-
F - 6 - 1
CTI Engineering Internationa Co., Ltd. Nippon Koei Co., Ltd
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA
Fig. 6.1 Location of Transfer Station and Sanitary Landfill
Sites for New Solid Waste Management System in
Cavite Province
-
THE STUDY ON Fig. 8.1COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Longitudinal Profile and Channel Width of Imus River (Present
Condition)
F - 8 - 1
Longitudinal Profile of Imus River (Existing)
-10
-5
0
5
10
15
20
25
30
35
40
0 2000 4000 6000 8000 10000 12000 14000
Distance from Rivermouth (m)
Ele
vation (m
in M
SL)
Deepest Riverbed
Mean Riverbed
Left Bank
Right BankA
guin
aldo
Hig
hw
ay
NIA
Can
al
Riverbed Slope
Nat
ional
Rd. B
ridge
Anab
uD
am
Channel Width of Imus River (Existing)
200
150
100
50
0
50
100
150
200
0 2000 4000 6000 8000 10000 12000 14000
Distance from Rivermouth (m)
Wid
th (m
in t
ota
l)
Width if River Channel
Steep River Gradient Gentle River Gradient
Agu
inal
do H
ighw
ay
Nat
ional
Rd. B
r.
NIA
Can
al
Anab
uD
am
-
THE STUDY ON Fig. 8.2COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Longitudinal Profile and Channel Width of Julian River (Present
Condition)
F - 8 - 2
Longitudinal Profile of Julian River (Existing)
-10.000
-5.000
0.000
5.000
10.000
15.000
20.000
25.000
30.000
35.000
40.000
0 2000 4000 6000 8000 10000 12000
Distance from Imus River (m)
Ele
vation (
m in M
SL)
Deepest Riverbed
Mean Riverbed
Left Bank
Right Bank
Sta
.0+450 B
ridg
e (
EL+4.6
)
Bucan
dala
Dam
ImusRiver
Sta
.1+430 B
ridg
e (
EL+6.3
)
Sta
.1+950 B
ridg
e (
EL+7.6
)
Sta
.4+520
Bridg
e (
EL+13.6
)
Sta
.4+850
Jul
ian
Bridge
(EL+16.6
)
Sta
.8+930
Bridg
e (
EL+32.2
)
Channel Width of Julian River (Existing)
200
150
100
50
0
50
100
150
200
0 2000 4000 6000 8000 10000 12000
Distance from Rivermouth (m)
Wid
th (
m in t
ota
l)
Width of River Channel
Bridge & Dam
NIA
Can
al
-
THE STUDY ON Fig. 8.3COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Longitudinal Profile and Channel Width of Bacoor River (Present
Condition)
F - 8 - 3
Longitudinal Profile of Bacoor River (Existing)
-10
-5
0
5
10
15
20
25
30
35
40
0 1000 2000 3000 4000 5000 6000 7000 8000
Distance from Rivermouth (m)
Ele
vation (m
in M
SL)
Deepest Riverbed
Mean Riverbed
Left Bank
Right Bank
Nat
ional
Rd. B
ridge
Bridge
SMBacoor
Pan
apaa
nB
ridge
Agu
inal
doH
.W.
Flat
Steep
FishPond Sub-Division
Channel Width of Bacoor River (Existing)
200
150
100
50
0
50
100
150
200
0 1000 2000 3000 4000 5000 6000 7000 8000
Distance from Rivermouth (m)
Ele
vation (
m in M
SL)
Width if River Channel
Fishpond Area SubdivisionAguinaldoHighway
SMBacoor
: Main Bridge
-
THE STUDY ON Fig. 8.4COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Longitudinal Profile and Channel Width of San Juan River
(Present Condition)
F - 8 - 4
Longitudinal Profile of San Juan River (Existing)
-10.000
-5.000
0.000
5.000
10.000
15.000
20.000
25.000
30.000
35.000
40.000
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance from Rivermouth (m)
Ele
vation (
m in M
SL)
Deepest Riverbed
Mean Riverbed
Left Bank
Right Bank
Left Dike
Right Dike
Merging withYlang-Ylang River
Bay
an D
am
NIA
Can
al
Nove
reta
Div
ers
ion B
r.
Nove
reta
Br.
Yla
ng-
Yla
ng
Br.
