The effort in reducing flooding by polder system, the case of East Sunter area, Jakarta - repository civitas UGM

ISBN: 978-602-95687-1-4

INTERNATIONAL WORKSHOP ON
MULTIMODAL SEDIMENT DISASTERS
TRIGGERED BY
HEAVY RAINFALL'AND EARTHQUAKE
AND THE COUNTERMEASURES

March 8 - 9, 2010
Yogyakarta, INDONESIA

TABLE OF CONTENTS
PREFACE ......................................................................................................................
1. Effect of Sabo Facilities after Gigantic Collapse in Mt. Bawakaraeng
lsprasetya Basuki, Haeruddin C. Maddi, S. Matsunaga, N. Mizuno

.............................. .

2.

The Occurrence of Landslides by The Earthquake Off The Coast ofPadang

3.

Application of Probabilistic Analysis for Prediction for Initiation of Landslide

Toshiyashu Ueno, Shusaku Shiiba .................... ............. ....... .......... .......... ..... ..... .......
A.S. Muntohar

4.

.................................................................................................................
.........................................................................

..................................................................................

55

...............................................................................

67

Numerical Analysis of Bank Erosion Process Along Banks Composed of Both
Cohesive and Non-Cohesive Layers
Hiroshi Takebayashi, Masaharu Fujita, Puji Harsanto

9.

45

Study on Sediment Management in Volcanic Area by Considering Disasters
Mitigation and Resources Management
J. lkhsan, M. Fujita, H. Takebayashi

8.

35

An Investigation into Multi-phase Slope Failure by Experimental and Modeling
Approach
D. Tsutsumi, M. Fujita, S. Oshio

7.

23

Time Variation of Sediment Runoff from Collapsed Mass Caused by Large-scale
Landslide at Mt.Bawakaraeng, South Sulawesi, Indonesia
Katsuo Sasahara, YShimizu, N. Osanai, T.Yamakoshi, K.Tamura, S. Doshida, K.Tsutui.

6.

13

Flow Characteristics ofSesayap River, East Kalimantan Province, Indonesia
P. Harsanto, M Fujita, H. Takebayashi

5.

v

.................................................

77

Impacts of Sediment Management on Socio-economic and Environment in Mt.
Merapi Area
M Fujita, J. lkhsan, H. Takebayashi

.............................................................................

87

10. Lessons Learned from South-East Asian Floods
Rabindra Osti, Kuniaki Miyamoto

.... ............. ... ... ............... .............................................

97

11. The Development of Disaster Education Material for Kindergarten Schools to Support

the Mt. Merapi Disaster Mitigation Program
............................................................... 113

S.P. Saraswati, ,D. Legono, D. A. Prasetya

12. A Self-Evacuation Drills Development Program for Community Resilience against
Mt. Merapi Disaster
T.F. Fathani, D. Legono

................................................................................................ 125

13. The Community Institution Establishment and Its Role in Sustainable Environmental
Management at Mt. Merapi Area
B. Kamulyan, Darmanto, D. Legono, B. Zurkurniyanti

................................................. 137

14. A Review of Tsunami Disaster Mitigation in Parangtritis Beach Indonesia
R. Triatmadja, A. Nurhasanah, C. Paotonan

................................................................. 151

15. Socio-cultural Perspective on the Effect of Soil Erosion from an Upland Cultivation
Fields (A Case Study: Mrica Watershed, Central Java, Indonesia)
N. Suwartha, T. Marhendi, D. Legono, T. Yamada

v

........................................................ 161

16. The Effort in Reducing Flooding by Polder System, The Case of East Sunter Area,
Jakarta
A.P. Rahardjo, D. Legono, P. Harsanto

......................................................................... 175

17. Fingerprinting The Sediment Sources of Fine Sediment to Bili Bili Reservoir Using
Fallout Radionuclides
y. Onda, F. Wakiyama, T. Furukawa, S. Matsunaga, T. Watanabe ............................... 187
18. Studies on Development and Application of General-purpose Debris Flow Simulation

System Equipped with GUl
K. Nakatani, T. Wada, Y. Satofuka, T. Mizuyama

.......................................................... 197

19. Flow Fields and Local Scour Around Single and Two Abutments
Bambang Yulistyanto

...................................................................................................... 207

20. Study on Suspended Sediment Sampling Location Intransversal Direction of Uniform
Open Channel Flow
Bambang Agus Kironoto, Bambang Yulistyanto

