184.692

A=124.000L=50.746

R= L=866.853

V.Alignment

Proposed Level

Existing Level

Station

H.Alignment

Super Elevation i=2.

500%

i=-2

.500

%

i=2.

500%

i=-2

.500

%

i=2.

500%

i=-2

.500

%

i=2.

500%

i=-2

.500

%

+65.

000

A1 +86

.000

P1 + 7

.000

P2 +28

.000

P3 +49

.000

P4 +70

.000

P5 +91

.000

P6 +12

.000

P7 +33

.000

P8 +54

.000

P9 +75

.000

+ 1

.000

+48.

000

+81.

500

+46.

500

+82.

500

+ 5

.500

+28.

500

+49.

500

+70.

500

+91.

500

+12.

500

i=6.000%L=360.000

Bridge Length 589500PC Hollow Slab 172000PC Box Girder 134500PC Box Girder

PC Hollow Slab

360006500033500 23000 23000 6x21000=1260004700026000

210000

73000

10x21000 =210000

E 02

No. 4

No.5

No.6

No.7

No.8

No.9

4 .6 922

0 .7 459

7459

8529

2017-Br-6 2017-Br-8Br-P7 Br-P8 Br-P9 Br-P10

10010

0

A=122.500

A=80

A=80

R=100

NO.4

N O.5

359.750

A=185 R=∞

NO.3

NO.4

NO.5

NO.6

NO.7

NO.8

NO.9

56513

KE 0-2 STA.4+0.9077

R=360 L=211.6513

A=185 L=95.1355

KA 0-2 STA.4+96.0432

A=185 L=95.1355

R=∞ L=474.4878

Telephonebooth

DD3DD4

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

GENERAL VIEW (2)

PROFILEGENERAL VIEW (2)

PLAN Scale: A1: 1/500, A3: 1/1000

Br-8

(2017

)

EL+3

.205

Br-6

(2017

)

EL+2

.841Br

-P10

EL+3

.024

Br-P9

EL+2

.858

Br-P8

EL+2

.835

Br-P7

EL+2

.870

Br-5

(2017

)

EL+3

.045

Br-4

(2017

)

EL+3

.224

Br-3

(2017

)

EL+3

.099

6 000

5000

7000

6000

7000

5000

9500

7000

9500

7000

7000

5500

2500

Bridge Length 589500PC Hollow Slab 172000PC Box Girder 134500PC Box Girder

PC Hollow Slab

360006500033500 23000 23000 6x21000=1260004700026000

210000

73000

10x21000 =210000

VCL=180VCR=1500

VCL=100VCR=1630 VCR=11800

VCL=50 VCL=50VCR=32200

2500

2000

20002 0

00

Retaining Wall 68500（L）


65000335004700026000

Bridge Length 589500760000

28002800

6x21000=126000


23000 2300036000PC Box Girder 73000 PC Box Girder 134500 PC Hollow Slab 172000

1650

0

1930

0N-E FO

6100

6000

8400

9700

1090

0

1220

0

1490

0

1980

0

5500

1890

0

1710

0

2000

Retaining Wall 68500（L）2000

70005000 6000 5000 7000 5500 4500 4500 4500 4500 4500 4500

2500250025002000200020001900

1500 1500 1500 1500 1500

7300

1380

0

4500 4500

1500 15001:1000

1:10

00

DL=-10.000

0.000

10.000

20.000

30.000

40.000

50.000

60.000

70.000

24.5

95

2.99

5

20.0

20

20.8

87

20.9

45

21.4

87

21.8

20

21.8

9321

.895

21.8

87

21.6

87

21.2

20

20.4

87

19.4

87

18.2

95

17.0

95

15.8

95

14.6

95

13.4

95

12.2

95

11.0

95

9.89

5

8.69

5

7.49

5

6.29

5

5.16

4

4.27

1

3.76

3

3.36

3.28

3.27

3.17

3.09

3.08

3.07

3.05

2.99

2.94

2.85

2.96

2.68

2.87

3.04

3.12

3.15

2.93

3.23

2.96

3.07

3.19

3.16

3.09

3.15

3.12

+80.

000

NO

.4

KE

1-1

+20.

000

+40.

000

KA

1-1

+55.

000

+60.

000

+80.

000

NO

.5

+20.

000

+40.

000

+60.

000

+80.

000

NO

.6

+20.

000

+40.

000

+60.

000

+80.

000

NO

.7

+20.

000

+40.

000

+60.

000

+80.

000

NO

.8

+15.

000

A=124.000L=50.746

R= L=866.853

V.Alignment

Proposed Level

Existing Level

Station

H.Alignment

Super Elevation i=2.

500%

i=-2

.500

%

i=2.

500%

i=-2

.500

%

i=2.

500%

i=-2

.500

%

+75.

000

+ 1

.000

+48.

000

+81.

500

+46.

500

+82.

500

+ 5

.500

+28.

500

+49.

500

+70.

500

+91.

500

+12.

500

+33.

500

+54.

500

A2

2.96

1

3.10

2

i=0.142%

L=75.000

i=0.281%L=50.000

i=0.126%L=334.701

3.62

4

3.22

3

3.06

7

3.07

7

3.06

3

3.01

7

2.97

1

2.93

6

2.90

5

i=6.000%L=360.000

3.10

3.08

3.13

3.05

3.04

3.04

3.06

2.96

+20.

000

+40.

000

+60.

000

+80.

000

NO

.9

+20.

000

+40.

000

+60.

000

+84+

515

+80.

