Bagian I Studi Rencana Induk

Gambar-Gambar

F-1

Gambar 2.5.1 Jadwal Umum dan Pola Tanam di DAS Wonogiri

MonthPalawija: - Maize - Upland Rice - Beans

(Intensity depending)

Unit: mmYear

19841985198619871988198919921993

Avg.Source: Report on The Evaluation of Wonogiri Watershed Management, Research & Development Project of

of Solo Watershed Management, 1995Wet month (≧200mm) Humid Month ( ≧100mm - <200mm) Dry month (＜100mm)38256 120

RemarksOct. Nov. Dec. Jan. May Sep.July Aug.

CassavaBeans

Palawija(single or plural)

Feb. Mar. April June

MT I(1st Cropping Season)

MT II(2nd Cropping Season)

MT III(3rd Cropping Season)

CroppingSeason

Oct Nov Dec. Jan Feb Mar Apr May Jun Jul Aug Sep Total61 289 317 358 373 313 231 111 10 24 4 130 1,554103 139 215 245 303 511 210 55 116 6 13 0 1,459

46 211 108 525 287 282 82 15 143 0 0 33 1,3670 0 517 613 298 134 98 25 0 0 0 0 1,168

122 303 143 275 451 214 77 133 45 0 0 0 1,19529 104 219 142 406 217 205 109 69 97 14 31 1,29074 192 255 321 382 543 125 38 18 9 27 71 1,5340 150 346 493 0 3 0189 159 308 49

167 67 5866

265 372 336 297

(Intensity 100%)

Typi

cal P

atte

rn

17 8 33 1,3541,267

54 174

Average Monthly Rainfall: 1984 to 1993 (excluding 1990 & 1991)

050

100150200250300350400

Oct Nov Dec Jan Feb Mar Apr May Jun Jul Aug Sep

Month

m/m Rainfall

F-2

Keduang River

100

110

120

130

140

150

0 5 10 15

Original Surface (1980)

2004 lowest

Ked

uwan

g B

r.C

heck

Dam

1

BH-11BH-12

MudSand

Assumed surface ofbasal conglomerate

Borehole

Projectedborehole

HWL 136m

LWL 127 m

0% 20% 40% 60% 80% 100%

0% 20% 40% 60% 80% 100%

Gravel

0.24-1.3μm 1.3-5μm 5-16μm 16-31μm 31-75μm 75-250μm 250-850μm 850-2000μm 2000-9500μm

Clay Silt Sand

Distance Upstream of Dam (km) Av

erag

e R

iver

Bed

Ele

vatio

n (m

)

Bengawan Solo River

Distance Upstream of Dam (km)

110

120

130

140

0 5 10 15 20 25

S1S2

S3

S4S5

S6

NWL 136.0m

LWL 127.0m

S7

S8 S9 S10S11

S12

S13 S14S15

B-2(2002)

MudSand

Borehole

Foreset Plane

Projectedborehole

BH-7

BH-8BH-9

BH-1BH-20% 20% 40% 60% 80% 100%

BH-4

0% 20% 40% 60% 80% 100%

0% 20% 40% 60% 80% 100%

0% 20% 40% 60% 80% 100%

?

0% 20% 40% 60% 80% 100%

0% 20% 40% 60% 80% 100%

Gravel

0.24-1.3μm 1.3-5μm 5-16μm 16-31μm 31-75μm 75-250μm 250-850μm 850-2000μm 2000-9500μm

Clay Silt SandAver

age

Riv

er B

ed E

leva

tion

(m)

Tirtomoyo River

Distance Upstream of Dam (km) 10

20

30

40

0 5 10 15 20 25

2000 survey

1993 survey

1980 mapping

2004 survey

Tirtomoyo RiverSolo River

S1

S2S3

S4 S5

T1

T2T3

T4T5 T6

T7

T9T8

B-2(2002)

BH-9BH-8

BH-7

BH-5

BH-6

Mud

Sandy soil

borehole

Foreset Slope

Projectedborehole

Foreset Slope

NWL 136.0m

LWL 127.0m

0% 20% 40% 60% 80% 100%

0% 20% 40% 60% 80% 100%

Gravel

0.24-1.3μm 1.3-5μm 5-16μm 16-31μm 31-75μm 75-250μm 250-850μm 850-2000μm 2000-9500μm

Clay Silt Sand

110

120

130

140

Aver

age

Riv

er B

ed E

leva

tion

(m)

Temon River

Distance Upstream of Dam (m)

110

120

130

140

0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000

El-2004El-1993El-1990El-1984El-1980

Temon RiverSolo River

NWL 136.0m

LWL 127.0m ?