Flat
Steep
Flat
Channel Width of San Juan River (Existing)
200
150
100
50
0
50
100
150
200
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance from Rivermouth (m)
Wid
th (m
in t
ota
l)
Width of River Channel
Bay
an D
am
NIA
Can
al
Nove
reta
Div
ers
ion B
r.
Nove
reta
Br.
Yla
ng-
Yla
ng
Br.
Ylang-Ylang River
-
THE STUDY ON Fig. 8.5COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Longitudinal Profile and Channel Width of Ylang-Ylang River
(Present Condition)
F - 8 - 5
Longitudinal Profile of San Juan - Ylang-Ylang River
(Existing)
-10.000
-5.000
0.000
5.000
10.000
15.000
20.000
25.000
30.000
35.000
40.000
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance from Rivermouth (m)
Ele
vation (
m in M
SL)
Deepest Riverbed
Mean Riverbed
Left Bank
Right Bank
Left Dike
Right Dike
Merging withSan Juan River
NIA
Can
al
Nove
reta
Div
ers
ion B
r.
Nove
reta
Br.
Yla
ng-
Yla
ng
Br.
Flat
Steep
Channel Width of San Juan - Ylang-Ylang River (Existing)
200
150
100
50
0
50
100
150
200
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance from Rivermouth (m)
Wid
th (m
in t
ota
l)
Width if River Channel
Nove
reta
Div
ers
ion B
r.
Nove
reta
Br.
Yla
ng-
Yla
ng
Br.
NIA
Can
al
San Juan River Ylang-Ylang River
San Juan River
-
THE STUDY ON Fig. 8.6COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Longitudinal Profile and Channel Width of Canas River (Present
Condition)
F - 8 - 6
Longitudinal Profile of Canas River (Existing)
-10
-5
0
5
10
15
20
25
30
35
40
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Distance from Rivermouth (m)
Ele
vation (
m in M
SL)
Deepest Riverbed
Mean Riverbed
Left Bank
Right Bank
Left Dike
Right Dike
Road Surface Elevation along Left Bank
Road Surface Elevation along Left Bank
NIA
Can
al
Plu
cena
Dam
Teje
ro B
r.
Flat
Steep
Flat
Channel Width of Canas River (Existing)
200
150
100
50
0
50
100
150
200
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Distance from Rivermouth (m)
Wid
th (
m in t
ota
l)
Width if River Channel
Teje
ro B
r.
NIA
Can
al
Plu
cena
Dam
-
F - 8 - 7
THE STUDY ON
COMPREHENSIVE FLOOD MITIGATION FOR CAVITE LOWLAND AREA
CTI Engineering International Co., Ltd. Nippon Koei Co., Ltd
Fig. 8.7 Targeted River Stretch for River Channel Improvement
for 20-year Return Period Flood
-
F - 8 - 8
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.8
Proposed Sites for Off-site Flood Retarding Basins and On-site
Retention Ponds
-
F - 8 - 9
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.9
Proposed Alignment of San Juan Diversion Channel
w/ on-site w/o on-site2-year 0 605-year 200 27010-year 430
48020-year 670 700
Design Discharge (m3/s)
-
F - 8 - 10
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.10
Conceived Structural Measures against Inland Flood based on
Coastal Dike with Tidal Gates
(Alternative D-1 : Full Protection)
-
F - 8 - 11
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.11
Conceived Structural Measures against Inland Flood based on Ring
Dike System (Alternative D-2 : Full Protection)
-
F - 8 - 12
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.12
Conceived Structural Measures against Inland Flood based on
Coastal Dike with Tidal Gates
(Alternative D-1 : Partial Protection)
-
F - 8 - 13
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.13
Conceived Structural Measures against Inland Flood based on Ring
Dike System
(Alternative D-2 : Partial Protection)
-
Design Discharge Distribution of Imus RiverBasin
Fig. 8.14
F - 8 - 14
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA
CTI Engineering International Co., Ltd.Nippon Koei Co., Ltd
Bacoor Bay
10
Island CoveBridge
8
Daan BukidCreek
Habay Bridge
Bacoor River
Imus River
Palico Bridge
7
Muntino Bridge
Banalo Bridge9
Balsahan Bridge Imus Bridge
Taclong II Bridge
Julian River
1
NIA Canal
4 3
AnabuDam
2
5
6
Triburary
Triburary
Triburary
7u8u8d
9u
4u
5u
3-2 3-1
1d
Retarding Basin
2-year 5-year 10-year 20-year 2-year 5-year 10-year 20-year1 310
430 500 600 250 350 430 550
1d 190 250 280 350 160 210 250 3002 280 380 440 520 230 320 390
4703 130 160 170 190 90 120 140 160
3-1 170 180 180 180 150 180 180 1803-2 100 130 140 140 70 110
130 1404u 110 130 140 150 70 110 130 140
4 85 120 130 130 55 95 120 1305u 30 35 35 35 25 35 35 35
5 15 15 15 15 15 15 15 156 350 450 520 540 290 400 470 530
7u 80 100 110 130 70 90 100 1207 25 45 55 60 20 40 50 60
8u 75 75 75 75 70 75 75 758 50 50 50 50 50 50 50 50
8d 35 45 55 60 35 45 50 559u 65 65 65 75 65 65 65 70
9 50 75 95 110 50 70 80 10010 370 450 520 560 320 400 470
550
Point No.