000

2.91

1

2000

4500

4500

1500

2000

4500

4500

4500

4500

4500

4500

2500

4500

4500

1500

1500

9700

4500

E 03

P20

5@1050=5250 20506650

15087

375 3759350

2050350 1000

1000

600

250 1

50

2.500%

700

60060097008500

150

3501000

109

80

200200

250

80

250

P13、P14

1000

700

1000 4550 14001400

9700

33751000

600

1000 573 8021000

3375573

250

1000802

87109

250

80

5353

250

80

600

375

8500

9350

121

600200 200

600600

200

200

147

1850

2275 22751135114011401135

P3

5@1050=525020506650

87

375375 9350

20503501000

2.500%

600 60097008500

350 1000

109

80

200 200

250

80

250

Asphalt Pavementt=80

1000 2

5015

060

0

933

1000

933

33751000795

810

87 10925

0

P11

2000

1000 10005483

1600

150

3375

375

600

1000

600

565

9700

580 1000

250

250

250

135

200 200

80

8500 600

9350 375

80

600

2001

35 200

2742 2742

600600

400

150

150

700

Asphalt Pavementt=80 Asphalt Pavement

t=80Asphalt Pavementt=80

2800

250

150

2400

2.500% 2.500%

350

100

CL

6500

1500

1230

3770

380

7.195

100

L=36.00m , 5PILES

100

C.C.Pφ1000

1000100

10009700

2x3850=7700

S1 S2

42509700

600600 4250200 200

1500

3714

6713

53144

358

85534

030

021

564

4

100

200

1500

3826

6811

6308

55 340

300

215

5956 4

456

1.151%

10000.326% 8

0250

250

A1

i=0.344%

DL=0.00

100

1500

100

200

L=36.00m , 4PILESC.C.Pφ1000

4500100 1001000 2500 1000

6400 4

900

15001500 1500

DL=0.00

250

250

42509700

600600 4250200 200

CL 8.455

P1

0.695 0.745

5500

10001.802% 8

0250

250

1001500

100

200


4500100 1001000 2500 1000

7600 6

100

15001500 1500

DL=0.00

42509700

600600 4250200 200

CL 9.715

P2

0.805

5500

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

Bridge Structure Dimension (1)


DESIGN CRITERIACATEGORY

L=589.500m

PRESTRESSED CONCRETE ROAD BRIDGE10 SPAN PC HOLLOW SLAB BRIDGE

TYPE

TOTAL BRIDGE LENGTH

BRIDGE LENGTH

WIDTHLIVE-LOADANGLE OF SKEW

TOTAL 10.100ｍB-Live Load90°00'00"

RADIUS OF CURVATUPESECTION SLOPELONGITUDINAL SLOPE

A=152.000～R=303.000～A=124.000～R= i=2.500%

MATERIALS

CONCRETESUBSTRUCTURE

PC BOX GIRDERPC HOLLOW SLAB

DEFORMED BARSUPERSTRUCTURESUBSTRUCTURE

PC STEEL

PC HOLLOW SLAB

PC BOX GIRDER

SD345SD345

12S12.7 (SWPR7BL)

σck=35.0 N/mm2P5,6,10～P15,18,19(Column)

2 SPAN PC BOX GIRDER BRIDGE3 SPAN PC BOX GIRDER BRIDGE

10 SPAN PC HOLLOW SLAB2 SPAN PC BOX GIRDER3 SPAN PC BOX GIRDER

: L=210.0m([email protected]): L=73.0m(26.0+47.0): L=134.5m(33.5+65.0+36.0)

i=6.000% i=6.000%

1S28.6 (SWPR19L)

12S12.7 (SWPR7BL) 1S28.6 (SWPR19L)

σck=35.0 N/mm2

Other than the above: σck=30.0 N/mm2

: σck=24.0 N/mm2

8 SPAN PC HOLLOW SLAB BRIDGE

8 SPAN PC HOLLOW SLAB : L=172.0m([email protected][email protected])

i=2.500% i=2.500%～～

SBPR930/1080

SBPR930/1080

E 04

9700600 4250

2004250

10.975CL

600

2.500%

200

1000

DL=0.00

100


1500

100

200

4500100 1001000 2500 1000

8900 7

400

15001500 1500

0.76555

00

P3 9700600 4250

2004250

12.235CL

600

2.500%

200

1000

DL=0.00

100


1500

100

200

4500100 1001000 2500 1000

1010

0 8600

15001500 1500

0.825

5500

P4 9700600 4250

2004250

13.495CL

600

2.500%

200

1200

DL=0.00

100


1500

100

200

4500100 1001000 2500 1000

1140

0 9900

15001500 1500

0.815

5500

P5

9700600 4250

2004250

14.755CL

600

2.500%

200

1200

DL=0.00

100


1500

100

200

4500100 1001000 2500 1000

1260

011

100

15001500 1500

0.875

5500

P6 9700600 4250

2004250

16.015CL

600

2.500%

200

1000

DL=0.00

100


1500

100

200

4500100 1001000 2500 1000

1390

0 1240

0

15001500 1500

0.805

5500

P7

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 05


9700600 4250

2004250

17.275CL

600

2.500%

200

1000

DL=0.00

100


4500100 1001000 2500 1000

20001250 1250

0.765

5500

9700600 4250

2004250

18.535CL

600

2.500%

200

DL=0.00

100

L=33.000m , 4PILESC.C.Pφ1000

4500100 1001000 2500 1000

20001250 1250

5500

DL=0.00

9700600 4250

2004250

19.762CL

600200


1000

1460

0

P10 （Extra work）

2.500%

P9

P8

5500

1500

100

200

1520

013

700

1500

100

200

1660

015

100

0.625 150

010

020

017

100

1560

0

0.582

2000

100

6000100 1001000 2000 1000

20002000 2000

2000

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 06


9700600 4250

2004250

20.923CL

600200

2000

100

200

1890

01690

0


P.H(FO-N-E)

CL


100


7000100 1001000 2500 1000

20002500 2500

2500

CL21.879

9700600 4250

2004250 600

200

1800

100

200

1980

018

000

9700600

3500

200

3500600

200

P.H(FO-W-E)