Mud

Sandy soil

0% 20% 40% 60% 80% 100%

BH-3

Aver

age

Riv

er B

ed E

leva

tion

(m)

Gambar 3.3.2 Penampang Memanjang Kondisi Geologi Waduk Wonogiri

F-3

LEGEND

500,0

00 E

495,0

00 E

490,0

00 E

485,0

00 E

9,135,000 N

9,130,000 N

9,125,000 N

9,120,000 N

9,130,000 N

9,135,000 N

9,125,000 N

9,120,000 N

500,0

00 E

495,0

00 E

485,0

00 E

7°52’30” S

１11°

00’00” E

490,0

00 E

1L

1R

2L

2R

3L

3R

W6R 4R

L3R

K1R/L3L

K1L

L4R

L4L

L5R

L5L

K2L

K2R

K3L

K3R

K4R

K4L

K5L

K5R

K6L

K6R

K7LK7R

L1R

L1L

L2R

L2L

G2R

G2LG1R

G1L

T2L

T2R

T3R

T3L

T4R

T4L

T5R

T5L T6R

T6LT7L

T7RT8R

T8L

T9R

T9L

W6L

W7R W7L

W5L

W5R

4/5L

W4R

W1L

W1R

W2L

W2R

W3L

W3R

N8L

N8R

N9L

N9R N6L

N7L

N7R

N6R 7L

7R

B0R

B0L/B1LN1R

N1L

N2L

N3L

N2R

N3R

N4/5L

N4RN5R

9R

9L

B1R/B6L

B6R

B7R

B7L

B2R

B2L

B3R

B3L B4R

B4L

B5R

B5L

10L

10R

11L

11R

12R

12L

B8R

B8L

13R

14R 15R

15L14L

13LA1L

A1R

A2L

A3L

A4L

A2R

A3R

A4R9,115,000 N

8°00’00” S

A5L

A5RA6L

A7L

A6R

A7R

16R

16L

17R

17L

B6R

B7R

B8R

B8L

B7L

B6L

T8aR

T8aL

T10R T11R

T11LT10L

K8R

K9R

K10R

K8L

K9L

K10L

W8L

W9L

W10L

W8R

W9R

W10R

EXISTING SURVEY LINE IN 1993 (Re Survey)

NEW SURVEY LINE FOR CONTOURING

CROSS-SECTIONAL SURVEY for 6 Rivers

BH9 L=13m

BH8 L=14m

BH7 L=13m

BH4 L=12m

BH3 L=9m

BH2 L=16m

BH11 L=25m

BH12 L=17m

BH10 L=12m

BH5 L=12m

SU-4

BH1 L=12m

BH-6 L=13m

BH10 L=23m

Keduwang R.

Tirtomoyo R.

Temon R.

Bengawan Solo

Alang R.

AdBed-1

34%

56%

5% 5%

AdBed-2

61%

35%

2%

2%

AdBed-1

1%

73%

10%

16%

AdBed-1

61%

34%

2%

3%

SdBed-2

68%

27%

3%

2%

AdBed-1

5%

80%

8%7%

BdBed-1

65%

28%

4%

3%

BdBed-2

63%

32%

3%

2%

BdBed-3

0%

67%

12%

21%

TdBed-1

76%

22%

1%

1%

TdBed-2(0.2m-1.5m)

65%

30%

3%

2%

TdBed-3

2%

80%

10%8%

KdBed-1

73%

23%

3%

1%

KdBed-2

79%

19%

1%

1%

KdBed-3

85%

12%

2%

1%

sandsilt

gravelclay

BH-1(0.2m-0.4m)

0%

5%

28%

67%

BH-2(0.3m-0.5m)

0%

3%

27%

70%

BH-3(0.3m-0.5m)

0%

7%

26%

67%

BH-4(0.2m-0.4m)

0%

39%

15%

46%

BH-5(0.25m-0.45m)

0%20%

15%65%

BH-6(0.3m-0.5m)

0%

61%23%

16%

BH-7(0.15m-0.35m)