Peak Discharge for Each Return Period (m3/s)with On-Site
F_I.3without On-Site
F_I.2
BucandalaDam
-
Design Discharge Distribution of San Juan RiverBasin
Fig. 8.15
F - 8 - 15
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA
CTI Engineering International Co., Ltd.Nippon Koei Co., Ltd
Bacoor Bay
San JuanBridge
5
Panamitan Bridge
NIA Canal
2 1
3
Ylang-Ylang River
San Juan River
Pasong KastilaDam
4
Ilang-IlangBridge
Panamitan River
6
BayanDamDiversion
Diversionpoint
3d
1d
4u
Retarding Basin
2-year 5-year 10-year 20-year 2-year 5-year 10-year 20-year1 160
230 350 470 130 220 340 460
1d 120 130 140 160 120 130 140 1602 180 240 270 300 170 230 260
2903 270 370 490 620 220 300 430 580
3d 200 220 250 320 190 210 240 3004u 220 260 290 350 200 240 280
330
4 170 210 260 350 170 200 240 3305 330 420 485 610 310 410 460
5806 330 420 485 610 310 410 460 580
Point No.
Peak Discharge for Each Return Period (m3/s)with On-Site
F_S.5Rwithout On-Site
F_S.2
-
Design Discharge Distribution of San Juan RiverBasin
Fig. 8.16
F - 8 - 16
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA
CTI Engineering International Co., Ltd.Nippon Koei Co., Ltd
Bacoor Bay
San JuanBridge
5
Panamitan Bridge
NIA Canal
2 1
3
Ylang-Ylang River
San Juan River
Pasong KastilaDam
4
Ilang-IlangBridge
Panamitan River
6
BayanDamDiversion
Diversionpoint 7
Proposed Diversion Channel
2-year 5-year 10-year 20-year 2-year 5-year 10-year 20-year1 160
230 350 470 130 220 340 4602 220 340 460 600 190 320 450 5803 270
370 490 620 220 300 430 5804 280 390 510 640 220 330 460 6005 350
400 400 400 340 400 400 4006 350 400 400 400 340 400 400 4007 60
270 480 700 0 200 430 670
Point No.
Peak Discharge for Each Return Period (m3/s)with On-Site
F_S.5Dwithout On-Site
F_S.3
-
Design Discharge Distribution of San Juan RiverBasin
Fig. 8.17
F - 8 - 17
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA
CTI Engineering International Co., Ltd.Nippon Koei Co., Ltd
Bacoor Bay
San JuanBridge
5
Panamitan Bridge
NIA Canal
2 1
3
Ylang-Ylang River
San Juan River
Pasong KastilaDam
4
Ilang-IlangBridge
Panamitan River
6
BayanDamDiversion
Diversionpoint
3d
1
4u
Retarding Basin
7
Proposed Diversion Channel
2-year 5-year 10-year 20-year 2-year 5-year 10-year 20-year1 160
230 350 470 130 220 340 460
1d 150 210 250 270 120 190 240 2602 170 320 370 390 170 290 370
3903 270 370 490 620 220 300 430 580
3d 260 350 410 450 190 290 380 4404u 270 370 440 480 200 320 400
470
4 260 330 390 420 190 280 360 4105 350 400 400 400 320 400 400
4006 350 400 400 400 320 400 400 4007 40 200 250 300 0 150 250
300
with On-SitePoint No.
