Appendix 3 - JICAopen_jicareport.jica.go.jp/pdf/12253902_03.pdf · I=1/2,000 (Main canal) N o. 0 +...
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Appendix 3
Transcript of Appendix 3 - JICAopen_jicareport.jica.go.jp/pdf/12253902_03.pdf · I=1/2,000 (Main canal) N o. 0 +...
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Appendix 3
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3-1 HALECOU IRRIGATION SCHEME IN BOBONARO DISTRICT
3-1
-
N
NR1389 320
3-2
-
No.0+225Diversion gateMa
in canal
Seconda
ry canal
Main canal
I=1/2,000 (Main canal)
No.0+
0
No.0+
225
Divers
ion ga
te
No.0+
500
Cros
s sec
. P1
2,5001,000750 750
1,50
0
350
EL 83.50
C
Crushed stone
150
0.5
T.EL 88.00
T.EL 87.00
T.EL 86.00
T.EL 85.00
T.EL 84.00
T.EL 83.00
T.EL 82.00
Wet masonry (t=350)
1
No.0+000
Seco
ndar
y
600
Main canal
Concrete lining (t=100mm)
1,40
0
150
200 3,300Gate BxH=1.6m x 1.4m
3,50
01,
000
1,50
01,
000
Wet masonry
T.EL 11.822
1,000
2001,500
2001,000
3,900
150
1,50
025
010
0
1,75
0
Gate BxH=1.6m x 1.4m
B
B
Sec. A-A Sec. B-B
Wet masonry
No.0+225
C
C
Crushed stone Crushed stone
2,200
700750 750
1,50
0350
EL 83.388
C
Crushed stone
150
0.5
Wet masonry (t=350)
3,500
3,100200200
2,7001,000 700 1,000
Slop
e c
hang
ing
Slope changing
Slop
e c
hang
ing
Slope changing
Gate BxH=0.8m x 1.0m
3,500
2,5001,000750 750
1,50
0
350
EL 83.388
C
Crushed stone
Wet masonry (t=350)
0.5
1
150
1
Sec. of Secondary canal
Sec. of Main canal
EL 83.254
0.5
T.EL 88.00
T.EL 87.00
T.EL 86.00
T.EL 85.00
T.EL 84.00
T.EL 83.00
T.EL 82.00
2,5001,000750 750
1,50
0
350C
Crushed stone
Wet masonry (t=350)
1
150
No.0+500
3-3
-
I=1/2,000 (Main canal)
No.0+
650
Divers
ion ga
te
No.1+
000
Cros
s sec
. P2
Main cana
l
Earth
cana
l
600
Main canal
Gate BxH=0.7m x 0.6m
EL 83.175
Concrete lining (t=100mm)
1,40
0
250
2005,000
Gate BxH=1.6m x 1.4m
5,000
700 700 3,200
3,50
01,
000
1,50
01,
000
200
Wet masonry
EL 83.175
1,000
2001,500
2001,000
3,900
150
1,50
025
010
0
Gate BxH=1.6m x 1.4m
B
B
Sec. A-A Sec. B-B
200
Wet masonry
No.0+500
C
C
Crushed stone Crushed stone
Slop
e c
hang
ing
Slope changing
Slop
e c
hang
ing
Slope changing
2,5001,000750 750
1,50
0350
EL 83.175
C
Crushed stone
Wet masonry (t=350)
0.5
1
150
Sec. of Main canal
2,500Cross bridge
Gate BxH=1.6m x 1.4m
2,050 2,500Cross bridge
200
1,50
0
T.EL 88.00
T.EL 87.00
T.EL 86.00
T.EL 85.00
T.EL 84.00
T.EL 83.00
T.EL 82.00
2,5001,000750 750
1,50
0
350
EL 83.175
C
Wet masonry (t=350)
0.5
1
150
No.1+000
3-4
-
NORTH
I=1/2,000 (Main canal)I=1/1,000 (Secondary canal)
No.1+
350
No.1+
500
Cros
s sec
. P3
0.50
Main cana
l
Secondary
canal
T.EL 86.00
T.EL 85.00
T.EL 84.00
T.EL 83.00
T.EL 82.00
Earth
cana
l
600
Main canal
Gate BxH=0.7m x 0.6m
EL 82.825
Concrete lining (t=100mm)
1,40
0
250
2005,000
Gate BxH=1.6m x 1.4m
5,000
700 700 3,200
3,50
01,
000
1,50
01,
000
200
Wet masonry
EL 82.825
1,000200
1,500200
1,000
3,900
150
1,50
025
010
0
Gate BxH=1.6m x 1.4m
B
B
Sec. A-A Sec. B-B
200
Wet masonry
No.1+350
C
C
Crushed stone Crushed stone
Slop
e c
hang
ing
Slope changing
2,5001,000750 750
1,50
0
350
EL 82.825
C
Crushed stone
Wet masonry (t=350)
0.5
1
150
Sec. of Main canal
2,500Cross bridge
Gate BxH=1.6m x 1.4m
2,050 2,500Cross bridge 200
1,50
0
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
2,5001,000750 750
1,50
0
350
EL 82.825
C
Crushed stone
Wet masonry (t=350)
0.5
1
150
Slop
e c
hang
ing
Slope
cha
nging
500
1,00
0
Secondary canalMain canal
Sec. of Secondary canal
Wet masonry
Secondary canal
Wet masonry
Main canal
I=1/2000 I=1/1000
I=1/1000
I=1/2000
No.1+350
T.EL 85.00
T.EL 84.00
T.EL 83.00
T.EL 82.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 82.175
No.1+500
3-5
-
NORTH
I=1/1,000
No.1+
550
No.2+
000
Cros
s sec
. P4
I=1/1,000 0.50
Main canal
Secondary canal
1,60
030
01,
000
300
B
B
C
C1,5001,000250 250
1,00
0C
Crushed stone
Wet masonry (t=250)
Sec. of Secondary canal
Wet masonry
Secondary canal
Sec. A-A
100
1,00
0
300500
500 1,00
0
Secondary canal
I=1/1000
I=1/1000
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
Sec. of Secondary canal(B-B)
EL. 82.125
EL. 81.625
(Drop)(C-C)
T.EL 85.00
T.EL 84.00
T.EL 83.00
T.EL 82.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 82.125
EL. 81.625
No.1+550
T.EL 83.00
T.EL 82.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 81.175
No.2+000(Cross no. P4)
T.EL 81.00
T.EL 80.00
Earth
cana
l
600
Secondary canal
Gate BxH=0.7m x 0.6m
EL 81.175
Concrete lining (t=100mm)
900
250
2505,000
Gate BxH=1.6m x 1.4m
700 700
Wet masonry
Sec. A-A
Wet masonry
Crushed stone
2,500Cross bridge
Gate BxH=1.2m x 0.9m
2,500Cross bridge
1,00
0
1,00
0
Secondary canalMain canal
Wet masonry
Secondary canal
Wet masonry
Main canal
I=1/2000 I=1/1000
I=1/1000I=1/1000
5,000
EL 81.175
3-6
-
NORTH
No.2+
465
Cros
s sec
. P5
I=1/1,000
Secondary can
al
T.EL 83.00
T.EL 82.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 80.710
No.2+465(Cross no. P5)
T.EL 81.00
T.EL 80.00
C
3-7
-
NORTH
No.2+
550
Cros
s sec
. P7
No.2+
500
Cros
s sec
. P6
No.2+
975
Cros
s sec
. P8
I=1/1,0000.50
Secondary can
al
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 80.675
No.2+500(Cross no. P6)
C
Secondary canal
1,60
030
01,
000
300
B
B
No.2+500
C
C1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
Sec. of Secondary canal
Wet masonry
Secondary canal
Sec. A-A
100
1,00
0
300500
500 1,00
0
Secondary canal
I=1/1000
I=1/1000
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
Sec. of Secondary canal(B-B)
EL. 80.675
EL. 80.175
(Drop)(C-C)
T.EL 83.00
T.EL 82.00
T.EL 81.00
T.EL 80.00
EL. 80.675
EL. 80.175
EL. 80.175
T.EL 79.00
T.EL 78.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 80.125
No.2+550(Cross no. P7)
T.EL 83.00
T.EL 82.00
T.EL 81.00
T.EL 80.00
CT.EL 79.00
T.EL 78.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 79.700
No.2+975(Cross no. P8)
C
T.EL 83.00
T.EL 82.00
T.EL 81.00
T.EL 80.00
T.EL 79.00
T.EL 78.00
3-8
-
NO
RTH
No.3+
300
Cros
s sec
. P9
No.3+
500
Cros
s sec
. P10
I=1/1,000I=1/600
2.00
Secondary can
alT.EL 80.00
T.EL 79.00
T.EL 78.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 77.042
No.3+350(Cross no. P10)
T.EL 77.00
Secondary canal
1,60
030
01,
000
300
B
B
C
C1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
Sec. of Secondary canal
Wet masonry
Sec. A-A
100
1,00
0
1,935
2,00
0
1,00
0
Secondary canal
I=1/1000
I=1/1000
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
Sec. of Secondary canal(B-B)
EL. 79.375
EL. 77.375
(Drop)
(C-C)
EL. 79.375
EL. 77.375
Concrete wall Wet masonry
3,60
0
300
1,00
01,
000
1,00
030
0
350 1,000 600 300
T.EL 81.00
T.EL 80.00
T.EL 79.00
T.EL 78.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 77.375
No.3+300(Cross no. P9)
3-9
-
NO
RTH
No.3+
950
Cros
s sec
. P11
I=1/600
Secondary can
al
T.EL 80.00
T.EL 79.00
T.EL 78.00
1,5001,000250 250
1,00
0
C
Crushed stone
Wet masonry (t=250)
EL. 76.292
No.3+950(Cross no. P11)
T.EL 77.00
3-10
-
No.4+
115
Cros
s sec
. P12
No.4+
150
Cros
s sec
. P13
No.4+
450
Cros
s sec
. P14
I=1/600
T.EL 80.00
T.EL 79.00
T.EL 78.00
1,5001,000250 250
500
C
Crushed stone
Wet masonry (t=250)
EL. 76.017
No.4+115(Cross no. P12)
T.EL 77.00
T.EL 80.00
T.EL 79.00
T.EL 78.00
EL. 75.958
No.4+150(Cross no. P13)
T.EL 77.00
T.EL 76.00
1,5001,000250 250
500
C
Crushed stone
Wet masonry (t=250)
T.EL 75.00
T.EL 76.00
T.EL 75.00
T.EL 80.00
T.EL 79.00
T.EL 78.00
EL. 75.458
No.4+450(Cross no. P14)
T.EL 77.00
T.EL 76.00
1,5001,000250 250
500
C
Crushed stone
Wet masonry (t=250)