750 7507000

CL

2.500%

2.070%

DL=0.00 DL=0.00

100 100

P13

9700600 4250

2004250

CL

600

DL=0.00

200

P.H(FO-W-E)

2.500%

2.500%

21.661

9700600 4250

2004250 600

200

CL

2200

100

200

2200

1930

01710

0

5500

5500

5500

-0.054 0.001-0.519


7000100 1001000 1000

20002500 2500

2500 2500

L=28.00m , 10PILESC.C.Pφ1000

25002708 4292

100

9500100 1001000 2x1250=250010002x1250=2500 2500

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 07


P14

DL=0.00

2.500%

19.105

9700600 4250

2004250 600

200

CL

2200

100

200

2200

1650

01430

0

-0.275

5500

DL=0.00

97006004250

2004250

16.945CL

600

2.500%

200

2000

2000

100

200

1490

01290

0

-0.035


25002250 2250

P15

5500

DL=0.00

97006004250

2004250

15.565CL

600

2.500%

200

1000

1380

012

300

P16

5500

100


4500100 1001000 2500 1000

1500

100

200

0.497

15001500 1500

100

7000100 1001000 2500 10002500

L=29.50m , 10PILESC.C.Pφ1000

25002752 4248

100

9500100 1001000 2x1250=250010002x1250=2500 2500

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 08


DL=0.00

97006004250

2004250

14.185CL

600

2.500%

200

1000

1220

010

700

P17

5500

100


4500100 1001000 2500 1000

1500

100

200

0.675 100

1500

100

200


45001001000 2500 1000

97008

200

15001500 1500

DL=0.000.685

2.500%CL

11.665

9700600 4250

2004250 600

200

100

P19

DL=0.00

97006004250

2004250

12.925CL

600

2.500%

200

1200

1090

09400

P18

5500

100


4500100 1001000 2500 1000

1500

100

200

0.745

5500

100

1500

100

200


45001001000 2500 1000

84006

900

15001500 1500

DL=0.000.595

2.500%CL

10.405

9700600 4250

2004250 600

200

100

P20

5500

100

1500

100

200


45001001000 2500 1000

73005

800

15001500 1500

DL=0.000.535

2.500%CL

9.145

9700600 4250

2004250 600

200

100

P21

5500

15001500 150015001500 1500

1200

1000

1000

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 09


100

1500

100

200


45001001000 2500 1000

60004

500

15001500 1500

DL=0.000.575

2.500%CL

7.885

9700600 4250

2004250 600

200

100

P22

5500

CL

6100

1500

1230

3370

380

6.625

100

L=35.50m , 5PILES

100

C.C.Pφ1000

1000100

10009700

2x3850=7700

S1 S2

42509700

600600 4250200 200

1500

3249

6256

53143

900

8553

4030

021

565

2

100

200

1500

3491

6468

6228

55 340

300

215

5613 4

113

2.500%

A2

DL=0.00

250

250

0.525

5500

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 10


P1

(1)SUPERSTRUCTURAL DRAWING (Fo-E-W)

SIDE VIEW

PLAN VIEW

N o1+ 6

5 .000

Scale: A1: 1/200, A3: 1/400

A1 P2 P3 P4 P5

300

16500

Construction Segment16500 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment21000

4200 16800 4200 16800 4200 16800 4200 16800 4200 16800

SPAN203006006275 300 6275 42001250 2000 1750

SPAN21000 SPAN21000 SPAN21000 SPAN21000 SPAN210006375 300 6375 2000 4200 1750 6375 300 6375 2000 4200 1750 6375 300 6375 2000 4200 1750 6375 300 6375 2000 4200 1750 6375

1000

Cut out forExpansion Joint400 x 300

150

700

150

150

700

150

150

700

150

150

700

150

150

700

150

Construction Joint Construction Joint Construction Joint Construction Joint Construction Joint


Girder Length 589300

P1

A1

P2

P3P4 P5

Construction Segment16700Construction Segment21000

Construction Segment21000

4200

16800

4200

16800

420016800

4200 16800 4200 16800

SPAN20300

SPAN21000

SPAN21000


SPAN21000

Construction Segment21000SPAN21000 SPAN21000


100

16700

Bridge Length 589500Girder Length 589300

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location

Dr1

250450

Construction Joint

Construction Joint

Construction Joint

Construction JointConstruction Joint

FO-N-E

Steel Drainage

9700

9700

9700

970 0

9 700

9700

9700

600

150

700

350

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

SUPERSTRUCTURAL DRAWING (Fo-E-W) (1)

E 11

　　Scale:A1:1/50,A3:1/100

9700

250

1000

1000 10002050 5@1050=5250

66502050

52501625 1625

150

600

350 350

Ø70015

070

015

0

340

350

250

80

200 200600600

375 9350 375

SUPERSTRUCTURAL DRAWING (Fo-E-W) Scale: A1: 1/200, A3: 1/400

Typical Cross　Section

420016800

420016800

4200

16800

4200

17950

P5 P6P7

P8

P9

P10

Construction Segment21000 Construction Segment21000 Construction Segmen

t21000Constructi

on Segment21000

Construction

Segment21000

Constructi

on Segmen

t22850

SPAN21000 SPAN21000SPAN21000

SPAN21000

SPAN21000

SPAN2100

0

4200 1680016800

700150

2200

P5 P6 P7 P8 P9 P10

Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment22850 150 2200

16800 4200 16800 4200 16800 4200 16800 4200 16800 4200 17950 700

SPAN21000 SPAN21000 SPAN21000 SPAN21000 SPAN21000 SPAN2100030506375 2000 4200 1750 6375 300 6375 2000 4200 1750 6375 300 6375 2000 4200 1750 6375 300 6375 2000 4200 1750 6375 300 6375 2000 4200 1750 6525 300 6525 2000