0%

8%

9%

83%

BH-8(0.3m-0.5m)0%

2%

10%

88%

BH-9(0.3m-0.5m)0%

1%

17%

82%

BH-10(0.4m-0.6m)

0%

33%

32%

35%

BH-11(0.3m-0.5m)

0%

1%

36%

63%BH-12(0.3m-0.5m)

0% 18%

28%54%

TdBed-2(0.0m-0.2m)

1%

73%

16%

10%

Gambar 3.3.3 Komposisi Material Sedimen Permukaan di Waduk Wonogiri dan 5 Anak Sungai Utama

F-4

Monitoring on Sedimentation at Intake (Axis I)

115.0

120.0

125.0

130.0

135.0

140.0

145.0

0 10 20 30 40 50 60 70 80 90 100 110 120

Distance (m)

Elev

atio

n (E

L.m

)

May. 2004 Oct. 2004 Mar. 2005 Apr. 2005 May. 2005 Jun. 2005 Jul. 2005

Aug.2005 2005/9/25 2005/9/29 Nov.2005 Dec.2005 Jan.2006 Feb.2006

HWL( at normal operation)136.0m

LWL127.0m

EL142.0m

EL.116.0m (Foundation of Inlet)

EL131.0m

Monitoring on Sedimentation at Intake (Axis II)

115

120

125

130

135

140

145

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

Distance (m)

Elev

atio

n (E

L.m

)

Apr. 2003 (Pre.dredg.) Original Riverbed May. 2004 Oct. 2004Mar. 2005 Apr. 2005 May. 2005 Jun. 2005Jul. 2005 Aug.2005 2005/9/25 2005/9/29Nov.2005 Dec.2005 Jan.2006 Feb.2006

HWL( at normal

LWL127.0m

EL142.0m

EL.116.0m (Foundation of Inlet)

EL131.0m

Monitoring on Sedimentation at Intake (Axis III)

115.0

120.0

125.0

130.0

135.0

140.0

145.0

0 10 20 30 40 50 60 70 80 90 100 110 120

Distance (m)

Elev

atio

n (E

L.m

)

May. 2004 Oct. 2004 Mar. 2005 Apr. 2005 May. 2005 Jun. 2005 Jul. 2005

Aug.2005 2005/9/25 2005/9/29 Nov.2005 Dec.2005 Jan.2006 Feb.2006

HWL( at normal operation)136.0m

LWL127.0m

EL142.0m

EL.116.0m (Foundation of Inlet)

EL131.0m

Gambar 3.4.2 Hasil Pemantauan Sedimentasi di Intake

F-5

Gambar 8.2.2 Rencana Tata Letak Modifikasi Intake

Inta

ke g

ate

Top

of D

am E

L.14

2.0m

Inta

ke s

cree

n

Inta

ke g

ate

Inta

ke g

ate

H.W

.L.1

36.0

mS

.W.L

.139

.1m

Inta

ke T

ow

er

on E

xist

ing

Inta

ke

EL.

135.

0m

Exi

stin

g In

take

Car

tain

wal

l

L.W

.L.1

27.0

mE

L.12

8.0m

Qua

ntity

Bas

ic c

oncr

ete

V=1

/2(1

4.6+

18.6

)×4.

0×2.

90+1

/2(1

4.6+

18.6

)×4.

0×1/

2×7.

3=24

2.4m

3

Stru

ctur

e co

ncre

te F

ront

wal

l V=6

.0×

12.0

×1.

4=10

5.8m

3

Sid

e w

all

V=(

19.9

×20

.0-1

/2×

5.10

×3.

92)×

3.0×

2=2,

328m

3

Up

wal

l

V=19

.90×

18.6

0×2.

0+1/

2(1.

0+2.

0)×

(19.

9×2+

18.6

)=91

5.5m

3

tot

al V

=3,5

92m

3

Scr

een

A

=14.

0 ×12

.6=1

76.4

m2

W=0

.3×

A=5

2.92

tG

ates

A=5

.0×

13.6

×2=

136.

0m2

W

=×A

=68.

0tIn

spec

tion

Brid

ge

L

=100

m

Exi

stin

g In

take

EL.1

16.0

m E

xist

ing

Con

duit

E

L.11

6.0m

F-6

EL.117.500

Power Station

TerminalStructure

EL.

142.

000

Mai

n D

am C

rest

1 : 2.2

No.

10

1 : 3.1

No.

5

Gateshaft N

o.1

No.