Peak Discharge for Each Return Period (m3/s)
F_S.4withwithout On-Site
F_S.4wo
-
F - 8 - 18
THE STUDY ON COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREA CTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd
Fig. 8.18
Design Discharge Distribution for Inland Drainage Channel
(with On-site Retention Pond)
-
THE STUDY ON Fig. 8.19COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Design Longitudinal Profile of Imus and Bacoor/Julian River
F - 8 - 19
Longitudinal Profile of Imus River(Improvement Plan)
-10
-5
0
5
10
15
20
25
30
35
40
0 2000 4000 6000 8000 10000 12000 14000
Distance from Rivermouth (m)
Ele
vation (m
in M
SL)
Deepest Riverbed
Left Bank
Right Bank
Design High Water Level
Design Dike Level
Design Riverbed
Bac
oor
Riv
er
Agu
inal
do H
ighw
ay
NIA
Can
al
Nat
ional
Rd.
Br.
Anab
uD
am
EL+0.8m
EL+2.40m(Sta.4+000)
EL+28.5EL+25.4m
(Sta.12+000)
1/2,500
1/250
1/250
1/750
Longitudinal Profile of Bacoor River(Applicable Max. Improvement
Plan)
-10
-5
0
5
10
15
0 1000 2000 3000 4000 5000 6000 7000 8000
Distance from Rivermouth (m)
Ele
vation (m
in M
SL)
Deepest Riverbed
Left Bank
Right Bank
Design H.W.L.
Design Dike Level
Design Riverbed
Nat
ional
Rd.
Bridg
e
Bridg
e
SM
Bacoor
Pan
apaa
nB
ridg
e
Agu
inal
doH
.W.
Flat
Steep
Fish
Pond Sub-Division
Longitudinal Profile of Julian River (Plan)
-10.000
-5.000
0.000
5.000
10.000
15.000
20.000
25.000
30.000
35.000
40.000
0 2000 4000 6000 8000 10000 12000
Distance from Imus River (m)
Ele
vation (m
in M
SL)
Deepest Riverbed
Left Bank
Right Bank
Design H.W.L.
Design Dike Level
Design Riverbed
Sta
.0+450 B
ridg
e (
EL+4.6
)
Bucan
dala
Dam
Imus
River
Sta
.1+430 B
ridg
e (
EL+6.3
)
Sta
.1+950 B
ridg
e (
EL+7.6
)
Sta
.4+520
Bridg
e (
EL+13.6
)
Sta
.4+850
Julia
n B
ridg
e(E
L+16.6
)
Sta
.8+930
Bridg
e (
EL+32.2
)
-
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd
Nippon Koei Co., Ltd
Fig. 8.20Typical River Channel ImprovementPlan of Imus River
F - 8 - 20
2+700 3+200
3+000
30m for 5-year return period
35m for 10-year return period
40m for 20-year return period
MSL+0.00MSL+0.00
MSL+0.00
Existing Cross-Section Line
Existing Cross-Section Line
Standard Cross-Section LineStandard Cross-Section LineExisting
Cross-Section Line
Standard Cross-Section Line
-4.00
+1.73
+1.73~3.84
-4.0~-1.83
D.H.W.L
3000
BasicallyNo need to ImproveNo Need to Improve
Dredging
4000 50,000~100,000 4000
2000
30,000
Raising of Existing Road Step Revetment
H:B=1:3.0 H:B=1:2.0 H:B=1:2.0
H:B=1:3.0
1000
5730
300024,500
800
5700
~~6
500
28002800 4000 400010,000
2000
Riprap Filling
1:2.01:2.0
Installation ofParapet Wall/Embankmentwhen needed
Installation ofParapet Wall/Embankmentwhen needed
Standard Cross-Section Linefor 20-year return period with
on-site
Standard Cross-Section Linefor 10-year return period with
on-site
Installation ofParapet Wall/Embankmentwhen needed
Excavation/Dredging
Standard Cross Section (Sta.0+000~Sta.2+000:Rivermouth to
Binakayan Bridge):400m3/s(For All Alternatives)
Standard Cross Section (Sta.2+000~Sta.3+200:Binakayan Bridge to
Merging with Julian R.):400m3/s(For Partial Improvement: F_I.2 and
F.I.3)
(Typical)
(Typical)
Typical Cross Section for Full-Scaled Improvement : 660, 810 and
970m3/s(For Partial Improvement: F_I.2 and F.I.3)
-
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd
Nippon Koei Co., Ltd
Fig. 8.21
Typical River Channel Improvement Plan of Bacoor River
F - 8 - 21
21,000
3000 3000
Existing Cross-Section Line
Standard Cross-Section Line0+800
Embankment Embankment
Existing Cross-Section Line
EmbankmentEmbankmentExcavation /
Dredging
2+800
4+600
Existing Cross-Section LineInstallation ofParapet Wall /
EmbankmentWhen needed
Steel Sheet Pile/Wet Stone Masonry Revetment
Excavation /Dredging
Excavation /Dredging
Existing Cross-Section Line
Standard Cross Section (Sta.0+000~Sta.3+000:Rivermouth to
Fishpond Area: 100~135m3/s)
2500 1700
600
46,2003,000 3,000
(Typical)
Standard Cross Section (Sta.4+000~Sta.5+000:SM Bacoor to
Aguinaldo H.W.)