150

700


150

700

150

150

700

150

150

700

150

150

700

150

150

700

150

Construction Joint Construction Joint Construction Joint Construction Joint Construction Joint

SPAN26000



A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location

SIDE VIEW

PLAN VIEW

Construction Joint Construction Joint

Construction Joint

Construction Joint

Construction Joint

Steel Drainage

9700

9700

9700 97

00

9700

9700

9700

9700


L=589.500m

PRESTRESSED CONCRETE ROAD BRIDGE

TOTAL BRIDGE LENGTH




A=152.000～R=303.000～A=124.000～R= i=2.500%

MATERIALSCONCRETE

SUBSTRUCTURE



PC STEEL

PC HOLLOW SLAB

PC BOX GIRDER

SD345SD345

12S12.7 (SWPR7BL)

σck=35.0 N/mm2P10～P15(Column)

2 SPAN PC BOX GIRDER : L=73.0m(26.0+47.0)

i=6.000% i=6.000%

1S28.6 (SWPR19L)

12S12.7 (SWPR7BL) 1S28.6 (SWPR19L)

σck=35.0 N/mm2

Other than the above: σck=30.0 N/mm2: σck=24.0 N/mm2

i=2.500% i=2.500%～～

SBPR930/1080

TYPE 2 SPAN PC BOX GIRDER BRIDGE

BRIDGE LENGTH

(2)

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 12

Scale: A1: 1/50, A3: 1/100SUPERSTRUCTURAL DRAWING (Fo-E-W)

CROSS SECTION

A1

5@1050=5250 20506650

150

87

375 3759350

2050350 1000

1000

600

250

150

2.500%

700

60060097008500

150

3501000

109

80

20020025

080

250


87 109

9700

250

250

200 200

80

8500 600

80

600


1000 10005996375 9350 375

2998 2998

690

1561

591 2

80

2.500%

　407 407　　1000 10005871

375 9350 375

2936 29362100 2100

690

1668

698

280

100

491

9700

250

250

200 200

80

8500 600

80

600


2.500%

9700

250

250

200 200

80

8500 600

80

600

654

1779

809

316

2.500%

87 109

804 8041000 10005742375 9350 375

2871 2871

GE2

S1

GE1

163　169

163　169

　345 286　　163

　169222

　169

286　　　　　58　　28658　　　

250

1161

150

250

1268

150

250

1379

150

677 677

739 739

　472184

　148 472　　184

　148

87 109

P1～P9

5@1050=5250 20506650

150

87

375 3759350

2050350 1000

1000

600

250

150

2.500%

700

60060097008500

150

3501000

109

80

200200

250

80

250Asphalt Pavementt=80

Expansion Joint400 x 300

(3)

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 13

Scale: A1: 1/30, A3: 1/60(4)SUPERSTRUCTURAL DRAWING (Fo-E-W)

CROSS SECTION

i=2.500%

87 109

250

80250

80

600200

50325

340

35069

0

600 200

50 325

Detail of Felloe Guard and Flashing S=1/30

250

250

i=2.0% i=2.0%

340

350 69

0

400

300

10001500

250

300

250

3501000

271

550

1000

179

Detail of Girder End S=1/30

Cross View Sie View 400 x 300

300

250

i=2.500%

K.L

Cut out forExpansion Joint

400 x 300

t2

Adjustment-Layer

A1 A2

i2(％

)

i1(％)

B2

t1 t3

i1%

B1

t4

t3

i2%

t1 t3

t4

t0

B1

B2

LRC

ross

Vie

w

Side View

Plane View

Steel Drainage

Detail fi du tablierCut out forExpansion Joint

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 14

(5)SUPERSTRUCTURAL DRAWING (Fo-E-W) Scale: A1: 1/200, A3: 1/400

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location

2350

2611

2800

2643

2358

2233

445

352

2134

400

250

2062

400

250

2000

250

250

250

250

250

250

250

250

250

250

600

421

600

528

600

581

600

700

570

632

491

454

400

250

2522

250

2017

250

400

543

2490

250

530

2268

250

600

368

2188

250

600

314

2435

250

600

475

250

2000

250

400

2800

250

600

700

2731

250

632

543

2566

250

570

2423

250

530

454

2285

352

250

2174

250

250

2090

400

250

250

250

2033

250

400

2000

250

--

2036

600

250

2017

2134

2412

250

250

250

250

250

2013

600

250

250

600

250

600

414

600

524

600

579

2301

2077

250

600

360

2038

250

600

305

2209

250

600

469

2021

600

250

250

2735

250

600

653

5213

5328

5483

5076

4875

4771

4550

4734

5066

5464

5454

4912

5172

5265

4977

4627

250

2000

250

400

5483

5483

5442

5152

5281

5483

5469

5465

5328

5133

5004

4550

4632

4991

5379

5445

4823

5394

5440

5241

5460

4802

2586

250

600

650

491

445

400

P12 P13 P14 P15



3000700

Segment de Construction 129800

1800 1800 150004000 4000850

8000 2@3500=70004000 5@4000=20000 2@3500=70003000 5@4000=20000 7@3000=210004000 80001100

200040004000

31000SPAN 33500 SPAN 65000 SPAN 36000

1350 31000 300 13501350 12350 30012600 300 12350 1350 17000 39003000SPAN 47000

3900

2350

SPAN 23000

Counter weightCounter weight

S1S2S3S4S5S6S7 C1 C2 C3 C4 C5 C6 C7OCOS C1C2C3C4C5C6C7 OC OS S8 S9 S10 S11 S12 S13 S14 S15S2

2141

250

600

282

5320

2095

250

600

250

5374

2000

250

600

250

5483



P12 P13 P14 P15

SPAN 33500SPAN 47000 SPAN 65000 SPAN 36000 SPAN 23000Construction Segment249001002350 Segment de Construction 134750