0

X = 19.920.141Y = 49.991.925{

EL.142.000

Acces to Dam

S P I L L W A Y

No.0

No.5

No.10

F o r e b a y

EL.128.000

Intake

Acces to intake

Inta

ke C

offe

r

EL.

126.

000

10M

ain

Cof

fer D

am C

rest

1 : 3.6

Valve House

EL.

136.

000

1 : 2

SurgeTank

Prim

ary

Cof

fer

EL.1

19.0

00

45

Headrace channel L= 581.152 m

173,273

286,879

20,000

EL.106.000

EL.100.000

PLUNGE POLE

30,000

EL.108.000

120

110

125

130

135

140

145

150

155

165

170

175

185

190

195

200

205 21

5

225

230

205

200

195

190

185

180

175

170165

160155

150

145

140

135

200

Intake Tower

110

185 180 175 170 165 160 155 150 145 140 135 130

190195200205210215220

125120115110105100

110.0

00

LONGITUDINAL PROFILE OF HEADRACE CHANNEL

EL. 107.562

SURGE TANK

C POWER STATIONLEL.136.00

SPILLWAY

53.36

9

125.0

018

.288

130.0

028

.876

135.0

025

.945

140.0

014

5.00

14.13

215

0.00

8.842

155.0

014

.618

160.0

018

.112

165.0

032

.844

170.0

019

.554

175.0

05.8

2518

0.00

7.775

185.0

018

.030

190.0

09.5

8219

5.00

6.959

200.0

033

.112

205.0

018

.626

205.0

025

.982

200.0

016

.209

195.0

022

.258

190.0

015

.081

185.0

018

.707

180.0

019

.838

175.0

017

.829

170.0

015

.162

160.0

015

.008

150.0

013

.451

142.0

09.4

82

126.0

6116

3.006

125.0

009.7

60

120.0

046

.583

110.0

061

.717

110.0

099

.943

( New Structure )

9590858075

ORIGINAL GROUNDLEVEL (EL. m)

DISTANCE (m)

DL. + 70.00

15.11

6

120.0

0

EL.116.000

581,152

29,615

30,000

Existing Structure

EL.142.000H.W.L.136.000L.W.L.127.000

EL.110.000

121.000

0 50 100 mSCALE B

0 66.67 mSCALE A

33.335

SCALE B

PLAN OF HEADRACE CHANNEL SCALE A

220

210

180

160

128

17.66

19??

Gambar 8.2.3 Rencana Tata Letak dan Penampang Relokasi Intake

F-7

Tras

h ra

ck(s

cree

n)

EL.

116.

0mEL.

135.

0m

EL.

128.

0mE

L.12

7.0m

Top

of D

am E

L.14

2.0m

Con

cret

e sl

abh=

1,00

0m

EL.

135.

0m

Tras

h ra

ck(s

cree

n)C

oncr

ete

1/2

×(3

.0+1

1.8)

×11

.0 ×

14.6

=1,1

88.4

m3

1

/2×

8.0×

12.0

×18

.58+

1/2×

8.0×

12.0

×5.

92×

1/3=

986.

6m3

To

tal 2

,175

m3

Dec

k bo

ad C

oncr

ete

A=7

.0×

(49.

5+14

.6×

2+27

.0)=

729.

9m2

V

=729

.8×

1.0=

729.

9m3

Ste

el p

ile

Φ

1,00

0mm

L=9

.0m

　　

N=3

4　　

　S

cree

n　　

　　

A=(

28.6

+27.

0)×

2×8.

0=88

9.6m

2

　　

　　

　　

　　

　　

　

Deb

ris tr

appi

ng s

truct

ure

at In

take

Ste

el p

ipe

pile

Φ

1,00

0×ｈ

9.0m

Top

of D

am E

L.14

2.0m

EL.

135.

3m

EL.

127.

0mE

L.12

8.0mEL.

136.