............................................................. 217

21. Monitoring of Large Earthquake Induced Landslide Dam and Subsequent Discharge
from Small Mountainous Watersheds, A Case Study of The 2004 Mid Niigata
Prefecture Earthquake, Japan
A. Matsuoka, T. Yamakoshi, K. Tamura, Y. Nagai, S. Yamamoto, J. Maruyama, T. Kotake 225

22. Numerical Simulation on Sediment Runoff Process with Sediment Dredging in the
Gendol River Basin, Indonesia
Yoshifumi Satofuka, Miho Tanaka, Mayumi Shiraki
...................................................... 235
23. Analysis of Satellite Images for Land Cover and the Changing at South Area ofMt. Merapi
H. lvfatsuyoshi, K. Miyamoto
.......................................................................................... 245
24. Public Awareness in Disaster Management through Participatory Rural Appraisal
Joko Sujono, D. Legono ................................................................................................... 255

25. A Framework for Renovation Strategy of Sediment-related Disasters
Chjeng-Lun Shieh, Wen-Chi Lai, Chun-Ming Wang, Chia-Hsing Lin, Chih-Wei Huang,
.......................................................................................................... 265
Min-Lang Huang

VI

In"mali,"al Wo,kslwp on Mul'lmodal "dim,"' m,a,"" r,lggmd by HUNY Rainfall and &"'hqa,

In-

and the Countermeasu
Yogyakarta, INDONESIA, March 8-9, 21

The effort in reducing flooding by polder system, the case of East
Sunter area, Jakarta
A.P. Rahardjo ,
Dr., Civil and Environtmental Engineering Department, Universitas Gadjah Mada, Indonesia
Email: adam@tsipil.ugm.ac.id

D. Legono
Professor, Civil and Environtmental Engineering Department, Universitas Gadjah Mada, Indonesia
Email: djokolegono@yahoo.com

P. Harsanto.
Mr., Civil Engineering Department, Universitas Jenderal Soedirman, Indonesia
Email: puji_hr@yahoo.com

Abstract

Since the rapid growing of some cities in the low-land areas along the North coast of Java,
more areas are needed for the expansion of the economic activites such as industries, hal/sing
and other supporting uses. Nowdays, the utilization of such areas has exceeded the drainage
capacity of the natural or man made canals, therefore, it needs for drainage technology to
reduce the severe inundation that comes every year.
This paper presents the study for expanding pump-polder system to shorten the period and to
lower the inundation in the East Sunter areas in the North-East of Jakarta. The West Sunter
area is already served by the Kelapa Gading drainage system that utilizes several pumps and
canal networks. At some places the network connects to the old Kali Sunter. In the time being,
the East Sunter is served by the old river Kali Sunter and Cakung Drain (a 100 m wide
drainage canal) that carries the water to the Jakarta Bay. The old Kali Sunter flows into
Cakung Drain at the downstream reach controled by a gate. The system is no longer effective to
drain the severe inundation on the area.
Two polders are proposed for temporary collecting the run-off effectively from the drainage
sub-areas before pumped to the Drain. These polder must be able to depress the water surface
on the area as soon as possible by gravity, therefore, the water surface in the polders must be
controlled always sufficiently low when needed. Moreover, the micro drainage canals are also
must be able to convey the run-off to the polders. The old Kali Sunter is also proposed to be
normalized along some reaches. By this means the old Kali Sunter will be set as another polder

and canal at the same time. As a polder, the junction to the Cakung Drain at the downstream
end needs to be closed and the water is pumped up to the Drain in order to keep the water
surface in the old Kali Sunter low enough. Some hydrodynamic simulations were carried out to
evaluate some scenarios of the system operation and the needed capacity of the pumps and the
canals.
175

The Effort in Reducing Flooding by Polder System, the Case of East Sunter Area, Jakarta

1.

INTRODUCTION

Many lowland areas along the north coast of Java island, that are parts of densely populated cities
have flooding problem every year. In the past those lowland areas were swamps that performed as
natural retaining basin in the rainy season, that means the flood came first. Since the growth of the
cities, more lands are needed for the expansion of the economic activites such as industries, housing
and other supporting uses. Nowdays, the utilization of such areas has exceeded the drainage capacity
of the natural or man made canals, therefore, it needs for drainage technology to reduce the severe
inundation coming every years.
This paper presents the study for expanding pump-polder system to shorten the period and to lower
the inundation in the East Sunter areas in the North-East of Jakarta shown in Fig. I. The West Sunter
area is already served by the Kelapa Gading drainage system that utilizes several pumps and canal
networks (Dinas Pekerjaan Umum, Propinsi DKI, 2007). At some places the network connects to the
old Kali Sunter. In the time being, the East Sunter is served by the old Kali Sunter. This river is
already narrowed and aggradated by sediment and solid waste materials at some reaches. Part of the
drainage area in the East side, run-off on the higher land flows directly to the Drain, a 100 m wide
man-made canal that carries the water to the Jakarta Bay. The old Kali Sunter also flows into this
Drain at the downstream reach controled by a gate. (