3000700 1800 1800 150004000 4000850

8000 2@3500=7000 260030004000 5@4000=20000 2@3500=70003000 5@4000=20000 7@3000=210004000 8000 2000200040004000

S1S2S3S4S5S6S7 C1 C2 C3 C4 C5 C6 C7OCOS C1C2C3C4C5C6C7 OC OS S8 S9 S10 S11 S12 S13 S14 S15 S16S2

Construction Joint Construction Joint

9700

9700

9700

9700

9700

9700

9700

Steel Drainage

SIDE VIEW

PLAN VIEW

2350

1100

700850

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 1615


CROSS SECTION

(6)


2502

5080

80

2.439%

9700200 2008500 600600

9700200 2008500 600600

9700200 2008500 600600

Asphalt Pavementt=802.371%

Asphalt Pavementt=802.302%

250

8025

080

250

8025

080

108

108

108

8888

88

860

2000

860

280

933 9331000 10005483375 9350 375

2742 27422100 2100

GE4

S2

GE3

　502163

　268 502　　163

　268

250

1600

150

P13、P14

1000

700

2800

250

1000 4550

2400

150

14001400

9700

33751000

6001000 573 8021000

3375573

250

1000802

87109

250

80

375

250

80

600

375

8500

9350

121

600200 200

600 600

200

200

147

1850

2275 2275

Asphalt Pavementt=80 2.500%

860

2000

824

316

933 9331000 10005483375 9350 375

2742 2742

250

1600

150

　481184

　268 481　　184

　268

933 9331000 10005483375 9350 375

2742 2742

860

2000

860

280 3

6010

0

250

1600

150

　502163

　268 502　　163

　268

　58210　　 58　　　210

C8-9

1600

1500

400

9700

100054841000

2000

250

250

933

250

933

87109

250

80

200

250

80

150

200

200

200

375 3759350

100034754003475

90410001000 5711000 904571

2.500%

200

127

144

400

200

600 6008500

Asphalt Pavementt=80 2.500%

2035 24

35

250

150

573

200

80

147

1055

1000

1055

33751000 802802

87109

10001000 5240

3375

375

469

1000600

9700

5731000

2502

50

250

121

200

9350

8500600

375

80

600

200

600 600

200

26202620

t=80Asphalt Pavement

2.500%

Counter weight

C14-3

1490

573

200

80

147

1055

1000

1055

33751000 802802

87109

10001000 5240

3375

375

475

1000600

9700

5731000

2502

50

250

121

200

9350

8500600

375

80

600

200

600 600

200

26202620

t=80Asphalt Pavement

2.500%

Counter weight

C13-3

1710

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B

Nom Sign. Nom Sign.MODIFICATIONS

Nom Sign.




Client


E 1716


L=589.500m


TOTAL BRIDGE LENGTH




A=152.000～R=303.000～A=124.000～R= i=2.500%

MATERIALSCONCRETE

SUBSTRUCTURE



PC STEEL

PC HOLLOW SLAB

PC BOX GIRDER

SD345SD345

12S12.7 (SWPR7BL)



i=6.000% i=6.000%

1S28.6 (SWPR19L)

12S12.7 (SWPR7BL) 1S28.6 (SWPR19L)

σck=35.0 N/mm2


i=2.500% i=2.500%～～

SBPR930/1080


BRIDGE LENGTH

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location

933

1000

933

33751000 802802

87109 2

50

P15

2000

10001000 5483

1600

150

3375

375

250

1000600

573

9700

5731000

2502

50

250

121

200200

80

8500600

9350375

80

600

200

60 0

147

200

6 00

27422742


2.500%


CROSS SECTION

(7)

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 1817

SUPERSTRUCTURAL DRAWING (Fo-E-W) Scale: A1: 1/200, A3: 1/400(8)

P15 P18 P19 P20 P21

No6+28

.500

No6+05

.500



2350

SPAN 360003900

1600 Construction Segment26000 Construction Segment22600 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment

SPAN 230009000 300 5050 300 5000 1750

SPAN 23000 SPAN 21000 SPAN 21000 SPAN 21000 SPAN 21000 SPAN 210004600 2000 7175 300 7175 1750 4200 2000 6375 300 6375 1750 4200 2000 6375 300 6375 1750 4200 2000 6375 300 6375 1750 4200 2000 6375 300 6375 1750 4200 2000 6375

150

700

150

150

700

150

150

700

150

Construction JointConstruction JointConstruction JointConstruction JointConstruction JointConstruction Joint

21000



SPAN 23000SPAN 36000 SPAN 23000 SPAN 21000 SPAN 21000 SPAN 21000 SPAN 21000 SPAN 21000Segment de Construction 134750 100 Construction Segment24900 Construction Segment22600 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment21000 Construction Segment

21000460020300 18400 4200 16800 4200 16800 4200 16800 4200 16800 420016800

P15 P18 P19 P20 P21

9700

9700

9700

9700

9700

9700

9700

9700

Construction Joint Construction Joint Construction Joint Construction Joint Construction JointConstruction JointSteel Drainage

SIDE VIEW

PLAN VIEW

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location

SPAN 36000

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 1918

Coupe transversale typique　　Scale:A1:1/50,A3:1/100

9700

250

1000

1000 10002050 5@1050=5250

66502050

52501625 1625

150

600

350 350

Ø70015

070

015

0

340

350

250

80

200 200600600

375 9350 375

Typical Cross　Section

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location


L=589.500m


TOTAL BRIDGE LENGTH




A=152.000～R=303.000～A=124.000～R= i=2.500%

MATERIALSCONCRETE

SUBSTRUCTURE



PC STEEL

PC HOLLOW SLAB

PC BOX GIRDER

SD345SD345

12S12.7 (SWPR7BL)



i=6.000% i=6.000%

1S28.6 (SWPR19L)