T.EL 75.00
(Seasonal stream)
3-11
-
End of canal : Adjust to site condition and discharge to seasonal river
No.4+
630
Cros
s sec
. P15
No.4+
950
Cros
s sec
. P16
I=1/600
Secondary can
alEL. 75.158
No.4+630(Cross no. P15)
T.EL 77.00
T.EL 76.00
1,5001,000250 250
500
C
Crushed stone
Wet masonry (t=250)
T.EL 75.00
No.4+950(Cross no. P16 : End of canal)
T.EL 76.00
CT.EL 75.00
T.EL 74.00End of canal : Adjust to site condition and discharge to seasonal river
3-12
-
PLAN 1 : HALECOU IRRIGATION SCHEME IN BOBONARO DISTRICT
3-13
-
GRID N:9013970.000GRID E:736259.000LATITUDE: -8°54'50.371"LONGITUDE: 125°08'54.607"
BM.0
Z +88.000
±84.00
83.60
±86.5
± 86.5~87.5083.90EL83.75
150,000
15,00
0
Bed protection for water guide
150,000
110,000 40,000(Intake)
(Approach canal) (Flash gate)Head of intakewith gate Groin L=10m
15,000
Concrete block (2tf~3tf)
Gabion
River bedRiver bed
1,50
0~2
,000
N
Plan 1 : General plan of Halecou irrigation scheme
Typical Sec. of bed protection for water guide
3-14
-
EL86.50
EL83.60 EL83.75
EL87.00
EL89.20
EL87.00
EL83.20EL±83.00River bed
2,900
500
500
3,400
3,250
650
3,400
500
2,000
800 2,000 800 2,000 800400400 150 500 150 400 400
6,400 2,000
2,200
BxH=2.0m x 2.0m
2,700
EL83.75 EL83.60
EL86.5086.50
FLOW
EL83.60 EL83.60I=1/67
EL86.50
EL86.50
2,700
2,900
500
1,500 1,000 2,500
10,000 5,0005,000
200
200
600
300300
3,800300
3005,000
300 82.50
9,000
7,000 2,000
2,90
0~4,0
002,0
00
400
4004
0 0
BxH=2.0m x 2.0m
2,50
0~2,6
0040
0
400 2,000 400
2,800
Gabion
Concrete Block(2.5t/block)
I=1/8
EL83.75
EL89.20
EL87.00
EL83.90
10,000
EL84.00 I=1/1100
EL86.50
110,000
Concrete Block(2.5t/block)
FLOWFLOW
(Flash gate)14,400
(Bed protection)
2,90
0~4,0
0040
0
400 4,000 400
4,800
Gabion
EL83.60~82.50
EL84.00~83.90
EL86.50
EL86.50
EL86.50
EL83.75EL83.90
EL86.50
1,500 1,000 2,500
EL86.50
2,200
3,250
550
300300
3003,800
300300
5,000
10,000 5,0005,00010,000(Intake gate)
2,750
400 2,000~4,800 400
2,800~5,600
Gabion
EL83.90~83.75
EL86.50
200
1,350
200
BxH=1.85m x 2.0m
Exist
ing in
take
600
I=1/450I=1/67
3,250
400 2,000 400
2,800
Gabion
EL83.75
EL87.00
400
FLOW FLOW
8,000
EL±84.00~±83.00River bed
A
A
B
B
D
D
E
E
Sec. A-A
Gabion
8,000
EL±84.00~±83.00River bed
Sec. B-B
EL86.50
C
C
2,750
~2,90
0
400 2,000~4,800 400
2,800~5,600
Gabion
EL83.75~83.60
EL86.50
EL83.75
2,000 0~2,800
Gabion
8,000
EL±84.00~±83.00River bed
Sec. C-C
EL86.50
2,750
400
400
400~
550
Sec. D-D
8,000
Gabion
Sec. E-E
EL±83.00River bed
8,000
Sec. F-F
(for flash gate)
F
F
600 600 600
1,800
600
600
6001
,800
600
Concrete Block(2~2.5t/bolck)
G
G
3,25
0~3,5
00
400 1,500 400
2,300
Gabion
EL83.75~83.50
EL87.00
400
Sec. G-G(for intake canal)
(Flash gate) (Flash gate)
(Main canal)
(Settlement pond) (Settlement pond)
(Settlement pond) (Settlement pond)
BxH=1.85m x 2.0m
Guide of stoplog
EL89.60
BxH=2.0m x 2.0m
2,500
3100
Longitudinal Sec. of Intake(for Flash gate)
Longitudinal Sec. of Intake(for Intake gate)
(for intake canal)
Irrigation water
Flashed sedimentation
FLOW
5,0005,000 9,00010,000110,000(Flash gate)
14,400(Bed protection) (Flash gate)(Settlement pond) (Settlement pond)
10,000
Nunura river
Flashed sedimentation
Irrigation water
General plane of Intake
Plan 1 : Structure of Intake
3-15
-
PLAN 2 : HALECOU IRRIGATION SCHEME IN BOBONARO DISTRICT
3-16
-
GRID N:9013970.000GRID E:736259.000LATITUDE: -8°54'50.371"LONGITUDE: 125°08'54.607"
BM.0
Z +88.000
±84.00
82.7~83.0
150,00015
,000
Bed protection for water guide
150,000
110,000 40,000(Intake)
(Approach canal) (Flash gate)Head of intakewith gate Groin L=10m
83.60
±86.5
± 86.5~87.50
±87.0
83.90
83.7583.75
±86.5
Colleting drain channel
300,000
(HP φ1,200mm covere
d by concrete)
15,000
Concrete block (2tf~3tf)
Gabion
River bedRiver bed
1,50
0~2
,000
Plan 2 : General plan of Halecou irrigation scheme
Typical Sec. of bed protection for water guide
3-17
-
EL86.50
EL83.60 EL83.75
EL87.00
EL89.20
EL87.00
EL83.20EL±83.00River bed
2,90
050
0
500
3,40
0
3,25
065
0
3,40
050
0
2,000
800 2,000 800 2,000 800400400 150 500 150 400 400
6,400 2,000
2,20
0
BxH=2.0m x 2.0m
2,70
0
EL83.75 EL83.60
EL86.5086.50
FLOW
EL83.60 EL83.60I=1/67
EL86.50
EL86.50
2,70
02,
900
500
1,500 1,000 2,500
10,000 5,0005,000
200
200
600
300300
3,800300
3005,000
300 82.50
9,000
7,000 2,000
2,900
~4,00
02,
000
400
4004
0 0BxH=2.0m x 2.0m
Concrete Block(2.5t/block)
I=1/8
EL83.75
EL89.20
EL87.00
EL83.90
10,000
EL84.00 I=1/1100
EL86.50
110,000
Concrete Block(2.5t/block)
FLOWFLOW
(Spill way gate)14,400
(Bed protection)
Guide of stoplog
EL86.50
EL83.75EL83.90
EL86.50
1,500 1,000 2,500
EL86.50
2,20
03,
250
550
300300
3003,800
300300
5,000
10,000 5,0005,00010,000(Intake gate)
200
1,35
0
200
BxH=1.85m x 2.0mEx
isting
intak
e
600
I=1/450I=1/67
FLOW FLOW
A
A
B
B
D
D
E
E
C
C
Sec. D-D
8,000
Gabion
F
F
600 600 600
1,800
600
600
6001
,800
600
Concrete Block(2~2.5t/bolck)
G
G
(Spill way) (Spill way)
(Main canal)
(Settlement pond) (Settlement pond)
(Settlement pond) (Settlement pond)
BxH=1.85m x 2.0m
2,000400(Outlet of drainpipe)
3,700
HP φ
1,200
mm
FLOW
1,20
050
0
400 2,000 400
2,800
400
2,500
(Outlet of drainpipe)
From collecting drain channel
(Spill way gate)2,00
0
BxH=1.5m x 1.5m
FLOWL=
7.5m
EL86.50
BxH=2.0m x 2.0m
H H
HP φ1200mm (L=300m)
Sec. H-H (Detail of outlet)
Longitudinal Sec. of Intake(for Flash gate)
Longitudinal Sec. of Intake(for Intake gate)
2,50
0~2,6
0040
0
400 2,000 400
2,800
Gabion
2,90
0~4,
000
400
400 4,000 400
4,800
Gabion
EL83.60~82.50
EL84.00~83.90
EL86.50
EL86.50
2,75
0
400 2,000~4,800 400
2,800~5,600
Gabion
EL83.90~83.75
EL86.50
3,25
0
400 2,000 400
2,800
Gabion
EL83.75
EL87.00
400
8,000
EL±84.00~±83.00River bed
Sec. A-A
Gabion
8,000
EL±84.00~±83.00River bed
Sec. B-B
EL86.50
2,75
0~2,
900
400 2,000~4,800 400
2,800~5,600
Gabion
EL83.75~83.60
EL86.50
EL83.75
2,000 0~2,800
Gabion
8,000
EL±84.00~±83.00River bed
Sec. C-C
EL86.50
2,75
0
400
400
400~
550
Sec. E-E
EL±83.00River bed
8,000
Sec. F-F
(for flash gate)
3,25
0~3,
500
400 1,500 400
2,300
Gabion
EL83.75~83.50
EL87.00
400
Sec. G-G(for intake canal) (for intake canal)
Irrigation water
Flashed sedimentation
FLOW
5,0005,000 9,00010,000110,000(Flash gate)
14,400(Bed protection) (Flash gate)(Settlement pond) (Settlement pond)
10,000
Nunura river
Flashed sedimentation
Irrigation water
General plane of Intake
2,800(Outlet of drainpipe)
FLOWBxH=1.5m x 1.5m
FLOW
HP φ1200mm (L=300m)
180,000(HP covered by concrete)
120,000(HP)
Flash gate
Intake gate
From collecting drain channel
Plan 2 : Structure of Intake
3-18
-
EL84.00R
iver bed
EL±84.00 EL84.00
600 11,900 500 11,900 500
4,100
500
1,000
2,000
1,100
500
26,300
4,100 3
,000
1,100
2,100
500
2,500
2,500
500
1,500
500
500
5,000
500
5,000
500
5,000
500
17,00
0
3,000600
3,000
600
18,00
050
050
016
,000
500
500
EL81.30EL81.00
EL84.00
17,00
0
Concrete cover : L=180 m
H P φ 1
,2 00 m
m
SP
φ600mm
@ 5
SP
φ600m
m @
5S
P φ
600mm
@ 5
EL81.30EL81.00
EL81.00
EL82.85
EL±84.00
25,400
B
A
A
Sec. A-A
Sec. B-B
Sec. Typical of pipe under river bed
HP φ1200mm : L=300 m
FLOW
B
FLOW
Plan 2 : Structure of Collecting drain channel
3-19
-
PLAN 3 : HALECOU IRRIGATION SCHEME IN BOBONARO DISTRICT
3-20
-
GRID N:9013970.000GRID E:736259.000LATITUDE: -8°54'50.371"LONGITUDE: 125°08'54.607"
BM.0
Z +88.000
200,0
00
16,50028,500
7,400
150,000
28,500
130,00
0
83.60
±86.5
±86.5~87.5083.90
83.7583.75
±86.5
(Fixe
d we
ir)(F
lash
gate)
(Bank
protec
tion
for low
water
at D.S
.)
(Bank protection
for low water at U.S.)