JAKARTA
MASTER PLAN 1973

*;,

Fig. 1: 1973 Master Plan of Jakarta drainage network and the study area (Nedeco, 1973, in Departemen
Permukiman dan Prasarana Wilayah, 2000).
176

International Workshop on Multimodal Sediment Disasters Triggered by Heavy Rainfall and Earthquake
and the Countermeasures

2.

METHODOLOGY

Two polders and one long storage are proposed for temporary collecting the run-off from the drainage
sub-areas before pumped to the Cakung Drain. The polders and the long storage must be able to
depress the water surface on the area as soon as possible by gravity, therefore, the water surface in the
polders and the long storage must be controlled always sufficiently low when needed. Moreover, the
micro drainage canals are also must be able to convey the run-off to the polders and the long storage.
The old Kali Sunter is also proposed to be normalized, that means, dredged and widened along some
reaches. By this means the old Kali Sunter will be set as another polder and canal at the same time. As
a polder, the junction to the Drain at the downstream end needs to be closed and the water is pumped
up to the Drain in order to keep the water surface in the old Kali Sunter low enough.
In verifYing the design of polder system, ten year return period design rainfall was used. This rainfall
then gives design discharge to the drainage system in Sub-area, as shown in Fig. 3, and the upstream
catchment areas. See Fig. 4 to 6. The existing condition was simulated based on these discharge data.
The proposed condition needs to regroup the Sub-areas according to the polder and long storage
system. Figure 2. Shows the division of the study area to four drainage areas, namely Polder I
Catchment Area, Polder II Catchment Area, Existing KBN Drainage System and Long Storage
Catchment Area.

Location
Polder

of

~:"

~

Polder I Catchment

..__ J

r:}~

Existing KBN Drainage

Polder II Catchment
Long Storage Catchment

Fig. 2: Schematic diagram of the proposed drainage system.
177

The Effort in Reducing Flooding by Polder System. the Case of East Sunter Area. Jakarta

Sub Area 8
2557941 m2

Sub Area 7
2022975 m2

Sub Area 1d
363868 m2

SII h ArB rl 6
2214199 m2

Sub Area 4
931 418 m2

Sub Area 5
1808913 m2

Sub Area 1c
471123m 2

Sub Area 3
2279912 m2

Sub .Aore a 1b
411561 m2

Sub Area 2
1144872 m2

Sub Area 1a
654482 m2

Fig. 3: Existing Sub-area division.

178

International Workshop on Multimodal Sediment Disasters Triggered by Heavy Rainfall and Earthquake
and the Countermeasures

,

Sea water level
\

•/~

.;

-J

QSA7

I
I

QSA8

QSA~!

QSAlc

--..\ \

/

/
/

\

QSAlb
QSAla

/

.

/

-

-~

- . - . -+
~

/

\

• QSA2/
/" I I
.I

'.,

•

e

'.I

.,

Cakung Drain System
Old Cakung River System
Petukangan River System
Local Inflow Location for
Each Sub-area
Upstream Inflow Location

'.QCD
Figure 4 Existing hydraulic scheme.

179

The Effort in Reducing Flooding by Polder System. the Case of East Sunter Area. Jakarta

Legend:
OSA5

= inflow from Sub Area 5

OSA1b

=inflow from Sub Area 1a
=inflow from Sub Area 1b

OSA6

= inflow from Sub Area 6

OSA1C

= inflow from Sub Area 1c

OSA7

= inflow from Sub Area 7

OSA1d

= inflow from Sub Area 1d

OSA8

= inflow from Sub Area 8

OSA2

=inflow from Sub Area 2
=inflow from Sub Area 3
=inflow from Sub Area 4

OPTK

=inflow from Petukangan River
=inflow from Cakung Drain

OSA1a

OSA3
OSM

Oco

25

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---Sib Ar~31b

20

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-.;,- Sltr ~.ra
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--.0- SIb l\te;' 5
--"- Sit· Area.5

·-~

SwArea7

. -e"'

Sob Ar~a

S

.;'1

''-'
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Figure 5 Inflow discharge from Sub-areas.