12S12.7 (SWPR7BL) 1S28.6 (SWPR19L)

σck=35.0 N/mm2


i=2.500% i=2.500%～～

SBPR930/1080


BRIDGE LENGTH

P21 P22 A2



Construction Segment21000 Construction Segment21000 Construction Segment16700 100

SPAN 21000 SPAN 20300 6006375 1750 4200 2000 6375 300 6375 1750 4200 2000 6375 300 6375 1050

150

700

150

150

700

150

1000


Construction JointConstruction Joint

SUPERSTRUCTURAL DRAWING (Fo-E-W) Scale: A1: 1/200, A3: 1/400

SIDE VIEW

(9)

Bridge Length 589500Girder Length 589300 100

SPAN 21000 SPAN 20300 600SPAN 21000Construction Segment16700Construction Segment21000Construction Segment21000

420016800420016800 16700

PLAN VIEW

P21 P22 A2Construction Joint Construction Joint

Steel Drainage

9700

9700

9700

9700

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 2019

i=2.500%

87 109

250

80250

80

600200

50325

340

35069

0

600 200

50 325

Detail of Felloe Guard and Flashing S=1/30

250

250

i=2.0% i=2.0%

340

350 69

0

400

300

10001500

250

300

250

350100027

155

010

0017

9

Detail of Girder End S=1/30

Cross View Sie View 400 x 300

300

250

i=2.500%

K.L


400 x 300

t2

Adjustment-Layer

A1 A2

i2(％

)

i1(％)

B2

t1 t3

i1%

B1

t4

t3

i2%

t1 t3

t4

t0

B1

B2

LRC

ross

Vie

w

Side View

Plane View

Steel Drainage

Detail fi du tablier

A2

5@1050=525020506650

150

87

375375 9350

20503501000

1000

600

250

150

2.500%

700

600 60097008500

150

350 1000

109

80

200 200

250

80

250 Asphalt Pavementt=80

P16,17,20,21,22

5@1050=525020506650

150

87

375375 9350

20503501000

1000

600

250

150

2.500%

700

600 60097008500

150

350 1000

109

80200 200

250

80


Expansion Joint400 x 300


5@1050=525020506650

150

87

375375 9350

20503501000

1000

600

250

150

2.500%

700

600 60097008500

150

350 1000

109

80

200 200

250

80


P18,19

A1 P1P2

P3P4

P5P6 P7

P8 P9P10 P11

P12

P13

P14

P15P16

P17P18

P19P20

P21P22

A2

Location


CROSS SECTION

(10)

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client


E 2120

GENERAL VIEW OF SUBSTRUCTURE（1）

A1-ABUTMENT


CLCL

CLCL

MATERIALS

CONCRETE SUBSTRUCTURE

DEFORMED BAR SUBSTRUCTURE SD345

Wall : σck=24.0 N/mm

Other than the above : σck=24.0 N/mm

2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2221


P1-PIER


CLCL

CLCL

MATERIALS



Column : σck=24.0 N/mm


2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2322


P2-PIER


CLCL

CLCL

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2423


P3-PIER


CLCL

CLCLMATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2524


P4-PIER


CLCL

CLCL

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2625


P5-PIER


CLCL

CLCL

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2726


P6-PIER

CLCL

CLCL


MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2827


P7-PIER

CLCL

CLCL

A1-ABUTMENT


MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 2928



P8-PIER

1000

CLCL

CLCL

P1-PIER

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3029



P9-PIER

CLCL

CLCL

P2-PIER

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3130



P13-PIER

CLCL

CLCL

P7-PIER

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3231



CLCL

CLCL

P8-PIER

P14-PIER

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3332



P15-PIER

MATERIALS





2

2

DL=0.00

97006004250

2004250

CL

600

2.500%

200

2000

2000

100

200

1490

01290

0

100

7000100 1001000 2500 10002500

CLCL

P9-PIER

CLCL

25001500 1500

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3433



P16-PIER

CLCL

CLCL

P10-PIER

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3534



P17-PIER

1000

CLCL

CLCL

A2-ABUTMENT

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3635



CLCL

CLCL

P18-PIER

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3736



P19-PIER

CLCL

CLCL

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3837



P20-PIER

CLCL

CLCL

MATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 3938



P21-PIER

CLCL

CLCLMATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

A P D E 4039



P22-PIER

CLCL

CLCLMATERIALS





2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 4140



A2-ABUTMENT

CLCL

CLCL

MATERIALS



Wall : σck=24.0 N/mm


2

2

Consultant




Agence exécutive


NUMERO REV.