150,000
87,500 40,000(Intake)
(Approach canal) (Flash gate)
N
Plan 3 : General plan of Halecou irrigation scheme
3-21
-
EL84.30
EL86.50
EL83.80
EL86.50
EL84.00
EL83.00
10,000
EL83.60EL83.60
10,500 8,400 7,000 47,000
EL86.50
(Flash gate) (Intake / U.S. apron)(D.S apron) (Retaining wall at U.S.)(Retaining wall at D.S)90,000
(Gabion)
C
FLOW
EL86.50 EL86.50
400
2,000
2,900
1,55
0
1,000500
6,500
500
1,000 5,000 900500
500500
8,000
1,50
01,
500
3,500
5002,500
500
5,600
500500 1,500 600 1,500 500
500
400
1,800
2,70
01,
500
600
3,20
0
1,200 960 400
600
4,100
1,200 1,230 400
EL83.00
EL84.00
EL85.00
1,5002,000
15,000
4,00
0
1,000450
2,050
16,500
2,00
01,
550
EL84.00
EL83.00
28,500
600
13,0001,450
C
(Bed protection block) (Fixed weir)
EL84.30~83.90
EL85.10
EL86.30
FLOW
BxH=1.1m x 1.5m
EL88.70
WL85.10
200
2,80
0
300
2,000 6,600 7,400 200,000 10,000
600 3,000 800 3,000 600
400
2,00
02,
900
1,55
060
0
2,00
01,
550
7,600
EL86.50
EL85.00
EL83.60EL83.00
EL84.30
A
A
Sec. A-A
B
B
Sec. B-B
C
C
D
D
Typical Sec. C-C Typical Sec. D-D(Retaining wall at D.S) (Retaining wall at U.S.)
FLOW
200
1,80
030
0
200
2,80
030
0
Sec. U.S. retaining wall at lfet bank (L=149.5m ) Sec. D.S. retaining wall at left bank (L=130.0m )
Front sec. of Headworks
(Fixed weir)(Flash gate)(Head of Intake)(Approach canal)
Plan 3 : Structure of Headworks
3-22
-
3-2 SAKETO IRRIGATION SCHEME IN VIQUEQUE DISTRICT
3-23
-
NORTH
Drop and diversion gate
Beginning of main canalDiversion gate
Diversion gate
Diversion gateDiversion gate
Diversion gate
Drop
End of main canal
3-24
-
FLOW
3,628 4,200 5,000 2,825
1,000 3,200 3,500 1,500 2,425 400
5,00
04,
500
500 1/354
00
700
200
1/35
4,00
0
800
6,000500 5,000 500
3,50
0
4,00
0
5,000
3,50
0
12,025
4,2003,500 1,500
2,425 400
5,000
3,628
FLOW
Existing Intake
FLOW
Assumed river bed line
Assumed canal bed line
(Wet masonry)Existing intake Existing canal
FLOW
800
4,50
0
BxH=1.5m x 2.0m
BxH=1.3m x 1.3m
BxH=1.3m x 1.3m
BxH=1.5m x 1.5m
1,50
0Fi
xed w
eir
H P fo
r san
d fla s
h
6 ,500
2,000
HP φ1,200
(Wet masonry)
(Sedimentation pond)5,000
Flash gate bed line
60°
0.3
1
2 ,500
Assumed river bed line
1,20
0
400
5,50
0
2,500
4,90
060
0
600 1,900
HP for sand flash
Concrete lining (t=200mm)
3,50
0
4,300
1,050 2,200 1,050
Wet masonry (t=350)
350
Crushed stone
1,30
040
040
0
5,80
0
400
5,00
040
0
2,10
0
2,20
01,
550
1,55
0
Existing canal
1,30
0
Top of HW
SAKETO RIVER
2,500
(L=1.0km)(Bank)
Protection wall by gabion along river bank
Drop and diversion gate
Beginning of main canalDiversion gate
Diversion gate
Diversion gate
Sedimentation pond
Bank protection at Saketo
Loction of Bank protection
3-25
-
DATUM +5.00
STATION
OF CANAL ELEVATI0N
OF CANAL ELEVATIONDESIGN CENTER
EXISTING CENTER
P0
P1
No.0 + 0
No.0 +50
Cross section No.
No.0 +511
No.0+
0
No.0+
50
I=1/2,500 (Main canal)
No.0+
511
Cros
s sec
. P1
Divers
ion ga
te
Diversion gate
Drop and diversion gate
Beginning of main canalDiversion gate
3,1001,500800 800
1,00
0150T.EL 13.192
C
Crushed stone
150
0.5
1
Concrete lining (t=100mm)
T.EL 12.00
Wet masonry (t=150)
T.EL 13.00
Seco
ndar
y
600
Main canal
from
H.W
Gate BxH=0.7m x 0.6m
T.EL 13.172
Concrete lining (t=100mm)
1,00
015
0
200 3,100
Gate BxH=1.45m x 1.0m
3,250
800200
1,250200
800
3,100700 700 1,500
3,25
01,
000
1,25
01,
000
200
3,35
0
200
2,95
020
0
Wet masonry
T.EL 13.172
800200
1,250200
800
3,250
150
1,00
025
010
01,
400
Gate BxH=1.45m x 1.0m
AA
B
B
Sec. A-A Sec. B-BCrushed stone Crushed stone
T.EL 14.00
T.EL 15.00
No.0+000
No.0+000
Wet masonry
Concrete lining (t=100mm)
Gate BxH=0.7m x 0.6m
FLOW
FLOW
T.EL 13.172 T.EL 13.172
T.EL 11.672T.EL 12.00
Concrete lining (t=100mm)
Wet masonry (t=150)
Wet masonry (t=150)
Seco
ndar
y
6,900
200 2,700 2,600 1,200 200
1,00
0
3,25
0
1,00
01,
250
600
600
1,00
015
01,
250
250
250
250 2,000 600 1,400
4,250
2,900
200 2,700
4,0002,600 1,200
200
Wet masonry
Gate BxH=1.45m x 1.0m
Crushed stone
Gate BxH=1.45m x 1.0m
3,35
0
No.0+50
3,1001,500800 800
1,00
0150 T.EL 12.00
T.EL 11.00
C
Crushed stone
150
0.5
1
Concrete lining (t=100mm)
T.EL 12.00
Wet masonry (t=150)T.EL 13.00
T.EL 14.00
No.0+54
Seco
ndar
y
600
Main canal
Gate BxH=0.7m x 0.6m
T.EL 11.822
Concrete lining (t=100mm)
1,00
015
0
200 3,100
Gate BxH=1.45m x 1.0m
3,300700 700 1,500
3,25
01,
000
1,25
01,
000
200
Wet masonry
T.EL 11.822
800200
1,250200
800
3,250
150
1,00
025
010
01,
400
Gate BxH=1.45m x 1.0m
B
B
Sec. A-A Sec. B-B
200
Wet masonry
T.EL 11.822
600 1,650 800
3,050
250
100
1,40
0
Sec. C-C
150 500 150
600
750
150
800
T.EL 10.322
1,50
0
Secondary canal : Wet masonry
Typical Sec.(Secondary canal)
600
150
C
C
Crushed stone Crushed stone
Crushed stone
No.0+511
3-26
-
STATION
DESIGN CENTER OF CANAL ELEVATION
EXISTING CENTER OF CANAL ELEVATI0N
DATUM +5.00
P2
Cross section No.
I=1/2,500 (Main canal)
No.1+
112
Cros
s sec
. P2
No.0 +980
No.0+
980
Divers
ion ga
te
Diversion gate
Seco
ndar
y
600
Main canal
Gate BxH=0.7m x 0.6m
T.EL 11.630
Concrete lining (t=100mm)
1,00
015
0
200 3,100
Gate BxH=1.45m x 1.0m
3,300700 700 1,500
3,25
01,
000
1,25
01,
000
200
Wet masonry
T.EL 11.630
800200
1,250200
800
3,250
150
1,00
025
010
01,
400
Gate BxH=1.45m x 1.0m
B
B
Sec. A-A Sec. B-B
200
Wet masonry
No.0+980
T.EL 11.630
600 1,650 800
3,050
250
100
1,40
0
Sec. C-C
150 500 150
600
750
150
800
T.EL 11.300
Secondary canal : Wet masonry
Typical Sec.(Secondary canal) 60
015
0
C
C30
0
600
Crushed stone Crushed stone
Crushed stone
3,1001,500800 800
1,00
0150 T.EL 11.570
T.EL 11.00
C
150
Crushed stone
0.5
Concrete lining (t=100mm)
1
Wet masonry (t=150)
T.EL 12.00
T.EL 13.00
T.EL 14.00
No.1+1123-27
-
STATION
DESIGN CENTER OF CANAL ELEVATION
EXISTING CENTER OF CANAL ELEVATI0N
DATUM +5.00
P3
P4
I=1/2,500 (Main canal)
No.1 +500
No.1 +855
No.1+
500
No.1+
616
Cros
s sec
. P3
Divers
ion ga
te
No.1+
855
Divers
ion ga
te
No.2+
119
Cros
s sec
. P4
Diversion gate
Diversion gate
Seco
ndar
y
600
Main canal
Gate BxH=0.7m x 0.6m
T.EL 11.422
Concrete lining (t=100mm)
1,00
015
0
200 3,100
Gate BxH=1.45m x 1.0m
3,300700 700 1,500
3,25
01,
000
1,25
01,
000
200
Wet masonry
T.EL 11.422
800200
1,250200
800
3,250
150
1,00
025
010
01,
400
Gate BxH=1.45m x 1.0m
B
B
Sec. A-A Sec. B-B
200
Wet masonry
No.1+500
T.EL 11.422
600 1,650 800
3,050
250
100
1,40
0
Sec. C-C
150 500 150
600
750
150
800
T.EL 11.122
Secondary canal : Wet masonry
Typical Sec.(Secondary canal)
600
150
C
C
300
600
Crushed stone Crushed stone
Crushed stone
3,1001,500800 800
1,000150 T.EL 11.375
C
T.EL 11.00
T.EL 10.00
150
Crushed stone
0.5
Concrete lining (t=100mm)
1
Wet masonry (t=150)
T.EL 12.00
No.1+616
Seco
ndar
y
600
Main canal
Gate BxH=0.7m x 0.6m
T.EL 11.280
Concrete lining (t=100mm)
1,00
015
0
200 3,100
Gate BxH=1.45m x 1.0m
3,300700 700 1,500
3,25
01,
000
1,25
01,
000
200
Wet masonry
T.EL 11.280
800200
1,250200
800
3,250
150
1,00
025
010
01,
400
Gate BxH=1.45m x 1.0m
B
B
Sec. A-A Sec. B-B
200
Wet masonry
No.1+855
T.EL 11.280
600 1,650 800
3,050
250
100
1,40
0
Sec. C-C
150 500 150
600
750
150
800
T.EL 10.980
Secondary canal : Wet masonry
Typical Sec.(Secondary canal)
600
150
C
C
300
600
Crushed stone Crushed stone
Crushed stone
3,1001,500800 800
1,00
0150 T.EL 11.174
C
T.EL 11.00
T.EL 10.00
Crushed stone
0.5
Concrete lining (t=100mm)
1
Wet masonry (t=150)
T.EL 12.00
No.2+119
3-28
-
STATION
DESIGN CENTER OF CANAL ELEVATION
EXISTING CENTER OF CANAL ELEVATI0N
DATUM +5.00
P5
P6
P7
P8
I=1/2,500 (Main canal)I=1/2,500 (Main canal)
No.2+
357
Cros
s sec
. P5 +
2Dr
op No.2+
560
Cros
s sec
. P6
No.2+
760
Cros
s sec
. P7
No.2+
971
Cros
s sec
. P8
No.2 +357Drop
0.50
3,1001,500800 800
1,00
0150 T.EL 11.079
C
T.EL 11.00