0m

Gambar 8.2.5 Rencana Tata Letak Bangunan Penahan Sampah di Intake

F-8

EL.135.300

EL.126.0m

EL.129.000

EL.135.300

EL.129.000

EL.126.000

9.300

14.160

6.300

3.000

30.0003.150 3.15010.000 10.00056.300

37.700

1:1.0

2.500

3.000

3.000

4.750

EL.135.300

1 : 1.0

DEBRIS TRAPPING WEIRSCALE B

1

1

SECTION 1 - 1SCALE B

WONOGIRI MULTI PURPOSE DAM DIVERTING WEIR

36,300

PLAN

56,300

30,000A A

20,00

00 25 m

SCALE B10 15 205

0 50 mSCALE A

20 30 4010

SCALE A

20.000 10.0003.0001.735 1.000

1.000500

14.160

EL. 129.000

SECTION B - BSCALE A

21.500

Debris Trapping Dam

Keduang River

Wonogiri Dam

Gambar 8.2.6 Rencana Tata Letak Umum Bangunan Penahan Sampah di S.Keduang

F-9

SCALE :

I = 1/1,000 Solo River

BYPASS TUNNEL 2r=5.0m

RIVER IMPROVEMENTB=10.0m H=3.0m

Rock bolt L=3,000m

Diverting Tunnel

River Improvement

Typical Cross section of Bypass Channel

Keduang River

Figure- Alignment and structure of Bypass channel

Bypass Tunnel 2r=5.0m L=6,435m

Diverting Weir

Keduang River

Wonogiri Dam

River improvement L=2,395m B=10m,h=3.0m

Gambar 8.3.2 Rencana Tataletak Bypass Sedimen di Sungai Keduang (1/2)

F-10

20,000 10,0003,0001,260 1,000

1,000

1,0002,000

14,160

20,000 70,000 13,500 8,500 20,0002,950

H.W.L. 140.200

EL. 135.300

5,0002,500 5,000 2,5002,000

EL. 134.000GATES (H6.70 m X B5.0 m X 2 nos)

EL. 126.000

1 : 1.0

EL. 141.200EL. 141.200

165

160

155

150

145

140

135

130

125

120

EL. 129.000

SECTION C - C

5,000

Original Ground Line

0 50 mSCALE

20 30 4010

H.W.L. 140.200

WONOGIRI MULTI PURPOSE DAM DIVERTING WEIR

75,900

PLAN

137,90013,500

2,95020,00

0

2,950 70,000 45.04

??

10,000

8,475A A

139.0

38

180

175

170

130

135

140

145

150

155

GROUND ELEVATION

DISTANCE

137.5

00

125

120

EL. 132.800EL. 129.800

SECTION B - B

3,2002,000

2,050 3,460 38,915 1,400 28,400

EL. 124.800

EL. 132.300 Slope

76,225

H.W.L. 140.200

140.0

014

.634

142.5

07.8

23

145.0

09.1

74

147.5

05.5

49

150.0

06.5

94

152.5

07.7

66

155.0

09.1

24

160

165

170

175

180

185

157.5

06.8

46

160.0

05.8

93

162.5

05.7

83

165.0

05.7

06

167.5

05.8

92

170.0

06.2

00

172.5

06.2

05

175.0

06.4

88

177.5

06.6

86

180.0

07.9

04

182.5

09.4

40

185.0

011

.264

187.5

017

.750

190

188.4

223

.658

20,639

Gambar 8.3.2 Rencana Tataletak Bypass Sedimen di Sungai Keduang (2/2)

F-11

130

EL.117.500

Power Station

Terminal

Structure

EL.142.000

No.15 Main Dam Crest

1 : 2

.2

No.10

1 : 3

.1

X = 20.011.721

Y = 50.123.138

{No.5

Gate

shaft

No.1

No.0

X = 19.920.141

Y = 49.991.925

{

EL.1

42.0

00A

cces

to D

am

S P

I L

L W

A Y

No.

0

No.

5

No.

10

F o

r e b

a y

EL.1

28.0

00

IntakeAcc

es to

inta

ke

Intake Coffer

EL.126.000

Sol

o R

iver

By Pas

s Cha

nnel

2nda

ry Coff

er

EL.123

.000

Berm EL.126.000

10

15EL.126.000

Main Coffer Dam Crest

1 : 3

.6

Valve House

EL.136.000

1 : 2

Surge

Tank

Primary CofferEL.119.000

Acces Road to Power Station

20

No.20

No.25

4

5

No.30

No.35

No.40No.42

X = 20.378.037

Y = 50.647.924

{

40

30

7.5 %

EL. 128.000

7.5 %

142.000EL.