A

REV. DATE

C

B





Client

E 4241

BP NO.0+0.000

R=∞

L=94.121

KA 0-1 NO.0+94.121

R=∞

L=94.121

A=185 L= 95.136

KE 0- 1 NO .1+8 9.25 6A= 185 L=95 .136

R= 360 L=21 1.65 1KE 0-2 NO.4+0.908R=360 L=211.651

A=185 L=95.136

KA 0-2 NO.4+96.043A=185 L=95.136

R=∞ L=474.488

NO.0

NO.1N O. 2

NO.3

NO.4

NO.5

NO.6

4+06.93 9478

4+10.91 1000

(3.9715 22m)Br.Poin t

FO-W-E

de Gaulle-Canal

FO-E-W

de Gaulle-Canal Bline

de Gaulle-Canal Aline

W-E

FO-N-E

W-E

E-W

FO-W-E

BC 0- 0 N O. 2 +5 . 00 0R =3 0 0 L =7 9. 9 57

EBC 0-1 NO.2+8

4.957R=300

L=79.957

R=400 L=114.10

8

KE 0-1 NO.3+99.064R=400 L=114.108

A=200 L=100

KA 0-1 NO.4+99.064A=200 L=100

R=∞ L=195.144

NO. 3

NO.4

NO.5

NO.6

N O.3 +86. 723A= 123 L=4 0.9 17

A= 80 L=20 .21 7

N O.3 +86. 723A= 123 L=4 0.9 17

A= 80 L=20 .21 7

KA 1-1 NO.4+10.911A=80 L= 20.217

A=80 L= 43.783

KE 1-1 NO.4+54.694

A=80 L=43.783

R=100 L=79.298

KE 1-2 NO.5+33.992R=100 L=79.298

A=68 L=45.563

N O . 4

NO.5

BC 1-0 NO.3+52.058R=∞

L=352.058

R=900 L=294.001

NO

NO.3

NO.4

NO.5

BC 1-0 NO.2+91.586

R=1008 L=132.047

BC 3-0 NO

BC 3-0 NO

EP NO.5+74.365R=500

NO.3

NO.4

NO.5

BC 1-0 NO.2+91.586R=1002 L=159.196

NO.3

NO.4

NO.5

NO.1NO .2

NO.3

NO.4

NO.5

NO.6

KAE 1-1 NO.1+45.809

R=4500 L=144.548

A=152 L=71.117

KE 1- 1 N O.4+ 1.6 18R= 303 L=1 84.6 92

A= 124 L=5 0.74 6

KA 1-1 NO.4+52.363A=124 L=50.746

R=∞ L=866.853

NO.0

NO.1NO.2

NO.3

NO .4

NO.5

NO.6

BP NO.-2+20.000

R=∞

L=220

NO.-2

NO.-1

NO.0

BC 1-0 NO.0+40.000

R=6000 L=82.375

BC 1-0 NO.0+1.261

R=∞

L=1.261

R=4500 L=144.548

BP NO.0+0.000

R=∞

L=1.261

KE E 1-1 NO .2 +2. 809A= 17 0 L =80 .4 34

R= 33 9 L =16 0. 289

KAE 1-1 NO.1+22.375

R=6000 L=82.375

A=170 L=80.434

KE 1- 1 N O.3+ 63.0 98R= 339 L=1 60.2 89

A= 230 L=1 56.0 47

KA 1-1 NO.5+19.145

A=230 L=156.047

R=∞ L=356.590

KE 0-1 NO.3+45.806A=123 L=40.917

BC 2-0 NO.4+23.633

R=1008 L=132.047

R=500 L=46.392

EBC 1-1 NO.4+50.782

R=1002 L=159.196

R=1500 L=105.256

FO-E-W

E-W

KEE 1- 1 NO .2 +16. 925A =15 2 L= 71 .1 17

R =30 3 L= 18 4. 69 2

X=585

700

X=585

700

X=585

800

X=585

800

X=585

900

X=585

900

X=586

000

X=586

000

X=586

100

X=586

100

X=586

200

X=586

200

X=586

300

X=586

300

X=586

400

X=586

400

Y=389800

Y=389800

Y=389900

Y=389900

Y=390000

Y=390000

Y=390100

Y=390100

Y=390200

Y=390200

Y=390300

Y=390300

Y=390400

Y=390500

Y=390500

Y=390600

Y=390600

Fo-W-E

BP 0+00.000 585969.955764 390340.407403R= 94.121

KA 0-1 0+94.121 586016.473592 390258.585471A=185.000 95.136

KE 0-1 1+89.256 586059.770141 390173.956173R=359.750 211.651

KE 0-2 4+00.908 586078.637429 389966.199093A=185.000 95.136

KA 0-2 4+96.043 586051.294539 389875.154732R= 474.488

EP 9+70.531 585894.928761 389427.172115

FO-E-W

W-E

BC 0-0 2+05.000 586059.467525 390157.148804R=300.000 79.957

EBC 0-1 2+84.957 586075.907111 390079.142186R=400.000 114.108

KE 0-1 3+99.064 586068.158627 389965.685427A=200.000 100.000

KA 0-1 4+99.064 586039.184961 389870.047328R= 195.144

EP 6+94.208 585974.875934 389685.804164

Fo-N-E

KE 0-1 3+45.806 586092.601669 390020.450666A=122.500 40.917

KA 1-1 3+86.723 586089.021572 389979.696434A=80.000 64.000

KE 1-1 4+54.694 586089.044446 389915.987236R=100.000 79.298

KE 1-2 5+33.992 586133.308304 389852.692509A=67.500 45.563

KA 2-1 5+79.555 586174.959780 389834.484322R=894.500 117.037

EC 2-0 6+96.592 586282.606630 389788.763978R= 53.941

EP 7+50.534 586330.770726 389764.476226

E-W-W-E

BP -2+20.000 585872.025461 390537.800505R= 220.000

EP 0+00.000 585980.757168 390346.548274

X-Coordinates Y-Coordinates Element DistanceStation

X-Coordinates Y-Coordinates Element DistanceStation

X-Coordinates Y-Coordinates Element DistanceStation X-Coordinates Y-Coordinates Element DistanceStationX-Coordinates Y-Coordinates Element DistanceStation

Consultant

REPUBLIQUE DE COTE D'IVOIRE


EMETTEUR (Prepared by)

Ministère des Infrastructures Economiques

RUBRIQUE DE CLASSEMENT :


Agence exécutive


NUMERO REV.


Client


A

REV. DATE

C

B

Nom Sign. Nom Sign.MODIFICATIONS

Nom Sign.