2,350
750800 800
1,00
0
150
T.EL 10.579
C
T.EL 11.00Crushed stone
150
0.5
Concrete lining (t=100mm)
Crushed stone
0.5
Concrete lining (t=100mm)
1
1
Wet masonry (t=150)
Wet masonry (t=150)
T.EL 12.00
T.EL 13.00
T.EL 12.00
T.EL 13.00
No.2+357 (upstream)
No.2+357 (downstream)T.EL 10.497
C
T.EL 11.00
T.EL 10.00
2,350
750800 800
1,00
0
150C
150
Crushed stone
Concrete lining (t=100mm)Wet masonry (t=150)
No.2+560
T.EL 10.497
C
T.EL 11.00
T.EL 10.00
2,350
750800 800
1,00
0
150C
150
Crushed stone
Concrete lining (t=100mm)Wet masonry (t=150)
No.2+760
T.EL 10.332
T.EL 11.00
T.EL 10.00
2,350
750800 800
1,00
0
150C
Crushed stone
150
Crushed stone
Concrete lining (t=100mm)Wet masonry (t=150)
T.EL 9.00
No.2+971
3-29
-
STATION
DESIGN CENTER OF CANAL ELEVATION
EXISTING CENTER OF CANAL ELEVATI0N
DATUM +5.00
P9
P10
P11
P12
I=1/2,500 (Main canal)
No.3+
170
Cros
s sec
. P9
No.3+
371
Cros
s sec
. P10
No.3+
554
Cros
s sec
. P11
No.3+
750
Cros
s sec
. P12
End o
f main
cana
l
Adjust to actual slop (Secondary canal)
No.3 +371End of main canal
T.EL 10.254
T.EL 11.00
T.EL 10.00
2,350
750800 800
1,00
0
150C
Crushed stone
150
Crushed stone
Concrete lining (t=100mm)Wet masonry (t=150)
No.3+170
T.EL 10.174
T.EL 11.00
T.EL 10.00
2,350
750800 800
1,00
0
150C
Crushed stone
150
Transition
Crushed stone
Concrete lining (t=100mm)Wet masonry (t=150)
T.EL 10.00
C
150 500 150
600
750
150
800
T.EL 10.174
150
1,000850
Main canal1,000 Secondary canal
Main canal Secondary canal
Transition
1,00
015
0
600
Concrete lining (t=100mm)
Gate BxH=0.8m x 0.8m
FLOW
FLOW
(L=380m)
(L=380m)
(L=378m)
Wet masonry (t=150)T.EL 11.00
No.3+371 (upstream)
No.3+371 (downstream)
T.EL 9.485
T.EL 11.00
T.EL 10.00
T.EL 9.00
±300
150 500 150
600
750
150
800
C Wet masonry (t=150)
No.3+554
T.EL 8.781
T.EL 11.00
T.EL 10.00
T.EL 9.00
150 500 150
600
750
150
800
CWet masonry (t=150)
No.3+7503-30
-
3-3 BIKALIU IRRIGATION SCHEME IN VIQUEQUE DISTRICT
3-31
-
Existing canal alignment
Beneficial area
Residence area
3-32
-
Project site
Average river slope I = 1/80
A C
3-33
-
T.EL 396.80
T.EL 396.00
T.EL 397.8(±)
T.EL 395.0
T.EL 396.5
T.EL 396.8
T.EL 395.40
500
200
6,500
6,300
1,800
800
600
400
250250
500 5,500
250250
350
1,000
7,000
14,500
500 500 500 500 500 500
3,000
500
150 60 290
17,850
350
1,800
800
600
400
400
250250
500250
250
350
1,000
1,000
WL 396.8T.EL 396.80 T.EL 396.80
T.EL 396.00T.EL 396.00
Stop log(BxHx t =0.75m x
0.20m x 0.05m)
Stop log(BxHx t =0.75m x
0.20m x 0.05m)
(Spillway)(Fixed weir)
VP φ150mm
T.EL 396.80
T.EL 396.00
T.EL 396.00
14,500
500 500 500 500 500 500
3,000
17,850
350(Spillway)(Fixed weir)
FLOW
FLOWVP φ150mm
(Gabion)50
0 200
6,300
7,000
7,000
7,000 7,000(Fixed weir)(Fixed weir) (Gabion)(Gabion)
17,850
(Bed
pro
tectio
n)
(Fixe
d we
ir)
2,000(Bank protection)
Stop log(BxHx t =0.75m
x 0.20m x0.05m)
7,000
(Gabion)
(Gabion)
(Gabion)
7,300
5,000
(Gab
ion)
(Gab
ion)
(Gab
ion)
1,800 1,4
0040
0
3,0002
,000
600
400
FLOW
B
B
C
C
(Intake)
Rock
Sec. A-A
A ANo. 0 + 350C
Sec. B-B Sec. C-C
T.EL 397.9(±)
1,500
(Gab
ion)
Typical Sec. of Bank pro.
T.EL 397.8
T.EL 396.5 T.EL 396.5
T.EL 397.6
T.EL 396.5
VP φ150mmT.EL 397.3
250 2,150
48,500
48,5002,400
T.EL 396.3
1,750 1,5
0025
0
1,250
950800
150
2,400
250 1,500 500 150
250
1,000
250
800
150
500
150
(Sedimentation pond) (Canal 1)
(Wet masonry) (Wet masonry)
L=1,616 mL=15m(VP φ150mm) (Canal 2)
L=1,616 m(Canal 2)
L=15m(VP φ150mm)
Crushed stone
FLOW
FLOW
1,100
150
Outlet general plan
Outlet longitudinal
C C
200
950~
750
800
450
Main canal
Earth canal
Stop log(t=0.1m)
800
600
Seco
ndar
y can
al
Wet masonry
FLOW
(L=3m)
Typical general plan and sec. of canal and diversion
General plan of Headworks
7,000
5,500
3-34
-
I=1/400 (Main canal)
No.0+
811
Cros
s sec
. P4
No.1+
23Cr
oss s
ec. P
5
No.1+
215
Cros
s sec
. P6
No.1+
417
Cros
s sec
. P7
No.1+
616
Cros
s sec
. P8
T.EL 395.0
T.EL 394.0
T.EL 396.0 150 500 150
600
750
150
800
T.EL 394.471
Center of surveyCenter of plan
No.0 + 811
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 393.942
T.EL 393.0
Center of surveyCenter of plan
No.1 + 23
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 393.463T.EL 393.0
Center of survey
Center of plan
No.1 + 215
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 392.957
T.EL 393.0
Center of survey
Center of plan
No.1 + 417
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 392.458
T.EL 393.0
Center of survey
Center of plan
No.1 + 616
3-35
-
I=1/400 (Main canal)
No.0+
202
Cros
s sec
. P2
No.0+
000
Cros
s sec
. P0
No.0+
402
Cros
s sec
. P3
No.0+
592
Cros
s sec
. P3
T.EL 395.0
T.EL 396.0
150 500 150
800
950
150
800
T.EL 396.5
Center of surveyCenter of plan
No.0 + 000(Beginning of Canal)
T.EL 395.0
T.EL 396.0
150 500 150
800
950
150
800
T.EL 395.996
Center of surveyCenter of plan
No.0 + 200
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
800
750
150
800
T.EL 395.494
Center of survey
Center of plan
No.0 + 400
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 395.021
Center of surveyCenter of plan
No.0 + 592
3-36
-
I=1/400 (Main canal)
No.0+
811
Cros
s sec
. P4
No.1+
23Cr
oss s
ec. P
5
No.1+
215
Cros
s sec
. P6
No.1+
417
Cros
s sec
. P7
No.1+
616
Cros
s sec
. P8
T.EL 395.0
T.EL 394.0
T.EL 396.0 150 500 150
600
750
150
800
T.EL 394.471
Center of surveyCenter of plan
No.0 + 811
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 393.942
T.EL 393.0
Center of surveyCenter of plan
No.1 + 23
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 393.463T.EL 393.0
Center of survey
Center of plan
No.1 + 215
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 392.957
T.EL 393.0
Center of survey
Center of plan
No.1 + 417
T.EL 395.0
T.EL 394.0
T.EL 396.0
150 500 150
600
750
150
800
T.EL 392.458
T.EL 393.0
Center of survey
Center of plan
No.1 + 616
3-37
-
Examination on main structures for priority irrigation schemes 1. Examination of Headworks on Halecou irrigation scheme Plan 3 and Bikaliu irrigation scheme
1) The apron is calculated as following examination.
2) The protection block is calculated as following examination.
Irrigation scheme Halecou (Plan 3) Bikaliu
Targeted water depth
Q: discharge (m3/s) 2,600 120 L: width of flow (m) 200.0 17.85 q: unite discharge (m3/s/m) 13.0 7.72 hc: critical flow depth (m) 2.58 1.66 Fr: Froude number 1.00 1.00
Required length of apron by Bligh : L=0.6・C・√D1 D1: Difference crest and apron (m) 2.00 0.80 C : Co-efficient of creep 9 6 L : Required length of apron (m) 7.63 →10.0m 3.21→3.5m
Irrigation scheme Halecou (Plan 3) Bikaliu
Targeted water depth
Q: discharge (m3/s) 2,600 120 L: width of flow (m) 200.0 17.85 q: unite discharge (m3/s/m) 13.0 7.72 hc: critical flow depth (m) 2.58 1.66 Fr: Froude number 1.00 1.00
Required length of protection block : L=Lb-La La: Length of apron (m) 10.0 3.5 Lb : 0.67・C・√(Ha・q)・f 30.75 10.0 C : Co-efficient of creep 9 6 Ha : Maximum difference US and DS 2.00 0.80 q: unite discharge (m3/s/m) 13.0 7.72 f: Co-efficient of Headworks type 1.0 1.0 L: Lb- La 20.75 →25.0 m 6.5→ 7.0 m
3-38
-
3) Size of protection block
In general, adoption of the protection block is subject to targeted velocity or degree of slope in river. The
large classification of a block weight are shown as followings.
Weight of a block almost 2 ton almost 3 ton almost 4 ton more than 5 ton
Maximum allowable velocity almost 0.5 ~2 m/s almost 1m/s ~4m/s more than 4m/s
allowable velocity river slope less than 1/1,000 1/1,000 ~ 1/500 1/500 ~ 1/200 more than 1/200
According to site survey, river slope around intake is assumed to almost 1/200~1/300. Hence 4ton block
is applied to site.