X = 20.401.162

Y = 50.681.054

{

I A = 44??.0

0'

R = 100.00

TL = 40.403

CL = 70.794

Crest Length 830.000

I P. 2 A

I P. 2

No. 55Sub. Dam Axis

0 50 100 mSCALE

EL.127.000

70,00024,000

EL.106.000 EL.100.000PLUNGE POLE

EL.117.500

9,500

446,782

50,00010,000

32,755

79,943

R =

80.

0 m

75,000

10,000

10,000

36,000

120

125

130

135

140

140

135

130

125120115

135

135

Headrace channel L=574m

130

125

120

169,169

286,9

20

355,000

5,000

433

20,000

EL.10

6.000

EL.10

0.000

PLUN

GE P

OLE

30,000

EL.10

8.000

46.4620??

110

140

140

120

110

120

125

130

135

140

120

110

125

130

135

140

145150155160165170175180185190195200205210215220225

230

205

200

195

190

185

180

175

170165

160

155

150

145

140

135

200

Intake Tower30

,000

115

110110

110110

110

Gambar 8.3.5 Tata Letak Sluicing Sedimen Menggunakan Pintu-pintu Baru

F-12

77.98

4

12011

5

120

125

130

135

140

140

STEE

L SHE

ET P

ILEEL

. 138

.60

659.000

433

1 24.204

ORIGINAL GROUNDLEVEL (EL. m)

DISTANCE (m)

DL. + 80.00

139.0

00.0

00

LONGITUDINAL PROFILE OF COVER DAM

139.0

012

9.317

138.0

020

.370

137.0

016

.687

136.0

014

.376

135.0

012

.467

134.0

08.6

2813

3.00

14.00

913

2.00

12.27

313

1.00

12.85

013

0.00

11.25

012

9.00

6.104

128.0

06.6

6212

7.00

6.193

126.0

08.0

5212

5.00

10.13

512

4.00

10.82

812

3.00

7.820

122.0

06.4

8412

1.00

6.169

120.0

06.6

1411

9.00

8.293

118.0

08.9

8411

7.00

5.858

116.0

08.1

4811

5.00

10.25

2

116.0

091

.829

120.0

014

.529

122.0

011

.101

123.0

06.2

8512

4.00

11.76

312

5.00

11.65

9

127.0

020

.133

128.0

020

.486

129.0

021

.278

130.0

017

.685

130.0

037

.416

130.0

045

.932

131.0

014

.554

132.0

015

.911

133.0

010

.693

134.0

014

.195

135.0

012

.288

136.0

012

.094

137.0

015

.068

140.0

015

.902

141.0

012

.680

K. K

eduw

ang

SCALE B

0 50 100 mSCALE A

0 5 10 mSCALE B

CONCRETE

TIE - ROD O1"

TIE - ROD O1"

QUANTITY

SAND WELL COMPACTED

GROUND LINE TIE - ROD O1"

5.000

VARIES

SIDE VIEW STEEL SHEET PILESCALE B

SCALE A

4.800

4.800

10.000

UPPER VIEW STEEL SHEET PILE

142.0

020

.922

142.0

059

.224

141.0

025

.925

11.582

140.0

011

.582

658.800

29.156

EL. 142.000

Crest EL. 127.000EL. 125.000

EL. 138.700RadialGate

36.000

Current Depsit Line EL. 130.0 m

New Spillway283 x 2 = 566 nos 155 x 2 = 310 nos 70 x 2 = 140 nos 317 x 2 = 634 nos 138 x 2 = 276 nos 564 x 2 = 1128 nos 120 x 2 = 240 nos

L1 = 113.200 m L2 = 62.000 m L3 = 28.000 m L4 = 126.800 m L5 = 55.200 m L6 = 225.600 m L7 = 48.000 m

11.40

0

20.40

0 23.40

0

34.80

0

23.40

0

15.40

0 6.400

L1 = 566 nos x 11.400 = 6,452.4 mL2 = 310 nos x 20.400 = 6,324 mL3 = 140 nos x 23.400 = 3,276 mL4 = 634 nos x 34.800 = 22,063.2 mL5 = 276 nos x 23.400 = 6,458.4 mL6 = 1,128 nos x 15.400 = 17,371.2 mL7 = 240 nos x 6.400 = 1,536 mLength of double-wall coffer dam = 658.8 mNumber of Sheet pile (W=0.400 m) = 1,647 x 2 = 3,294 nosTotal Sheet Pile length = 63,481.2 m

10.000

500

300300

No.3

5

No.4

0No

.42

X =

20.3

78.0

37

Y =

50.6

47.9

24

{

40

7.5

%

142.