For Full Scaled ImprovementQ=125m3/s
For Partial ImprovementQ=65m3/s
3000 3000
15,000
2800
600
600
36,800
2800
~4158
4+600
(Typical)
Partial Full Scaled
D.H.W.L
Standard Cross-Section Line
D.H.W.L D.H.W.L
Standard Cross-Section Line
-
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd
Nippon Koei Co., Ltd
Fig. 8.22Typical River Channel ImprovementPlan of Julian
River
F - 8 - 22
1:0.
5
1:0.5
H.W.L
15.700
2.0009.0002.000
0.60
02.
100
2.50
0
4.500
8.600
3.50
00.
600
1:0.
5
1:0.5
H.W.L1:0.5
1:0.
5
10.300
6.000
5-year : 120m3/s2-year : 90m3/s
2.000 13.000 2.000
19.700
H.W.L1:0.5
Sta.0+000-Sta.4+800(Bucandala Dam)
5-year return period : 200m3/s
12.100
8.000
3.50
00.
600
H.W.L
1:0.5 1:0.
5
2-year : 90m3/s 5-year : 120m3/s
H.W.L
Sta.8+000-Sta.10+000Sta.4+800-Sta.8+000
2-year return period : 140m3/s
0.60
03.
500
2.50
02.
100
0.60
0
1:0.
5
1:0.
51:0.5
H.W.L
0.60
03.
500
6.000
10.100
H.W.L
2-year: No Improvement for Lower Channel with Dike of Upper
Channel5-year: Widening and Dike
H.W.L
2-year: No Improvement5-year: Widening is required.
H.W.L H.W.L
2-year: No Improvement5-year: No Improvement
1+400 2+200
4+400 6+600
2-year: Widening / Dike5-year: Widening / Dike
Standard Cross Section of Julian River : 2-year (140m3/s)
(Partial) and 5-year return period (200m3/s) (Full Scaled)
Existing Cross-Section Line
Standard Cross-Section Linefor 2-year return period
Standard Cross-Section Linefor 5-year return period
-
THE STUDY ON Fig. 8.23COMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd.
Nippon Koei Co., Ltd.
Design Longitudinal Profile of San Juan and Ylang-Ylang
River
F - 8 - 23
Longitudinal Profile of San Juan River(For All Scaled River
Improvement)
-10.000
-5.000
0.000
5.000
10.000
15.000
20.000
25.000
30.000
35.000
40.000
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance from Rivermouth (m)
Ele
vati
on (m
in M
SL)
Deepest Riverbed
Left Bank
Right Bank
Desing H.W.L
Desing Dike Level
Design Riverbed
Merging with
Ylang-Ylang River
Bay
an D
am
NIA
Can
al
EL+0.8m
EL+5.8m(Sta.6+000)
EL+18.375EL+20.643m(Sta.10+550)
1/1,200
1/500
1/400
Novere
ta D
ivers
ion B
r.
Novere
ta B
r.
Yla
ng-Yla
ng B
r.