2. Examination of Collecting drain channel in Halecou irrigation scheme on Plan 2
Collecting drain channel is usually used in the small scale irrigation which is required to 30 ~50
litter/second. However, this type could be innovative type in middle scale irrigation scheme. Because in
general, Timor-Leste has adopted fixed type wire in order to endure the flood effect and which cause to
high construction cost. Collecting drain channel will give one of solution for issue in Timor-Leste.
Collecting drain channel is embedded under the river bed to collect under grand water, while its structure
alleviate the flood adverse effect. On the other hand, the scale of structure will be larger than adoption for
small irrigation scheme. Therefore adoption on such as Halecou scheme is subject to take into account as
followings;
・Condition of main water stream and river bed which stable location should be planed
・Embedded depth of structure to secure stability and avoid flood effect
・The maximum design intake volume should be 1.0m3/s from the view point of cost and performance.
In the condition of above remarks, collecting drain channel is designed as followings;
① ② ③ ④ ⑤ ⑥ ※１
internal φratio of hole at
pipe
Intakevol./pipedesign :1.0m3/s
Necessity oflength of one
pipe
(mm) (m3/sec) (mm/s) (m/s) (m)φ300 50% 1.000 15.0 0.015 0.3 471.6 1φ300 50% 0.017 15.0 0.015 0.3 7.9 60φ400 50% 1.000 15.0 0.015 0.3 353.7 1φ400 50% 0.022 15.0 0.015 0.3 7.9 45φ600 50% 1.000 15.0 0.015 0.3 235.8 1φ600 50% 0.040 15.0 0.015 0.3 9.4 25φ800 50% 1.000 15.0 0.015 0.3 176.8 1φ800 50% 0.040 15.0 0.015 0.3 7.1 25φ1000 50% 1.000 15.0 0.015 0.3 141.5 1φ1000 50% 0.500 15.0 0.015 0.3 70.7 2
※1) : ③／（①/1000 × π × ④/1000 × ② × ⑥） = Necessity of length of one pipe
SUS or steel
Velocity of intake=15mm/s : assumed value in
generalvoid ration of
filter layer
Pipe type
Necessityof pipe
number fortargeted
intake vol.
3-39
-
3. Examination of targeted capacity of canal
SAKETO(open canal)
Bikaliu (open canal)
Canal type Concrete canal Masonry canal Masonry canal Masonry canal
m1 0.0 0.5 0.0 0.0m2 0.0 0.5 0.5 0.0Hfb 0.90 0.46 0.90 0.38H 0.70 1.04 0.85 0.12
hmax 1.50 1.50 1.00 0.50
① 2.20 1.50 1.50 0.50
② 2.20 2.54 1.92 0.50
③ 2.20 3.00 2.37 0.50A (m2) 1.536 2.101 1.452 0.061P(m) 3.597 3.825 3.296 0.743
R = A/P 0.427 0.549 0.440 0.082n 0.015 0.021 0.021 0.025I 1/1,500 1/2,000 1/2,500 1/400
v (m/s) 0.98 0.71 0.55 0.38Q (m3/s) 1.50 1.50 0.80 0.02
Harecou (open canal)
3-40
-
Example of Cost Estimation
3-41
-
Halecou irrigation scheme : Plan 1
3-42
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
1. Preparatory Work1-1. Mobilization (Transportation) to Site(1) Excavator (0.45m3) trip 2 1,500.00 3,000 (2) Excavator (0.10m3) trip 2 750.00 1,500 (3) Bulldozer (4 ton class) trip 1 1,500.00 1,500 (4) Roller Compactor (4 ton) trip 1 1,500.00 1,500 (5) Dump Truck (4 ton) trip 2 135.69 271 (6) Water Tank Truck trip 2 158.28 317 (7) Agitator truck (3.2m3) trip 1 176.76 177 (8) Concrete Pump Truck (30m3/hr) trip 1 148.46 148 (9) Crane Truck (Hydraulic, 20ton) trip 1 189.12 189 (10) Concrete Mixer etc. trip 1 1,500.00 1,500 (11) Others trip 2 1,500.00 3,000 1-2. Site Office etc. set 1 24,445.00 24,445 1-3. Site Clearing (Cutting & Clearing of Grass, Bushes) m2 2,500 0.24 600 1-4. Transportation of Labor day 90 72.00 6,480 1-5. Demobilization (Transportation) from Site(1) Excavator (0.45m3) trip 2 1,500.00 3,000 (2) Excavator (0.10m3) trip 2 750.00 1,500 (3) Bulldozer (4 ton class) trip 1 1,500.00 1,500 (4) Roller Compactor (4 ton) trip 1 1,500.00 1,500 (5) Dump Truck (4 ton) trip 2 135.69 271 (6) Water Tank Truck trip 2 158.28 317 (7) Agitator truck (3.2m3) trip 1 176.76 177 (8) Concrete Pump Truck (30m3/hr) trip 1 148.46 148 (9) Crane Truck (Hydraulic, 20ton) trip 1 189.12 189 (10) Concrete Mixer etc. trip 1 1,500.00 1,500 (11) Others trip 2 1,500.00 3,000
2. Temporary Work2-1. Temporary Road (Gravel Pavement)(1) Embankment with Compaction m3 4,288 7.20 30,874 (2) Concrete Pipe (Dia. 600mm * 10m) unit 3 1,534.40 4,603 (3) Sand Bag m3 2 105.95 212 (4) Gravel m3 285 36.04 10,271 (5) Gravel Pavement m3 285 4.59 1,308 2-2. Cofferdam(1) Embankment with Compaction for Cofferdam m3 3,900 7.20 28,080 (2) Sand Bag m3 758 105.95 80,310 2-3. Dewatering (by Pumping System) day 60 75.74 4,544
Sub-total 217,931
Halecou Irrigation Scheme Bill of Quantity (1/3)
3-43
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
2. Temporary Work2-4. Removal of Cofferdam(1) Removal for Cofferdam m3 3,900 3.75 14,625 (2) Removal for Sand Bag m3 758 3.75 2,843
3. Earth Work3-1. Common Excavation for Chipping (Existing Intake & Canal)
m3 1,680 10.11 16,985 3-2. Chipping Work for Existing Intake & Existing Canal (Excavator 0.4m3)
m3 367 14.69 5,391 3-3. Common Excavation for Construction of Intake & Spillway
m3 488 7.83 3,821 3-4. Backfill for Intake & Spillway m3 1,861 2.10 3,908 3-5. Embankment with Compaction m3 840 7.20 6,048 3-6. Sand Bag for Slope Protection m3 586 105.95 62,087 3-7. Excavation for Banking Material (Soil) from Borrow Pit m3 4,300 7.83 33,669 3-8. Loading & Transportation of Banking Material (Soil) from Borrow Pit
m3 4,300 4.28 18,404 3-9. Loading & Transportation of Surplus Soil to Borrow Pit m3 4,300 4.28 18,404 3-10. Backfill of Surplus Soil at Borrow Pit m3 4,300 0.89 3,827 3-11. Transportation & Dispose of Chipping Material (Concrete & Reinforcement Bar)
m3 367 85.00 31,195
4. Concrete Work (Intake & Connecting Canal)4-1. Concrete Type-A (fc' = 22.5 Mpa) m3 995 140.35 139,648 4-2. Reinforcement Bar ton 78 1,425.70 111,205 4-3. Form m2 1,483 20.44 30,313 4-4. Lean Concrete m3 82 126.30 10,357 4-5. Gravel (Leveling) m3 123 36.04 4,433 4-6. Gravel Pavement (Leveling) m3 123 2.25 277 4-7. Supply and Installing Hand Rail, GSP Pipe dia. 2.5 inch m 40 18.70 748 4-8. Gate Facilities(1) Supply and Installing Slide Gate (B2.00 * H2.00) unit 1 10,000 10,000 (2) Supply and Installing Slide Gate (B2.00 * H1.85) unit 1 9,000 9,000 (3) Other Gate Facilities set 1 30,000 30,000 4-9. Concrete Block unit 1,921 185.14 355,691
5. Canal Work (Main Canal)5-1. Common Excavation m3 14,100 7.83 110,403 5-2. Embankment with Compaction (Manual Work) m3 14,100 3.51 49,491 5-3. Concrete Type-A (fc' = 22.5 Mpa) m3 1,858 149.46 277,697
Sub-total 1,360,470
Halecou Irrigation Scheme Bill of Quantity (2/3)
3-44
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
5. Canal Work (Main Canal)5-4. Reinforcement Bar ton 29 1,425.70 41,345 5-5. Form m2 742 16.03 11,894 5-6. Lean Concrete m3 346 126.30 43,700 5-7. Gravel (Leveling) m3 519 36.04 18,705 5-8. Gravel Pavement m3 519 2.25 1,168 5-9. Slope Protection (River Bank, Gabion)(1) Gabion (4 mm dia), Gravel (Aggregate/Cobble Stone) m3 3,500 88.24 308,840
5-10. Gate (Turnout) unit 17 5,000.00 85,000 Sub-total 510,652
Total 2,089,053
Direct Construction Cost (A) Indirect Construction Cost (B = A * 20%)
C = A + B
Consultant Fee (D = C * 5%) Physical Contingency (E = C * 5%)
Grand Total Cost (F = C + D + E)
(US$)
125,343 125,343
2,757,550 2,757,000
2,089,053 417,811
2,506,864
Halecou Irrigation Scheme Bill of Quantity (3/3)
3-45
-
Halecou irrigation scheme : Plan 2
3-46
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
1. Preparatory Work1-1. Mobilization (Transportation) to Site(1) Excavator (0.45m3) trip 3 1,500.00 4,500 (2) Excavator (0.10m3) trip 2 750.00 1,500 (3) Bulldozer (4 ton class) trip 2 1,500.00 3,000 (4) Roller Compactor (4 ton) trip 1 1,500.00 1,500 (5) Dump Truck (4 ton) trip 2 135.69 271 (6) Water Tank Truck trip 2 158.28 317 (7) Agitator truck (3.2m3) trip 2 176.76 354 (8) Concrete Pump Truck (30m3/hr) trip 2 148.46 297 (9) Crane Truck (Hydraulic, 20ton) trip 1 189.12 189 (10) Concrete Mixer etc. trip 1 1,500.00 1,500 (11) Others trip 2 1,500.00 3,000 1-2. Site Office etc. set 1 24,445.00 24,445 1-3. Site Clearing (Cutting & Clearing of Grass, Bushes) m2 2,500 0.24 600 1-4. Transportation of Labor day 90 72.00 6,480 1-5. Demobilization (Transportation) from Site(1) Excavator (0.45m3) trip 3 1,500.00 4,500 (2) Excavator (0.10m3) trip 2 750.00 1,500 (3) Bulldozer (4 ton class) trip 2 1,500.00 3,000 (4) Roller Compactor (4 ton) trip 1 1,500.00 1,500 (5) Dump Truck (4 ton) trip 2 135.69 271 (6) Water Tank Truck trip 2 158.28 317 (7) Agitator truck (3.2m3) trip 2 176.76 354 (8) Concrete Pump Truck (30m3/hr) trip 2 148.46 297 (9) Crane Truck (Hydraulic, 20ton) trip 1 189.12 189 (10) Concrete Mixer etc. trip 1 1,500.00 1,500 (11) Others trip 2 1,500.00 3,000
2. Temporary Work2-1. Temporary Road (Gravel Pavement)(1) Embankment with Compaction m3 6,213 7.20 44,734 (2) Concrete Pipe (Dia. 600mm * 10m) unit 3 1,534.40 4,603 (3) Sand Bag m3 2 105.95 212 (4) Gravel m3 390 36.04 14,056 (5) Gravel Pavement m3 390 4.59 1,790 2-2. Cofferdam(1) Embankment with Compaction for Cofferdam m3 3,900 7.20 28,080 (2) Sand Bag m3 758 105.95 80,310 2-3. Dewatering (by Pumping System) day 65 75.74 4,923
Sub-total 243,089
Halecou Irrigation Scheme Bill of Quantity (1/3)
3-47
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
2. Temporary Work2-4. Removal of Cofferdam(1) Removal for Cofferdam m3 3,900 3.75 14,625 (2) Removal for Sand Bag m3 758 3.75 2,843
3. Earth Work3-1. Common Excavation for Chipping (Existing Intake & Canal)
m3 1,680 10.11 16,985 3-2. Chipping Work for Existing Intake & Existing Canal (Excavator 0.4m3)
m3 367 14.69 5,391 3-3. Common Excavation for Construction of Intake & Spillway
m3 488 7.83 3,821 3-4. Backfill for Intake & Spillway m3 1,861 2.10 3,908 3-5. Embankment with Compaction m3 840 7.20 6,048 3-6. Sand Bag for Slope Protection m3 586 105.95 62,087 3-7. Common Excavation for Construction of Intake Pit & Pipe Culvert m3 8,228 7.83 64,425 3-8. Backfill for Intake Pit & Pipe Culvert m3 4,670 2.10 9,807 3-9. Excavation for Banking Material (Soil) from Borrow Pit m3 6,200 7.83 48,546 3-10. Loading & Transportation of Banking Material (Soil) from Borrow Pit
m3 6,200 4.28 26,536 3-11. Loading & Transportation of Surplus Soil to Borrow Pit m3 6,200 4.28 26,536 3-12. Backfill of Surplus Soil at Borrow Pit m3 6,200 0.89 5,518 3-13. Transportation & Dispose of Chipping Material (Concrete & Reinforcement Bar)