Hydrodynamic simulations were carried out to evaluate some scenarios of the system operation and
the needed capacity of the pumps and the canals. See Fig. 6. and Table 1. The simulation focus on
combination of gate, pumps at upstream and downstream junctions of the Old Sunter River and the
Cakung Drain. At this stage, the effect of pumps operation variation that deliver polder water to
Cakung Drain has not been evaluated.

180

The Effort in Reducing Flooding by Polder System. the Case of East Sunter Area. Jakarta
Table 1. Scenarios of the System Polders and Long Storage to be Evaluate
Alt.

No.

Gate and Pump at Junctions of
Long storage to CD

Upstream Junction Pumps

Downstream Junction Pumps

One pump with Q = 4 m3/s

One pump with Q = 4 m3/s

Two pumps with Q = 4 m3/s each

Two pumps with Q = 4 m3/s each
................... _.........._.........•
Two pumps with Q = 4 m3/s each & One
pump with Q = 2 m3/s

Open gates with no pump
Closed gates with pumps at
downstream and upstream junctions

2
3

- _.......

4
1------1

5

6

3.

Closed gates with pumps at
downstream and... _.............
upstream
junctions
...- . ...... ............._.

............ ......._.........

Closed gates with pumps at
downstream and upstream junctions

_..........-

.....•...........

Two pumps with Q = 4 m3/s each &
One pump with Q = 2 m3/s
.......................................................... -........
...................... -.-.........
Two pumps with Q = 4 m3/s each &
Three pumps with Q = 6 m3/s each
Onep~fTl
wit~9=
2 m3/s
....

......... . . . . ...... ..... ... ......... ............ ....................... .............-......

Closed gates with pumps at
downstream and upstream junctions
Closed gates with pumps at
downstream and upstream junctions

Two pumps With Q = 4 m3/s each &
One pump with Q = 2 m3/s

Four pumps with Q = 6 m3/s each

RESULT AND DICUSSION

Simulations of the existing condition without considering the lateral inflow from Kelapa Gading Area
gives the maximum water surface elevation profile along the Cakung Drain as shown in Figure 7.

eksisting2

2000

Plan: eksisting 5

4000

10l11 /2009

6000

8000

10000

Main Channel Distance (m)
Fig.7: Water surface profile of exixting condition along the Cakung Drain loaded by the 10 year return
periode rainfall.

It can be noticed that at upstream part the water surface highr than the left and right bank elevations.
This means that the area in the left and right Cakung Drain will be inundated at the 10 year return
period flood. As for the Old Sunter River, Fig. 8 shows that the inundation will happen along the
upstream and at short reach downstream part of the river.
182

International Workshop on Multimodal Sediment Disasters Triggered by Heavy Rainfall and Earthquake
and the Countermeasures

eksisting

Plan: eksisting 5

10/11/2009
Grit "1I'0uucuUR

ws
LOB
ROB

2000

4000

6000

8000

10000

12000

Main Channel Distance (m)
Fig. 8: Water surface profile of exixting condition along the Old Sunter River loaded by the 10 year return
periode rainfall.

5
43
2
.§.

1

m

=-

W

0
-1
-2
-3
-4

0
J",rn{m~

Fig. 9: Water surface profile of exixting condition along the Old Sunter River loaded by the 10 year return
periode rainfall.

183

The Effort in Reducing Flooding by Polder System, the Case of East Sunter Area, Jakarta

Fig. 9 shows the result of the simulation of 6 alternatives operation of the long storage system. It can
be seen that all alternatives give water surface 2 m lower than the existing condition especially at the
upstream part. The sixth akternative gives the lowest surface water elevation.
The performance of Polder I and Polder II were evaluated separately. The area of Polder I is of250 m2
Simulations were done with initial condition water surface at level of - 1.0 m and the pumps is
operated to pull down back the water level to - 1.0 m condition after it has been rosen up by the runoff. Considering the ten year return period flood, the folowing Table 2. is the performance of Polder 1.
. dR un-o ff..
T a bl e 2 . Th e P er ~ ormance 0 fP 0 Id er I bly 10. year Rt
e urn P eno

Max. Polder
Inflow
(m3/s)

Pump
Discharge
(m3/s)

Max. Water Surface
Elev.
(m)

Pump Operation
Duration
(hours)

39.15
39,15
39.15
39.15

2
3
4
5

0.67
0.58
0.5
0.41

66
43
32
25

The 150 m2 surface area Polder II, with similar analysis gives result as shown in Table 3.
. dR un-o ff.
T a bl e 3 . Th e P er ~ ormance 0 fP 0 Id er 1 b,y 10 year R eturn Peno

Max, Polder
Inflow
(m3/s)

Pump
Discharge
(m3/s)

Max. Water Surface
Elev.
(m) .