Longitudinal Profile of San Juan - Ylang-Ylang River (Plan)
-10.000
-5.000
0.000
5.000
10.000
15.000
20.000
25.000
30.000
35.000
40.000
0 2000 4000 6000 8000 10000 12000 14000 16000
Distance from Rivermouth (m)
Ele
vation (
m in M
SL)
Deepest Riverbed
Left Bank
Right Bank
Design H.W.L
Design Dike Level
Design RiverbedMerging with
San Juan River
Nov
ere
ta D
iver
sio
n B
r.
Nov
ere
ta B
r.
Yla
ng-
Yla
ng B
r.
1/1,000
1/270
EL+0.8m
EL+6.00m(Sta.6+000)
EL+30.444m(Sta.12+600)
NIA
Can
al
-
THE STUDY ONCOMPREHENSIVE FLOOD MITIGATION
FOR CAVITE LOWLAND AREACTI Engineering International Co.,
Ltd
Nippon Koei Co., Ltd
Fig. 8.24
Typical River Channel ImprovementPlan of San Juan River
F - 8 - 24
3,50
0~4
,000
2.00
0
3.000 7.500~8.000
5.000 4.000 25.000 4.000 5.000 3.0007.500~8.000
3.000 43.000~45.000 3.000
3.000 4.000 25.000 4.000 3.000
2.00
04.
367
2+300
Standard Cross-Section Linefor 20-year return period with
on-site
Standard Cross-Section Linefor 10-year return period with
on-site
Standard Cross-Section Line
Excavation/Dredging
Excavation/Dredging
Embankment
Embankment
Standard Cross Section (Sta.0+000~Sta.1+700:Rivermouth Area :
400m3/s)(For All Alternatives)
Standard Cross Section (Sta.1+700~Sta.4+800:Brgy. Sta.
Isabel~Merging P.) : 600, 810 and 1050m3/s(For : Full Scaled
Improvement)
0+900
(for 5-year return period)
(Typical)
(Typical)
-
Figures6.1 Location of Transfer Station and Sanitary Landfill
Sites forNew Solid Waste Management System in Cavite Province8.1
Longitudinal Profile and Channel Width of Imus River (Present
Condition)8.2 Longitudinal Profile and Channel Width of Julian
River (Present Condition)8.3 Longitudinal Profile and Channel Width
of Bacoor River(Present Condition8.4 Longitudinal Profile and
Channel Width of San Juan River(Present Condition)8.5 Longitudinal
Profile and Channel Width of Ylang-Ylang River(Present
Condition)8.6 Longitudinal Profile and Channel Width of Canas River
(Present Condition)8.7 Targeted River Stretch of River Channel
Improvementfor 20-year Return Period Flood8.8 Proposed Sites for
Off-site Flood Retarding Basins andOn-site Retention Ponds8.9
Proposed Alignment of San Juan Diversion Channel8.10 Conceived
Structural Measures against Inland Flood based onCoastal Dike with
Tidal Gates (Alternative D-1 : Full Protection)8.11 Conceived
Structural Measures against Inland Flood based onRing Dike System
(Alternative D-2 : Full Protection)8.12 Conceived Structural
Measures against Inland Flood based onCoastal Dike with Tidal Gates
(Alternative D-1 : Partial Protection)8.13 Conceived Structural
Measures against Inland Flood based onRing Dike System (Alternative
D-2 : Partial Protection)8.14 Design Discharge Distribution of Imus
River Basin8.15 Design Discharge Distribution of San Juan River
Basin8.16 Design Discharge Distribution of San Juan River Basin8.17
Design Discharge Distribution of San Juan River Basin8.18 Design
Discharge Distribution for Inland Drainage Channel8.19 Design
Longitudinal Profile of Imus and Bacoor/Julian River8.20 Typical
River Channel Improvement Plan of Imus River8.21 Typical River
Channel Improvement Plan of Bacoor River8.22 Typical River Channel
Improvement Plan of Julian Ri8.23 Design Longitudinal Profile of
San Juan and Ylang-Ylang River8.24 Typical River Channel
Improvement Plan of San Juan River8.25 Layout Plan of Retarding
Basin and Retention Pond (1/4)- in Imus River Basin8.26 Layout Plan
of Retarding Basin and Retention Pond (2/4)- in/sround Imus River
Basin