Horizontal alignment (1)

Element point

Element point

Element point

Element point Element point

BP 0+00.000000 585984.299681 390348.562281R= 1.260609

BC 1-0 0+01.260609 585984.922718 390347.466398R=4500.000000 144.548168

KAE 1-1 1+45.808777 586054.333165 390220.680885A=152.000000 71.116603

KEE 1-1 2+16.925380 586084.632771 390156.395893R=303.000000 184.692228

KE 1-1 4+01.617608 586094.593724 389974.822666A=124.000000 50.745875

KA 1-1 4+52.363483 586079.321313 389926.446096R= 866.852942

EP 13+19.216425 585795.385150 389107.413570

E-W

X-Coordinates Y-Coordinates Element DistanceStationElement point

BC 1-0

KAE 1-1

KEE 1-1

KE 1-1

KA 1-1

EP

0+40.000000 586012.091587 390318.258105R=6000.000000 82.375002

1+22.375002 586051.690999 390246.026387A=170.000000 80.434071

2+02.809073 586086.696959 390173.670960R=339.000000 160.289022

3+63.098095 586107.733920 390016.270510A=230.000000 156.047198

5+19.145293 586068.159712 389865.704309R= 356.589621

8+75.734913 585951.359406 389528.786149

E 4342

1R=∞

L=94.121

A=185 L=95.136

KE 0-1 NO.1+89.256A=185 L=95.136

R=360 L=211.651

KE 0-2 NO.4+0.908R=360 L=211.651A=185 L=95.136

KA 0-2 NO.4+96.043

A=185 L=95.136

R=∞

L=474.488

EP NO.9+70.531R=∞

L=474.488

NO.2

NO.3

NO.4

NO.5

NO.6

NO.7

NO.8

NO.9

4+06.939478

4+10.911000

(3.971522m)

Br.Point

de Gaul

le-Canal

de Ga

ulle-C

anal Bline

de Gaulle-Canal Aline

W-E

FO-N-E

W-E

E-W

FO-W-E

BC 0-0 NO.2+5.000R=300 L=79.957

EBC 0-1

NO.2+84.95

7R=3

00 L=79.95

7

R=400 L=

114.108

KE 0-1 NO.3+99.064R=400 L=114.108A=200 L=100

KA 0-1 NO.4+99.064

A=200 L=100

R=∞

L=195.144

EP NO.6+94.208

R=∞

L=195.144

NO.3

NO.4

NO.5

NO.6

NO.3+86.723

A=123 L=40.917

A=80 L=20.217

NO.3+86.723

A=123 L=40.917

A=80 L=20.217

KA 1-1 NO.4+10.911A=80 L=20.217

A=80 L=43.783

KE 1-1 NO.4+54.694A=80 L=43.783

R=100 L=79.298

KE 1-2 NO.5+33.992R=100 L=79.298

A=68 L=45.563

KA 2-1 NO.5+79.555A=68 L=45.563R=895 L=117.037

KA 2-1 NO.5+79.555A=68 L=45.563R=895 L=117.037

EC 2-0 NO.6+96.592R=895 L=117.037

R=∞ L=53.941

NO.4

NO.5

NO.6

NO.7

BC 1-0 NO

.3+52.058

R=∞ L=352

.058 R=900 L=29

4.001

EC 1-0 NO.6+46.059R=900 L=294.001

R=∞ L=72.087

O.1

NO.2

NO.3

NO.4

NO.5

NO.6

BC 1-0 NO

.2+91.586 R=100

8 L=132.047

BC 3-0 NO.4+7

0.025R=500 L

=46.392 R=500 L=10

4.340

BC 3-0 NO.4+7

0.025R=500 L

=46.392 R=500 L=10

4.340

EP NO.5+74.365R=500 L=104.340

NO.3

NO.4

NO.5

BC 1-0 NO

.2+91.586

R=1002 L=1

59.196

EBC 1-2 NO.5+56.038R=1500 L=105.256R=887 L=80.536

EP NO.6+36.574R=887 L=80.536

NO.3

NO.4

NO.5

NO.6

NO.2

NO.3

NO.4

NO.5

NO.6

NO.7

NO.8

1 NO.1+45.809R=4500 L=144.548

A=152 L=71.117

KE 1-1 NO.4+1.618R=303 L=184.692A=124 L=50.746

KA 1-1 NO.4+52.363

A=124 L=50.746

R=∞

L=866.853

NO.2

NO.3

NO.4

NO.5

NO.6

NO.7

NO.8

NO.9

KE 1-1 NO.3+63.098R=339 L=160.289

A=230 L=156.047

KA 1-1 NO.5+19.145

A=230 L=156.047

R=∞

L=356.590

EP NO.8+75.735

R=∞

L=356.590

KE 0-1 NO.3+45.806

A=123 L=40.917

BC 2-0 NO.4+23.633

R=1008 L=132.047

R=500 L=46.392

EBC 1-1 NO.4+50.782R=1002 L=159.196R=1500 L=105.256

FO-E-W

2

Fo-W-E

BP 0+00.000 585969.955764 390340.407403R= 94.121

KA 0-1 0+94.121 586016.473592 390258.585471A=185.000 95.136

KE 0-1 1+89.256 586059.770141 390173.956173R=359.750 211.651

KE 0-2 4+00.908 586078.637429 389966.199093A=185.000 95.136

KA 0-2 4+96.043 586051.294539 389875.154732R= 474.488

EP 9+70.531 585894.928761 389427.172115

W-E

BC 0-0 2+05.000 586059.467525 390157.148804R=300.000 79.957

EBC 0-1 2+84.957 586075.907111 390079.142186R=400.000 114.108

KE 0-1 3+99.064 586068.158627 389965.685427A=200.000 100.000

KA 0-1 4+99.064 586039.184961 389870.047328R= 195.144

EP 6+94.208 585974.875934 389685.804164

Fo-N-E

KE 0-1 3+45.806 586092.601669 390020.450666A=122.500 40.917

KA 1-1 3+86.723 586089.021572 389979.696434A=80.000 64.000

KE 1-1 4+54.694 586089.044446 389915.987236R=100.000 79.298

KE 1-2 5+33.992 586133.308304 389852.692509A=67.500

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