Pump Operation
Duration
(hours)

23,62

2
3
4

-0,09
-0.15
-0.21
-0.27

37
25
18
14

23.62
23.62
23.62

5

Analysis of micro-drainage system performance has evaluated the critical part of the system that is the
longest drainage canal. This 6 Km long canal delivers run-off to Polder 1. It passes under the existing a
bay pass road. Fig. 10. Shows the schematic diagram of the system and the water surface profile after
the maximum inundation time and at the condition after the inundation has been depressed.
The canal comprises of three parts. The first part is the 10m wide and 3300 m long primary canal
whose bed level at - 2.5 m. The second part is the 6 m wide and 2100 m long secondary canal whose
bed level at - 2.5 m. The remaining is the tersier canal and the inundation area.
The study has simulated several different setting of canal widths and bed levels. The results shows
that the bed level of the secondary ant tertiary canals is the most sensitive parameter, providing
sufficient crossection area of the canal, to achieve the success in pulling down the water level in the
inundated area as soon and short period as possible.

184

International Workshop on Multimodal Sediment Disasters Triggered by Heavy Rainfall and Earthquake
and the Countermeasures

polder~

vAth polder oJc5a

1<

Representative of
the inundated area

o'~:3"

1~.48

~t23§'19

3)J Ul2!XS 0900

3o.JUl2cOO 0006
GrOl.lld

I
E

105.49
100 1

·c;~

I

Inundated area

'"

00j

nas e

Main Ct.nrel Olstarce 1m)

Fig. 10: Analysis result of micro-drainage performance.

4.

CONCLUSSION
1. The result of simulations shows that the long storage system, at 10 year return period rainfall,
will start not to inundate the surounding area when operating 10m3Is capacity pumps at the
downstream end of the Old Sunter River and 12 m 3Is capacity pumps or more at the upstream
connection of the river and the Cakung Drain, providing that both ends are closed connected.
2. At the same design rainfall at point 1, the water surface lavel of Polder I may be drawn back to
the initial level at - 1.0 m for less than 25 hours by operating continuously 5 m3/s capacity
pumps or stronger. As for the Polder II, it needs only 3 m 3/s capacity pumps or stronger.
3. For achieving the main goal of the drainage system, that is to shorten the inundated period at the
service area, the bed level of micro-drainage canals needs to be set as low as the maximum level
of the polder bed, providing sufficient canal cross section area is available.

S.

REFERENCES

[1] Brunner, Gary W, "HEC-RAS River Analysis System Hydrailc Reference Manual", 2008, US
Army Corps of Engineers, Hydrologic Engineering Center.
[2] Brunner, Gary W, "HEC-RAS River Analysis System User's Manual", 2008, US Army Corps of
Engineers, Hydrologic Engineering Center.
[3] Chow, Ven Te, "Open Channel Hydraulics", 1992, McGraw-Hili
185

The Effort in Reducing Flooding by Polder System, the Case of East Sunter Area, Jakarta

[4] Departemen Perrnukiman dan Prasarana Wilayah, "Studi Pendahuluan Penanganan Konservasi

dan Pengelolaan Sumberdaya Air di Wi/ayah Sungai Ciliwung-Cisadane", 2000, PPKSDA
Ciliwung-Cisadane, Direktorat Sungai dan Danau, Ditjen Penataan Ruang dan Pengembangan
Wilayah, PT. KWARSA HEXAGON, Jakarta.
[5] Dinas Pekerjaan Umum, Propinsi DKI, "Kajian Pengelolaan Polder Kmvasan Kelapa Gading",
2007, PT. Kriaspisesa Nusaperdana.

186

International Workshop on Multimodal Sediment Disasters Triggered by Heavy Rainfall and Earthquake
and the Countermeasures

Legend

Start of river width change at
(712407,9321828) UTM

WSMaxWS

.

Ground
Bank Sta

0

5

10

15

20

25

Station (m)

Plan: ALT_CO_CKGL_SPLlT_b20

10/15/2009

1.5

Legend

1.0

WS MaxWS
Ground

0.5

K

c
.2

(:- Pump Waduk 11-1
,;- Pump Waduk 11-2
Q- Pump Waduk 11-3

,

,j

ro>

Q)

iii

Bank Sta

0.0
-0.5
-1.0

0,
(:-

-1.5

~

'It

-2.0
0

2 4 6 8 10 12 14 16 18 2022 24
Station (m)

CD Total

•••••• I

long storage with 8 m width
long storage with 20 m width

Figure 6 Scheme of proposed polders and long storage.

181