000

EL.

X =

20.4

01.1

62

Y =

50.6

81.0

54

{

I A =

44??

.00'

R =

100

.00

TL =

40.

403

CL =

70.

794

Cres

t Len

gth

830.

000

EL.

125.

0 m

R = 80.0 m

36.000

Gambar 8.3.8 Rencana Tataletak Tanggul Penutup

F-13

Figure 9.3.3 Present Annual Soil Loss of Village in Wonogiri Watershed

Figure 9.3.4 Present Annual Soil Loss per Hectare of Village in Wonogiri Watershed

Gambar 9.3.3 Kehilangan Tanah Tahunan Saat Ini di Desa-desa DAS Wonogiri

Gambar 9.3.4 Kehilangan Tanah Tahunan Per Hektar Saat Ini di Desa-desa di DAS Wonogiri

F-14

Figure 9.3.5 Future Annual Soil Loss of Village in Wonogiri Watershed

Figure 9.3.6 Future Annual Soil Loss per Hectare of Village in Wonogiri Watershed Gambar 9.3.6 Kehilangan Tanah Tahunan Yang Direncanakan (Future) Per Hektardi Desa-desa di DAS Wonogiri

Gambar 9.3.5 Kehilangan Tanah Yang Direncanakan (Future) di DAS Wonogiri

F-15

Figure 11.5.3 Tentative Proposed Organizational Set-up at Field & Village Level for Implementation of Conservation Measures

Source: JICA Study TeamFigure 11.5.2 Basic Implementation Arrangement for Watershed Conservation Measures

Source: JICA Study Team

2nd Year 3rd Year 4th Year 5th 6th & on

1. Implementation of VA&VAP

- Village Assessment and Village Action Plan

- Formulation of Implementation Committee

- Support for Implementation Cimitte

2 Farmer Group (K2TA) Formation Program

- Mass Guidance/Socialization/Workshop

- Support for Formation of K2TA

3 Farmer Group Empowerment Program- Key Farmer Training- Demonstration Activities by Key Farmers- Mass Guidance on Conservation Measures- Need Inventory on Agro-forestry etc.

4 Terrace Formation Guidance Program

5 Agro-forestry Development Program(for 3 years)

6 Farming Support Program(for 1 cropping season)

7 Field Guidance Program

8 Agricultural Support Programs

Program schedule Continuous activities or activities to be made during the period

Implementation Stage1st Year

Preparatory StageProject Activities

District Level

K2TA: Kelompok Konservasi Tanah dan Air(Soil & Water Conservation Farmer Group)

Village Level PPL: Agricultural Field Extension WorkerPKL: Forestry Field Extension Worker

Farmer/Farmer Gro

Farmer Level

PBS

District AgricultureServices Office

District ForestrySub-services Office

Project Management UnitOrganized at District Level

Member: Beneficiary Farmers

Practitioners

(± 20 farmers & ±20 ha)

K2TA K2TA

Practitioners Beneficiaries/Practitioners

Soil & Water ConservationFarmer Group (K2TA)

Beneficiaries/Beneficiaries/

Other Agencies

Member:

(Sub-district Staffs) (PPLs/PKLs)

Representative of K2TAsRepresentatives of village Organizations

Implementation Committee

Representatives of HamletRepresentatives of Village Administration

(Field Technical Guidance Team)PPLs/PKLs & District StaffsNGOs & Other Stakeholders

Program ImplementationTechnical GuidanceProvision of SupportsMonitoring & Evaluation

Assignment of StaffsTechnical GuidanceMonitoring & Evaluation

Providing guidance/SupportMonitoring K2TA Activities

Project Implementation UnitImplementation of Conservation MeasuresReview & Formulation of Annual Work

PlanBudget Arrangement

Monitoring & EvaluationTechnical Guidance & Support

Group of Practitioners of Non-structuralConservation Measures

Implementation of MeasuresAgro-forestry DevelopmentImproved Farming Practices

Provision of TechnicalGuidance & SupportProgress Monitoring

Gambar 11.5.2 Susunan Implementasi Dasar Penanganan Konservasi DAS

Gambar 11.5.3 Usulan Sementara Pembenukan Organisasi di Tingkat Desa dan Lapangan Untuk Implementasi Penanganan Konservasi