m3 367 85.00 31,195
4. Concrete Work (Intake & Connecting Canal)4-1. Concrete Type-A (fc' = 22.5 Mpa) m3 1,000 140.35 140,350 4-2. Reinforcement Bar ton 78 1,425.70 111,205 4-3. Form m2 1,511 20.44 30,885 4-4. Lean Concrete m3 82 126.30 10,357 4-5. Gravel (Leveling) m3 123 36.04 4,433 4-6. Gravel Pavement (Leveling) m3 123 2.25 277 4-7. Supply and Installing Hand Rail, GSP Pipe dia. 2.5 inch m 40 18.70 748 4-8. Gate Facilities(1) Supply and Installing Slide Gate (B2.00 * H2.00) unit 1 10,000 10,000 (2) Supply and Installing Slide Gate (B2.00 * H1.85) unit 1 9,000 9,000 (3) Supply and Installing Slide Gate (B1.50 * H1.50) unit 1 7,000 7,000 (4) Other Gate Facilities set 1 40,000 40,000 4-9. Concrete Block unit 1,921 185.14 355,691
Sub-total 1,048,217
Halecou Irrigation Scheme Bill of Quantity (2/3)
3-48
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
5. Intake Pit & Pipe Culvert5-1. Concrete Type-A (fc' = 22.5 Mpa) m3 1,449 140.35 203,367 5-2. Reinforcement Bar ton 57 1,425.70 81,265 5-3. Form m2 1,793 20.44 36,649 5-4. Lean Concrete m3 577 126.30 72,875 5-5. Gravel (Leveling) m3 865 36.04 31,175 5-6. Gravel Pavement m3 865 2.25 1,946 5-7. Gravel (Aggregate/Cobble Stone) m3 428 25.43 10,884 5-8. Crush Stone m3 179 41.63 7,452 5-9. Sand m3 179 12.81 2,293 5-10. Gabion m3 179 88.24 15,795 5-11. Steel Pipe (Dia. 600mm) m 375 303.62 113,858 5-12. HP Pipe (Dia. 1,200mm) m 300 605.43 181,629
6. Canal Work (Main Canal)5-1. Common Excavation m3 14,100 7.83 110,403 5-2. Embankment with Compaction (Manual Work) m3 14,100 3.51 49,491 5-3. Concrete Type-A (fc' = 22.5 Mpa) m3 1,858 149.46 277,697 5-4. Reinforcement Bar ton 29 1,425.70 41,345 5-5. Form m2 742 16.03 11,894 5-6. Lean Concrete m3 346 126.30 43,700 5-7. Gravel (Leveling) m3 519 36.04 18,705 5-8. Gravel Pavement m3 519 2.25 1,168 5-9. Slope Protection (River Bank, Gabion)(1) Gabion (4 mm dia), Gravel (Aggregate/Cobble Stone) m3 3,500 88.24 308,840
5-10. Gate (Turnout) unit 17 5,000.00 85,000 Sub-total 1,707,431
Total 2,998,737
Direct Construction Cost (A) Indirect Construction Cost (B = A * 20%)
C = A + B
Consultant Fee (D = C * 5%) Physical Contingency (E = C * 5%)
Grand Total Cost (F = C + D + E)
(US$)
179,924 179,924
3,958,332 3,958,000
2,998,737 599,747
3,598,484
Halecou Irrigation Scheme Bill of Quantity (3/3)
3-49
-
Halecou irrigation scheme : Plan 3
3-50
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
1. Preparatory Work1-1. Mobilization (Transportation) to Site(1) Excavator (0.45m3) trip 4 1,500.00 6,000 (2) Excavator (0.10m3) trip 2 750.00 1,500 (3) Bulldozer (4 ton class) trip 3 1,500.00 4,500 (4) Roller Compactor (4 ton) trip 1 1,500.00 1,500 (5) Dump Truck (4 ton) trip 4 135.69 543 (6) Water Tank Truck trip 2 158.28 317 (7) Agitator truck (3.2m3) trip 2 176.76 354 (8) Concrete Pump Truck (30m3/hr) trip 2 148.46 297 (9) Crane Truck (Hydraulic, 20ton) trip 2 189.12 378 (10) Concrete Mixer etc. trip 2 1,500.00 3,000 (11) Others trip 3 1,500.00 4,500 1-2. Site Office etc. set 1 24,445.00 24,445 1-3. Site Clearing (Cutting & Clearing of Grass, Bushes) m2 3,000 0.24 720 1-4. Transportation of Labor day 180 72.00 12,960 1-5. Demobilization (Transportation) from Site(1) Excavator (0.45m3) trip 4 1,500.00 6,000 (2) Excavator (0.10m3) trip 2 750.00 1,500 (3) Bulldozer (4 ton class) trip 3 1,500.00 4,500 (4) Roller Compactor (4 ton) trip 1 1,500.00 1,500 (5) Dump Truck (4 ton) trip 4 135.69 543 (6) Water Tank Truck trip 2 158.28 317 (7) Agitator truck (3.2m3) trip 2 176.76 354 (8) Concrete Pump Truck (30m3/hr) trip 2 148.46 297 (9) Crane Truck (Hydraulic, 20ton) trip 2 189.12 378 (10) Concrete Mixer etc. trip 2 1,500.00 3,000 (11) Others trip 3 1,500.00 4,500
2. Temporary Work2-1. Temporary Road (Gravel Pavement)(1) Embankment with Compaction m3 8,213 7.20 59,134 (2) Gravel m3 240 36.04 8,650 (3) Gravel Pavement m3 240 4.59 1,102 2-2. Cofferdam for Head Works(1) Cofferdam for Head Works m3 8,300 4.46 37,018 (2) Sand Bag m3 495 105.95 52,445 2-3. Dewatering (by Pumping System) day 150 75.74 11,361 2-4. Removal of Cofferdam(1) Removal for Cofferdam m3 8,300 3.75 31,125 (2) Removal for Sand Bag m3 495 3.75 1,856
Sub-total 286,594
Halecou Irrigation Scheme Bill of Quantity (1/3)
3-51
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
3. Earth Work3-1. Common Excavation for Chipping (Existing Intake & Canal)
m3 1,680 10.11 16,985 3-2. Chipping Work for Existing Intake & Existing Canal (Excavator 0.4m3)
m3 367 14.69 5,391 3-3. Common Excavation for Construction of Intake & Spillway
m3 488 7.83 3,821 3-4. Backfill for Intake & Spillway m3 1,861 2.10 3,908 3-5. Embankment with Compaction m3 840 7.20 6,048 3-6. Sand Bag for Slope Protection m3 586 105.95 62,087 3-7. Common Excavation for Construction of Head Works (HW) m3 18,927 7.83 148,198 3-8. Backfill for Head Works m3 3,411 2.10 7,163 3-9. Excavation for Banking Material (Soil) from Borrow Pit m3 8,200 7.83 64,206 3-10. Loading & Transportation of Banking Material (Soil) from Borrow Pit
m3 8,200 4.28 35,096 3-11. Loading & Transportation of Surplus Soil to Borrow Pit m3 8,200 4.28 35,096 3-12. Backfill of Surplus Soil at Borrow Pit m3 8,200 0.89 7,298 3-13. Transportation & Dispose of Chipping Material (Concrete & Reinforcement Bar)
m3 367 85.00 31,195
4. Concrete Work (Intake & Connecting Canal)4-1. Concrete Type-A (fc' = 22.5 Mpa) m3 965 140.35 135,438 4-2. Reinforcement Bar ton 75 1,425.70 106,928 4-3. Form m2 1,483 20.44 30,313 4-4. Lean Concrete m3 78 126.30 9,851 4-5. Gravel (Leveling) m3 117 36.04 4,217 4-6. Gravel Pavement (Leveling) m3 117 2.25 263 4-7. Supply and Installing Hand Rail, GSP Pipe dia. 2.5 inch m 60 18.70 1,122 4-8. Gate Facilities(1) Supply and Installing Slide Gate (B2.00 * H2.00) unit 1 10,000 10,000 (2) Supply and Installing Slide Gate (B2.00 * H1.85) unit 1 9,000 9,000 (3) Supply and Installing Slide Gate (B1.70 * H1.10) unit 2 7,000 14,000 (4) Other Gate Facilities set 1 50,000 50,000 4-9. Concrete Block unit 20 185.14 3,703
5. Head Works5-1. Concrete Type-A (fc' = 22.5 Mpa) m3 5,756 140.35 807,855 5-2. Reinforcement Bar ton 224 1,425.70 319,357 5-3. Form m2 2,045 20.44 41,800 5-4. Lean Concrete m3 316 126.30 39,911 5-5. Gravel (Leveling) m3 474 36.04 17,083
Sub-total 2,027,333
Halecou Irrigation Scheme Bill of Quantity (2/3)
3-52
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
5-6. Gravel Pavement m3 474 2.25 1,067 5-7. Supply and Installing Hand Rail, GSP Pipe dia. 2.5 inch m 50 18.70 935 5-8. Gate Facilities(1) Supply and Installing Slide Gate (B1.70 * H1.00) unit 2 7,000 14,000 (2) Other Gate Facilities unit 1 40,000 40,000 5-9. Gabion (4 mm dia), Gravel (Aggregate/Cobble Stone) m3 1,184 88.24 104,476 5-10. Stone Masonry 1:3 m3 213 86.08 18,331 5-11. Plastering 1:3 m2 335 5.47 1,832 5-12. Concrete Type-A (fc' = 22.5 Mpa) for Revetment (Left Bank of River)
m3 67 149.46 10,014 5-13. Concrete Brock (0.6m*0.6m*0.6m) for Bed Protection Work
unit 16,032 47.78 766,009 5-14. Embankment with Compaction m3 6,000 7.20 43,200
6. Canal Work (Main Canal)5-1. Common Excavation m3 14,100 7.83 110,403 5-2. Embankment with Compaction (Manual Work) m3 14,100 3.51 49,491 5-3. Concrete Type-A (fc' = 22.5 Mpa) m3 1,858 149.46 277,697 5-4. Reinforcement Bar ton 29 1,425.70 41,345 5-5. Form m2 742 16.03 11,894 5-6. Lean Concrete m3 346 126.30 43,700 5-7. Gravel (Leveling) m3 519 36.04 18,705 5-8. Gravel Pavement m3 519 2.25 1,168 5-9. Slope Protection (River Bank, Gabion)(1) Gabion (4 mm dia), Gravel (Aggregate/Cobble Stone) m3 3,500 88.24 308,840
5-10. Gate (Turnout) unit 17 5,000.00 85,000 Sub-total 1,948,107
Total 4,262,034
Direct Construction Cost (A) Indirect Construction Cost (B = A * 20%)
C = A + B
Consultant Fee (D = C * 5%) Physical Contingency (E = C * 5%)
Grand Total Cost (F = C + D + E)
(US$)
255,722 255,722
5,625,885 5,625,000
4,262,034 852,407
5,114,441
Halecou Irrigation Scheme Bill of Quantity (3/3)
3-53
-
Saketo irrigation scheme
3-54
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
1. Preparatory Work1-1. Mobilization (Transportation) to Site(1) Excavator (0.45m3) trip 2 3,000.00 6,000 (2) Excavator (0.10m3) trip 3 1,500.00 4,500 (3) Bulldozer (4 ton class) trip 1 3,000.00 3,000 (4) Roller Compactor (4 ton) trip 2 3,000.00 6,000 (5) Dump Truck (4 ton) trip 2 271.38 543 (6) Water Tank Truck trip 3 316.56 950 (7) Agitator truck (3.2m3) trip 1 353.52 354 (8) Concrete Pump Truck (30m3/hr) trip 1 296.93 297 (9) Crane Truck (Hydraulic, 20ton) trip 1 378.24 378 (10) Concrete Mixer etc. trip 1 3,000.00 3,000 (11) Others trip 2 3,000.00 6,000 1-2. Site Office etc. set 1 24,445.00 24,445 1-3. Site Clearing (Cutting & Clearing of Grass, Bushes) m2 10,000 0.24 2,400 1-4. Transportation of Labor day 60 72.00 4,320 1-5. Demobilization (Transportation) from Site(1) Excavator (0.45m3) trip 2 3,000.00 6,000 (2) Excavator (0.10m3) trip 3 1,500.00 4,500 (3) Bulldozer (4 ton class) trip 1 3,000.00 3,000 (4) Roller Compactor (4 ton) trip 2 3,000.00 6,000 (5) Dump Truck (4 ton) trip 2 271.38 543 (6) Water Tank Truck trip 3 316.56 950 (7) Agitator truck (3.2m3) trip 1 353.52 354 (8) Concrete Pump Truck (30m3/hr) trip 1 296.93 297 (9) Crane Truck (Hydraulic, 20ton) trip 1 378.24 378 (10) Concrete Mixer etc. trip 1 3,000.00 3,000 (11) Others trip 2 3,000.00 6,000
2. Temporary Work2-1. Temporary Road (as a Permanent Road (Maintenance Road), Gravel Pavement)(1) Embankment with Compaction m3 2,375 7.20 17,100 (2) Gravel m3 300 36.04 10,812 (3) Gravel Pavement m3 300 4.59 1,377 2-2. Dewatering (by Pumping System) day 40 75.74 3,030
3. Earth Work3-1. Common Excavation for Construction of Sedimentation Pond & Canal
m3 977 10.11 9,877 3-2. Sand Bag (Excavated Slope Protection) m3 202 105.95 21,402 3-3. Chipping Work for Existing Wall & Existing Canal (Manual)
m3 12 14.69 176 Sub-total 156,983
Saketo Irrigation Scheme Bill of Quantity (1/3)
3-55
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
3. Earth Work3-4. Chipping Work for Existing Canal (Excavator 0.4m3) m3 87 14.69 1,278 3-5. Removal for Sand Bag (H13cm*B35cm*L45cm) m3 202 3.75 758 3-6. Backfill around Structure (Sedimentation Pond etc.) m3 740 2.10 1,554 3-7. Excavation for Banking Material (Soil) from Borrow Pit m3 2,613 7.83 20,460 3-8. Loading & Transportation of Banking Material (Soil) from Borrow Pit
m3 2,613 4.28 11,184 3-9. Loading & Transportation of Surplus Soil to Borrow Pit m3 237 4.28 1,014 3-10. Backfill of Surplus Soil at Borrow Pit m3 237 0.89 211 3-11. Transportation & Dispose of Chipping Material (Concrete & Reinforcement Bar)
m3 98 100.00 9,800
4. Concrete Work (Sedimentation Pond etc.)4-1. Concrete Type-A (fc' = 22.5 Mpa) m3 99 170.00 16,830 4-2. Reinforcement Bar ton 8 1,600.00 12,800 4-3. Form m2 311 20.44 6,357 4-4. Lean Concrete m3 14 140.00 1,960 4-5. Gravel (Leveling) m3 25 36.04 901 4-6. Gravel Pavement (Leveling) m3 25 2.25 56 4-7. Supply and Installing Hand Rail, GSP Pipe dia. 2.5 inch m 60 18.70 1,122 4-8. Gate Facilities(1) Supply and Installing Slide Gate (B1.50 * H2.00) unit 1 8,000.00 8,000 (2) Other Gate Facilities set 1 15,000.00 15,000 4-9. Concrete Pipe (Dia. 1,200mm * 5.82m) unit 1 5,000.00 5,000 4-10. Gabion (4 mm dia), Gravel (Aggregate/Cobble Stone) m3 6 88.24 529 4-11. Stone Masonry 1:3 m3 13 86.08 1,119 4-12. Plastering 1:3 m2 37 5.47 202
5. Canal Work5-1. Main Canal5-1-1. Common Excavation m3 2,660 7.83 20,828 5-1-2. Embankment with Compaction (Manual Work) m3 11,745 3.51 41,225 5-1-3. Gravel (Leveling) m3 1,317 36.04 47,465 5-1-4. Gravel Pavement (Leveling) m3 1,317 2.25 2,963 5-1-5. Stone Masonry 1:3 m3 1,199 86.08 103,210 5-1-6. Plastering 1:3 m2 8,182 5.47 44,756 5-1-7. Concrete Type-A (fc' = 22.5 Mpa) for Canal m3 812 170.00 138,040 5-1-8. Reinforcement Bar ton 13 1,600.00 20,800 5-1-9. Form m2 75 16.03 1,202 5-1-10. Gravel (Maintenance Road) m3 647 36.04 23,318 5-1-11. Gravel Pavement (Maintenance Road) m3 647 4.59 2,970
Sub-total 562,912
Saketo Irrigation Scheme Bill of Quantity (2/3)
3-56
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
5-2. Canal Structure (Main Canal)5-2-1. Concrete Type-A (fc' = 22.5 Mpa) for Canal 19 170.00 3,230 5-2-2. Form 96 16.03 1,539 5-2-3. Lean Concrete m3 3 140.00 420 5-2-4. Gravel (Leveling) m3 5 36.04 180 5-2-5. Gravel Pavement (Leveling) m3 5 2.25 11 5-2-6. Gate Facilities 0 (1) Supply and Installing Slide Gate (B1.45 * H1.00) unit 4 5,000.00 20,000 (2) Supply and Installing Slide Gate (B0.70 * H0.60) unit 4 2,000.00 8,000 (3) Other Gate Facilities (for Turnout) set 4 5,000.00 20,000 (4) Supply and Installing Slide Gate (B0.80 * H0.80) unit 1 3,000.00 3,000 (5) Other Gate Facilities (for Transition) set 1 2,000.00 2,000
5-3. Secondary Canal5-3-1. Common Excavation m3 9,220 7.83 72,193 5-3-2. Embankment with Compaction (Manual Work) m3 3,796 3.51 13,324
Sub-total 143,897 Total 863,792
Direct Construction Cost (A) Indirect Construction Cost (B = A * 20%)
C = A + B
Consultant Fee (D = C * 5%) Physical Contingency (E = C * 5%)
Grand Total Cost (F = C + D + E)
(US$)
51,828 51,828
1,140,206 1,140,000
863,792 172,758
1,036,550
Saketo Irrigation Scheme Bill of Quantity (3/3)
3-57
-
Bikaliu irrigation scheme
3-58
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
1. Preparatory Work1-1. Mobilization (Transportation) to Site(1) Excavator (0.45m3) trip 1 3,000.00 3,000 (2) Excavator (0.10m3) trip 2 1,500.00 3,000 (3) Bulldozer (4 ton class) trip 1 3,000.00 3,000 (4) Roller Compactor (4 ton) trip 1 3,000.00 3,000 (5) Dump Truck (4 ton) trip 2 271.38 543 (6) Water Tank Truck trip 1 316.56 317 (7) Agitator truck (3.2m3) trip 1 353.52 354 (8) Concrete Pump Truck (30m3/hr) trip 1 296.93 297 (9) Crane Truck (Hydraulic, 20ton) trip 1 378.24 378 (10) Concrete Mixer etc. trip 1 3,000.00 3,000 (11) Others trip 1 3,000.00 3,000 1-2. Site Office etc. set 1 20,105.00 20,105 1-3. Site Clearing (Cutting & Clearing of Grass, Bushes) m2 2,500 0.24 600 1-4. Transportation of Labor day 70 72.00 5,040 1-5. Demobilization (Transportation) from Site(1) Excavator (0.45m3) trip 1 3,000.00 3,000 (2) Excavator (0.10m3) trip 2 1,500.00 3,000 (3) Bulldozer (4 ton class) trip 1 3,000.00 3,000 (4) Roller Compactor (4 ton) trip 1 3,000.00 3,000 (5) Dump Truck (4 ton) trip 2 271.38 543 (6) Water Tank Truck trip 1 316.56 317 (7) Agitator truck (3.2m3) trip 1 353.52 354 (8) Concrete Pump Truck (30m3/hr) trip 1 296.93 297 (9) Crane Truck (Hydraulic, 20ton) trip 1 378.24 378 (10) Concrete Mixer etc. trip 1 3,000.00 3,000 (11) Others trip 1 3,000.00 3,000
2. Temporary Work2-1. Temporary Road (Gravel Pavement)(1) Embankment with Compaction m3 2,375 7.20 17,100 (2) Gravel m3 300 36.04 10,812 (3) Gravel Pavement m3 300 4.59 1,377 2-2. Dewatering (by Pumping System) day 50 75.74 3,787 2-3. Cofferdam for Head Works(1) Cofferdam for Head Works m3 1,000 4.46 4,460 (2) Sand Bag m3 50 105.95 5,298 2-4. Removal of Cofferdam(1) Removal for Cofferdam m3 1,000 3.75 3,750 (2) Removal for Sand Bag m3 50 3.75 188
Sub-total 112,295
Bikaliu Irrigation Scheme Bill of Quantity (1/3)
3-59
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
3. Head Work3-1. Rock Excavation m3 254 22.32 5,669 3-2. Backfill around Structure m3 144 2.10 302 3-3. Excavation for Banking Material (Soil) from Borrow Pit m3 2,613 7.83 20,460 3-4. Loading & Transportation of Banking Material (Soil) from Borrow Pit
m3 2,613 4.28 11,184 3-5. Loading & Transportation of Surplus Soil to Borrow Pit m3 137 4.28 586 3-6. Backfill of Surplus Soil at Borrow Pit m3 137 0.89 122 3-7. Concrete Type-A (fc' = 22.5 Mpa) m3 69 180.00 12,420 3-8. Reinforcement Bar ton 5 1,700.00 8,500 3-9. Form m2 103 20.44 2,105 3-10. Lean Concrete m3 8 150.00 1,200 3-11. Gravel (Leveling) m3 11 36.04 396 3-12. Gravel Pavement (Leveling) m3 11 2.25 25 3-13. Supply and Installing Hand Rail, GSP Pipe dia. 2.5 inch m 10 18.70 187 3-14. Gate Facilities set 1 5,000.00 5,000 3-15. Gabion (4 mm dia), Gravel (Aggregate/Cobble Stone) m3 102 88.24 9,000 3-16. VP (Dia. 150mm) m 14 120.00 1,680
4. Canal Work4-1. Main Canal4-1-1. Common Excavation m3 1,275 7.83 9,983 4-1-2. Embankment with Compaction (Manual Work) m3 1,410 10.02 14,128 4-1-3. Concrete Type-A (fc' = 22.5 Mpa) for Canal m3 108 180.00 19,440 4-1-4. Reinforcement Bar ton 1.7 1,700.00 2,890 4-1-5. Form m2 625 16.03 10,019 4-1-6. Lean Concrete m3 15 150.00 2,250 4-1-7. Gravel m3 30 36.04 1,081 4-1-8. Gravel Pavement m3 30 2.25 68 4-1-9. Gate Facilities (Stop Log) set 1 500.00 500 4-1-10. Transportation & Dispose of Existing Canal m3 40 100.00 4,000
4-2. Secondary Canal4-2-1. Common Excavation (Manual Work) m3 46 10.02 461 4-2-2. Embankment with Compaction (Manual Work) m3 46 2.75 127 4-2-3. Slope Smoothing (Excavation) m2 1,530 4.35 6,656 4-2-4. Slope Smoothing (Embankment) m2 719 4.35 3,128
Sub-total 153,567 Total 265,862
Bikaliu Irrigation Scheme Bill of Quantity (2/3)
3-60
-
No. Work Description Unit Quantity Unit Price(US$)Total(US$)
Direct Construction Cost (A) Indirect Construction Cost (B = A * 20%)
C = A + B
Consultant Fee (D = C * 5%) Physical Contingency (E = C * 5%)
Grand Total Cost (F = C + D + E)
(US$)
15,952 15,952
350,938 350,000
265,862 53,172
319,034
Bikaliu Irrigation Scheme Bill of Quantity (3/3)
3-61
-
Appendix 4
-
THE DEMOCRATIC REPUBLIC OF TIMOR-LESTE
IRRIGATION DEVELOPMENT PLAN AND
IRRIGATION ENGINEERING GUIDELINE
JAPAN INTERNATIONAL COOPERATION AGENCY (JICA)
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Contents
Summary .............................................................................................................................................. i
I. General Description ................................................................................................................... I-1 1. Introduction ................................................................................................................................... I-1 1-1. Background .............................................................................................................................. I-1 1-2. Aim of the Guideline ................................................................................................................ I-1
2. Feature of Natural Condition and Irrigation Scheme in Timor-Leste ............................................ I-2 2-1. Feature of River Discharge and Intake from River ................................................................... I-2 2-2. Actual Situation of Irrigation for Rice Crop ............................................................................. I-2 2-3. Actual Situation of Irrigation Scheme ...................................................................................... I-3 2-4. Major Point of Irrigation Development Plan in Timor-Leste ................................................... I-5
3. Water Resources Development and Survey ................................................................................. I-11 3-1. Water Resources Development ............................................................................................... I-11 3-2. Enforcement Process of Water Resources Development ........................................................ I-11 3-3. Survey of Irrigation Project Scheme ...................................................................................... I-12
II. Engineering Guideline for Irrigation Facilities .............................................................. II-1-1 II-1. Headworks .......................................................................................................................... II-1-1 1. General Description ................................................................................................................... II-1-1 1-1. Definition of Headworks ...................................................................................................... II-1-1 1-2. Basic Consideration of Headworks ...................................................................................... II-1-2
2. Investigations ............................................................................................................................. II-1-5 2-1. Investigations ....................................................................................................................... II-1-5 2-1-1. Investigations of River Conditions .................................................................................. II-1-5 2-1-2. Investigations on the Influence of Flood Control and Water Use .................................... II-1-7 2-1-3. Topographic Survey ........................................................................................................ II-1-8 2-1-4. Geological Survey ........................................................................................................... II-1-9 2-1-5. Investigations for Natural Conditions ............................................................................. II-1-9 2-1-6. Investigations for Construction Works ............................................................................ II-1-9 2-1-7. Investigations for Managements ..................................................................................... II-1-9
3. Study of Riverbed Evolution ................................................................................................... II-1-10 3-1. Natural Conditions of Riverbed Formation ........................................................................ II-1-10 3-2. Effect of River Structure on the Riverbed .......................................................................... II-1-11 3-3. Points in Investigation of Riverbed Evolution .................................................................... II-1-11 3-4. Method of Assessing Riverbed Evolution .......................................................................... II-1-12 3-4-1. Necessary Information .................................................................................................. II-1-12 3-4-2. Types of Analysis .......................................................................................................... II-1-12
4. Design of Headworks .............................................................................................................. II-1-13 4-1. Position of Headworks ....................................................................................................... II-1-13 4-2. Select the Position of Headworks ....................................................................................... II-1-14 4-3. Configuration and Arrangement ......................................................................................... II-1-14 4-4. Design Dimension .............................................................................................................. II-1-16
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4-4-1. Design Intake Water Level ............................................................................................ II-1-16 4-4-2. Ensuring Creep Length ................................................................................................. II-1-17
4-5. Fixed Weir .......................................................................................................................... II-1-19 4-5-1. Section Shape ................................................................................................................ II-1-20 4-5-2. External Forces ............................................................................................................. II-1-20 4-5-3. Apron ............................................................................................................................. II-1-21
4-6. Riprap ................................................................................................................................. II-1-21 4-6-1. Basic Concept for Engineering of Riprap Work ............................................................ II-1-21 4-6-2. Conditions Required for Riprap .................................................................................... II-1-21
4-7. Foundation Work ................................................................................................................ II-1-22 4-7-1. Function of Foundation Work ....................................................................................... II-1-22 4-7-2. Selection of Construction Method ................................................................................. II-1-22
4-8. Cut-off Wall and Dwarf Wall .............................................................................................. II-1-22 4-8-1. Cut-off Wall ................................................................................................................... II-1-22 4-8-2. Dwarf Wall .................................................................................................................... II-1-23
4-9. Intake .................................................................................................................................. II-1-23 4-9-1. Function of Intake ......................................................................................................... II-1-24 4-9-2. Location of Intake ......................................................................................................... II-1-24 4-9-3. Features of Intake Design .............................................................................................. II-1-24
4-10. Mountain Stream Intake Works ........................................................................................ II-1-25 4-10-1. Types of Mountain Stream Intake Works and Their Selection .................................... II-1-26
4-11. Enhancement of Apron ..................................................................................................... II-1-34
II-2. Canal Works ....................................................................................................................... II-2-1 1. Basic Design .............................................................................................................................. II-2-1 1-1. General Concepts ................................................................................................................. II-2-1 1-1-1. Overall Design of Irrigation Canal & Drainage Canal .................................................... II-2-1 1-1-2. Main Item to be Considered in Overall Design ............................................................... II-2-1
1-2. Procedure of Design ............................................................................................................. II-2-2 1-3. Design Discharge and Designed Level ................................................................................. II-2-6 1-3-1. Design Discharge ............................................................................................................ II-2-6 1-3-2. Designed Level ............................................................................................................... II-2-7
1-4. Selection of Canal Type ........................................................................................................ II-2-7 1-4-1. Open Channel Type ......................................................................................................... II-2-8 1-4-2. Pipeline Type ................................................................................................................... II-2-8 1-4-3. Compound Type of Open Channels and Pipelines .......................................................... II-2-9
1-5. Canal Route Selection .......................................................................................................... II-2-9 1-5-1. General Conceptions for the Canal Route Selection ....................................................... II-2-9 1-5-2. General Conditions for the Canal Route Selection .......................................................... II-2-9 1-5-3. Procedure for Canal Route Selection ............................................................................ II-2-10
1-6. Selection of Canal Structures for Open Channel Type ....................................................... II-2-11 1-6-1. Open Channel ................................................................................................................ II-2-12 1-6-2. Tunnel ........................................................................................................................... II-2-12 1-6-3. Culvert ........................................................................................................................... II-2-13 1-6-4. Siphon / Aqueduct ......................................................................................................... II-2-14 1-6-5. Drop / Chute .................................................................................................................. II-2-14
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2. Hydraulic Design ..................................................................................................................... II-2-15 2-1. Allowable Velocity ............................................................................................................. II-2-15 2-1-1. Minimum Allowable Velocity ...................................................................................... II-2-15 2-1-2. Maximum Allowable Velocity ...................................................................................... II-2-16 2-1-3. Items to be Considered in Determining Velocity .......................................................... II-2-17
2-2. Uniform Flow Calculation and Coefficient of Roughness ................................................. II-2-18 2-2-1. Classification of Open Channel Flows and Mean Velocity Formula ............................ II-2-18 2-2-2. Selection of Coefficient of Roughness .......................................................................... II-2-19 2-2-3. Effects of Canal Curvature, Sediment, and Vegetation on Coefficient of Roughness ........ II-2-21 2-2
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